Swedish Edmonds ACC-TIA-140210.revised 2.10.14.pdf
Ambulatory Care
Center
at
Swedish
Edmonds
Traffic Impact
Assessment
September, 2013
(Revised 11/21/13)
(Revised 2/10/14 to
reflect final site plan)
Prepared for:
Swedish Medical Center
City of Edmonds
Prepared by:
Transportation Solutions, Inc.
th
8250 165 Ave NE
Redmond, WA 98052
(425) 883-4134
Table of Contents
INTRODUCTION ........................................................................................................... 1
PLD ............................................................................................ 1
ROJECT OCATION AND ESCRIPTION
SPO ............................................................................................... 1
TUDY ROCESS AND RGANIZATION
EXISTING CONDITIONS ............................................................................................... 4
SN .......................................................................................................................... 4
TREET ETWORK
TVP ................................................................................................... 5
RAFFIC OLUMES AND ATTERNS
ELS ........................................................................................................... 8
XISTING EVEL OF ERVICE
CA ...................................................................................................................... 9
OLLISION NALYSIS
P ...................................................................................................................................... 10
ARKING
TS ......................................................................................................................... 11
RANSIT ERVICE
PBA .............................................................................................. 11
EDESTRIAN AND ICYCLE CTIVITY
FORECASTED TRAFFIC CONDITIONS ....................................................................... 11
FTVP ........................................................................ 12
UTURE RAFFIC OLUMES WITHOUT THE ROJECT
PSI ................................................................................................. 12
LANNED TREET MPROVEMENTS
PP ..................................................................................................................... 13
LANNED ROJECTS
LSAP ...................................................................... 15
EVEL OF ERVICE NALYSIS WITHOUT THE ROJECT
FTVP .............................................................................. 16
UTURE RAFFIC OLUMES WITH THE ROJECT
Trip Generation ...................................................................................................................... 16
Trip Distribution ..................................................................................................................... 18
Mode Split ............................................................................................................................. 18
Travel Assignment .................................................................................................................. 18
Level of Service Analysis with the Project ............................................................................... 22
Site Related Conditions .......................................................................................................... 23
Parking.................................................................................................................................................23
Site Access and Loading .......................................................................................................................24
CONCLUSIONS/MITIGATION ..................................................................................... 25
TG ........................................................................................................................ 25
RIP ENERATION
ILS .................................................................................................. 25
NTERSECTION EVEL OF ERVICE
S ....................................................................................................................................... 25
AFETY
P ...................................................................................................................................... 25
ARKING
M ................................................................................................................................. 25
ITIGATION
APPENDICES .............................................................................................................. 26
AA:EFTV ......................................................... 26
PPENDIX XISTING AND ORECASTED RAFFIC OLUMES
AB:LSREC ............................................. 26
PPENDIX EVEL OF ERVICE EPORTS FOR XISTING ONDITIONS
AC:LSRF2016CWP ... 26
PPENDIX EVEL OF ERVICE EPORTS FOR UTURE ONDITIONS ITHOUT THE ROJECT
AD:LSRF2021CWP ... 26
PPENDIX EVEL OF ERVICE EPORTS FOR UTURE ONDITIONS ITHOUT THE ROJECT
AE:LSRF2016CWP ......... 26
PPENDIX EVEL OF ERVICE EPORTS FOR UTURE ONDITIONS ITH THE ROJECT
AF:LSRF2021CWP ......... 26
PPENDIX EVEL OF ERVICE EPORTS FOR UTURE ONDITIONS ITH THE ROJECT
AG:PSC .............................................................................. 26
PPENDIX ARKING UPPLY ALCULATIONS
LF
IST OF IGURES
F1:PS ....................................................................................................... 3
IGURE ROJECT ITE
2:E(2013)PMPHTV .............................................. 7
F
IGURE XISTING EAK OUR RAFFIC OLUMES
F3:F(2016)PMPHTVP .......... 14
IGURE UTURE EAK OUR RAFFIC OLUMES WITHOUT THE ROJECT
4:PMPHPTD ....................................................... 19
F
IGURE EAK OUR ROJECT RIP ISTRIBUTION
5:PMPHPTA ........................................................ 20
F
IGURE EAK OUR ROJECT RIP SSIGNMENT
6:F(2016)PMPHTV .............................................. 21
F
IGURE UTURE EAK OUR RAFFIC OLUMES
LT
IST OF ABLES
T1:SIC ................................................................... 5
ABLE TUDY NTERSECTIONS AND ONTROLS
T2:E(2013)PMPHLOSS .................................................... 8
ABLE XISTING EAK OUR UMMARY
T3:ICS ........................................................................ 9
ABLE NTERSECTION OLLISION UMMARY
T4:CA2012CDAHM
ABLE OMPARISON OF UGUST ENSUS ATA WITH VERAGE AND IGHEST ONTHS
J2012J2013 ......................................................................... 10
FROM AN THROUGH UNE
T5:F(2016,2021)PPMPHLOSS ............. 15
ABLE UTURE WITHOUT ROJECT EAK OUR UMMARY
T6:EPMPHTGC ............................. 17
ABLE XISTING EAK OUR RIP ENERATION HARACTERISTICS
T7:TGS ................................................................................. 17
ABLE RIP ENERATION UMMARY
T8:F(2016,2021)WPPMPHLOSS ................... 22
ABLE UTURE ITH ROJECT EAK OUR UMMARY
T9:CPSCG
ABLE HANGES TO THE ARKING UPPLY DURING ONSTRUCTION OF THE ARAGE AND
ACC ........................................................................................................................... 23
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I
NTRODUCTION
This report examines the traffic impacts associated with the development of an
Ambulatory Care Center (ACC) and accessory parking structure on the Swedish Medical
Center campus in Edmonds Washington. The purpose of this analysis is to identify any
traffic related impacts generated by the operation of the proposed project and to outline
programs and/or physical improvements to minimize or eliminate the effects of these
impacts. This analysis meets the traffic and transportation planning requirements of the
City of Edmonds and is based on a scope of work developed with the City.
Note that the report was updated on November 21, 2013 in response to city comments
regarding city transportation improvement project schedules and to include analysis of
2021 conditions.
Project Location and Description
Figure 1
The project site is located on the east side of the existing hospital building.
shows the location of the project site on the hospital campus. The site is currently used
for surface parking.
The ACC will consist of two stories with a total floor area of approximately 78,650 SF.
Current plans call for full occupancy of the first floor in 2016 with the second floor
constructed as a shell for undefined future uses. The primary functions on the first floor
will be a new emergency room, urgent care center, entry, and support spaces such as
imaging. A new patient/visitor loading area will be provided at the ACC entry. The
second floor shell will contain basic utilities but will not be permitted for occupancy at this
time. A parking garage will be constructed prior to ACC construction to replace parking
that will be lost during ACC construction and provide additional parking to support the
demand generated by the ACC.
th
The primary access onto the site would be from the existing campus accesses on 216
th
Street SW and 76 Avenue SW. Travel lanes within the campus adjacent to the ACC
and garage will be modified to provide adequate access to the garage and new patient
loading area outside the AC. Total on-campus parking is proposed to consist of
approximately 1,234 parking stalls, an increase of 64 stalls over the existing supply.
Study Process and Organization
The process used in preparing this traffic analysis follows a generally accepted approach
and conforms to the general format and intent of the State Environmental Policy Act
(SEPA) guidelines. To the extent possible, any significant departures or modifications to
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this approach have been coordinated with City of Edmonds staff and documented in this
report.
This report is formatted to first discuss existing traffic conditions, which provides a
framework or reference for the remainder of the analysis. Next, future conditions for
2016 without the project are forecasted to establish a baseline against which to measure
the project specific traffic related impacts. Finally, project generated traffic is forecasted
and superimposed on non-project traffic to evaluate the incremental and cumulative
impacts precipitated by the project.
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Figure1:
SwedishEdmonds
SitePlan
AmbulatoryCareCenter
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EC
XISTINGONDITIONS
This section of the report describes the existing transportation conditions in the vicinity of
the project, including a description of the street network, summaries of traffic volumes,
and traffic operations in the area. This discussion serves as a basis for subsequent
analysis of forecasted traffic conditions.
Street Network
The street network in the immediate vicinity of the project site is typical of medium
density urban commercial areas with adjacent residential uses. In general, the street
network falls into a north-south and east-west grid pattern. Specific characteristics of key
streets are described below and the local network illustrated in Figure 1.
SR- 99
is a five-lane principal arterial oriented northeast southwest that links
surrounding communities with commercial and residential uses to the north and south.
The roadway is channelized to provide two travel lanes in each direction with a dual
center left turn lane. Average weekday daily traffic volumes consist of approximately
31,000 to 33,300 vehicles per day in the vicinity of 216 th Street SW. Sidewalks line both
sides of the street intermittently. The posted speed limit is 45 mph.
th
76 Avenue West
is a four-lane minor arterial running north south with a speed limit of
30 mph. The arterial provides a link between SR-99 to the south and northeast
Edmonds and west Lynwood to the north. Southbound traffic on 76 th Avenue West
must turn south onto SR-99 where they intersect. Through traffic is prohibited at this
intersection. Sidewalks are present on both sides of the street in the vicinity of the
hospital campus.
212 th Street Southwest
is a four-lane minor arterial that provides access between the
Edmonds central business district and points east. Sidewalks are present on both sides of
the street. The posted speed is 30 mph.
thrd
215 Street Southwest and 73 Place West
are both two-lane local streets that
provide access to adjacent residential uses and provide a link between 76 th Avenue West
th
and 216 Street Southwest. The posted speed is 25 mph. There is no curbing, gutter,
or sidewalks on either street segment.
th
216 Street Southwest
is a two-lane local street that provides access between the
hospital campus and SR-99. The west end of this street segment terminates at the main
entrance onto the hospital campus. Sidewalks are present on the south side of the street
and a portion of the north side. The posted speed limit is 25 mph.
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220 th Street Southwest
is a four-lane minor arterial that provides access between the
south Edmonds area, SR-99, and a full interchange at Interstate 5. Sidewalks are present
on both sides of the street. The posted speed is 30 mph.
Traffic Volumes and Patterns
The scope of this traffic analysis was determined jointly with Bertrand Hauss, City of
Edmonds Transportation Engineer. Thirteen intersections were identified for analysis
during the weekday PM peak hour for operational characteristics and safety. The
Table 1
thirteen intersections and their associated traffic controls are listed in and
Figure 2
illustrated in.
1:SIC
T
ABLETUDYNTERSECTIONS AND ONTROLS
IntersectionControl
th
1. SR-99/ 212 Street SW Signalized
*
th
2.Signalized
SR-99/ 216 Street SW
*
th
3.Signalized
SR-99/ 220 Street SW
thth
4. 76 Avenue W/ 220 Street SW Signalized
*
thth
5.Stop on 218th
76 Avenue W/ 218 Street SW
*
th
6.Stop on Hospital Drive
76 Avenue W/ S Hospital Drive
*
thth
7.Signalized
76 Avenue W/ 216 Street SW
th
*
thth
8.Stop on 216
76 Avenue W/ 216 Street SW (east leg)
th
*
thth
9.Stop on 215
76 Avenue W/ 215 Street SW
th
10. 76 Avenue W/ High School Driveway Stop on Driveway
thth
11. 76 Avenue W/ 212 Street SW Signalized
ndth
12. 72 Avenue W/ 212 Street SW Signalized
nd
*
ndth
13.Stop on 72
72 Avenue W/ 216 Street SW
PM peak hour turning movement counts were made for the intersections marked with an
asterisk on Thursday, August 1, 2013. The count data for the remaining intersections
was made on Wednesday, March 21, 2012 and provided by the City. An important
consideration was to analyze conditions when the high school was in session. The
th
volume of vehicles turning into and out of the high school driveway on 76 Avenue SW
th
in the March count were added to the through volumes of the intersections on 76
Avenue SW where the counts were made in August. The PM peak hour is used since it
represents the time period where the combination of project-generated and background
traffic volumes are expected to be at their peak and present the most severe potential for
traffic congestion.
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During the PM peak hour, traffic volumes on SR-99 near the project site reach
approximately 2,840 vehicles. Of this volume, approximately 54 percent are
th
northbound and 46 percent are southbound. PM peak hour traffic volumes on 76
Avenue West are predominantly northbound with the majority of volumes turning onto
th Street SW, which provides a direct connection with SR-99 and Interstate 5.
or from 220
th
PM peak hour traffic volumes on 220 Street SW are predominantly westbound.
Because this street serves as a collector and distributor for both SR-99 and Interstate 5,
th
traffic volumes in both directions tend to increase east of 76 Avenue West.
Entering and exiting volumes at campus access points (intersections 5, 6, 8, and 13)
show that the campus currently generates approximately 587 trips during the PM peak
hour.
Figure 2
illustrates existing PM peak hour turning movement volumes and for the study
intersections.
AmbulatoryCareCenterSwedishEdmonds
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6
2
10
6
1
4
4
5
9
3
8
73
2
7
6
6
3
3
4
1
9
121
18
156
30178
4
67
60
10
12
471
420
1
312 11 277
256
336
22
39
7894
26
73114
7
0
5
3
23
9
4
212thStSW
11
1
12
2
5
7
6
5
4
1
3
0
4
1
Woodway
1
3
10
High
84
215thStSW 99
42 School
94 2
88
8
9
136
31
84
8
216thStSW
7
13
2
Swedish
Hospital
6
6
6
0
1
4
12
1
3
1
218thStSW
5
47
114
23
7
196
111
13
36
220thStSW
3
4
W
4
1
9
5
3
6
6
9
e
6
2
7
0
v
y
3
2
9
1
A
a
w
19
2
112
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h
h
1 6
1
423 3
585
t
g
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27
i
969
239
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9
8
8
8
2
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1
2
0
7
3
2
2
5
16
68
385
1 5
5
251 4
439
20
27
34
41
N
Figure2:
SwedishEdmonds
Existing(2013)PMPeak
AmbulatoryCareCenter
HourTrafficVolumes
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Existing Level of Service
Existing PM peak hour level of service (LOS) was calculated for the selected intersections
using the 2000 Highway Capacity Manual (Transportation Research Board, Special
Report 209) methodology incorporated into the Synchro 7.0 software. For signalized
intersections, the LOS is defined by seconds of average vehicle delay at the intersection.
The seconds of delay are divided into several categories or grade levels, ranging from
LOS-A, which is very good, to LOS-F, which reflects a breakdown in traffic flow.
Although these letter designations provide a simple basis for comparison, seconds of
average vehicle delay should be used as the exact measure of comparison. For this
analysis, the critical volume method was used to determine signal timings employed in
the HCM calculations. This method optimizes traffic signal timings by proportioning out
green time to each traffic movement, based on respective traffic volume.
For unsignalized intersections, the level of service is defined in terms of stopped time
delay for the controlled movements, and is also divided into LOS categories A through F.
The existing level of service at each selected intersection was calculated for the PM peak
Table 2
hour. summarizes the existing PM peak hour level of service.
2:E(2013)PMPHLOSS
T
ABLEXISTING EAKOURUMMARY
Existing
Intersection
LOSDelay
th
1. SR-99/ 212 Street SW (S) D 41.3
th
2. SR-99/ 216 Street SW (S) C 31.1
th
3. SR-99/ 220 Street SW (S) D 48.8
thth
4. 76 Avenue W/ 220 Street SW (S) D 35.4
thth
5. 76 Avenue W/ 218 Street SW (U) (WB) C 23.5
th
6. 76 Avenue W/ S Hospital Drive (U) (WB) C 15.9
thth
7. 76 Avenue W/ 216 Street SW (S) A 3.2
thth
8. 76 Avenue W/ 216 Street SW (U) (WB) B 13.8
thth
9. 76 Avenue W/ 215 Street SW (U) (WB) B 11.5
th
10. 76 Avenue W/ High School Drive (U) (EB) B 10.7
thth
11. 76 Avenue W/ 212 Street SW (S) C 33.9
ndth
12. 72 Avenue W/ 212 Street SW (S) D 35.9
ndth
13. 72 Avenue W/ 216 Street SW (U) (SB) B 14.8
Notes: U - Unsignalized, S – Signalized
All signalized intersections currently operate at LOS-D or better. The controlled
approaches of all unsignalized intersections operate at LOS-C or better.
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Collision Analysis
Collision data for intersections in the vicinity of the site was obtained from the City of
Table 3
Edmonds for the period between January 1, 2008 and September 2, 2013.
summarizes the number and type of collisions at intersections within the study area as
well as the number of injuries which indicate the severity of the collisions. The three
types of collisions listed are: Collisions with pedestrians (COL-PED), Collisions with other
vehicles or fixed objects (COL-OTH), and Hit and run collisions (HIT-RUN).
T3:ICS
ABLENTERSECTION OLLISIONUMMARY
200Annual
20092010201120122013
8Average
I INJURIES
Collisions
COL-PED COL-PED COL-PED COL-PED COL-PED
INJURIESINJURIESINJURIESINJURIESINJURIES
COL-OTHCOL-OTHCOL-OTHCOL-OTHCOL-OTHCOL-OTH
HIT-RUNHIT-RUNHIT-RUNHIT-RUNHIT-RUN Injuries
Intersection
th
SR-99/ 212 St SW 1 1 0 4 12000002010100 1 2 1 3 2.2 1.4
th
SR-99/ 216 St SW 1 0 0 1 01010102020211 0 0 0 0
1.3 1.0
th
SR-99/ 220 St SW 2 0 1 5 01260521221445 0 7 0 2
6.2 2.5
thth
70 Ave W / 212 St SW 0 0 0 2 00000000000201 0 0 0 0
0.7 0.5
th
74 Ave W / 212th St SW 1 0 0 1 00020000000000 0 1 0 1
0.8 0.3
thth
76 Ave W/ 220 St SW 0 0 0 2 01030001100201 0 4 0 1
2.2 0.8
thth
76 Ave W/ 218 St SW 2 1 0 1 00011103020200 0 2 0 1
2.0 0.8
th
76 Ave W/ S Hosp Dr 0 0 0 0 00000000000000 0 0 0 0
0.0 0.0
thth
76 Ave W/ 216 St SW (w) 0 0 0 0 00000000000010 0 0 0 0
0.2 0.0
thth
76 Ave W/ 216 St SW (e) 0 0 0 0 00000000100000 0 0 0 0
0.2 0.0
thth
76 Ave W/ 215 St SW 2 1 0 0 00000000000000 0 0 0 0
0.3 1.0
th
76 Ave W/ High School Dr 0 0 0 0 00000000000000 0 0 0 0
0.0 0.0
thth
76 Ave W/ 212 St SW 0 0 0 3 00011003030100 0 3 0 3
2.0 1.2
rdth
73 Pl W/ 216 St SW 0 0 0 0 00001100000000 0 0 0 0
0.2 1.0
ndth
72 Ave W/ 212 St SW 3 1 0 1 00030201010101 0 3 1 2
2.2 1.2
ndth
72 Ave W/ 216 St SW 0 0 0 0 00100101010100 0 0 0 0 0.5 0.7
The data shows that all of the intersections averaged fewer than three collisions per year
th
and less than 1.5 injuries per year except for the intersection of SR-99/ 220 Street SW
which averaged 6.2 collisions and 2.5 injuries per year. Intersections are typically
evaluated for safety improvements when the annual average reaches 10 collisions.
Given the annual average number of intersection related collisions, there does not
appear to be any safety related concerns with intersection geometry or controls.
The format of the cityÔs collision data made it very difficult to assess collisions on road
thth
segments. However, data for the segment of 76 Avenue W between 212 Street SW
th
and 220 Street SW was analyzed and it was found that there was an average of 7.6
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collisions on the road segment per year. There did not appear to be any specific areas
that experienced more collisions than others.
Parking
The existing parking supply consists of 1,170 stalls. A survey of existing parking
utilization in August of 2013 indicates a peak parking utilization of approximately 829
vehicles at 11 AM.
It is a known fact that activity levels at healthcare facilities fluctuate from month to
month. Peak levels of activity tend to occur during the winter while the lowest activity
levels are experienced in late summer. A review of the past years hospital census data
(Table 4)
was made to compare August (2012) data against annual average and peak
month data from January 2012 through June 2013. The purpose of this comparison is
to determine if the observed August 2013 parking utilization needs to be adjusted to
reflect season fluctuations in hospital activity.
T4:CA2012CDAH
ABLEOMPARISON OF UGUSTENSUSATA WITH VERAGE AND IGHEST
MJ2012J2013
ONTHS FROM AN THROUGH UNE
Aug-Average Highest Aug % Aug %
Census Factor
2012MonthMonthof Avg. of Max
Acute Outpatient Visits 12,353 11,645 13,194 106% 94%
Acute Care Average Daily Census 103 101 138 103% 75%
Total Surgeries 479 429 479 112% 100%
Total Emergency Room Visits 3,807 3,581 4,009 106% 95%
The comparison shows that August 2012 census data is slightly higher than the average
for the January 2012 through June 2013 time period and equal to or below the highest
month of the 18 month time period. In order to maintain a conservative approach to
establishing the parking supply required to support existing operations, the observed
peak utilization was increased by 10% to account for higher activity levels. In addition to
this adjustment, it is necessary to provide additional stalls so that motorists can find an
open stall in a reasonable amount of time and avoid excessive circulation and congestion
in the parking lots. The number of stalls occupied during periods of peak demand is
typically increased by 10%. With these two adjustments the number of stalls required to
support existing hospital operations is approximately 976. This represents 83% of the
available supply.
The parking supply of 1,170 stalls is allocated to patients/ visitors, and staff. Specifically
549 of the stalls are allocated to patient/visitors and 621 to staff. The Americans with
Disabilities Act (ADA) as codified by the City of Edmonds requires that 2% of the general
parking spaces and 10% of the patient/visitor spaces be accessible. One of every six
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accessible stalls should be van accessible. This requirement equates to 67 accessible
stalls with 11 of them being van accessible. Currently 52 stalls on the campus are
marked as accessible with 31 of those being van accessible. Some of the van accessible
stalls appear to have a landing area that is less than 8 feet wide. The existing supply of
accessible stalls more than meets the observed demand.
The CityÔs parking code (EMC 17.50.020.B) for hospitals is three stalls per patient bed
and one stall for every 200 SF of medical office space. The 217 bed hospital requires
651 stalls and three medical office buildings (Cancer Center 16,800 SF, Health Center
24,000 SF, and Pavilion 53,373 SF) require 471 stalls for a total requirement of 1,122
stalls. The existing parking supply exceeds the number of stalls required. All of the
existing parking supply is within the campus boundary and as close to the buildings
served as possible.
Transit Service
th
The project site is served by Community Transit with route 119 operating on 76 Avenue
th
West. Routes 110 and 119 operate on 220 Street SW to the south of the campus and
route 101 operates on SR 99. The Edmonds Park & Ride is located just north of the
campus and is served by routes 405 and 871. The Swift route also operates on SR 99
between Everett and Shoreline.
Pedestrian and Bicycle Activity
The local area in the vicinity of the project is very auto oriented with low levels of
pedestrian and bicycle activity. There are no bicycle facilities connecting the campus to
the regional trail system. The interurban Trail is located to the east of SR 99 and is the
closest bicycle facility.
FTC
ORECASTEDRAFFICONDITIONS
This section of the report outlines the assumptions and steps taken to arrive at the
projected future traffic conditions for the proposed project. It discusses the potential
impacts of additional automobile traffic near the site and the potential impacts associated
with other transportation issues (i.e. safety, site access) that relate to the day-to-day
activity of the completed project.
For the purpose of this analysis, 2016 was selected as the design year for forecasting
future traffic conditions. By this time, it is anticipated that the first floor of the ACC will
be complete and fully occupied and any changes in the existing traffic patterns
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established. To help ensure that potential impacts are accurately identified and
evaluated, the following analysis reflects a Ñworst caseÒ condition. For the purpose of
this study, Ñworst caseÒ is defined as reflecting an above average traffic volume within
the reasonably expected range of traffic conditions.
Forecasted traffic conditions on streets in the vicinity of the site are composed of three
primary elements:
Existing traffic
Future non-project traffic
Forecasted project-generated traffic
Figure 2
Existing traffic volumes were presented in and have been described in the
existing conditions section of this report. Future non-project traffic volumes represent the
incremental increase in volumes, which are expected to occur between now and 2016,
but are volumes that have no direct relationship to the proposed ACC. Project generated
traffic volumes, as the name implies, are those volumes that are expected to be
generated by the operation of the ACC. The sum of these three components result in a
total 2016 forecasted traffic volume and reflects both project specific and cumulative
background traffic.
Future Traffic Volumes without the Project
The proposed project is scheduled to be completed and occupied by 2016. To assess
the incremental impact of the project traffic accurately, a forecast of traffic conditions in
2016 without the project was developed as a baseline for impact assessment. Future
non-project traffic is that traffic growth created by other developments expected to be
occupied between now and 2016 as well as general changes in traffic volumes and
patterns that result from changes in travel habits. This assessment also takes into account
the effects of planned infrastructure improvements within the study area.
Planned Street Improvements
The City of Edmonds Six-year Transportation Improvement Program (2013-2018)
includes four projects within the study area.
thth
1.76 Avenue W/ 212 Street SW to improve level of service. The project will
th
widen 76 to add an northbound left turn lane with 250 feet of storage and a
southbound left turn lane with 125 feet of storage. Signal phasing will be revised
to provide a protected left turn phase for northbound and southbound
th
movements. 212 will be widened to add a westbound right turn lane with 50
feet of storage. Completion date to be determined.
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2.76 thth
Avenue W/ 220 Street SW includes reconfiguring the eastbound lanes to
provide a left-turn lane and a shared through and right turn lane. The eastbound
and westbound signal phasing will be changed to allow for protective/permissive
left turns and a right turn overlap during the southbound left turn phase for
westbound traffic. Completion date to be determined.
thth
3.SR 99/ 212 Street SW includes widening 212 Street SW to add westbound and
eastbound left turn lanes and signal phasing adjustments to provide
protected/permissive left turns for both movements. Completion date to be
determined.
4.SR 99 Enhancement project includes providing luminaries, which will be located
thththth
from 220 to 212 Street SW on the west side of SR-99 and from 220 to 216
SW on the east side of SR-99. To be completed in 2015.
Planned Projects
As per City of Edmonds standards, an annual growth rate of 1.5 percent was applied to
existing traffic volumes to establish background traffic volumes for 2016. This growth
rate is assumed to incorporate traffic generated by planned projects in the area as well as
the general growth in traffic volumes not attributable to a project. The resulting 2016
Figure 3
background traffic volumes (without the project) are shown in .
A parking structure providing approximately 363 stalls will be constructed on-campus
prior to construction of the ACC. This structure will not generate new trips but will
provide parking during ACC construction when surface parking is removed and
additional capacity to accommodate ACC generated parking demand. See Page 23 for
information on forecasted parking conditions.
AmbulatoryCareCenterSwedishEdmonds
TrafficImpactAnalysisSeptember2013
(RevisedFebruary10,2014)
TransportationSolutions,Inc.
6
9
98
32
9
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5
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5
1
9
73
6
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4
1
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121
19
163
31186
4
70
63
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493
439
1
326 11 290
268
351
23
41
8298
27
76119
7
6
6
3
24
9
4
212thStSW
11
1
12
8
9
1
5
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7
4
4
1
5
1
Woodway
1
3
10
High
88
215thStSW 104
44 School
98 2
92
8
9
142
32
88
8
216thStSW
7
13
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Swedish
Hospital
2
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25
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218thStSW
5
49
119
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Figure3:
SwedishEdmonds
Future(2016)PMPeakHour
AmbulatoryCareCenter
TrafficVolumesWithoutTheProject
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Level of Service Analysis without the Project
Level of service findings for 2016 and 2021 traffic conditions without the project are
Table 5
summarized in . The existing level of service is included for comparison.
T5:F(2016,2021)PPMPHLOSS
ABLEUTURE WITHOUT ROJECTEAKOURUMMARY
2016 Without 2021
ExistingProjectWithout
Intersection
Project
LOSDelayLOSDelayLOSDelay
th
1. SR-99/ 212 Street SW (S) D 41.3 C 32.1 D 36.2
th
2. SR-99/ 216 Street SW (S) C 31.1 C 33.8 D 39.4
th
3. SR-99/ 220 Street SW (S) D 48.8 E 60.4 E 79.1
thth
4. 76 Avenue W/ 220 Street SW (S) D 35.4 D 35.0 D 42.0
thth
5. 76 Avenue W/ 218 Street SW (U) (WB) C 23.5 D 25.3 D 30.1
th
6. 76 Avenue W/ S Hospital Drive (U) (WB) C 15.9 C 16.4 C 18.1
thth
7. 76 Avenue W/ 216 Street SW (S) A 3.2 A 3.5 A 3.3
thth
8. 76 Avenue W/ 216 Street SW (U) (WB) B 13.8 B 13.4 B 14.0
thth
9. 76 Avenue W/ 215 Street SW (U) (WB) B 11.5 B 11.7 B 12.3
th
10. 76 Avenue W/ High School Drive (U) (EB) B 10.7 B 10.8 B 11.2
thth
11. 76 Avenue W/ 212 Street SW (S) C 33.9 D 37.5 D 41.8
ndth
12. 72 Avenue W/ 212 Street SW (S) D 35.9 D 37.4 D 41.0
ndth
13. 72 Avenue W/ 216 Street SW (U) (SB) B 14.8 C 15.5 C 16.8
Future 2016 conditions without the project show improvement in LOS at SR-99/ 212 th
Street SW due to the planned intersection improvements. The intersection of SR-99/
th
220 Street SW drops from LOS-D to LOS-E due to the forecasted increase in
thth
background traffic volumes. The intersections of 76 Avenue W/ 218 Street SW and
76 th Avenue W/ 212 th Street SW both drop from LOS-C to LOS-D with small increases in
delay. All other intersections experience minor increases in delay.
Future 2021 conditions without the project show small increases in delay but no changes
to level of service.
AmbulatoryCareCenterSwedishEdmonds
TrafficImpactAnalysisSeptember2013
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Future Traffic Volumes with the Project
This section of this report outlines the assumptions and steps taken to forecast future
traffic conditions with the proposed ACC complete and occupied and discusses potential
impacts of additional traffic on streets in the vicinity of the site. The process used for this
follows a standard transportation planning approach for forecasting travel demand using
the following steps:
Trip Generation Ï How many people will make trips?
Mode Split Ï What modes will people use (i.e. automobile, transit, walk)
Trip Distribution Ï What are their origins/destinations?
Travel Assignment Ï What route will they take?
Trip Generation
th
Trip generation rates from the 9 edition of the Institute of Transportation Engineers
(ITE) Trip Generation Manual are typically used to calculate vehicle trips associated with
a proposed development. The land use that closely reflects the uses proposed for the
ACC is the hospital classification (LUC 610) that includes inpatient and supporting uses.
The Medical Office (LUC 720) is not appropriate since it reflects a use where patient
density and turnover are much higher than anticipated for the proposed ACC. The
average PM peak hour rate of 0.93 trips per 1,000 SF of hospital use results in the ACC
generating 73 PM peak hour trips. A calculation using the trip generation equation
results in 90 PM peak hour trips. The 78,000 SF ACC is at the low end of the sample
floor areas used to establish the average and fitted curve equations for the land use and it
is expected that the difference between average and equation calculated findings would
be significant and not serve as a good indicator of the number of trips that the ACC
would generate.
To more accurately forecast the ACCÔs trip generation characteristics, findings from trip
generation surveys of Evergreen Healthcare in Kirkland (a much larger but comparable
suburban medical center) were used to evaluate existing and future (with the ACC) trip
generation characteristics for the Swedish Edmonds campus. The trip generation rates
derived from studies of the Evergreen Healthcare medical center are based on intercept
surveys that separate vehicle trips into inpatient, outpatient, and support trips. Inpatient
trips are those associated with hospitalized patients and visitors. Outpatient trips are
those associated with medical offices and clinics within the medical center and support
trips are those associated with administrative offices and supporting uses such as dietary,
central and environmental services as well as pharmacy and laboratory uses. The floor
area of the medical center was divided up into the uses and a trip generation rate per
1,000 SF of floor area for each use calculated.
AmbulatoryCareCenterSwedishEdmonds
TrafficImpactAnalysisSeptember2013
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Table 6
summarizes the rates from the Evergreen Study and applies them to the existing
uses and associated floor areas on the Swedish Edmond Campus. The results of
applying this methodology are a PM peak hour trip generation estimate of 585 vehicle
trips. This is roughly equivalent to the 587 PM peak hour trips documented in the
existing conditions section of this report where the entering and exiting turning
movements at campus access points were totaled.
T6:EPMPHTGC
ABLEXISTING EAKOURRIPENERATION HARACTERISTICS
Trip Rate/Trips
FloorTotal
Building
InpatientOutpatientSupport
AreaTrips
1.172.440.68
Hospital (less outpatient) 263,772 309 309
Medical Office in Hospital
Hosp Level 1 Rehab 5,020 12 12
Hosp Level 6 3,361 8 8
Hosp Level 7 240 1 1
Hosp Level 8 593 1 1
PSTI Level 1 9,200 22 22
PSTI Level 2 9,200 22 22
Cancer Center Level 1 8,400 20 20
Cancer Center Level 2 8,400 20 20
Stevens Health Center 24,000 59 59
Stevens Pavilion 53,37319 91 91
Total 385,559 327 258 0 585
Applying this methodology to the proposed ACC results in a PM peak hour trip
Table 7
generation forecast of 94 vehicle trips as summarized in .
T7:TGS
ABLERIPENERATIONUMMARY
Trip Rate/Trips
Ambulatory FloorTotal
InpatientOutpatientSupport
Care Center AreaTrips
1.172.440.68
Outpatient Imaging 5,466 13 13
Emergency 23,08927 27
Urgent Care 5,6377 7
Entry/Concourse 10,624 7 7
2nd Floor Shell 33,83326 8 6 40
Total 78,64959 22 13 94
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Trip Distribution
The distribution of the trips on the local road network takes into consideration the
observed distribution patterns at campus accesses and intersections within the study
area. The majority of the existing trips (64%) use 216 th
Street SW between the campus
and SR 99 while approximately 17% of the trips travel to and from the north and 19%
th Figure 4
travel to and from the south on 76 Avenue W. illustrates the trip distribution
pattern.
Mode Split
In order to present a worst case scenario, it is assumed that all project-related trips will be
by single occupancy vehicle.
Travel Assignment
The vehicle trip distribution percentages were converted to vehicle volumes by
multiplying the distribution percentage for each turning movement by the 94 forecasted
Figure 5
number of PM peak hour. The resulting trip assignment is illustrated in .
Figure 6
illustrates the forecasted with project traffic volumes, which is the sum of
without project volumes (Figure 3) and the project trip assignment (Figure 5).
AmbulatoryCareCenterSwedishEdmonds
TrafficImpactAnalysisSeptember2013
(RevisedFebruary10,2014)
TransportationSolutions,Inc.
%
%
%
%%
8
3
5
1
1
4%
10
12
2%
1%
1
11 6%
3%
1%
2%
1%
%
3
9
212thStSW
11
1
12
%
%
%
5
Woodway
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High
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215thStSW
7%School
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Swedish
Hospital
%
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N
Figure4:
SwedishEdmonds
PMPeakHour
AmbulatoryCareCenter
ProjectTripDistribution
8
3
1
15
4
10
2 12
1
1
11 6
3
1
2
1
3
9
212thStSW
11
1
12
5
2
1
Woodway
10
High
8
215thStSW
7 School
9 2
8
8
9
14
5
8
216thStSW
7
13
2
Swedish
Hospital
6
3
6
218thStSW
5
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7
32
18
13
220thStSW
3
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6
4 3
4
t
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i
11
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7
7
25
5
3
5
5
1
4
4
N
Figure5:
SwedishEdmonds
PMPeakHour
AmbulatoryCareCenter
ProjectTripAssignment
3
9
99
47
9
7
6
5
8
1
9
73
6
8
6
6
3
4
4
1
9
121
19
163
31190
4
70
63
10
12
494
440
1
326 11 295
271
351
23
41
8398
29
77119
7
9
6
3
24
9
4
212thStSW
11
1
12
21
9
8
1
66
4
1
5
1
Woodway
1
3
10
High
96
215thStSW 104
51 School
108 2
100
8
9
156
37
88
8
216thStSW
7
13
2
Swedish
Hospital
7
7
6
55
6
12
1
3
1
218thStSW
5
57
134
24
7
238
119
13
38
220thStSW
3
4
W
5
1
5
9
6
3
3
9
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8
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7
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4
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5
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71
407
1 5
6
262 4
459
21
33
36
43
N
Figure6:
SwedishEdmonds
Future(2016)PMPeakHour
AmbulatoryCareCenter
TrafficVolumesWithTheProject
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Level of Service Analysis with the Project
To illustrate the future condition with the project occupied, the project generated traffic
volumes (Figure 5) were superimposed on the 2016 without project traffic volumes
Figure 6
(Figure 3) to illustrate the cumulative PM peak hour traffic volumes shown in
(2016). Note that the same process was completed for 2021 with project volumes but
figures are not included. However, the associated turning movement volumes for 2021
conditions may be found in Appendix A. LOS was calculated for each of the selected
intersections to illustrate operational characteristics with the project complete and
Table 8
occupied. The results of this analysis are summarized in below. Existing and
2016 values without the project in place are included for comparison. Based on this
analysis, none of the intersections would experience a reduction in level of service in
2016 due to trips generated by the proposed project and there would only be very minor
increases in vehicle delay. In 2021 with the added growth in background traffic volumes
that would be increases in delay but no changes in level of service except for the
thth
intersections of SR-99/212 Street SW and SR-99 216 Street SW. Both of these
intersections would drop from LOS-C to LOS-D.
T8:F(2016,2021)WPPMPHLOSS
ABLEUTUREITHROJECTEAKOURUMMARY
201620162021
ExistingWithoutWithWith
Intersection
ProjectProjectProject
Dela
LOSLOSDelay LOSDelay LOSDelay
y
th
1. SR-99/ 212 Street SW (S) D 41.3 C 32.1 C 32.3 D 36.8
th
2. SR-99/ 216 Street SW (S) C 31.1 C 33.8 C 34.5 D 41.8
th
3. SR-99/ 220 Street SW (S) D 48.8 E 60.4 E 60.8 E 79.6
thth
4. 76 Avenue W/ 220 Street SW (S) D 35.4 D 35.0 D 35.2 D 42.4
thth
76 Avenue W/ 218 Street SW (U)
5.C 23.5 D 25.3 D 27.2 D 32.1
(WB)
th
76 Avenue W/ S Hospital Drive (U)
6.C 15.9 C 16.4 C 17.0 C 22.3
(WB)
thth
7. 76 Avenue W/ 216 Street SW (S) A 3.2 A 3.5 A 3.2 A 3.3
thth
76 Avenue W/ 216 Street SW (U)
8.B 13.8 B 13.4 B 13.7 B 14.2
(WB)
thth
76 Avenue W/ 215 Street SW (U)
9.B 11.5 B 11.7 B 11.8 B 12.4
(WB)
th
76 Avenue W/ High School Drive
10.B 10.7 B 10.8 B 10.8 B 11.3
(U) (EB)
thth
11. 76 Avenue W/ 212 Street SW (S) C 33.9 D 37.5 D 37.6 D 42.0
ndth
12. 72 Avenue W/ 212 Street SW (S) D 35.9 D 37.4 D 37.5 D 41.2
n
dth
72 Avenue W/ 216 Street SW (U)
13.B 14.8 C 15.5 C 17.1 C 18.7
(SB)
AmbulatoryCareCenterSwedishEdmonds
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Information on vehicle queue lengths for unsignalized intersections is contained in the
level of service reports in the appendices. Vehicle queues for signalized intersections
under Ówith projectÔ conditions are also in the appendices following the Ówith projectÔ
level of service reports. A review of the forecasted vehicle queues at unsignalized
intersections for with project conditions did not identify any issues. With the exception of
intersections on SR-99, vehicle queues at other signalized intersections revealed only
th
minor issues with 95 percentile queues on some approaches.
Site Related Conditions
Parking
The construction of the proposed ACC will be preceded by the construction of a three
story parking structure on an existing surface lot to the south of the site. The sequence of
construction activity and related changes in parking supply include:
221 stalls will be lost when construction of the garage begins.
There will be a 27 stall deficit during garage construction which should be offset
by providing off-site parking for contractors and some employees and promoting
employee carpool transit use during construction to reduce parking demand.
The garage will add 363 stalls and 39 additional surface stalls will be returned to
the supply when the garage is completed.
128 stalls will be lost with construction of the ACC
The final parking supply will be approximately 1,209 stalls.
Table 9
summarizes the changes to parking supply and the number of stalls needed to
support hospital operations through construction of the garage and ACC.
T9:CPS
ABLEHANGES TO THE ARKINGUPPLY DURING
CGACC
ONSTRUCTION OF THE ARAGE AND
ExistinDuringAfterDuringAfter
Parking Factor g Aug GarageGarageACCACC
2013ConstructionConstructionConstructionConstruction
Parking Supply 1,170 949 1,351 1,223 1,209
Parking Utilization 912 912 912 912 1,057
Supply Required to
976 976976976 1,121
Support Operations
Stalls: Added (Lost) 0 (221)402 (128) 0
Surplus (Deficit) 194 (27)375247 88
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This forecast assumes that the 78,650 SF ACC will require approximately 145 additional
parking stalls. This estimate is based on a parking demand rate of 1.97 stalls/ 1,000 SF
for inpatient related uses, 3.69 stalls/ 1,000 SF for outpatient related uses, and 2.73 stalls
/ 1,000 SF for support related uses. These rates are based on survey data compiled from
a number of parking studies for the Evergreen HealthCare campus in Kirkland, which is a
comparable suburban medical center. Given the planned uses of the ACC, the 145 stalls
is in the high range of what is required to support a facility that provides outpatient and
support uses but does not have the density of a typical medical office building. The
parking supply and demand calculations for forecasted conditions when the ACC is
complete and fully occupied show a parking surplus of 88 stalls.
The first floor of the parking structure would be allocated to patient parking with the
upper floors allocated to staff parking. The resulting campus wide split of patient/visitor
and staff parking would be 528 patient/visitor stalls and 681 staff stalls. Given this split
there would be 66 accessible stalls required with 12 of them being van accessible. The
quantity and location of these stalls is depicted on Sheet C3.0 Ï Parking Layout Plan
dated January 23, 2014 of the Design Review submittal. The planned ADA supply of 67
stalls (12 of which are van accessible) is one stall greater than the code requirement. The
changes in the parking supply are also summarized in a spreadsheet attached (Appendix
G) to this report.
City of Edmonds code requirements (EMC 17.50.020.B) require one parking stall for
every 200 square feet of medical office space and one stall for every three hospital beds.
The proposed ACC will be part of the hospital building and subject to the hospital
parking requirement. Since there is no change in the number of hospital beds the code
requirement will remain the same as under existing conditions, 1,130 stalls. This
requirement incorporates campus buildings (Hospital-651 stalls, PSTI-92 stalls, Health
Center-120 stalls, and Pavilion-267 stalls), served by contiguous parking lots. The
campus wide planned parking supply of 1,209 stalls would exceed the code requirement.
All of the planned parking supply including the parking garage is within the campus
boundary and as close to the buildings served as possible.
Site Access and Loading
th
Primary access to the ACC would be at the existing driveway where 216 Street SW
enters the hospital campus. Pedestrian loading will be provided along the east side of
the ACC.
Pedestrian circulation will be provided by a sidewalk that links the loading area of the
ACC to the parking structure and the internal campus pedestrian circulation system.
AmbulatoryCareCenterSwedishEdmonds
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CONCLUSIONS/MITIGATION
The following summarizes the primary conclusions developed from the traffic analysis.
Also presented is a summary of mitigation elements that would address project related
impacts.
Trip Generation
The proposed ACC would generate approximately 94 new vehicle trips during the PM
peak hour.
Intersection Level of Service
All intersections meet City of Edmonds standards for level of service.
Safety
No traffic safety problems were identified in the vicinity of the project site.
Parking
Proposed parking supplies will meet City code requirements and will meet the hospitalÔs
operational requirements.
Mitigation
Mitigation during Garage construction Ï
Provide off-campus parking for 35 staff
vehicles and an additional stall for each construction worker.
Mitigation Fee for New Trips
Ï The current traffic impact fee rates (EMC 18.82.120)
does not contain a rate for hospital uses. The 2009 Impact Fee Table has a rate of
$1,049.41 per trip. The 94 PM peak hour trips generated by the ACC would require a
traffic impact fee of $98,644.54.
No additional mitigation is warranted.
AmbulatoryCareCenterSwedishEdmonds
TrafficImpactAnalysisSeptember2013
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A
PPENDICES
Appendix A: Existing and Forecasted Traffic Volumes
Appendix B: Level of Service Reports for Existing Conditions
Appendix C: Level of Service Reports for Future 2016 Conditions
Without the Project
Appendix D: Level of Service Reports for Future 2021 Conditions
Without the Project
Appendix E: Level of Service Reports for Future 2016 Conditions
With the Project
Appendix F: Level of Service Reports for Future 2021 Conditions
With the Project
Appendix G: Parking Supply Calculations
AmbulatoryCareCenterSwedishEdmonds
TrafficImpactAnalysisSeptember2013
(RevisedFebruary10,2014)
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Appendix A: Existing and Forecasted Traffic Volumes
AmbulatoryCareCenterSwedishEdmonds
TrafficImpactAnalysisSeptember2013
TransportationSolutions,Inc.
TC2ATD 2013 ExistTripApproach 2016 ProjectProject 201620212021
13Aug0112Mar21School ExistingVol.DistributionDistribution Without DistributionAssigment WithProjectWithoutWithProject
94
EBL1781784%32%1864%4190201204
T
EBTH2772776%50%2906%6295312318
EBR949417%980%098106106
T
WBLT111411426%1190%0119128128
WBTH2562563%59%2683%3271288291
WBRSR99(PacificHWY)676715%700%0707575
T
NBL212thSTSW1031037%1080%0108116116
T
NBTH132813289%86%13899%8139714961504
NBR
T1221228%1280%0128137137
SBLT66666%690%0697474
SBTH9209205%82%9625%596710361041
SBR1321321%12%1381%1139149150
T
TOT036573657382428%26385041204146
84849%27%889%89695103
EBLT
EBTH949410%30%9810%9108106115
EBR
T13613615%43%14215%14156153167
WBL2848431%880%0889595
T
WBTH88888%32%928%810099107
WBRSR99(PacificHWY)999937%1040%0104112112
T
NBL
T216thSTSW79796%5%836%6888995
NBTH1449144990%15150%0151516321632
NBR78785%820%0828888
T
SBLT47474%490%0495353
SBTH1062106291%11110%0111111961196
SBR
T55555%5%585%5626267
TOT335503355350853%50355837793829
EBL
T11211219%1170%0117126126
EBTH4234234%70%4424%4446477480
EBR
T69691%11%721%1737879
WBL323923923%2500%0250269269
T
WBTH5855854%56%6124%4615659663
WBRSR99(PacificHWY)21821821%2280%0228246246
T
NBL220thSTSW1611611%9%1681%1169181182
T
NBTH1319131974%13790%0137914861486
NBR30730717%3210%0321346346
T
SBLT22322317%2330%0233251251
SBTH97697615%75%102115%14103510991114
SBR1061068%1110%0111119119
T
TOT473804738495425%24497853375361
EBL68680%19%710%0717777
T
EBTH25125171%2620%0262283283
EBR343410%360%0363838
T
WBL441415%430%0434646
T
WBTH43943951%4590%0459495495
WBR76thAVEW3853855%45%4035%5407434438
T
NBL220thSTSW17177%180%0181919
T
NBTH197191972%77%2062%2208222224
NBR414116%430%0434646
T
SBLT2282285%45%2385%5243257262
SBTH208222085%41%2185%5222234239
SBR72722%14%752%2778183
T
TOT019811981207119%18208922322249
5519%50%0566
EBLT
EBTH114%10%0111
EBR202077%210%0212323
T
WBL527275%56%285%4333035
T
WBTH551%10%51%1666
WBR76thAVEW16163%33%173%3191821
T
NBL218thSTSW54549%560%0566161
T
NBTH550195696%90%5956%6601641647
NBR881%1%81%110910
T
SBLT000%0%00%0000
SBTH367223897%96%4077%7413438445
SBR18184%190%0192020
T
TOT107101112116323%21118412531274
EBL227%20%0222
T
EBTH113%10%0111
EBR272790%280%0283030
T
WBL6992%31%92%1111012
T
WBTH110%3%10%0111
WBR76thAVEW19193%66%203%3232124
T
NBLHospitalDriveway551%50%0566
T
NBTH610196297%97%6587%7664709715
NBR13132%2%142%2161517
T
SBLT441%1%41%1555
SBTH343223655%99%3825%5386411416
SBR110%10%0111
T
TOT112520%19114412121231
EBL23472339%240%0242626
T
EBTH0%00%0000
EBR36583661%380%0384141
T
WBL700%0000
T
WBTH00%0000
WBR76thAVEW00%0000
T
NBL216thSTSW(West)3350335%350%0353737
T
NBTH5505761956910%95%59510%9604641650
NBR0%00%0000
T
SBLT0%00%0000
SBTH324338223466%96%3626%6367390395
SBR1631164%170%0171818
T
TOT98211001023107016%15108511521167
EBL00%0000
T
EBTH00%0000
EBR00%0000
T
WBL831315%42%325%5373540
T
WBTH0%00%0000
WBR76thAVEW42427%58%447%7514754
T
NBLT216thSTSW(East)0%00%0000
NBTH541195606%96%5866%6591631636
NBR22224%4%234%4272528
T
SBLT13132%4%142%2161517
SBTH319223411%96%3571%1358384385
SBR
T0%00%0000
TOT96801009105525%24107911371161
EBL
T00%0000
EBTH00%0000
EBR00%0000
T
WBL94415%40%0455
T
WBTH0%00%0000
WBR
T76thAVEW232385%240%0242626
NBL215thSTSW0%00%0000
T
NBTH5691958813%98%61513%12627662675
NBR12122%130%0131414
T
SBLT772%70%0788
SBTH328223503%98%3663%3369394397
SBR0%00%0000
T
TOT9430984102916%15104411081124
44415%40%0455
EBLT
EBTH0%00%0000
EBR22222285%230%0232525
T
WBL
T1000%0000
WBTH00%0000
WBR
T76thAVEW00%0000
NBLSchoolDriveway1919193%200%0202121
T
NBTH63263213%97%66113%12673712724
NBR0%00%0000
T
SBLT0%00%0000
SBTH3403408%86%3568%8363383391
SBR56565614%590%0596363
T
TOT010731073112221%20114212091228
EBL15615629%1630%0163176176
T
EBTH31231257%3260%0326351351
EBR78781%14%821%1838889
T
WBL1173731%16%761%1778283
T
WBTH33633672%3510%0351379379
WBR76thAVEW606013%630%0636868
T
NBL212thSTSW97972%16%1012%2103109111
T
NBTH4304309%71%4509%8458484493
NBR77772%13%812%2828789
T
SBLT646413%670%0677272
SBTH2712711%54%2831%1284305306
SBR17117134%1790%0179193193
T
TOT021252125222216%15223723942409
18183%190%0192020
EBLT
EBTH4714712%89%4932%2494531532
EBR39397%410%0414444
T
WBL1226262%5%272%2292931
T
WBTH4204201%88%4391%1440473474
WBR72ndAveW30306%310%0313434
T
NBL212thSTSW646429%670%0677272
T
NBTH989845%1020%0102110110
NBR58588%26%618%8686573
T
SBLT393939%410%0414444
SBTH43433%43%453%3484851
SBR181818%190%0192020
T
TOT013241324138416%15140014911507
EBL47478%19%498%8575360
T
EBTH19719734%81%20634%32238222254
EBR0%00%0000
T
WBL130%00%0000
T
WBTH11111119%49%11619%18134125143
WBR72ndAVEW11411451%1190%0119128128
T
NBL216thSTSW00%0000
T
NBTH00%0000
NBR00%0000
T
SBLT11011084%1150%0115124124
SBTH0%00%0000
SBR21214%16%224%3252427
T
TOT6000600342%62764%60688676736
Hosp
IN19233%
Trips
OUT39467%
586
Appendix B: Level of Service Reports for Existing Conditions
AmbulatoryCareCenterSwedishEdmonds
TrafficImpactAnalysisSeptember2013
TransportationSolutions,Inc.
HCM Signalized Intersection Capacity Analysis
1: 212th St SW & SR 99 9/5/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1782779411425667103132812266920132
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.0
Lane Util. Factor0.950.951.000.951.001.000.951.00
Frpb, ped/bikes0.990.991.001.000.961.001.000.93
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt0.970.981.001.000.851.001.000.85
Flt Protected0.980.990.951.001.000.951.001.00
Satd. Flow (prot)33613420177035391522177035391475
Flt Permitted0.980.990.951.001.000.951.001.00
Satd. Flow (perm)33613420177035391522177035391475
Peak-hour factor, PHF0.980.980.980.980.980.980.980.980.980.980.980.98
Adj. Flow (vph)1822839611626168105135512467939135
RTOR Reduction (vph)010008000350056
Lane Group Flow (vph)05510043701051355896793979
Confl. Peds. (#/hr)1312817
Heavy Vehicles (%)2%2%2%1%1%1%2%2%2%2%2%2%
Turn TypeSplitSplitProtPermProtPerm
Protected Phases44885216
Permitted Phases26
Actuated Green, G (s)33.927.118.092.292.210.885.085.0
Effective Green, g (s)33.927.118.092.292.210.885.085.0
Actuated g/C Ratio0.190.150.100.510.510.060.470.47
Clearance Time (s)4.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)63351517718137801061671697
v/s Ratio Protc0.16c0.130.06c0.380.04c0.27
v/s Ratio Perm0.060.05
v/c Ratio0.870.850.590.750.110.630.560.11
Uniform Delay, d170.974.477.534.722.782.734.126.5
Progression Factor1.001.000.660.350.041.001.001.00
Incremental Delay, d212.512.34.02.20.211.71.40.3
Delay (s)83.486.755.514.31.194.335.526.8
Level of ServiceFFEBAFDC
Approach Delay (s)83.486.716.037.9
Approach LOSFFBD
Intersection Summary
HCM Average Control Delay41.3HCM Level of ServiceD
HCM Volume to Capacity ratio0.78
Actuated Cycle Length (s) 180.0Sum of lost time (s)16.0
Intersection Capacity Utilization82.7%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 1
HCM Signalized Intersection Capacity Analysis
2: 216th St SW & SR 99 9/5/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)84941368488997914497847106255
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frpb, ped/bikes1.000.911.000.931.001.000.861.001.000.88
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.981.000.981.000.951.001.000.951.001.00
Satd. Flow (prot)1838145418361487178735741379177035391400
Flt Permitted0.981.000.981.000.951.001.000.951.001.00
Satd. Flow (perm)1838145418361487178735741379177035391400
Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97
Adj. Flow (vph)879714087911028114948048109557
RTOR Reduction (vph)00122008900190018
Lane Group Flow (vph)0184180178138114946148109539
Confl. Peds. (#/hr)22162117
Confl. Bikes (#/hr)4334
Heavy Vehicles (%)1%1%1%1%1%1%1%1%1%2%2%2%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44885216
Permitted Phases4826
Actuated Green, G (s)22.722.722.322.312.8110.8110.88.2106.2106.2
Effective Green, g (s)22.722.722.322.312.8110.8110.88.2106.2106.2
Actuated g/C Ratio0.130.130.120.120.070.620.620.050.590.59
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)2321832271841272200849812088826
v/s Ratio Protc0.10c0.10c0.05c0.420.030.31
v/s Ratio Perm0.010.010.040.03
v/c Ratio0.790.100.780.070.640.680.070.590.520.05
Uniform Delay, d176.469.676.569.781.322.913.984.321.915.6
Progression Factor1.001.001.001.000.890.961.131.100.450.13
Incremental Delay, d216.80.216.10.22.40.40.09.20.80.1
Delay (s)93.269.892.669.875.122.315.8101.610.52.1
Level of ServiceFEFEECBFBA
Approach Delay (s)83.184.324.513.8
Approach LOSFFCB
Intersection Summary
HCM Average Control Delay31.1HCM Level of ServiceC
HCM Volume to Capacity ratio0.70
Actuated Cycle Length (s) 180.0Sum of lost time (s)12.0
Intersection Capacity Utilization71.6%ICU Level of ServiceC
Analysis Period (min)15
c Critical Lane Group
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 2
HCM Signalized Intersection Capacity Analysis
3: 220th St SW & SR 99 9/5/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)112423692395852181611319307223976106
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.000.951.000.951.000.951.001.000.951.00
Frpb, ped/bikes1.000.991.000.981.001.000.951.001.000.95
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.981.000.961.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1787347517873369178735741512178735741512
Flt Permitted0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (perm)1787347517873369178735741512178735741512
Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97
Adj. Flow (vph)1154367124660322516613603162301006109
RTOR Reduction (vph)01500420001590067
Lane Group Flow (vph)115492024678601661360157230100642
Confl. Peds. (#/hr)18312425
Confl. Bikes (#/hr)6152
Heavy Vehicles (%)1%1%1%1%1%1%1%1%1%1%1%1%
Turn TypeProtProtProtPermProtPerm
Protected Phases74385216
Permitted Phases26
Actuated Green, G (s)6.016.012.022.011.034.034.012.035.035.0
Effective Green, g (s)6.016.012.022.011.034.034.012.035.035.0
Actuated g/C Ratio0.070.180.130.240.120.380.380.130.390.39
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)11961823882421813505712381390588
v/s Ratio Prot0.060.14c0.14c0.230.09c0.38c0.130.28
v/s Ratio Perm0.100.03
v/c Ratio0.970.801.030.950.761.010.280.970.720.07
Uniform Delay, d141.935.439.033.538.228.019.438.823.417.3
Progression Factor1.460.391.001.001.001.001.001.201.181.50
Incremental Delay, d260.35.367.420.714.526.31.244.82.90.2
Delay (s)121.419.2106.454.252.754.320.691.230.526.1
Level of ServiceFBFDDDCFCC
Approach Delay (s)38.166.248.440.5
Approach LOSDEDD
Intersection Summary
HCM Average Control Delay48.8HCM Level of ServiceD
HCM Volume to Capacity ratio0.93
Actuated Cycle Length (s) 90.0Sum of lost time (s)8.0
Intersection Capacity Utilization92.2%ICU Level of ServiceF
Analysis Period (min)15
c Critical Lane Group
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 3
HCM Signalized Intersection Capacity Analysis
4: 220th St SW & 76th Ave W 9/5/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)682513441439385171974122820872
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.0
Lane Util. Factor0.951.001.001.001.001.001.00
Frpb, ped/bikes1.001.000.971.001.001.000.99
Flpb, ped/bikes1.001.001.001.001.001.001.00
Frt0.991.000.851.000.971.000.96
Flt Protected0.991.001.000.951.000.951.00
Satd. Flow (prot)3409185515421787182417701778
Flt Permitted0.991.001.000.951.000.951.00
Satd. Flow (perm)3409185515421787182417701778
Peak-hour factor, PHF0.930.930.930.930.930.930.930.930.930.930.930.93
Adj. Flow (vph)732703744472414182124424522477
RTOR Reduction (vph)090002880800130
Lane Group Flow (vph)0371005161261824802452880
Confl. Peds. (#/hr)4893
Confl. Bikes (#/hr)21
Heavy Vehicles (%)3%3%3%2%2%2%1%1%1%2%2%2%
Turn TypeSplitSplitPermProtProt
Protected Phases44885216
Permitted Phases8
Actuated Green, G (s)14.227.427.41.616.116.330.8
Effective Green, g (s)14.227.427.41.616.116.330.8
Actuated g/C Ratio0.160.300.300.020.180.180.34
Clearance Time (s)4.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.0
Lane Grp Cap (vph)53856546932326321608
v/s Ratio Protc0.11c0.280.01c0.14c0.140.16
v/s Ratio Perm0.08
v/c Ratio0.690.910.270.560.760.760.47
Uniform Delay, d135.830.223.743.935.135.023.2
Progression Factor1.000.681.031.001.001.001.00
Incremental Delay, d23.713.10.220.715.310.32.6
Delay (s)39.533.424.564.550.445.325.9
Level of ServiceDCCEDDC
Approach Delay (s)39.529.551.434.6
Approach LOSDCDC
Intersection Summary
HCM Average Control Delay35.4HCM Level of ServiceD
HCM Volume to Capacity ratio0.80
Actuated Cycle Length (s) 90.0Sum of lost time (s)16.0
Intersection Capacity Utilization75.1%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 4
HCM Unsignalized Intersection Capacity Analysis
5: 218th St SW & 76th Ave W 9/5/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)512027516545698038918
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.930.930.930.930.930.930.930.930.930.930.930.93
Hourly flow rate (vph)512229517586129041819
Pedestrians115119
Lane Width (ft)12.012.012.012.0
Walking Speed (ft/s)4.04.04.04.0
Percent Blockage1011
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)673662
pX, platoon unblocked
vC, conflicting volume89011812419791186324449625
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol89011812419791186324449625
tC, single (s)7.56.56.97.56.56.94.14.2
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %97999785979795100
cM capacity (veh/h)2141797521881786701098941
Direction, Lane #EB 1WB 1NB 1NB 2SB 1SB 2
Volume Total2852364315209228
Volume Left52958000
Volume Right221709019
cSH468245109817009411700
Volume to Capacity0.060.210.050.190.000.13
Queue Length 95th (ft)5194000
Control Delay (s)13.223.51.80.00.00.0
Lane LOSBCA
Approach Delay (s)13.223.51.00.0
Approach LOSBC
Intersection Summary
Average Delay 1.9
Intersection Capacity Utilization 46.8%ICU Level of Service A
Analysis Period (min)15
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 5
HCM Unsignalized Intersection Capacity Analysis
6: Driveway & 76th Ave W 9/5/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)2127911956291343651
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.930.930.930.930.930.930.930.930.930.930.930.93
Hourly flow rate (vph)21291012056761443921
Pedestrians12111112
Lane Width (ft)12.012.012.012.0
Walking Speed (ft/s)4.04.04.04.0
Percent Blockage1111
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)899436
pX, platoon unblocked
vC, conflicting volume79611262209501119368406701
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol79611262209501119368406701
tC, single (s)7.56.56.97.56.56.94.14.1
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %999996959997100100
cM capacity (veh/h)2602017752002036231152890
Direction, Lane #EB 1WB 1NB 1NB 2SB 1SB 2
Volume Total3231344352201197
Volume Left2105040
Volume Right292001401
cSH632361115217008901700
Volume to Capacity0.050.090.000.210.000.12
Queue Length 95th (ft)470000
Control Delay (s)11.015.90.20.00.20.0
Lane LOSBCAA
Approach Delay (s)11.015.90.10.1
Approach LOSBC
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 35.8%ICU Level of Service A
Analysis Period (min)15
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 6
HCM Signalized Intersection Capacity Analysis
7: 216th St (W leg) & 76th Ave W 9/5/2013
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (vph)23363356934616
Ideal Flow (vphpl)190019001900190019001900
Total Lost time (s)4.04.04.0
Lane Util. Factor1.000.950.95
Frpb, ped/bikes0.981.001.00
Flpb, ped/bikes1.001.001.00
Frt0.921.000.99
Flt Protected0.981.001.00
Satd. Flow (prot)164235283445
Flt Permitted0.980.921.00
Satd. Flow (perm)164232603445
Peak-hour factor, PHF0.970.970.970.970.970.97
Adj. Flow (vph)24373458735716
RTOR Reduction (vph)3500070
Lane Group Flow (vph)26006213660
Confl. Peds. (#/hr)829298
Confl. Bikes (#/hr)32
Heavy Vehicles (%)2%2%2%2%4%4%
Turn TypePerm
Protected Phases426
Permitted Phases2
Actuated Green, G (s)0.88.68.6
Effective Green, g (s)0.88.68.6
Actuated g/C Ratio0.050.490.49
Clearance Time (s)4.04.04.0
Vehicle Extension (s)3.03.03.0
Lane Grp Cap (vph)7516111703
v/s Ratio Protc0.020.11
v/s Ratio Permc0.19
v/c Ratio0.340.390.22
Uniform Delay, d18.02.72.5
Progression Factor1.001.001.00
Incremental Delay, d22.70.20.1
Delay (s)10.82.92.6
Level of ServiceBAA
Approach Delay (s)10.82.92.6
Approach LOSBAA
Intersection Summary
HCM Average Control Delay3.2HCM Level of ServiceA
HCM Volume to Capacity ratio0.38
Actuated Cycle Length (s) 17.4Sum of lost time (s)8.0
Intersection Capacity Utilization47.8%ICU Level of ServiceA
Analysis Period (min)15
c Critical Lane Group
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 7
HCM Unsignalized Intersection Capacity Analysis
8: 216th St SW (E leg) & 76th Ave W 9/5/2013
MovementWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (veh/h)31425602213341
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)32435772313352
Pedestrians888
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage111
Right turn flare (veh)3
Median typeNoneNone
Median storage veh)
Upstream signal (ft)2001085
pX, platoon unblocked1.001.001.00
vC, conflicting volume807316608
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol799306599
tC, single (s)6.97.04.2
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %909499
cM capacity (veh/h)311675944
Direction, Lane #WB 1NB 1NB 2SB 1SB 2
Volume Total75385215131234
Volume Left3200130
Volume Right4302300
cSH732170017009441700
Volume to Capacity0.100.230.130.010.14
Queue Length 95th (ft)90010
Control Delay (s)13.80.00.01.00.0
Lane LOSBA
Approach Delay (s)13.80.00.4
Approach LOSB
Intersection Summary
Average Delay 1.1
Intersection Capacity Utilization 31.3%ICU Level of Service A
Analysis Period (min)15
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 8
HCM Unsignalized Intersection Capacity Analysis
9: 215th St SW & 76th Ave W 9/5/2013
MovementWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (veh/h)423588127350
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)424606127361
Pedestrians55
Lane Width (ft)12.012.0
Walking Speed (ft/s)4.04.0
Percent Blockage00
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)489796
pX, platoon unblocked
vC, conflicting volume812319624
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol812319624
tC, single (s)6.86.94.2
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %999699
cM capacity (veh/h)317677929
Direction, Lane #WB 1NB 1NB 2SB 1SB 2
Volume Total28404214127241
Volume Left40070
Volume Right2401200
cSH579170017009291700
Volume to Capacity0.050.240.130.010.14
Queue Length 95th (ft)40010
Control Delay (s)11.50.00.00.60.0
Lane LOSBA
Approach Delay (s)11.50.00.2
Approach LOSB
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 28.2%ICU Level of Service A
Analysis Period (min)15
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 9
HCM Unsignalized Intersection Capacity Analysis
10: High School & 76th Ave W 9/5/2013
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (veh/h)4221963234056
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)4232065235158
Pedestrians775
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage110
Right turn flare (veh)3
Median typeNoneNone
Median storage veh)
Upstream signal (ft)610675
pX, platoon unblocked
vC, conflicting volume756218415
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol756218415
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %999798
cM capacity (veh/h)3397831141
Direction, Lane #EB 1NB 1NB 2SB 1SB 2
Volume Total27237434234175
Volume Left420000
Volume Right2300058
cSH9261141170017001700
Volume to Capacity0.030.020.260.140.10
Queue Length 95th (ft)21000
Control Delay (s)10.70.80.00.00.0
Lane LOSBA
Approach Delay (s)10.70.30.0
Approach LOSB
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 43.3%ICU Level of Service A
Analysis Period (min)15
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 10
HCM Signalized Intersection Capacity Analysis
11: 212th St SW & 76th Ave W 9/5/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)156312787333660974307764271171
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.000.950.95
Frpb, ped/bikes1.001.000.941.000.990.990.97
Flpb, ped/bikes1.001.001.000.991.001.001.00
Frt1.001.000.851.000.980.980.95
Flt Protected0.951.001.000.951.000.990.99
Satd. Flow (prot)1770186314811759180634193223
Flt Permitted0.171.001.000.441.000.990.99
Satd. Flow (perm)31418631481821180634193223
Peak-hour factor, PHF0.980.980.980.980.980.980.980.980.980.980.980.98
Adj. Flow (vph)159318807434361994397965277174
RTOR Reduction (vph)005507001200710
Lane Group Flow (vph)159318257439700605004450
Confl. Peds. (#/hr)133216242729
Confl. Bikes (#/hr)12
Turn Typepm+ptPermpm+ptSplitSplit
Protected Phases74382266
Permitted Phases448
Actuated Green, G (s)36.128.128.128.124.123.918.0
Effective Green, g (s)36.128.128.128.124.123.918.0
Actuated g/C Ratio0.400.310.310.310.270.270.20
Clearance Time (s)4.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.0
Lane Grp Cap (vph)255582462298484908645
v/s Ratio Protc0.060.170.01c0.22c0.18c0.14
v/s Ratio Perm0.190.020.07
v/c Ratio0.620.550.050.250.820.670.69
Uniform Delay, d120.125.721.722.430.929.533.4
Progression Factor1.001.001.001.001.001.001.00
Incremental Delay, d24.71.10.00.410.43.95.9
Delay (s)24.826.721.722.841.333.339.4
Level of ServiceCCCCDCD
Approach Delay (s)25.538.533.339.4
Approach LOSCDCD
Intersection Summary
HCM Average Control Delay33.9HCM Level of ServiceC
HCM Volume to Capacity ratio0.72
Actuated Cycle Length (s) 90.0Sum of lost time (s)16.0
Intersection Capacity Utilization76.8%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 11
HCM Signalized Intersection Capacity Analysis
12: 212th St SW & 72nd Ave W 9/5/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)18471392642030649858394318
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.0
Lane Util. Factor0.950.951.001.001.001.00
Frpb, ped/bikes1.001.001.000.981.000.96
Flpb, ped/bikes1.001.001.001.001.001.00
Frt0.990.991.000.851.000.85
Flt Protected1.001.000.981.000.981.00
Satd. Flow (prot)345235211792151417511467
Flt Permitted1.001.000.981.000.981.00
Satd. Flow (perm)345235211792151417511467
Peak-hour factor, PHF0.940.940.940.940.940.940.940.940.940.940.940.94
Adj. Flow (vph)195014128447326810462414619
RTOR Reduction (vph)07007000490015
Lane Group Flow (vph)05540050100172130874
Confl. Peds. (#/hr)6987
Confl. Bikes (#/hr)1
Heavy Vehicles (%)3%3%3%1%1%1%4%4%4%6%6%6%
Turn TypeSplitSplitSplitPermSplitPerm
Protected Phases44882266
Permitted Phases26
Actuated Green, G (s)16.015.017.017.016.016.0
Effective Green, g (s)16.015.017.017.016.016.0
Actuated g/C Ratio0.200.190.210.210.200.20
Clearance Time (s)4.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.0
Lane Grp Cap (vph)690660381322350293
v/s Ratio Protc0.16c0.14c0.10c0.05
v/s Ratio Perm0.010.00
v/c Ratio0.800.760.450.040.250.01
Uniform Delay, d130.530.827.425.026.925.7
Progression Factor1.001.001.001.001.001.00
Incremental Delay, d29.65.03.80.21.70.1
Delay (s)40.135.831.325.328.625.7
Level of ServiceDDCCCC
Approach Delay (s)40.135.829.728.1
Approach LOSDDCC
Intersection Summary
HCM Average Control Delay35.9HCM Level of ServiceD
HCM Volume to Capacity ratio0.56
Actuated Cycle Length (s) 80.0Sum of lost time (s)16.0
Intersection Capacity Utilization53.6%ICU Level of ServiceA
Analysis Period (min)15
c Critical Lane Group
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 12
HCM Unsignalized Intersection Capacity Analysis
13: 216th St SW & 72nd Ave W 9/5/2013
MovementEBLEBTWBTWBRSBLSBR
Lane Configurations
Volume (veh/h)4719711111411021
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.890.890.890.890.890.89
Hourly flow rate (vph)5322112512812424
Pedestrians10510
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage101
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)261
pX, platoon unblocked
vC, conflicting volume263531209
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol263531209
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %967497
cM capacity (veh/h)1296479813
Direction, Lane #EB 1WB 1SB 1
Volume Total274253147
Volume Left530124
Volume Right012824
cSH12961700513
Volume to Capacity0.040.150.29
Queue Length 95th (ft)3029
Control Delay (s)1.80.014.8
Lane LOSAB
Approach Delay (s)1.80.014.8
Approach LOSB
Intersection Summary
Average Delay 4.0
Intersection Capacity Utilization 45.3%ICU Level of Service A
Analysis Period (min)15
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 13
HCM Unsignalized Intersection Capacity Analysis
14: 216th St SW (E leg) & 73rd Pl W 9/5/2013
MovementEBLEBTWBTWBRSBLSBR
Lane Configurations
Volume (veh/h)000000
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.920.920.920.920.920.92
Hourly flow rate (vph)000000
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)744
pX, platoon unblocked
vC, conflicting volume000
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol000
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %100100100
cM capacity (veh/h)162310231085
Direction, Lane #EB 1WB 1SB 1
Volume Total000
Volume Left000
Volume Right000
cSH170017001700
Volume to Capacity0.000.000.00
Queue Length 95th (ft)000
Control Delay (s)0.00.00.0
Lane LOSA
Approach Delay (s)0.00.00.0
Approach LOSA
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 0.0%ICU Level of Service A
Analysis Period (min)15
Existing Conditions (2013) 8/28/2013 BaselineSynchro 7 - Report
DWJPage 14
Appendix C: Level of Service Reports for Future 2016 Conditions
Without the Project
AmbulatoryCareCenterSwedishEdmonds
TrafficImpactAnalysisSeptember2013
TransportationSolutions,Inc.
HCM Signalized Intersection Capacity Analysis
1: 212th St SW & SR 99 9/16/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1862909811926870108138912869962138
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.000.951.000.951.000.951.001.000.951.00
Frpb, ped/bikes1.000.991.000.991.001.000.971.001.000.96
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.961.000.971.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1770337617873441177035391543177035391520
Flt Permitted0.291.000.411.000.951.001.000.951.001.00
Satd. Flow (perm)54333767703441177035391543177035391520
Peak-hour factor, PHF0.980.980.980.980.980.980.980.980.980.980.980.98
Adj. Flow (vph)19029610012127371110141713170982141
RTOR Reduction (vph)0370026000720078
Lane Group Flow (vph)190359012131801101417597098263
Confl. Peds. (#/hr)1312817
Heavy Vehicles (%)2%2%2%1%1%1%2%2%2%2%2%2%
Turn Typepm+ptpm+ptProtPermProtPerm
Protected Phases74385216
Permitted Phases4826
Actuated Green, G (s)28.816.123.013.28.040.840.87.340.140.1
Effective Green, g (s)28.816.123.013.28.040.840.87.340.140.1
Actuated g/C Ratio0.320.180.260.150.090.450.450.080.450.45
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)34760430850515716046991441577677
v/s Ratio Protc0.08c0.110.040.090.06c0.400.04c0.28
v/s Ratio Perm0.100.060.040.04
v/c Ratio0.550.590.390.630.700.880.080.490.620.09
Uniform Delay, d123.734.026.836.139.822.414.039.619.114.4
Progression Factor1.001.001.001.001.271.394.361.001.001.00
Incremental Delay, d21.81.60.82.56.73.90.12.61.90.3
Delay (s)25.535.527.638.557.435.161.142.121.014.7
Level of ServiceCDCDEDEDCB
Approach Delay (s)32.335.738.621.5
Approach LOSCDDC
Intersection Summary
HCM Average Control Delay32.1HCM Level of ServiceC
HCM Volume to Capacity ratio0.78
Actuated Cycle Length (s) 90.0Sum of lost time (s)16.0
Intersection Capacity Utilization76.9%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 1
HCM Signalized Intersection Capacity Analysis
2: 216th St SW & SR 99 9/16/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)889814288921048315158249111158
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frpb, ped/bikes1.000.951.000.961.001.000.921.001.000.93
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.981.000.981.000.951.001.000.951.001.00
Satd. Flow (prot)1838151318361531178735741471177035391472
Flt Permitted0.981.000.981.000.951.001.000.951.001.00
Satd. Flow (perm)1838151318361531178735741471177035391472
Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97
Adj. Flow (vph)9110114691951078615628551114560
RTOR Reduction (vph)00124009100420033
Lane Group Flow (vph)0192220186168615624351114527
Confl. Peds. (#/hr)22162117
Confl. Bikes (#/hr)4334
Heavy Vehicles (%)1%1%1%1%1%1%1%1%1%2%2%2%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44885216
Permitted Phases4826
Actuated Green, G (s)13.713.713.513.56.542.342.34.540.340.3
Effective Green, g (s)13.713.713.513.56.542.342.34.540.340.3
Actuated g/C Ratio0.150.150.150.150.070.470.470.050.450.45
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)2802302752301291680691891585659
v/s Ratio Protc0.10c0.10c0.05c0.440.030.32
v/s Ratio Perm0.010.010.030.02
v/c Ratio0.690.100.680.070.670.930.060.570.720.04
Uniform Delay, d136.132.836.232.940.722.513.041.820.314.0
Progression Factor1.001.001.001.000.921.713.491.020.931.94
Incremental Delay, d26.80.26.40.11.21.20.07.32.40.1
Delay (s)42.933.042.633.038.439.745.550.121.227.2
Level of ServiceDCDCDDDDCC
Approach Delay (s)38.639.139.922.7
Approach LOSDDDC
Intersection Summary
HCM Average Control Delay33.8HCM Level of ServiceC
HCM Volume to Capacity ratio0.79
Actuated Cycle Length (s) 90.0Sum of lost time (s)12.0
Intersection Capacity Utilization73.8%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 2
HCM Signalized Intersection Capacity Analysis
3: 220th St SW & SR 99 9/16/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1174427225061222816813793212331021106
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.000.951.000.951.000.951.001.000.951.00
Frpb, ped/bikes1.000.991.000.981.001.000.951.001.000.95
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.981.000.961.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1787347617873369178735741512178735741512
Flt Permitted0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (perm)1787347617873369178735741512178735741512
Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97
Adj. Flow (vph)1214567425863123517314223312401053109
RTOR Reduction (vph)01500420001600068
Lane Group Flow (vph)121515025882401731422172240105341
Confl. Peds. (#/hr)18312425
Confl. Bikes (#/hr)6152
Heavy Vehicles (%)1%1%1%1%1%1%1%1%1%1%1%1%
Turn TypeProtProtProtPermProtPerm
Protected Phases74385216
Permitted Phases26
Actuated Green, G (s)6.016.012.022.012.035.035.011.034.034.0
Effective Green, g (s)6.016.012.022.012.035.035.011.034.034.0
Actuated g/C Ratio0.070.180.130.240.130.390.390.120.380.38
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)11961823882423813905882181350571
v/s Ratio Prot0.070.15c0.14c0.240.10c0.40c0.130.29
v/s Ratio Perm0.110.03
v/c Ratio1.020.831.081.000.731.020.291.100.780.07
Uniform Delay, d142.035.739.034.037.427.519.039.524.717.9
Progression Factor1.001.001.001.001.001.001.001.031.624.51
Incremental Delay, d287.19.482.531.010.530.11.382.63.40.2
Delay (s)129.145.2121.565.048.057.620.2123.443.580.9
Level of ServiceFDFEDECFDF
Approach Delay (s)60.778.050.360.1
Approach LOSEEDE
Intersection Summary
HCM Average Control Delay60.4HCM Level of ServiceE
HCM Volume to Capacity ratio1.02
Actuated Cycle Length (s) 90.0Sum of lost time (s)12.0
Intersection Capacity Utilization95.8%ICU Level of ServiceF
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 3
HCM Signalized Intersection Capacity Analysis
4: 220th St SW & 76th Ave W 9/16/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)712623643459403182064323821875
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.001.00
Frpb, ped/bikes1.001.001.000.991.001.001.000.99
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt1.000.981.000.851.000.971.000.96
Flt Protected0.951.001.001.000.951.000.951.00
Satd. Flow (prot)17521804185515601787182517701779
Flt Permitted0.151.000.951.000.951.000.951.00
Satd. Flow (perm)2791804176215601787182517701779
Peak-hour factor, PHF0.930.930.930.930.930.930.930.930.930.930.930.93
Adj. Flow (vph)762823946494433192224625623481
RTOR Reduction (vph)0400022601000150
Lane Group Flow (vph)76317005402071925802563000
Confl. Peds. (#/hr)4893
Confl. Bikes (#/hr)21
Heavy Vehicles (%)3%3%3%2%2%2%1%1%1%2%2%2%
Turn Typepm+ptpm+ptpm+ovProtProt
Protected Phases743815216
Permitted Phases488
Actuated Green, G (s)33.433.422.435.81.616.213.428.0
Effective Green, g (s)33.433.422.435.81.616.213.428.0
Actuated g/C Ratio0.450.450.300.480.020.220.180.37
Clearance Time (s)4.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)26280352674538394316664
v/s Ratio Prot0.03c0.180.050.01c0.14c0.140.17
v/s Ratio Perm0.10c0.310.08
v/c Ratio0.290.391.030.280.500.650.810.45
Uniform Delay, d115.514.026.311.836.326.829.617.7
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d20.60.346.20.210.08.214.52.2
Delay (s)16.214.372.512.046.335.144.019.9
Level of ServiceBBEBDDDB
Approach Delay (s)14.745.635.830.7
Approach LOSBDDC
Intersection Summary
HCM Average Control Delay35.0HCM Level of ServiceD
HCM Volume to Capacity ratio0.81
Actuated Cycle Length (s) 75.0Sum of lost time (s)16.0
Intersection Capacity Utilization82.7%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 4
HCM Unsignalized Intersection Capacity Analysis
5: 218th St SW & 76th Ave W 9/16/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)512128517565958040719
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.930.930.930.930.930.930.930.930.930.930.930.93
Hourly flow rate (vph)512330518606409043820
Pedestrians115119
Lane Width (ft)12.012.012.012.0
Walking Speed (ft/s)4.04.04.04.0
Percent Blockage1011
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)673662
pX, platoon unblocked
vC, conflicting volume929123325110221239338469653
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol929123325110221239338469653
tC, single (s)7.56.56.97.56.56.94.14.2
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %97999783979794100
cM capacity (veh/h)1991667411741656561079919
Direction, Lane #EB 1WB 1NB 1NB 2SB 1SB 2
Volume Total2954380328219239
Volume Left53060000
Volume Right231809020
cSH454230107917009191700
Volume to Capacity0.060.230.060.190.000.14
Queue Length 95th (ft)5224000
Control Delay (s)13.525.31.80.00.00.0
Lane LOSBDA
Approach Delay (s)13.525.31.00.0
Approach LOSBD
Intersection Summary
Average Delay 2.0
Intersection Capacity Utilization 48.3%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 5
HCM Unsignalized Intersection Capacity Analysis
6: Driveway & 76th Ave W 9/16/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)2128912056581443821
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.930.930.930.930.930.930.930.930.930.930.930.93
Hourly flow rate (vph)21301012257081544111
Pedestrians12111112
Lane Width (ft)12.012.012.012.0
Walking Speed (ft/s)4.04.04.04.0
Percent Blockage1111
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)899436
pX, platoon unblocked
vC, conflicting volume83011762299921169384424734
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol83011762299921169384424734
tC, single (s)7.56.56.97.56.56.94.14.1
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %999996959996100100
cM capacity (veh/h)2451877651861896081135866
Direction, Lane #EB 1WB 1NB 1NB 2SB 1SB 2
Volume Total3332359369210206
Volume Left2105040
Volume Right302201501
cSH619347113517008661700
Volume to Capacity0.050.090.000.220.000.12
Queue Length 95th (ft)480000
Control Delay (s)11.216.40.20.00.20.0
Lane LOSBCAA
Approach Delay (s)11.216.40.10.1
Approach LOSBC
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 36.8%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 6
HCM Signalized Intersection Capacity Analysis
7: 216th St (W leg) & 76th Ave W 9/16/2013
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (vph)24383559536217
Ideal Flow (vphpl)190019001900190019001900
Total Lost time (s)4.04.04.0
Lane Util. Factor1.000.950.95
Frpb, ped/bikes0.981.001.00
Flpb, ped/bikes1.001.001.00
Frt0.921.000.99
Flt Protected0.981.001.00
Satd. Flow (prot)164735273443
Flt Permitted0.980.921.00
Satd. Flow (perm)164732533443
Peak-hour factor, PHF0.970.970.970.970.970.97
Adj. Flow (vph)25393661337318
RTOR Reduction (vph)3500070
Lane Group Flow (vph)29006493840
Confl. Peds. (#/hr)829298
Confl. Bikes (#/hr)32
Heavy Vehicles (%)2%2%2%2%4%4%
Turn TypePerm
Protected Phases426
Permitted Phases2
Actuated Green, G (s)1.89.09.0
Effective Green, g (s)1.89.09.0
Actuated g/C Ratio0.100.480.48
Clearance Time (s)4.04.04.0
Vehicle Extension (s)3.03.03.0
Lane Grp Cap (vph)15815571648
v/s Ratio Protc0.020.11
v/s Ratio Permc0.20
v/c Ratio0.180.420.23
Uniform Delay, d17.83.22.9
Progression Factor1.001.001.00
Incremental Delay, d20.60.20.1
Delay (s)8.43.42.9
Level of ServiceAAA
Approach Delay (s)8.43.42.9
Approach LOSAAA
Intersection Summary
HCM Average Control Delay3.5HCM Level of ServiceA
HCM Volume to Capacity ratio0.38
Actuated Cycle Length (s) 18.8Sum of lost time (s)8.0
Intersection Capacity Utilization49.0%ICU Level of ServiceA
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 7
HCM Unsignalized Intersection Capacity Analysis
8: 216th St SW (E leg) & 76th Ave W 9/16/2013
MovementWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (veh/h)32445862314357
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)33456042414368
Pedestrians888
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage111
Right turn flare (veh)3
Median typeNoneNone
Median storage veh)
Upstream signal (ft)2001085
pX, platoon unblocked0.970.970.97
vC, conflicting volume845330636
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol767234551
tC, single (s)6.97.04.2
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %909498
cM capacity (veh/h)315729954
Direction, Lane #WB 1NB 1NB 2SB 1SB 2
Volume Total78403225137245
Volume Left3300140
Volume Right4502400
cSH749170017009541700
Volume to Capacity0.100.240.130.020.14
Queue Length 95th (ft)90010
Control Delay (s)13.40.00.01.10.0
Lane LOSBA
Approach Delay (s)13.40.00.4
Approach LOSB
Intersection Summary
Average Delay 1.1
Intersection Capacity Utilization 32.4%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 8
HCM Unsignalized Intersection Capacity Analysis
9: 215th St SW & 76th Ave W 9/16/2013
MovementWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (veh/h)424615127366
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)425634127377
Pedestrians55
Lane Width (ft)12.012.0
Walking Speed (ft/s)4.04.0
Percent Blockage00
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)489796
pX, platoon unblocked
vC, conflicting volume848333651
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol848333651
tC, single (s)6.86.94.2
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %999699
cM capacity (veh/h)301663907
Direction, Lane #WB 1NB 1NB 2SB 1SB 2
Volume Total29423224133252
Volume Left40070
Volume Right2501200
cSH566170017009071700
Volume to Capacity0.050.250.130.010.15
Queue Length 95th (ft)40010
Control Delay (s)11.70.00.00.60.0
Lane LOSBA
Approach Delay (s)11.70.00.2
Approach LOSB
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 28.9%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 9
HCM Unsignalized Intersection Capacity Analysis
10: High School & 76th Ave W 9/16/2013
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (veh/h)4232066135659
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)4242168136761
Pedestrians775
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage110
Right turn flare (veh)3
Median typeNoneNone
Median storage veh)
Upstream signal (ft)610675
pX, platoon unblocked
vC, conflicting volume791228435
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol791228435
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %999798
cM capacity (veh/h)3217721122
Direction, Lane #EB 1NB 1NB 2SB 1SB 2
Volume Total28248454245183
Volume Left421000
Volume Right2400061
cSH9061122170017001700
Volume to Capacity0.030.020.270.140.11
Queue Length 95th (ft)21000
Control Delay (s)10.80.80.00.00.0
Lane LOSBA
Approach Delay (s)10.80.30.0
Approach LOSB
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 44.8%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 10
HCM Signalized Intersection Capacity Analysis
11: 212th St SW & 76th Ave W 9/16/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1633268276351631014508167283179
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.000.951.000.95
Frpb, ped/bikes1.001.000.951.001.000.961.000.991.000.97
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.001.000.851.001.000.851.000.981.000.94
Flt Protected0.951.001.000.951.001.000.951.000.951.00
Satd. Flow (prot)1770186314991770186315141770343317703223
Flt Permitted0.951.001.000.951.001.000.951.000.951.00
Satd. Flow (perm)1770186314991770186315141770343317703223
Peak-hour factor, PHF0.980.980.980.980.980.980.980.980.980.980.980.98
Adj. Flow (vph)1663338478358641034598368289183
RTOR Reduction (vph)00620028021001430
Lane Group Flow (vph)1663332278358361035210683290
Confl. Peds. (#/hr)133216242729
Confl. Bikes (#/hr)12
Turn TypeProtPermProtPermProtProt
Protected Phases74385216
Permitted Phases48
Actuated Green, G (s)6.018.318.34.016.316.316.515.216.515.2
Effective Green, g (s)6.018.318.34.016.316.316.515.216.515.2
Actuated g/C Ratio0.090.260.260.060.230.230.240.220.240.22
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)152487392101434353417745417700
v/s Ratio Protc0.090.180.04c0.19c0.06c0.150.040.10
v/s Ratio Perm0.010.02
v/c Ratio1.090.680.060.770.820.100.250.700.160.47
Uniform Delay, d132.023.219.432.625.521.121.725.321.323.9
Progression Factor1.001.001.001.001.001.001.001.001.001.00
Incremental Delay, d299.84.00.129.912.10.11.45.40.82.3
Delay (s)131.827.219.462.437.621.223.130.722.126.1
Level of ServiceFCBEDCCCCC
Approach Delay (s)55.939.329.525.6
Approach LOSEDCC
Intersection Summary
HCM Average Control Delay37.5HCM Level of ServiceD
HCM Volume to Capacity ratio0.63
Actuated Cycle Length (s) 70.0Sum of lost time (s)16.0
Intersection Capacity Utilization61.0%ICU Level of ServiceB
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 11
HCM Signalized Intersection Capacity Analysis
12: 212th St SW & 72nd Ave W 9/16/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)194934127439316710261414519
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.0
Lane Util. Factor0.950.951.001.001.001.00
Frpb, ped/bikes1.001.001.000.981.000.96
Flpb, ped/bikes1.001.001.001.001.001.00
Frt0.990.991.000.851.000.85
Flt Protected1.001.000.981.000.981.00
Satd. Flow (prot)345135221792151417511467
Flt Permitted1.001.000.981.000.981.00
Satd. Flow (perm)345135221792151417511467
Peak-hour factor, PHF0.940.940.940.940.940.940.940.940.940.940.940.94
Adj. Flow (vph)205244429467337110965444820
RTOR Reduction (vph)07006000510016
Lane Group Flow (vph)05810052300180140924
Confl. Peds. (#/hr)6987
Confl. Bikes (#/hr)1
Heavy Vehicles (%)3%3%3%1%1%1%4%4%4%6%6%6%
Turn TypeSplitSplitSplitPermSplitPerm
Protected Phases44882266
Permitted Phases26
Actuated Green, G (s)16.015.216.816.816.016.0
Effective Green, g (s)16.015.216.816.816.016.0
Actuated g/C Ratio0.200.190.210.210.200.20
Clearance Time (s)4.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.0
Lane Grp Cap (vph)690669376318350293
v/s Ratio Protc0.17c0.15c0.10c0.05
v/s Ratio Perm0.010.00
v/c Ratio0.840.780.480.040.260.01
Uniform Delay, d130.830.827.825.227.025.7
Progression Factor1.001.001.001.001.001.00
Incremental Delay, d211.95.94.30.31.80.1
Delay (s)42.736.732.125.428.825.8
Level of ServiceDDCCCC
Approach Delay (s)42.736.730.328.3
Approach LOSDDCC
Intersection Summary
HCM Average Control Delay37.4HCM Level of ServiceD
HCM Volume to Capacity ratio0.59
Actuated Cycle Length (s) 80.0Sum of lost time (s)16.0
Intersection Capacity Utilization55.2%ICU Level of ServiceB
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 12
HCM Unsignalized Intersection Capacity Analysis
13: 216th St SW & 72nd Ave W 9/16/2013
MovementEBLEBTWBTWBRSBLSBR
Lane Configurations
Volume (veh/h)4920611611911522
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.890.890.890.890.890.89
Hourly flow rate (vph)5523113013412925
Pedestrians10510
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage101
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)261
pX, platoon unblocked
vC, conflicting volume274554217
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol274554217
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %967297
cM capacity (veh/h)1284463804
Direction, Lane #EB 1WB 1SB 1
Volume Total287264154
Volume Left550129
Volume Right013425
cSH12841700497
Volume to Capacity0.040.160.31
Queue Length 95th (ft)3033
Control Delay (s)1.80.015.5
Lane LOSAC
Approach Delay (s)1.80.015.5
Approach LOSC
Intersection Summary
Average Delay 4.1
Intersection Capacity Utilization 46.6%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 13
HCM Unsignalized Intersection Capacity Analysis
14: 216th St SW (E leg) & 73rd Pl W 9/16/2013
MovementEBLEBTWBTWBRSBLSBR
Lane Configurations
Volume (veh/h)000000
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.920.920.920.920.920.92
Hourly flow rate (vph)000000
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeTWLTLNone
Median storage veh)2
Upstream signal (ft)744
pX, platoon unblocked
vC, conflicting volume000
vC1, stage 1 conf vol0
vC2, stage 2 conf vol0
vCu, unblocked vol000
tC, single (s)4.16.46.2
tC, 2 stage (s)5.4
tF (s)2.23.53.3
p0 queue free %100100100
cM capacity (veh/h)162310231085
Direction, Lane #EB 1WB 1SB 1
Volume Total000
Volume Left000
Volume Right000
cSH170017001700
Volume to Capacity0.000.000.00
Queue Length 95th (ft)000
Control Delay (s)0.00.00.0
Lane LOSA
Approach Delay (s)0.00.00.0
Approach LOSA
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 0.0%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future Without Project (2016)Synchro 7 - Report
DWJPage 14
Appendix D: Level of Service Reports for Future 20 Conditions
21
Without the Project
AmbulatoryCareCenterSwedishEdmonds
TrafficImpactAnalysisSeptember2013
TransportationSolutions,Inc.
HCM Signalized Intersection Capacity Analysis
1: 212th St SW & SR 99 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)201312106128288751161496137741036138
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.000.951.000.951.000.951.001.000.951.00
Frpb, ped/bikes1.000.991.000.991.001.000.971.001.000.96
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.961.000.971.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1770337617873440177035391543177035391520
Flt Permitted0.271.000.371.000.951.001.000.951.001.00
Satd. Flow (perm)50233767023440177035391543177035391520
Peak-hour factor, PHF0.980.980.980.980.980.980.980.980.980.980.980.98
Adj. Flow (vph)205318108131294771181527140761057141
RTOR Reduction (vph)0370027000740081
Lane Group Flow (vph)2053890131344011815276676105760
Confl. Peds. (#/hr)1312817
Heavy Vehicles (%)2%2%2%1%1%1%2%2%2%2%2%2%
Turn Typepm+ptpm+ptProtPermProtPerm
Protected Phases74385216
Permitted Phases4826
Actuated Green, G (s)29.616.623.813.79.040.040.07.338.338.3
Effective Green, g (s)29.616.623.813.79.040.040.07.338.338.3
Actuated g/C Ratio0.330.180.260.150.100.440.440.080.430.43
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)34862330752417715736861441506647
v/s Ratio Protc0.09c0.120.050.100.07c0.430.04c0.30
v/s Ratio Perm0.110.060.040.04
v/c Ratio0.590.620.430.660.670.970.100.530.700.09
Uniform Delay, d123.433.826.435.939.124.414.539.721.215.5
Progression Factor1.001.001.001.001.281.374.061.001.001.00
Incremental Delay, d22.52.01.03.03.48.30.13.52.80.3
Delay (s)25.935.827.338.953.341.759.043.223.915.7
Level of ServiceCDCDDDEDCB
Approach Delay (s)32.635.943.824.2
Approach LOSCDDC
Intersection Summary
HCM Average Control Delay35.2HCM Level of ServiceD
HCM Volume to Capacity ratio0.85
Actuated Cycle Length (s) 90.0Sum of lost time (s)16.0
Intersection Capacity Utilization81.4%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future Without Project (2021)Synchro 7 - Report
DWJPage 1
HCM Signalized Intersection Capacity Analysis
2: 216th St SW & SR 99 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)9510615395991128916328853119662
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frpb, ped/bikes1.000.951.000.961.001.000.921.001.000.93
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.981.000.981.000.951.001.000.951.001.00
Satd. Flow (prot)1838151318361531178735741471177035391472
Flt Permitted0.981.000.981.000.951.001.000.951.001.00
Satd. Flow (perm)1838151318361531178735741471177035391472
Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97
Adj. Flow (vph)98109158981021159216829155123364
RTOR Reduction (vph)00133009700420036
Lane Group Flow (vph)0207250200189216824955123328
Confl. Peds. (#/hr)22162117
Confl. Bikes (#/hr)4334
Heavy Vehicles (%)1%1%1%1%1%1%1%1%1%2%2%2%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44885216
Permitted Phases4826
Actuated Green, G (s)14.014.013.813.86.341.941.94.339.939.9
Effective Green, g (s)14.014.013.813.86.341.941.94.339.939.9
Actuated g/C Ratio0.160.160.150.150.070.470.470.050.440.44
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)2862352822351251664685851569653
v/s Ratio Protc0.11c0.11c0.05c0.470.030.35
v/s Ratio Perm0.020.010.030.02
v/c Ratio0.720.100.710.080.741.010.070.650.790.04
Uniform Delay, d136.232.636.232.641.024.113.342.121.414.2
Progression Factor1.001.001.001.000.911.693.241.010.972.15
Incremental Delay, d28.80.27.90.12.19.50.012.43.20.1
Delay (s)44.932.844.132.839.550.243.255.023.930.7
Level of ServiceDCDCDDDDCC
Approach Delay (s)39.740.049.325.5
Approach LOSDDDC
Intersection Summary
HCM Average Control Delay39.4HCM Level of ServiceD
HCM Volume to Capacity ratio0.85
Actuated Cycle Length (s) 90.0Sum of lost time (s)12.0
Intersection Capacity Utilization77.8%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future Without Project (2021)Synchro 7 - Report
DWJPage 2
HCM Signalized Intersection Capacity Analysis
3: 220th St SW & SR 99 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1264777826965924618114863462511099111
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.000.951.000.951.000.951.001.000.951.00
Frpb, ped/bikes1.000.991.000.981.001.000.951.001.000.95
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.981.000.961.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1787347517873368178735741512178735741512
Flt Permitted0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (perm)1787347517873368178735741512178735741512
Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97
Adj. Flow (vph)1304928027767925418715323572591133114
RTOR Reduction (vph)01500430001600069
Lane Group Flow (vph)130557027789001871532198259113345
Confl. Peds. (#/hr)18312425
Confl. Bikes (#/hr)6152
Heavy Vehicles (%)1%1%1%1%1%1%1%1%1%1%1%1%
Turn TypeProtProtProtPermProtPerm
Protected Phases74385216
Permitted Phases26
Actuated Green, G (s)7.016.012.021.012.035.035.011.034.034.0
Effective Green, g (s)7.016.012.021.012.035.035.011.034.034.0
Actuated g/C Ratio0.080.180.130.230.130.390.390.120.380.38
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)13961823878623813905882181350571
v/s Ratio Prot0.070.16c0.15c0.260.10c0.43c0.140.32
v/s Ratio Perm0.130.03
v/c Ratio0.940.901.161.130.791.100.341.190.840.08
Uniform Delay, d141.336.239.034.537.827.519.339.525.518.0
Progression Factor1.001.001.001.001.001.001.001.051.634.37
Incremental Delay, d256.516.4109.875.115.657.21.5111.84.50.2
Delay (s)97.852.6148.8109.653.384.720.9153.246.178.6
Level of ServiceFDFFDFCFDE
Approach Delay (s)61.0118.670.967.0
Approach LOSEFEE
Intersection Summary
HCM Average Control Delay79.1HCM Level of ServiceE
HCM Volume to Capacity ratio1.11
Actuated Cycle Length (s) 90.0Sum of lost time (s)12.0
Intersection Capacity Utilization102.1%ICU Level of ServiceG
Analysis Period (min)15
c Critical Lane Group
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DWJPage 3
HCM Signalized Intersection Capacity Analysis
4: 220th St SW & 76th Ave W 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)772833846495434192224625723477
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.001.00
Frpb, ped/bikes1.001.001.000.991.001.001.000.99
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt1.000.981.000.851.000.971.000.96
Flt Protected0.951.001.001.000.951.000.951.00
Satd. Flow (prot)17521805185515601787182617701782
Flt Permitted0.151.000.941.000.951.000.951.00
Satd. Flow (perm)2771805175615601787182617701782
Peak-hour factor, PHF0.930.930.930.930.930.930.930.930.930.930.930.93
Adj. Flow (vph)833044149532467202394927625283
RTOR Reduction (vph)0400024301000150
Lane Group Flow (vph)83341005812242027802763200
Confl. Peds. (#/hr)4893
Confl. Bikes (#/hr)21
Heavy Vehicles (%)3%3%3%2%2%2%1%1%1%2%2%2%
Turn Typepm+ptpm+ptpm+ovProtProt
Protected Phases743815216
Permitted Phases488
Actuated Green, G (s)33.833.822.636.01.615.813.427.6
Effective Green, g (s)33.833.822.636.01.615.813.427.6
Actuated g/C Ratio0.450.450.300.480.020.210.180.37
Clearance Time (s)4.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)26681352974938385316656
v/s Ratio Prot0.03c0.190.050.01c0.15c0.160.18
v/s Ratio Perm0.11c0.330.09
v/c Ratio0.310.421.100.300.530.720.870.49
Uniform Delay, d115.414.026.211.836.327.630.018.3
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d20.70.468.70.212.511.122.42.6
Delay (s)16.114.394.912.148.938.752.320.9
Level of ServiceBBFBDDDC
Approach Delay (s)14.758.039.335.1
Approach LOSBEDD
Intersection Summary
HCM Average Control Delay42.0HCM Level of ServiceD
HCM Volume to Capacity ratio0.87
Actuated Cycle Length (s) 75.0Sum of lost time (s)16.0
Intersection Capacity Utilization88.1%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
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DWJPage 4
HCM Unsignalized Intersection Capacity Analysis
5: 218th St SW & 76th Ave W 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)612330618616419043820
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.930.930.930.930.930.930.930.930.930.930.930.93
Hourly flow rate (vph)6125326196668910047122
Pedestrians115119
Lane Width (ft)12.012.012.012.0
Walking Speed (ft/s)4.04.04.04.0
Percent Blockage1011
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)673662
pX, platoon unblocked
vC, conflicting volume1000132826811021334363503704
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol1000132826811021334363503704
tC, single (s)7.56.56.97.56.56.94.14.2
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %96999779969794100
cM capacity (veh/h)1741457221511446321048879
Direction, Lane #EB 1WB 1NB 1NB 2SB 1SB 2
Volume Total3258410354235257
Volume Left63266000
Volume Right2519010022
cSH409201104817008791700
Volume to Capacity0.080.290.060.210.000.15
Queue Length 95th (ft)6295000
Control Delay (s)14.530.12.00.00.00.0
Lane LOSBDA
Approach Delay (s)14.530.11.10.0
Approach LOSBD
Intersection Summary
Average Delay 2.2
Intersection Capacity Utilization 50.5%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future Without Project (2021)Synchro 7 - Report
DWJPage 5
HCM Unsignalized Intersection Capacity Analysis
6: Driveway & 76th Ave W 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)21301012167091554111
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.930.930.930.930.930.930.930.930.930.930.930.93
Hourly flow rate (vph)21321112367621654421
Pedestrians12111112
Lane Width (ft)12.012.012.012.0
Walking Speed (ft/s)4.04.04.04.0
Percent Blockage1111
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)899436
pX, platoon unblocked
vC, conflicting volume894126824510701260412455789
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol894126824510701260412455789
tC, single (s)7.56.56.97.56.56.94.14.1
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %9999969399969999
cM capacity (veh/h)2191657481631675831105825
Direction, Lane #EB 1WB 1NB 1NB 2SB 1SB 2
Volume Total3534388397226222
Volume Left2116050
Volume Right322301601
cSH596309110517008251700
Volume to Capacity0.060.110.010.230.010.13
Queue Length 95th (ft)590000
Control Delay (s)11.418.10.20.00.30.0
Lane LOSBCAA
Approach Delay (s)11.418.10.10.1
Approach LOSBC
Intersection Summary
Average Delay 0.9
Intersection Capacity Utilization 39.3%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future Without Project (2021)Synchro 7 - Report
DWJPage 6
HCM Signalized Intersection Capacity Analysis
7: 216th St (W leg) & 76th Ave W 11/21/2013
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (vph)26413764139018
Ideal Flow (vphpl)190019001900190019001900
Total Lost time (s)4.04.04.0
Lane Util. Factor1.000.950.95
Frpb, ped/bikes0.981.001.00
Flpb, ped/bikes1.001.001.00
Frt0.921.000.99
Flt Protected0.981.001.00
Satd. Flow (prot)164535283444
Flt Permitted0.980.921.00
Satd. Flow (perm)164532583444
Peak-hour factor, PHF0.970.970.970.970.970.97
Adj. Flow (vph)27423866140219
RTOR Reduction (vph)3800060
Lane Group Flow (vph)31006994150
Confl. Peds. (#/hr)829298
Confl. Bikes (#/hr)32
Heavy Vehicles (%)2%2%2%2%4%4%
Turn TypePerm
Protected Phases426
Permitted Phases2
Actuated Green, G (s)1.811.511.5
Effective Green, g (s)1.811.511.5
Actuated g/C Ratio0.080.540.54
Clearance Time (s)4.04.04.0
Vehicle Extension (s)3.03.03.0
Lane Grp Cap (vph)13917591859
v/s Ratio Protc0.020.12
v/s Ratio Permc0.21
v/c Ratio0.220.400.22
Uniform Delay, d19.12.92.6
Progression Factor1.001.001.00
Incremental Delay, d20.80.10.1
Delay (s)9.93.02.6
Level of ServiceAAA
Approach Delay (s)9.93.02.6
Approach LOSAAA
Intersection Summary
HCM Average Control Delay3.3HCM Level of ServiceA
HCM Volume to Capacity ratio0.37
Actuated Cycle Length (s) 21.3Sum of lost time (s)8.0
Intersection Capacity Utilization51.0%ICU Level of ServiceA
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future Without Project (2021)Synchro 7 - Report
DWJPage 7
HCM Unsignalized Intersection Capacity Analysis
8: 216th St SW (E leg) & 76th Ave W 11/21/2013
MovementWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (veh/h)35476312515384
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)36486512615396
Pedestrians888
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage111
Right turn flare (veh)3
Median typeNoneNone
Median storage veh)
Upstream signal (ft)2001085
pX, platoon unblocked0.950.950.95
vC, conflicting volume908354684
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol804222569
tC, single (s)6.97.04.2
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %889398
cM capacity (veh/h)294731926
Direction, Lane #WB 1NB 1NB 2SB 1SB 2
Volume Total85434243147264
Volume Left3600150
Volume Right4802600
cSH690170017009261700
Volume to Capacity0.120.260.140.020.16
Queue Length 95th (ft)100010
Control Delay (s)14.00.00.01.10.0
Lane LOSBA
Approach Delay (s)14.00.00.4
Approach LOSB
Intersection Summary
Average Delay 1.1
Intersection Capacity Utilization 33.9%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future Without Project (2021)Synchro 7 - Report
DWJPage 8
HCM Unsignalized Intersection Capacity Analysis
9: 215th St SW & 76th Ave W 11/21/2013
MovementWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (veh/h)526662148394
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)527682148406
Pedestrians55
Lane Width (ft)12.012.0
Walking Speed (ft/s)4.04.0
Percent Blockage00
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)489796
pX, platoon unblocked
vC, conflicting volume914358702
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol914358702
tC, single (s)6.86.94.2
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %989699
cM capacity (veh/h)272639868
Direction, Lane #WB 1NB 1NB 2SB 1SB 2
Volume Total32455242144271
Volume Left50080
Volume Right2701400
cSH525170017008681700
Volume to Capacity0.060.270.140.010.16
Queue Length 95th (ft)50010
Control Delay (s)12.30.00.00.60.0
Lane LOSBA
Approach Delay (s)12.30.00.2
Approach LOSB
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 30.3%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future Without Project (2021)Synchro 7 - Report
DWJPage 9
HCM Unsignalized Intersection Capacity Analysis
10: High School & 76th Ave W 11/21/2013
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (veh/h)5252171238363
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)5262273439565
Pedestrians775
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage110
Right turn flare (veh)3
Median typeNoneNone
Median storage veh)
Upstream signal (ft)610675
pX, platoon unblocked
vC, conflicting volume850244467
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol850244467
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %989798
cM capacity (veh/h)2957541092
Direction, Lane #EB 1NB 1NB 2SB 1SB 2
Volume Total31266489263197
Volume Left522000
Volume Right2600065
cSH9051092170017001700
Volume to Capacity0.030.020.290.150.12
Queue Length 95th (ft)32000
Control Delay (s)11.20.90.00.00.0
Lane LOSBA
Approach Delay (s)11.20.30.0
Approach LOSB
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 46.9%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future Without Project (2021)Synchro 7 - Report
DWJPage 10
HCM Signalized Intersection Capacity Analysis
11: 212th St SW & 76th Ave W 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1763518882379681094848772305193
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.000.951.000.95
Frpb, ped/bikes1.001.000.951.001.000.961.000.991.000.97
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.001.000.851.001.000.851.000.981.000.94
Flt Protected0.951.001.000.951.001.000.951.000.951.00
Satd. Flow (prot)1770186314991770186315141770343417703223
Flt Permitted0.951.001.000.951.001.000.951.000.951.00
Satd. Flow (perm)1770186314991770186315141770343417703223
Peak-hour factor, PHF0.980.980.980.980.980.980.980.980.980.980.980.98
Adj. Flow (vph)1803589084387691114948973311197
RTOR Reduction (vph)00660027021001470
Lane Group Flow (vph)1803582484387421115620733610
Confl. Peds. (#/hr)133216242729
Confl. Bikes (#/hr)12
Turn TypeProtPermProtPermProtProt
Protected Phases74385216
Permitted Phases48
Actuated Green, G (s)6.018.718.74.016.716.716.115.216.115.2
Effective Green, g (s)6.018.718.74.016.716.716.115.216.115.2
Actuated g/C Ratio0.090.270.270.060.240.240.230.220.230.22
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)152498400101444361407746407700
v/s Ratio Protc0.100.190.05c0.21c0.06c0.160.040.11
v/s Ratio Perm0.020.03
v/c Ratio1.180.720.060.830.870.120.270.750.180.52
Uniform Delay, d132.023.319.132.725.620.922.125.621.624.2
Progression Factor1.001.001.001.001.001.001.001.001.001.00
Incremental Delay, d2131.04.90.141.416.90.11.76.91.02.7
Delay (s)163.028.219.274.142.521.023.832.622.626.9
Level of ServiceFCBEDCCCCC
Approach Delay (s)65.644.731.226.3
Approach LOSEDCC
Intersection Summary
HCM Average Control Delay41.8HCM Level of ServiceD
HCM Volume to Capacity ratio0.68
Actuated Cycle Length (s) 70.0Sum of lost time (s)16.0
Intersection Capacity Utilization64.7%ICU Level of ServiceC
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future Without Project (2021)Synchro 7 - Report
DWJPage 11
HCM Signalized Intersection Capacity Analysis
12: 212th St SW & 72nd Ave W 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)205314429473347211065444819
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.0
Lane Util. Factor0.950.951.001.001.001.00
Frpb, ped/bikes1.001.001.000.981.000.96
Flpb, ped/bikes1.001.001.001.001.001.00
Frt0.990.991.000.851.000.85
Flt Protected1.001.000.981.000.981.00
Satd. Flow (prot)345135211791151417501467
Flt Permitted1.001.000.981.000.981.00
Satd. Flow (perm)345135211791151417501467
Peak-hour factor, PHF0.940.940.940.940.940.940.940.940.940.940.940.94
Adj. Flow (vph)215654731503367711769475120
RTOR Reduction (vph)07006000550016
Lane Group Flow (vph)06260056400194140984
Confl. Peds. (#/hr)6987
Confl. Bikes (#/hr)1
Heavy Vehicles (%)3%3%3%1%1%1%4%4%4%6%6%6%
Turn TypeSplitSplitSplitPermSplitPerm
Protected Phases44882266
Permitted Phases26
Actuated Green, G (s)16.015.516.516.516.016.0
Effective Green, g (s)16.015.516.516.516.016.0
Actuated g/C Ratio0.200.190.210.210.200.20
Clearance Time (s)4.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.0
Lane Grp Cap (vph)690682369312350293
v/s Ratio Protc0.18c0.16c0.11c0.06
v/s Ratio Perm0.010.00
v/c Ratio0.910.830.530.050.280.01
Uniform Delay, d131.331.028.325.427.125.7
Progression Factor1.001.001.001.001.001.00
Incremental Delay, d217.88.15.30.32.00.1
Delay (s)49.139.133.525.729.125.8
Level of ServiceDDCCCC
Approach Delay (s)49.139.131.528.5
Approach LOSDDCC
Intersection Summary
HCM Average Control Delay41.0HCM Level of ServiceD
HCM Volume to Capacity ratio0.63
Actuated Cycle Length (s) 80.0Sum of lost time (s)16.0
Intersection Capacity Utilization58.2%ICU Level of ServiceB
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future Without Project (2021)Synchro 7 - Report
DWJPage 12
HCM Unsignalized Intersection Capacity Analysis
13: 216th St SW & 72nd Ave W 11/21/2013
MovementEBLEBTWBTWBRSBLSBR
Lane Configurations
Volume (veh/h)5322212512812424
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.890.890.890.890.890.89
Hourly flow rate (vph)6024914014413927
Pedestrians10510
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage101
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)261
pX, platoon unblocked
vC, conflicting volume294596232
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol294596232
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %956897
cM capacity (veh/h)1262436789
Direction, Lane #EB 1WB 1SB 1
Volume Total309284166
Volume Left600139
Volume Right014427
cSH12621700470
Volume to Capacity0.050.170.35
Queue Length 95th (ft)4039
Control Delay (s)1.90.016.8
Lane LOSAC
Approach Delay (s)1.90.016.8
Approach LOSC
Intersection Summary
Average Delay 4.4
Intersection Capacity Utilization 49.2%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future Without Project (2021)Synchro 7 - Report
DWJPage 13
Appendix E: Level of Service Reports for Future 2016 Conditions
With the Project
AmbulatoryCareCenterSwedishEdmonds
TrafficImpactAnalysisSeptember2013
TransportationSolutions,Inc.
HCM Signalized Intersection Capacity Analysis
1: 212th St SW & SR 99 9/18/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1902959811927170108139712869967138
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.000.951.000.951.000.951.001.000.951.00
Frpb, ped/bikes1.000.991.000.991.001.000.971.001.000.96
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.961.000.971.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1770337817873442177035391543177035391520
Flt Permitted0.291.000.411.000.951.001.000.951.001.00
Satd. Flow (perm)53433787673442177035391543177035391520
Peak-hour factor, PHF0.980.980.980.980.980.980.980.980.980.980.980.98
Adj. Flow (vph)19430110012127771110142613170987141
RTOR Reduction (vph)0360026000720078
Lane Group Flow (vph)194365012132201101426597098763
Confl. Peds. (#/hr)1312817
Heavy Vehicles (%)2%2%2%1%1%1%2%2%2%2%2%2%
Turn Typepm+ptpm+ptProtPermProtPerm
Protected Phases74385216
Permitted Phases4826
Actuated Green, G (s)29.116.323.113.38.040.740.77.239.939.9
Effective Green, g (s)29.116.323.113.38.040.740.77.239.939.9
Actuated g/C Ratio0.320.180.260.150.090.450.450.080.440.44
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)34861230850915716006981421569674
v/s Ratio Protc0.08c0.110.040.090.06c0.400.04c0.28
v/s Ratio Perm0.100.060.040.04
v/c Ratio0.560.600.390.630.700.890.080.490.630.09
Uniform Delay, d123.533.826.736.039.822.614.039.719.314.5
Progression Factor1.001.001.001.001.271.404.361.001.001.00
Incremental Delay, d21.91.60.82.66.54.00.12.71.90.3
Delay (s)25.535.427.538.657.235.661.342.321.314.8
Level of ServiceCDCDEDEDCB
Approach Delay (s)32.235.839.121.7
Approach LOSCDDC
Intersection Summary
HCM Average Control Delay32.3HCM Level of ServiceC
HCM Volume to Capacity ratio0.79
Actuated Cycle Length (s) 90.0Sum of lost time (s)16.0
Intersection Capacity Utilization77.4%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 1
HCM Signalized Intersection Capacity Analysis
2: 216th St SW & SR 99 9/18/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)96108156881001048815158249111162
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frpb, ped/bikes1.000.951.000.961.001.000.921.001.000.93
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.981.000.981.000.951.001.000.951.001.00
Satd. Flow (prot)1838151318381531178735741471177035391472
Flt Permitted0.981.000.981.000.951.001.000.951.001.00
Satd. Flow (perm)1838151318381531178735741471177035391472
Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97
Adj. Flow (vph)99111161911031079115628551114564
RTOR Reduction (vph)00136009100420036
Lane Group Flow (vph)0210250194169115624351114528
Confl. Peds. (#/hr)22162117
Confl. Bikes (#/hr)4334
Heavy Vehicles (%)1%1%1%1%1%1%1%1%1%2%2%2%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44885216
Permitted Phases4826
Actuated Green, G (s)14.114.113.713.76.342.042.04.239.939.9
Effective Green, g (s)14.114.113.713.76.342.042.04.239.939.9
Actuated g/C Ratio0.160.160.150.150.070.470.470.050.440.44
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)2882372802331251668686831569653
v/s Ratio Protc0.11c0.11c0.05c0.440.030.32
v/s Ratio Perm0.020.010.030.02
v/c Ratio0.730.110.690.070.730.940.060.610.730.04
Uniform Delay, d136.132.536.232.741.022.713.242.120.614.2
Progression Factor1.001.001.001.000.921.713.491.030.931.98
Incremental Delay, d28.90.27.20.11.91.40.010.72.50.1
Delay (s)45.032.743.432.839.740.246.153.921.728.2
Level of ServiceDCDCDDDDCC
Approach Delay (s)39.739.640.523.4
Approach LOSDDDC
Intersection Summary
HCM Average Control Delay34.5HCM Level of ServiceC
HCM Volume to Capacity ratio0.81
Actuated Cycle Length (s) 90.0Sum of lost time (s)12.0
Intersection Capacity Utilization74.3%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 2
HCM Signalized Intersection Capacity Analysis
3: 220th St SW & SR 99 9/18/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1174467325061522816913793212331035111
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.000.951.000.951.000.951.001.000.951.00
Frpb, ped/bikes1.000.991.000.981.001.000.951.001.000.95
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.981.000.961.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1787347517873370178735741512178735741512
Flt Permitted0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (perm)1787347517873370178735741512178735741512
Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97
Adj. Flow (vph)1214607525863423517414223312401067114
RTOR Reduction (vph)01500420001600071
Lane Group Flow (vph)121520025882701741422172240106743
Confl. Peds. (#/hr)18312425
Confl. Bikes (#/hr)6152
Heavy Vehicles (%)1%1%1%1%1%1%1%1%1%1%1%1%
Turn TypeProtProtProtPermProtPerm
Protected Phases74385216
Permitted Phases26
Actuated Green, G (s)6.016.012.022.012.035.035.011.034.034.0
Effective Green, g (s)6.016.012.022.012.035.035.011.034.034.0
Actuated g/C Ratio0.070.180.130.240.130.390.390.120.380.38
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)11961823882423813905882181350571
v/s Ratio Prot0.070.15c0.14c0.250.10c0.40c0.130.30
v/s Ratio Perm0.110.03
v/c Ratio1.020.841.081.000.731.020.291.100.790.08
Uniform Delay, d142.035.839.034.037.527.519.039.524.817.9
Progression Factor1.001.001.001.001.001.001.001.031.634.56
Incremental Delay, d287.110.182.532.111.030.11.382.43.60.2
Delay (s)129.145.9121.566.148.457.620.2123.144.182.0
Level of ServiceFDFEDECFDF
Approach Delay (s)61.278.850.460.5
Approach LOSEEDE
Intersection Summary
HCM Average Control Delay60.8HCM Level of ServiceE
HCM Volume to Capacity ratio1.02
Actuated Cycle Length (s) 90.0Sum of lost time (s)12.0
Intersection Capacity Utilization95.9%ICU Level of ServiceF
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 3
HCM Signalized Intersection Capacity Analysis
4: 220th St SW & 76th Ave W 9/18/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)712623643459407182084324322277
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.001.00
Frpb, ped/bikes1.001.001.000.991.001.001.000.99
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt1.000.981.000.851.000.971.000.96
Flt Protected0.951.001.001.000.951.000.951.00
Satd. Flow (prot)17521804185515601787182517701778
Flt Permitted0.151.000.951.000.951.000.951.00
Satd. Flow (perm)2791804176215601787182517701778
Peak-hour factor, PHF0.930.930.930.930.930.930.930.930.930.930.930.93
Adj. Flow (vph)762823946494438192244626123983
RTOR Reduction (vph)0400022901000150
Lane Group Flow (vph)76317005402091926002613070
Confl. Peds. (#/hr)4893
Confl. Bikes (#/hr)21
Heavy Vehicles (%)3%3%3%2%2%2%1%1%1%2%2%2%
Turn Typepm+ptpm+ptpm+ovProtProt
Protected Phases743815216
Permitted Phases488
Actuated Green, G (s)33.433.422.435.81.616.213.428.0
Effective Green, g (s)33.433.422.435.81.616.213.428.0
Actuated g/C Ratio0.450.450.300.480.020.220.180.37
Clearance Time (s)4.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)26280352674538394316664
v/s Ratio Prot0.03c0.180.050.01c0.14c0.150.17
v/s Ratio Perm0.10c0.310.08
v/c Ratio0.290.391.030.280.500.660.830.46
Uniform Delay, d115.514.026.311.836.326.929.717.8
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d20.60.346.20.210.08.416.02.3
Delay (s)16.214.372.512.046.335.345.720.1
Level of ServiceBBEBDDDC
Approach Delay (s)14.745.436.031.5
Approach LOSBDDC
Intersection Summary
HCM Average Control Delay35.2HCM Level of ServiceD
HCM Volume to Capacity ratio0.81
Actuated Cycle Length (s) 75.0Sum of lost time (s)16.0
Intersection Capacity Utilization83.1%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 4
HCM Unsignalized Intersection Capacity Analysis
5: 218th St SW & 76th Ave W 9/18/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)5121336195660110041319
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.930.930.930.930.930.930.930.930.930.930.930.93
Hourly flow rate (vph)5123356206064611044420
Pedestrians115119
Lane Width (ft)12.012.012.012.0
Walking Speed (ft/s)4.04.04.04.0
Percent Blockage1011
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)673662
pX, platoon unblocked
vC, conflicting volume942124825410331253342476662
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol942124825410331253342476662
tC, single (s)7.56.56.97.56.56.94.14.2
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %97999779969794100
cM capacity (veh/h)1931637381711626521073912
Direction, Lane #EB 1WB 1NB 1NB 2SB 1SB 2
Volume Total2962383334222242
Volume Left53560000
Volume Right2320011020
cSH446224107317009121700
Volume to Capacity0.070.280.060.200.000.14
Queue Length 95th (ft)5284000
Control Delay (s)13.627.21.80.00.00.0
Lane LOSBDA
Approach Delay (s)13.627.21.00.0
Approach LOSBD
Intersection Summary
Average Delay 2.2
Intersection Capacity Utilization 49.8%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 5
HCM Unsignalized Intersection Capacity Analysis
6: Driveway & 76th Ave W 9/18/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)21281112356641653861
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.930.930.930.930.930.930.930.930.930.930.930.93
Hourly flow rate (vph)21301212557141754151
Pedestrians12111112
Lane Width (ft)12.012.012.012.0
Walking Speed (ft/s)4.04.04.04.0
Percent Blockage1111
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)899436
pX, platoon unblocked
vC, conflicting volume843119123110041183389428742
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol843119123110041183389428742
tC, single (s)7.56.56.97.56.56.94.14.1
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %99999694999610099
cM capacity (veh/h)2381837631821856041131859
Direction, Lane #EB 1WB 1NB 1NB 2SB 1SB 2
Volume Total3338362374213209
Volume Left2125050
Volume Right302501701
cSH613337113117008591700
Volume to Capacity0.050.110.000.220.010.12
Queue Length 95th (ft)490000
Control Delay (s)11.217.00.20.00.30.0
Lane LOSBCAA
Approach Delay (s)11.217.00.10.1
Approach LOSBC
Intersection Summary
Average Delay 0.9
Intersection Capacity Utilization 37.7%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 6
HCM Signalized Intersection Capacity Analysis
7: 216th St (W leg) & 76th Ave W 9/18/2013
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (vph)24383560436717
Ideal Flow (vphpl)190019001900190019001900
Total Lost time (s)4.04.04.0
Lane Util. Factor1.000.950.95
Frpb, ped/bikes0.981.001.00
Flpb, ped/bikes1.001.001.00
Frt0.921.000.99
Flt Protected0.981.001.00
Satd. Flow (prot)164535273443
Flt Permitted0.980.921.00
Satd. Flow (perm)164532653443
Peak-hour factor, PHF0.970.970.970.970.970.97
Adj. Flow (vph)25393662337818
RTOR Reduction (vph)3600060
Lane Group Flow (vph)28006593900
Confl. Peds. (#/hr)829298
Confl. Bikes (#/hr)32
Heavy Vehicles (%)2%2%2%2%4%4%
Turn TypePerm
Protected Phases426
Permitted Phases2
Actuated Green, G (s)1.811.411.4
Effective Green, g (s)1.811.411.4
Actuated g/C Ratio0.080.540.54
Clearance Time (s)4.04.04.0
Vehicle Extension (s)3.03.03.0
Lane Grp Cap (vph)14017561851
v/s Ratio Protc0.020.11
v/s Ratio Permc0.20
v/c Ratio0.200.380.21
Uniform Delay, d19.02.82.6
Progression Factor1.001.001.00
Incremental Delay, d20.70.10.1
Delay (s)9.73.02.6
Level of ServiceAAA
Approach Delay (s)9.73.02.6
Approach LOSAAA
Intersection Summary
HCM Average Control Delay3.2HCM Level of ServiceA
HCM Volume to Capacity ratio0.35
Actuated Cycle Length (s) 21.2Sum of lost time (s)8.0
Intersection Capacity Utilization49.3%ICU Level of ServiceA
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 7
HCM Unsignalized Intersection Capacity Analysis
8: 216th St SW (E leg) & 76th Ave W 9/18/2013
MovementWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (veh/h)37515912716358
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)38536092816369
Pedestrians888
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage111
Right turn flare (veh)3
Median typeNoneNone
Median storage veh)
Upstream signal (ft)2001085
pX, platoon unblocked0.970.970.97
vC, conflicting volume857335645
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol781241562
tC, single (s)6.97.04.2
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %889398
cM capacity (veh/h)309722945
Direction, Lane #WB 1NB 1NB 2SB 1SB 2
Volume Total91406231140246
Volume Left3800160
Volume Right5302800
cSH734170017009451700
Volume to Capacity0.120.240.140.020.14
Queue Length 95th (ft)110010
Control Delay (s)13.70.00.01.20.0
Lane LOSBA
Approach Delay (s)13.70.00.4
Approach LOSB
Intersection Summary
Average Delay 1.3
Intersection Capacity Utilization 34.0%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 8
HCM Unsignalized Intersection Capacity Analysis
9: 215th St SW & 76th Ave W 9/18/2013
MovementWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (veh/h)424627137369
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)425646137380
Pedestrians55
Lane Width (ft)12.012.0
Walking Speed (ft/s)4.04.0
Percent Blockage00
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)489796
pX, platoon unblocked
vC, conflicting volume863340665
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol863340665
tC, single (s)6.86.94.2
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %999699
cM capacity (veh/h)294656897
Direction, Lane #WB 1NB 1NB 2SB 1SB 2
Volume Total29431229134254
Volume Left40070
Volume Right2501300
cSH558170017008971700
Volume to Capacity0.050.250.130.010.15
Queue Length 95th (ft)40010
Control Delay (s)11.80.00.00.60.0
Lane LOSBA
Approach Delay (s)11.80.00.2
Approach LOSB
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 29.3%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 9
HCM Unsignalized Intersection Capacity Analysis
10: High School & 76th Ave W 9/18/2013
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (veh/h)4232067336359
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)4242169437461
Pedestrians775
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage110
Right turn flare (veh)3
Median typeNoneNone
Median storage veh)
Upstream signal (ft)610675
pX, platoon unblocked
vC, conflicting volume805232442
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol805232442
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %999798
cM capacity (veh/h)3157681115
Direction, Lane #EB 1NB 1NB 2SB 1SB 2
Volume Total28252463249186
Volume Left421000
Volume Right2400061
cSH9011115170017001700
Volume to Capacity0.030.020.270.150.11
Queue Length 95th (ft)21000
Control Delay (s)10.80.80.00.00.0
Lane LOSBA
Approach Delay (s)10.80.30.0
Approach LOSB
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 45.1%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 10
HCM Signalized Intersection Capacity Analysis
11: 212th St SW & 76th Ave W 9/18/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1633268377351631034588267284179
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.000.951.000.95
Frpb, ped/bikes1.001.000.951.001.000.961.000.991.000.97
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.001.000.851.001.000.851.000.981.000.94
Flt Protected0.951.001.000.951.001.000.951.000.951.00
Satd. Flow (prot)1770186314991770186315141770343417703224
Flt Permitted0.951.001.000.951.001.000.951.000.951.00
Satd. Flow (perm)1770186314991770186315141770343417703224
Peak-hour factor, PHF0.980.980.980.980.980.980.980.980.980.980.980.98
Adj. Flow (vph)1663338579358641054678468290183
RTOR Reduction (vph)00630028021001430
Lane Group Flow (vph)1663332279358361055300683300
Confl. Peds. (#/hr)133216242729
Confl. Bikes (#/hr)12
Turn TypeProtPermProtPermProtProt
Protected Phases74385216
Permitted Phases48
Actuated Green, G (s)6.018.318.34.016.316.316.515.216.515.2
Effective Green, g (s)6.018.318.34.016.316.316.515.216.515.2
Actuated g/C Ratio0.090.260.260.060.230.230.240.220.240.22
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)152487392101434353417746417700
v/s Ratio Protc0.090.180.04c0.19c0.06c0.150.040.10
v/s Ratio Perm0.010.02
v/c Ratio1.090.680.060.780.820.100.250.710.160.47
Uniform Delay, d132.023.219.432.625.521.121.725.421.323.9
Progression Factor1.001.001.001.001.001.001.001.001.001.00
Incremental Delay, d299.84.00.131.612.10.11.45.70.82.3
Delay (s)131.827.219.464.137.621.223.231.022.126.2
Level of ServiceFCBEDCCCCC
Approach Delay (s)55.839.729.825.7
Approach LOSEDCC
Intersection Summary
HCM Average Control Delay37.6HCM Level of ServiceD
HCM Volume to Capacity ratio0.64
Actuated Cycle Length (s) 70.0Sum of lost time (s)16.0
Intersection Capacity Utilization61.1%ICU Level of ServiceB
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 11
HCM Signalized Intersection Capacity Analysis
12: 212th St SW & 72nd Ave W 9/18/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)194944129440316710268414819
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.0
Lane Util. Factor0.950.951.001.001.001.00
Frpb, ped/bikes1.001.001.000.981.000.96
Flpb, ped/bikes1.001.001.001.001.001.00
Frt0.990.991.000.851.000.85
Flt Protected1.001.000.981.000.981.00
Satd. Flow (prot)345135221792151417521467
Flt Permitted1.001.000.981.000.981.00
Satd. Flow (perm)345135221792151417521467
Peak-hour factor, PHF0.940.940.940.940.940.940.940.940.940.940.940.94
Adj. Flow (vph)205264431468337110972445120
RTOR Reduction (vph)07006000570016
Lane Group Flow (vph)05830052600180150954
Confl. Peds. (#/hr)6987
Confl. Bikes (#/hr)1
Heavy Vehicles (%)3%3%3%1%1%1%4%4%4%6%6%6%
Turn TypeSplitSplitSplitPermSplitPerm
Protected Phases44882266
Permitted Phases26
Actuated Green, G (s)16.015.216.816.816.016.0
Effective Green, g (s)16.015.216.816.816.016.0
Actuated g/C Ratio0.200.190.210.210.200.20
Clearance Time (s)4.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.0
Lane Grp Cap (vph)690669376318350293
v/s Ratio Protc0.17c0.15c0.10c0.05
v/s Ratio Perm0.010.00
v/c Ratio0.840.790.480.050.270.01
Uniform Delay, d130.830.827.825.227.125.7
Progression Factor1.001.001.001.001.001.00
Incremental Delay, d212.16.04.30.31.90.1
Delay (s)42.936.932.125.529.025.8
Level of ServiceDDCCCC
Approach Delay (s)42.936.930.228.4
Approach LOSDDCC
Intersection Summary
HCM Average Control Delay37.5HCM Level of ServiceD
HCM Volume to Capacity ratio0.59
Actuated Cycle Length (s) 80.0Sum of lost time (s)16.0
Intersection Capacity Utilization55.4%ICU Level of ServiceB
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 12
HCM Unsignalized Intersection Capacity Analysis
13: 216th St SW & 72nd Ave W 9/18/2013
MovementEBLEBTWBTWBRSBLSBR
Lane Configurations
Volume (veh/h)5723813411911525
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.890.890.890.890.890.89
Hourly flow rate (vph)6426715113412928
Pedestrians10510
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage101
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)261
pX, platoon unblocked
vC, conflicting volume294628237
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol294628237
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %956996
cM capacity (veh/h)1262416783
Direction, Lane #EB 1WB 1SB 1
Volume Total331284157
Volume Left640129
Volume Right013428
cSH12621700454
Volume to Capacity0.050.170.35
Queue Length 95th (ft)4038
Control Delay (s)1.90.017.1
Lane LOSAC
Approach Delay (s)1.90.017.1
Approach LOSC
Intersection Summary
Average Delay 4.3
Intersection Capacity Utilization 49.8%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 13
HCM Unsignalized Intersection Capacity Analysis
14: 216th St SW (E leg) & 73rd Pl W 9/18/2013
MovementEBLEBTWBTWBRSBLSBR
Lane Configurations
Volume (veh/h)000000
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.920.920.920.920.920.92
Hourly flow rate (vph)000000
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeTWLTLNone
Median storage veh)2
Upstream signal (ft)744
pX, platoon unblocked
vC, conflicting volume000
vC1, stage 1 conf vol0
vC2, stage 2 conf vol0
vCu, unblocked vol000
tC, single (s)4.16.46.2
tC, 2 stage (s)5.4
tF (s)2.23.53.3
p0 queue free %100100100
cM capacity (veh/h)162310231085
Direction, Lane #EB 1WB 1SB 1
Volume Total000
Volume Left000
Volume Right000
cSH170017001700
Volume to Capacity0.000.000.00
Queue Length 95th (ft)000
Control Delay (s)0.00.00.0
Lane LOSA
Approach Delay (s)0.00.00.0
Approach LOSA
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 0.0%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 14
Queues
1: 212th St SW & SR 99 9/18/2013
Lane GroupEBLEBTWBLWBTNBLNBTNBRSBLSBTSBR
Lane Group Flow (vph)194401121348110142613170987141
v/c Ratio0.560.620.390.650.700.890.170.490.630.19
Control Delay27.834.224.338.663.437.114.155.122.64.0
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay27.834.224.338.663.437.114.155.122.64.0
Queue Length 50th (ft)819848905537328382230
Queue Length 95th (ft)12314180131m64m#434m36#12232436
Internal Link Dist (ft)8085421358488
Turn Bay Length (ft)300300
Base Capacity (vph)39768842463715716017701431571753
Starvation Cap Reductn0000000000
Spillback Cap Reductn0000000000
Storage Cap Reductn0000000000
Reduced v/c Ratio0.490.580.290.550.700.890.170.490.630.19
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 1
Queues
2: 216th St SW & SR 99 9/18/2013
Lane GroupEBTEBRWBTWBRNBLNBTNBRSBLSBTSBR
Lane Group Flow (vph)2101611941079115628551114564
v/c Ratio0.730.430.690.330.600.920.110.480.720.09
Control Delay51.09.549.29.840.040.616.157.323.310.1
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay51.09.549.29.840.040.616.157.323.310.1
Queue Length 50th (ft)1130104057~51220291801
Queue Length 95th (ft)1865217344m56m#489m19m#59324m25
Internal Link Dist (ft)18136913891358
Turn Bay Length (ft)200200300300
Base Capacity (vph)32740232736015316997411061599701
Starvation Cap Reductn0000000000
Spillback Cap Reductn0000000000
Storage Cap Reductn0000000000
Reduced v/c Ratio0.640.400.590.300.590.920.110.480.720.09
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 2
Queues
3: 220th St SW & SR 99 9/18/2013
Lane GroupEBLEBTWBLWBTNBLNBTNBRSBLSBTSBR
Lane Group Flow (vph)12153525886917414223312401067114
v/c Ratio1.020.851.081.000.731.020.441.100.790.18
Control Delay132.048.5121.864.656.858.76.9122.644.818.4
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay132.048.5121.864.656.858.76.9122.644.818.4
Queue Length 50th (ft)~72151~166~24897~44025~15533825
Queue Length 95th (ft)#182#236#315#382#192#59086m#269406m58
Internal Link Dist (ft)8675503571389
Turn Bay Length (ft)200200300200300200
Base Capacity (vph)11963323886623813907482181350642
Starvation Cap Reductn0000000000
Spillback Cap Reductn0000000000
Storage Cap Reductn0000000000
Reduced v/c Ratio1.020.851.081.000.731.020.441.100.790.18
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 3
Queues
4: 220th St SW & 76th Ave W 9/18/2013
Lane GroupEBLEBTWBTWBRNBLNBTSBLSBT
Lane Group Flow (vph)7632154043819270261322
v/c Ratio0.270.411.030.470.200.561.000.43
Control Delay13.215.175.22.539.130.392.619.3
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay13.215.175.22.539.130.392.619.3
Queue Length 50th (ft)188724409110~12495
Queue Length 95th (ft)40144#4672429#196#268195
Internal Link Dist (ft)378867404593
Turn Bay Length (ft)200
Base Capacity (vph)43578752693695484260755
Starvation Cap Reductn00000000
Spillback Cap Reductn00000000
Storage Cap Reductn00000000
Reduced v/c Ratio0.170.411.030.470.200.561.000.43
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 4
Queues
7: 216th St (W leg) & 76th Ave W 9/18/2013
Lane GroupEBLNBTSBT
Lane Group Flow (vph)64659396
v/c Ratio0.100.250.14
Control Delay5.53.02.6
Queue Delay0.00.00.0
Total Delay5.53.02.6
Queue Length 50th (ft)000
Queue Length 95th (ft)184726
Internal Link Dist (ft)537356120
Turn Bay Length (ft)
Base Capacity (vph)134326552803
Starvation Cap Reductn000
Spillback Cap Reductn000
Storage Cap Reductn000
Reduced v/c Ratio0.050.250.14
Intersection Summary
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 5
Queues
11: 212th St SW & 76th Ave W 9/18/2013
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTSBLSBT
Lane Group Flow (vph)16633385793586410555168473
v/c Ratio1.090.680.190.630.870.180.250.680.160.54
Control Delay135.333.06.955.849.313.624.128.523.016.8
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay135.333.06.955.849.313.624.128.523.016.8
Queue Length 50th (ft)~8313203414810371082455
Queue Length 95th (ft)#193#24531#94#28538761605499
Internal Link Dist (ft)9021258595266
Turn Bay Length (ft)20020050250125
Base Capacity (vph)152487454126426374418806418878
Starvation Cap Reductn0000000000
Spillback Cap Reductn0000000000
Storage Cap Reductn0000000000
Reduced v/c Ratio1.090.680.190.630.840.170.250.680.160.54
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 6
Queues
12: 212th St SW & 72nd Ave W 9/18/2013
Lane GroupEBTWBTNBTNBRSBTSBR
Lane Group Flow (vph)590532180729520
v/c Ratio0.850.790.480.190.270.06
Control Delay43.539.733.18.829.512.4
Queue Delay0.00.00.00.00.00.0
Total Delay43.539.733.18.829.512.4
Queue Length 50th (ft)148131810400
Queue Length 95th (ft)#234185142338217
Internal Link Dist (ft)12588081226195
Turn Bay Length (ft)7575
Base Capacity (vph)697711376375350309
Starvation Cap Reductn000000
Spillback Cap Reductn000000
Storage Cap Reductn000000
Reduced v/c Ratio0.850.750.480.190.270.06
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
PM Peak Hour 8/28/2013 Future With Project (2016)Synchro 7 - Report
DWJPage 7
Appendix F: Level of Service Reports for Future 2021 Conditions
With the Project
AmbulatoryCareCenterSwedishEdmonds
TrafficImpactAnalysisSeptember2013
TransportationSolutions,Inc.
HCM Signalized Intersection Capacity Analysis
1: 212th St SW & SR 99 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)204318106128291751161504137741041150
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.000.951.000.951.000.951.001.000.951.00
Frpb, ped/bikes1.000.991.000.991.001.000.971.001.000.96
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.961.000.971.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1770337817873441177035391543177035391520
Flt Permitted0.271.000.371.000.951.001.000.951.001.00
Satd. Flow (perm)49633786973441177035391543177035391520
Peak-hour factor, PHF0.980.980.980.980.980.980.980.980.980.980.980.98
Adj. Flow (vph)208324108131297771181535140761062153
RTOR Reduction (vph)0360026000740088
Lane Group Flow (vph)2083960131348011815356676106265
Confl. Peds. (#/hr)1312817
Heavy Vehicles (%)2%2%2%1%1%1%2%2%2%2%2%2%
Turn Typepm+ptpm+ptProtPermProtPerm
Protected Phases74385216
Permitted Phases4826
Actuated Green, G (s)29.916.823.913.89.039.839.87.338.138.1
Effective Green, g (s)29.916.823.913.89.039.839.87.338.138.1
Actuated g/C Ratio0.330.190.270.150.100.440.440.080.420.42
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)35063130752817715656821441498643
v/s Ratio Protc0.09c0.120.050.100.07c0.430.04c0.30
v/s Ratio Perm0.110.070.040.04
v/c Ratio0.590.630.430.660.670.980.100.530.710.10
Uniform Delay, d123.233.726.335.939.124.714.639.721.415.6
Progression Factor1.001.001.001.001.281.384.011.001.001.00
Incremental Delay, d22.72.01.03.03.29.40.13.52.90.3
Delay (s)25.935.727.238.853.343.458.843.224.215.9
Level of ServiceCDCDDDEDCB
Approach Delay (s)32.535.845.324.4
Approach LOSCDDC
Intersection Summary
HCM Average Control Delay35.8HCM Level of ServiceD
HCM Volume to Capacity ratio0.86
Actuated Cycle Length (s) 90.0Sum of lost time (s)16.0
Intersection Capacity Utilization81.9%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2021)Synchro 7 - Report
DWJPage 1
HCM Signalized Intersection Capacity Analysis
2: 216th St SW & SR 99 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)103115167951071129516328853119662
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.000.951.001.000.951.00
Frpb, ped/bikes1.000.951.000.961.001.000.921.001.000.93
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.851.000.851.001.000.851.001.000.85
Flt Protected0.981.000.981.000.951.001.000.951.001.00
Satd. Flow (prot)1838151318381531178735741471177035391472
Flt Permitted0.981.000.981.000.951.001.000.951.001.00
Satd. Flow (perm)1838151318381531178735741471177035391472
Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97
Adj. Flow (vph)106119172981101159816829155123364
RTOR Reduction (vph)00144009700420036
Lane Group Flow (vph)0225280208189816824955123328
Confl. Peds. (#/hr)22162117
Confl. Bikes (#/hr)4334
Heavy Vehicles (%)1%1%1%1%1%1%1%1%1%2%2%2%
Turn TypeSplitPermSplitPermProtPermProtPerm
Protected Phases44885216
Permitted Phases4826
Actuated Green, G (s)14.514.514.014.06.241.441.44.139.339.3
Effective Green, g (s)14.514.514.014.06.241.441.44.139.339.3
Actuated g/C Ratio0.160.160.160.160.070.460.460.050.440.44
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)2962442862381231644677811545643
v/s Ratio Protc0.12c0.11c0.05c0.470.030.35
v/s Ratio Perm0.020.010.030.02
v/c Ratio0.760.110.730.080.801.020.070.680.800.04
Uniform Delay, d136.132.336.232.541.324.313.642.321.914.6
Progression Factor1.001.001.001.000.921.683.241.010.972.19
Incremental Delay, d210.90.28.90.13.313.70.016.03.40.1
Delay (s)47.032.545.132.641.254.544.158.824.832.0
Level of ServiceDCDCDDDECC
Approach Delay (s)40.740.653.326.5
Approach LOSDDDC
Intersection Summary
HCM Average Control Delay41.8HCM Level of ServiceD
HCM Volume to Capacity ratio0.87
Actuated Cycle Length (s) 90.0Sum of lost time (s)12.0
Intersection Capacity Utilization78.2%ICU Level of ServiceD
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2021)Synchro 7 - Report
DWJPage 2
HCM Signalized Intersection Capacity Analysis
3: 220th St SW & SR 99 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1264807926966324618214863462511114111
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.000.951.000.951.000.951.001.000.951.00
Frpb, ped/bikes1.000.991.000.981.001.000.951.001.000.95
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.000.981.000.961.001.000.851.001.000.85
Flt Protected0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (prot)1787347517873370178735741512178735741512
Flt Permitted0.951.000.951.000.951.001.000.951.001.00
Satd. Flow (perm)1787347517873370178735741512178735741512
Peak-hour factor, PHF0.970.970.970.970.970.970.970.970.970.970.970.97
Adj. Flow (vph)1304958127768425418815323572591148114
RTOR Reduction (vph)01500420001600068
Lane Group Flow (vph)130561027789601881532198259114846
Confl. Peds. (#/hr)18312425
Confl. Bikes (#/hr)6152
Heavy Vehicles (%)1%1%1%1%1%1%1%1%1%1%1%1%
Turn TypeProtProtProtPermProtPerm
Protected Phases74385216
Permitted Phases26
Actuated Green, G (s)7.016.012.021.012.035.035.011.034.034.0
Effective Green, g (s)7.016.012.021.012.035.035.011.034.034.0
Actuated g/C Ratio0.080.180.130.230.130.390.390.120.380.38
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)13961823878623813905882181350571
v/s Ratio Prot0.070.16c0.15c0.270.11c0.43c0.140.32
v/s Ratio Perm0.130.03
v/c Ratio0.940.911.161.140.791.100.341.190.850.08
Uniform Delay, d141.336.339.034.537.827.519.339.525.718.0
Progression Factor1.001.001.001.001.001.001.001.041.644.21
Incremental Delay, d256.517.1109.877.915.957.21.5111.44.80.2
Delay (s)97.853.4148.8112.453.784.720.9152.646.975.8
Level of ServiceFDFFDFCFDE
Approach Delay (s)61.6120.770.967.1
Approach LOSEFEE
Intersection Summary
HCM Average Control Delay79.6HCM Level of ServiceE
HCM Volume to Capacity ratio1.11
Actuated Cycle Length (s) 90.0Sum of lost time (s)12.0
Intersection Capacity Utilization102.2%ICU Level of ServiceG
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2021)Synchro 7 - Report
DWJPage 3
HCM Signalized Intersection Capacity Analysis
4: 220th St SW & 76th Ave W 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)772833846495438192244626223981
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.001.00
Frpb, ped/bikes1.001.001.000.991.001.001.000.99
Flpb, ped/bikes1.001.001.001.001.001.001.001.00
Frt1.000.981.000.851.000.971.000.96
Flt Protected0.951.001.001.000.951.000.951.00
Satd. Flow (prot)17521805185515601787182617701780
Flt Permitted0.151.000.941.000.951.000.951.00
Satd. Flow (perm)2771805175615601787182617701780
Peak-hour factor, PHF0.930.930.930.930.930.930.930.930.930.930.930.93
Adj. Flow (vph)833044149532471202414928225787
RTOR Reduction (vph)040002430900150
Lane Group Flow (vph)83341005812282028102823290
Confl. Peds. (#/hr)4893
Confl. Bikes (#/hr)21
Heavy Vehicles (%)3%3%3%2%2%2%1%1%1%2%2%2%
Turn Typepm+ptpm+ptpm+ovProtProt
Protected Phases743815216
Permitted Phases488
Actuated Green, G (s)33.833.822.636.01.615.813.427.6
Effective Green, g (s)33.833.822.636.01.615.813.427.6
Actuated g/C Ratio0.450.450.300.480.020.210.180.37
Clearance Time (s)4.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)26681352974938385316655
v/s Ratio Prot0.03c0.190.050.01c0.15c0.160.19
v/s Ratio Perm0.11c0.330.09
v/c Ratio0.310.421.100.300.530.730.890.50
Uniform Delay, d115.414.026.211.936.327.630.118.4
Progression Factor1.001.001.001.001.001.001.001.00
Incremental Delay, d20.70.468.70.212.511.525.52.7
Delay (s)16.114.394.912.148.939.155.621.1
Level of ServiceBBFBDDEC
Approach Delay (s)14.757.839.736.7
Approach LOSBEDD
Intersection Summary
HCM Average Control Delay42.4HCM Level of ServiceD
HCM Volume to Capacity ratio0.88
Actuated Cycle Length (s) 75.0Sum of lost time (s)16.0
Intersection Capacity Utilization88.4%ICU Level of ServiceE
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2021)Synchro 7 - Report
DWJPage 4
HCM Unsignalized Intersection Capacity Analysis
5: 218th St SW & 76th Ave W 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)6123356216164710044520
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.930.930.930.930.930.930.930.930.930.930.930.93
Hourly flow rate (vph)6125386236669611047822
Pedestrians115119
Lane Width (ft)12.012.012.012.0
Walking Speed (ft/s)4.04.04.04.0
Percent Blockage1011
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)673662
pX, platoon unblocked
vC, conflicting volume1014134327211131348367511711
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol1014134327211131348367511711
tC, single (s)7.56.56.97.56.56.94.14.2
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %96999775959694100
cM capacity (veh/h)1691427181481416281041874
Direction, Lane #EB 1WB 1NB 1NB 2SB 1SB 2
Volume Total3267413359239261
Volume Left63866000
Volume Right2523011022
cSH402198104117008741700
Volume to Capacity0.080.340.060.210.000.15
Queue Length 95th (ft)7355000
Control Delay (s)14.732.12.00.00.00.0
Lane LOSBDA
Approach Delay (s)14.732.11.00.0
Approach LOSBD
Intersection Summary
Average Delay 2.5
Intersection Capacity Utilization 51.9%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future With Project (2021)Synchro 7 - Report
DWJPage 5
HCM Unsignalized Intersection Capacity Analysis
6: Driveway & 76th Ave W 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (veh/h)21302112467151754161
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.930.930.930.930.930.930.930.930.930.930.930.93
Hourly flow rate (vph)21322312667691854471
Pedestrians12111112
Lane Width (ft)12.012.012.012.0
Walking Speed (ft/s)4.04.04.04.0
Percent Blockage1111
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)899436
pX, platoon unblocked
vC, conflicting volume906128224710801273417460798
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol906128224710801273417460798
tC, single (s)7.56.56.97.56.56.94.14.1
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %9999968699969999
cM capacity (veh/h)2131627451601645791100819
Direction, Lane #EB 1WB 1NB 1NB 2SB 1SB 2
Volume Total3549391403229225
Volume Left2236050
Volume Right322601801
cSH591257110017008191700
Volume to Capacity0.060.190.010.240.010.13
Queue Length 95th (ft)5170000
Control Delay (s)11.522.30.20.00.30.0
Lane LOSBCAA
Approach Delay (s)11.522.30.10.1
Approach LOSBC
Intersection Summary
Average Delay 1.2
Intersection Capacity Utilization 42.2%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future With Project (2021)Synchro 7 - Report
DWJPage 6
HCM Signalized Intersection Capacity Analysis
7: 216th St (W leg) & 76th Ave W 11/21/2013
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (vph)26413765039518
Ideal Flow (vphpl)190019001900190019001900
Total Lost time (s)4.04.04.0
Lane Util. Factor1.000.950.95
Frpb, ped/bikes0.981.001.00
Flpb, ped/bikes1.001.001.00
Frt0.921.000.99
Flt Protected0.981.001.00
Satd. Flow (prot)164535283444
Flt Permitted0.980.921.00
Satd. Flow (perm)164532593444
Peak-hour factor, PHF0.970.970.970.970.970.97
Adj. Flow (vph)27423867040719
RTOR Reduction (vph)3800060
Lane Group Flow (vph)31007084200
Confl. Peds. (#/hr)829298
Confl. Bikes (#/hr)32
Heavy Vehicles (%)2%2%2%2%4%4%
Turn TypePerm
Protected Phases426
Permitted Phases2
Actuated Green, G (s)1.811.611.6
Effective Green, g (s)1.811.611.6
Actuated g/C Ratio0.080.540.54
Clearance Time (s)4.04.04.0
Vehicle Extension (s)3.03.03.0
Lane Grp Cap (vph)13817671867
v/s Ratio Protc0.020.12
v/s Ratio Permc0.22
v/c Ratio0.220.400.22
Uniform Delay, d19.12.92.6
Progression Factor1.001.001.00
Incremental Delay, d20.80.10.1
Delay (s)10.03.02.6
Level of ServiceAAA
Approach Delay (s)10.03.02.6
Approach LOSAAA
Intersection Summary
HCM Average Control Delay3.3HCM Level of ServiceA
HCM Volume to Capacity ratio0.38
Actuated Cycle Length (s) 21.4Sum of lost time (s)8.0
Intersection Capacity Utilization51.4%ICU Level of ServiceA
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2021)Synchro 7 - Report
DWJPage 7
HCM Unsignalized Intersection Capacity Analysis
8: 216th St SW (E leg) & 76th Ave W 11/21/2013
MovementWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (veh/h)40546362817385
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)41566562918397
Pedestrians888
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage111
Right turn flare (veh)3
Median typeNoneNone
Median storage veh)
Upstream signal (ft)2001085
pX, platoon unblocked0.950.950.95
vC, conflicting volume920358693
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol810219571
tC, single (s)6.97.04.2
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %869298
cM capacity (veh/h)290733922
Direction, Lane #WB 1NB 1NB 2SB 1SB 2
Volume Total97437247150265
Volume Left4100180
Volume Right5602900
cSH682170017009221700
Volume to Capacity0.140.260.150.020.16
Queue Length 95th (ft)120010
Control Delay (s)14.20.00.01.20.0
Lane LOSBA
Approach Delay (s)14.20.00.4
Approach LOSB
Intersection Summary
Average Delay 1.3
Intersection Capacity Utilization 35.5%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future With Project (2021)Synchro 7 - Report
DWJPage 8
HCM Unsignalized Intersection Capacity Analysis
9: 215th St SW & 76th Ave W 11/21/2013
MovementWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (veh/h)526675148397
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)527696148409
Pedestrians55
Lane Width (ft)12.012.0
Walking Speed (ft/s)4.04.0
Percent Blockage00
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)489796
pX, platoon unblocked
vC, conflicting volume929365715
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol929365715
tC, single (s)6.86.94.2
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %989699
cM capacity (veh/h)266632858
Direction, Lane #WB 1NB 1NB 2SB 1SB 2
Volume Total32464246145273
Volume Left50080
Volume Right2701400
cSH518170017008581700
Volume to Capacity0.060.270.140.010.16
Queue Length 95th (ft)50010
Control Delay (s)12.40.00.00.60.0
Lane LOSBA
Approach Delay (s)12.40.00.2
Approach LOSB
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 30.7%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future With Project (2021)Synchro 7 - Report
DWJPage 9
HCM Unsignalized Intersection Capacity Analysis
10: High School & 76th Ave W 11/21/2013
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Volume (veh/h)5252172439163
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.970.970.970.970.970.97
Hourly flow rate (vph)5262274640365
Pedestrians775
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage110
Right turn flare (veh)3
Median typeNoneNone
Median storage veh)
Upstream signal (ft)610675
pX, platoon unblocked
vC, conflicting volume864248475
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol864248475
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %989798
cM capacity (veh/h)2887491084
Direction, Lane #EB 1NB 1NB 2SB 1SB 2
Volume Total31270498269199
Volume Left522000
Volume Right2600065
cSH8991084170017001700
Volume to Capacity0.030.020.290.160.12
Queue Length 95th (ft)32000
Control Delay (s)11.30.90.00.00.0
Lane LOSBA
Approach Delay (s)11.30.30.0
Approach LOSB
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 47.2%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future With Project (2021)Synchro 7 - Report
DWJPage 10
HCM Signalized Intersection Capacity Analysis
11: 212th St SW & 76th Ave W 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)1763518983379681114938972306193
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.04.04.04.04.0
Lane Util. Factor1.001.001.001.001.001.001.000.951.000.95
Frpb, ped/bikes1.001.000.951.001.000.961.000.991.000.97
Flpb, ped/bikes1.001.001.001.001.001.001.001.001.001.00
Frt1.001.000.851.001.000.851.000.981.000.94
Flt Protected0.951.001.000.951.001.000.951.000.951.00
Satd. Flow (prot)1770186314991770186315141770343317703224
Flt Permitted0.951.001.000.951.001.000.951.000.951.00
Satd. Flow (perm)1770186314991770186315141770343317703224
Peak-hour factor, PHF0.980.980.980.980.980.980.980.980.980.980.980.98
Adj. Flow (vph)1803589185387691135039173312197
RTOR Reduction (vph)00670027021001450
Lane Group Flow (vph)1803582485387421135730733640
Confl. Peds. (#/hr)133216242729
Confl. Bikes (#/hr)12
Turn TypeProtPermProtPermProtProt
Protected Phases74385216
Permitted Phases48
Actuated Green, G (s)6.018.718.74.016.716.716.115.216.115.2
Effective Green, g (s)6.018.718.74.016.716.716.115.216.115.2
Actuated g/C Ratio0.090.270.270.060.240.240.230.220.230.22
Clearance Time (s)4.04.04.04.04.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Lane Grp Cap (vph)152498400101444361407745407700
v/s Ratio Protc0.100.190.05c0.21c0.06c0.170.040.11
v/s Ratio Perm0.020.03
v/c Ratio1.180.720.060.840.870.120.280.770.180.52
Uniform Delay, d132.023.319.132.725.620.922.225.721.624.2
Progression Factor1.001.001.001.001.001.001.001.001.001.00
Incremental Delay, d2131.04.90.143.716.90.11.77.51.02.8
Delay (s)163.028.219.276.442.521.023.933.222.626.9
Level of ServiceFCBEDCCCCC
Approach Delay (s)65.545.131.726.4
Approach LOSEDCC
Intersection Summary
HCM Average Control Delay42.0HCM Level of ServiceD
HCM Volume to Capacity ratio0.69
Actuated Cycle Length (s) 70.0Sum of lost time (s)16.0
Intersection Capacity Utilization64.8%ICU Level of ServiceC
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2021)Synchro 7 - Report
DWJPage 11
HCM Signalized Intersection Capacity Analysis
12: 212th St SW & 72nd Ave W 11/21/2013
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)205324431474347211073445119
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Total Lost time (s)4.04.04.04.04.04.0
Lane Util. Factor0.950.951.001.001.001.00
Frpb, ped/bikes1.001.001.000.981.000.96
Flpb, ped/bikes1.001.001.001.001.001.00
Frt0.990.991.000.851.000.85
Flt Protected1.001.000.981.000.981.00
Satd. Flow (prot)345135211791151417521467
Flt Permitted1.001.000.981.000.981.00
Satd. Flow (perm)345135211791151417521467
Peak-hour factor, PHF0.940.940.940.940.940.940.940.940.940.940.940.94
Adj. Flow (vph)215664733504367711778475420
RTOR Reduction (vph)07006000620016
Lane Group Flow (vph)062700567001941601014
Confl. Peds. (#/hr)6987
Confl. Bikes (#/hr)1
Heavy Vehicles (%)3%3%3%1%1%1%4%4%4%6%6%6%
Turn TypeSplitSplitSplitPermSplitPerm
Protected Phases44882266
Permitted Phases26
Actuated Green, G (s)16.015.516.516.516.016.0
Effective Green, g (s)16.015.516.516.516.016.0
Actuated g/C Ratio0.200.190.210.210.200.20
Clearance Time (s)4.04.04.04.04.04.0
Vehicle Extension (s)3.03.03.03.03.03.0
Lane Grp Cap (vph)690682369312350293
v/s Ratio Protc0.18c0.16c0.11c0.06
v/s Ratio Perm0.010.00
v/c Ratio0.910.830.530.050.290.01
Uniform Delay, d131.331.028.325.527.225.7
Progression Factor1.001.001.001.001.001.00
Incremental Delay, d218.08.55.30.32.10.1
Delay (s)49.339.533.525.829.225.8
Level of ServiceDDCCCC
Approach Delay (s)49.339.531.328.7
Approach LOSDDCC
Intersection Summary
HCM Average Control Delay41.2HCM Level of ServiceD
HCM Volume to Capacity ratio0.64
Actuated Cycle Length (s) 80.0Sum of lost time (s)16.0
Intersection Capacity Utilization58.3%ICU Level of ServiceB
Analysis Period (min)15
c Critical Lane Group
PM Peak Hour 8/28/2013 Future With Project (2021)Synchro 7 - Report
DWJPage 12
HCM Unsignalized Intersection Capacity Analysis
13: 216th St SW & 72nd Ave W 11/21/2013
MovementEBLEBTWBTWBRSBLSBR
Lane Configurations
Volume (veh/h)6025414312812427
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.890.890.890.890.890.89
Hourly flow rate (vph)6728516114413930
Pedestrians10510
Lane Width (ft)12.012.012.0
Walking Speed (ft/s)4.04.04.0
Percent Blockage101
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)261
pX, platoon unblocked
vC, conflicting volume314668253
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol314668253
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %956596
cM capacity (veh/h)1241393768
Direction, Lane #EB 1WB 1SB 1
Volume Total353304170
Volume Left670139
Volume Right014430
cSH12411700430
Volume to Capacity0.050.180.39
Queue Length 95th (ft)4046
Control Delay (s)2.00.018.7
Lane LOSAC
Approach Delay (s)2.00.018.7
Approach LOSC
Intersection Summary
Average Delay 4.7
Intersection Capacity Utilization 52.3%ICU Level of Service A
Analysis Period (min)15
PM Peak Hour 8/28/2013 Future With Project (2021)Synchro 7 - Report
DWJPage 13
Appendix G: Parking Supply Calculations
AmbulatoryCareCenterSwedishEdmonds
TrafficImpactAnalysisSeptember2013
(RevisedFebruary10,2014)
TransportationSolutions,Inc.
32P32P0032P0032P0032P0018P18P0018P0018P0018P0026S26S0026S0026S0026S0042P1042P1042P1042P1042P1026P15425P14073P14673P14673P1460004P4232P32P0032P000008P5038P38P0038P0035P0036P0021P21P0021P0021P0021P0014
P14P0014P0014P0014P0026S26S0026S0026S0026S0046S26S0041S0041S0040S0054S0S0022S0022S0020S0058S0S0024S0024S0024S0060S60S0060S0060S0060S0046S46S0046S0046S0046S0046S46S0046S0046S0046S0046S46S0046S0046S004
6S0040S40S0040S0040S0040S0046P1146P1146P1146P1146P2160S60S0060S0060S0059S0013P2213P2213P2213P2213P22239S00239S00
126P2015123P2016123P2016103P2016117P1836P66P606P606P606P6050S0S000S000S000S0054S0S000S000S000S009S9S9S9S9S0000359S00120P00120P006712Patients10%549539539539539Staff2%12382163143143Total661261116912661
266120
Van
ADAADA
Construction
141
Assigned
ACC
to:
44%
56%
ConstructionAfter
1,2091,1211,130
885281,209
681
VanSupply
YesNoYesYesYes
34P4334P4334P4334P4354P4454P4454P4454P44
26
ADAADA
20(28)
38
Assigned
ACC
to:
44%56%
ConstructionDuring
1,2231,2011,130
976247525676
VanSupply
32
ADAADA
21(17)
52
Garage
Assigned
to:
40%60%
ConstructionAfter
1,351
9763755337961,3291,130
Supply
32
ADAVan
19(9)
52
ADA
Assigned
Garage
to:
59%
41%
201
4
During
(45)
00
9765333761,130
931909
23,
Supply
January
31
ADA
Van
(14)
52
Analysis
ADA
Existing
Assigned
to:
47%53%
Parking
LotSupply
Campus1,1701,148
194PATIENTS536STAFF6121,130
Supply976
Edmonds
requirements
Surplus/(Deficit)(Deficit)
Surplus/
Requirement
GarageGarage Code
AABB Met?
I
J
FLSRequired
EKPTXYZ
Swedish ABCRV
DGHNU
OQ
MW
Total
Parking
Code
ADA