HomeMy WebLinkAboutPlanning 2017-06-22 Item 4 - Foster High School Expansion and Birth to Kindergarten - Attachment I: Tukwila Birth to K Traffice Impact AnalysisGibson Traffic Consultants
2813 Rockefeller Avenue
Suite B
Everett, WA 98201
425.339.8266
Tukwila Birth to K
Traffic Impact Analysis
Jurisdiction: City of Tukwila
ATTACHMENT 1
February 2017
GTC #16 -178
153
Tukwila Birth to K Traffic Impact Analysis
TABLE OF CONTENTS
1. DEVELOPMENT IDENTIFICATION 1
2. METHODOLOGY 1
3. TRIP GENERATION 4
3.1 Half -Day Pre - Kindergarten 5
4. TRIP DISTRIBUTION 6
5. INTERSECTION ANALYSIS 6
5.1 Level of Service Results 11
5.2 On -Site Operations 11
6. PARKING ANALYSIS 12
7. MITIGATION 12
8. CONCLUSIONS 13
LIST OF FIGURES
Figure 1: Site Vicinity Map 2
Figure 2: Development Trip Distribution — AM (School PM) Peak 7
Figure 3: 2016 Existing Traffic Volumes 8
Figure 4: 2022 Baseline Traffic Volumes 9
Figure 5: 2022 Future with Development Traffic Volumes 10
LIST OF TABLES
Table 1: Level of Service Criteria for Intersections 3
Table 2: Trip Generation Summary — Elementary Students 4
Table 3: Trip Generation Summary — Birth to Pre -K Students 4
Table 4: Trip Generation Summary — Total Trips 5
Table 5: Intersection Level of Service Summary 11
ATTACHMENTS
Trip Generation Calculations A
Traffic Volume Data and Calculations B
Level of Service Calculations C
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Tukwila Birth to K Traffic Impact Analysis
1. DEVELOPMENT IDENTIFICATION
Gibson Traffic Consultants, Inc. (GTC) has been retained to provide a traffic impact analysis for
the proposed Birth to K school for the Tukwila School District. GTC is a professional traffic
engineering consulting firm registered and licensed in the State of Washington. Brad Lincoln,
responsible for this report and traffic analysis, is a licensed professional engineer (Civil) in the
State of Washington and member of the Washington State section of ITE.
The Birth to K school is located north of Showalter Middle School and is proposed to have access
to S 142nd Street along the north side of Showalter Middle School and Foster High School. The
school is proposed to consist of approximately 53,000 SF of school space for up to 440 students.
Approximately 300 students will be kindergarten students and 140 will be birth to pre - kindergarten
students. It is anticipated that as many as 75% of the kindergarten students will be bussed to the
site. The start and end times for the different students, kindergarten, pre - kindergarten and
infant /toddler, will be staggered by approximately 30 minutes. The site is proposed to have 80
parking spaces plus room for 6 busses. The school is expected to be built by the end of 2019. A
site vicinity map has been included in Figure 1.
2. METHODOLOGY
The trip generation calculations for the Tukwila Birth to K school have been performed based on
data contained in the Institute of Transportation Engineer's (ITE) Trip Generation Manual. The
calculations have been performed by using a combination of trip generation data for elementary
school and daycare centers.
The scope of the analysis contained in this report is based on the discussions with City of Tukwila
staff. The analysis has been performed for the AM peak -hour and the school PM peak -hour to
account for the two times when the school's trip generation is the highest. The following
intersections have been analyzed as part of this report:
1. 42nd Avenue S at S 144th Street
2. 42nd Avenue S at S 142nd Street
The analysis has been performed for the 2016 existing conditions, 2022 baseline conditions and
2022 future with development conditions. This time period has been utilized to account for a
typical 6 -year horizon period; even though the school is anticipated to be completed by 2020.
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A
Y
r
S 140TH ST
S 144TH ST
S 146TH ST
a
0
co
W
0
S 140TH ST
S 142ND ST /ACCESS
/ / /
/ / / / / / / ///
/ / / / / / / ///
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CO
GIBSON TRAFFIC CONSULTANTS
TRAFFIC IMPACT STUDY
GTC #16 -178
TUKWILA SCHOOL DISTRICT
BIRTH TO K CAMPUS
440 STUDENTS
CITY OF TUKWILA
LEGEND
DEVELOPMENT SITE
FIGURE 1
SITE VICINITY
MAP
Tukwila Birth to K
Traffic Impact Analysis
Congestion at intersections is generally measured in terms of level of service (LOS). In accordance
with Highway Capacity Manual: 2010 Edition (HCM) by the Transportation Research Board, road
facilities and intersections are rated between LOS A and LOS F, with LOS A being free flow and
LOS F being forced flow or over - capacity conditions. The level of service at signalized,
roundabout and all -way stop - controlled intersections is based on the average delay of all
approaches. The level of service for two -way stop - controlled intersections is based on average
delays for the stopped approach with the highest delay. Geometric characteristics and conflicting
traffic movements are taken into consideration when determining level of service values. A
summary of the intersection level of service criteria is included in Table 1.
Table 1: Level of Service Criteria for Intersections
Level of 1
Service
Expected
Delay
Intersection Control Delay
(Seconds per Vehicle)
Unsignalized
Intersections
Signalized
Intersections
A
Little/No Delay
10
<10
B
Short Delays
>10 and <15
>10 and <20
C
Average Delays
>15 and <25
>20 and <35
D
Long Delays
>25 and <35
>35 and <55
E
Very Long Delays
>35 and <50
>55 and <80
F
Extreme Delays2
>50
>80
The level of service threshold that has been applied to the study intersections in this report is LOS
D, based on the surrounding uses and the descriptions identified in the City of Tukwila
Comprehensive Plan. The level of service analysis has been performed utilizing the Synchro 9.1,
Build 907 software.
1 Source: Highway Capacity Manual 2010.
LOS A: Free -flow traffic conditions, with minimal delay to stopped vehicles (no vehicle is delayed longer
than one cycle at signalized intersection).
LOS B: Generally stable traffic flow conditions.
LOS C: Occasional back -ups may develop, but delay to vehicles is short term and still tolerable.
LOS D: During short periods of the peak hour, delays to approaching vehicles may be substantial but are
tolerable during times of less demand (i.e. vehicles delayed one cycle or less at signal).
LOS E: Intersections operate at or near capacity, with long queues developing on all approaches and long
delays.
LOS F: Jammed conditions on all approaches with excessively long delays and vehicles unable to move at
times.
2 When demand volume exceeds the capacity of the lane, extreme delays will be encountered with queuing which
may cause severe congestion affecting other traffic movements in the intersection.
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Tukwila Birth to K Traffic Impact Analysis
3. TRIP GENERATION
The trip generation for the Tukwila Birth to K school is based on a combination of the following
ITE Land Use Codes:
• ITE LUC 520 (Elementary School) — 300 students
• ITE LUC 565 (Daycare Center) — 140 students
The kindergarten students will most closely be associated with elementary school kids, especially
with up to 75% of the students anticipated to ride the bus. The birth to pre - kindergarten students
are most closely associated with daycare center type students since these students will almost
certainly rely on parents dropping them off and picking them up.
A daycare center usually includes a significant amount of reduction in new trips being generated
since parents will typically utilize a daycare center along a route they already travel. These trips
are identified as pass -by trips since they are not new trips to the street system. A 75% pass -by
reduction has been approved by many jurisdictions in the Puget Sound region. This pass -by trip
reduction has been identified in the trip generation calculations included in the attachments, but
has not been applied to the trip generation calculations included in the text of this report or in the
calculations utilized for the intersection level of service analysis. This results in all of the trips
generated by the school being new trips to the system and results in a conservatively high analysis
of the impacts of the school.
The trip generation of the 300 elementary students is summarized in Table 2.
Table 2: Trip Generation Summary — Elementary Students
300
Elementary
Students
Average Daily Trips
AM Peak -Hour Trips
School PM Peak -Hour Trips
Inbound
Outbound
Total
Inbound
Outbound
Total
Inbound
Outbound
Total
Generation Rate
1.29 trips per student
0.45 trips per student
0.28 trips per student
Splits
50%
50%
100%
55%
45%
100%
45%
55%
100%
Trips
194
193
387
74
61
135
38
46
84
The trip generation of the 140 birth to pre - kindergarten students are summarized in Table 3.
Table 3: Trip Generation Summary — Birth to Pre -K Students
140
Birth to Pre -K
Students
Average Daily Trips
AM Peak -Hour Trips
School PM Peak -Hour Trips
Inbound
Outbound
Total
Inbound
Outbound
Total
Inbound
Outbound
Total
Generation Rate
4.38 trips per student
0.80 trips per student
0.81 trips per student
Splits
50%
50%
100%
53%
47%
100%
47%
53%
100%
Trips
307
306
613
60
52
112
53
58
113
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February 2017
GTC #16 -178
Tukwila Birth to K
Traffic Impact Analysis
The total trip generation of the Tukwila Birth to K school is summarized in Table 4.
Table 4: Trip Generation Summary — Total Trips
Student Type
Average Daily Trips
AM Peak -Hour Trips
School PM Peak -Hour Trips
Inbound
Outbound
Total
Inbound
Outbound
Total
Inbound
Outbound
Total
Elementary
300 students
194
193
387
74
61
135
38
46
84
Birth to Pre -K
140 students
307
306
613
60
52
112
53
60
113
Total
501
499
1,000
134
113
247
91
106
197
The trip generation calculations are included in the attachments.
It is important to note that 75% of the kindergarten students are anticipated to ride the bus, which
is higher than a typical elementary school. This level of bus ridership would likely reduce the trip
generation for the 300 kindergarten kids. However, the mode split for the Tukwila Birth to K
school is not known, but it is assumed to be similar to an elementary school for the 300
kindergarten students and similar to a daycare for the 140 birth to pre- kindergarten students.
3.1 Half -Day Pre - Kindergarten
The Tukwila Birth to K is planned to have half -day pre- kindergarten with sessions in the morning
and afternoon. The 440 students at the Tukwila Birth to K would represent the maximum number
of students during either of these pre- kindergarten sessions. There are anticipated to be 77 pre-
kindergarten students at one time. ITE Land Use Code 565, daycare, was utilized for the pre-
kindergarten students since it is the most closely associated land use code. ITE does not identify if
the data for this land use included morning and afternoon sessions. The worst case scenario would
be to assume 154 additional daily trips for a full turnover of pre- kindergarten students and
assuming all pre- kindergarten students are picked -up or dropped -off in a single vehicle. This does
not account for students that may walk, carpool or utilize bus service. This would therefore
represent an overly conservative assumption and would result in 1,154 average daily trips. The
two half -day pre- kindergarten sessions are not anticipated to change the AM or school PM peak -
hour trip generation of the site since the trip generation assumption of 1 vehicle per student is
overly conservative.
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Tukwila Birth to K Traffic Impact Analysis
4. TRIP DISTRIBUTION
The distribution of trips generated by the Tukwila Birth to K school is based on existing count
data, surrounding uses and major roadways in the site vicinity. It is anticipated that 55% of the
school's trips will travel along S 144th Street, forty -five percent to and from the west and ten
percent to and from the east. Approximately 30% of the school's trips will travel to and from the
south along 42nd Avenue S, south of S 144th Street. The remaining 15% of the school's trips are
anticipated to travel to and from the north along S 42nd Street, north of the site. A detailed trip
distribution is shown in Figure 2.
The school is not anticipated to significantly impact 43rd Avenue S or S 140th Street since the
majority of trips are anticipated to travel to and from the south.
5. INTERSECTION ANALYSIS
The intersection analysis has been performed for the AM peak -hour and school PM peak -hour.
Existing traffic volumes at the study intersections were collected by the independent count firm
National Data and Surveying Solutions (NDS) near the end of September, 2016. The existing
traffic volumes at the study intersections are shown in Figure 3.
The 2022 baseline traffic volumes were calculations by applying a 3% annually compounding
growth rate to the existing traffic volumes. This growth rate is higher than the typical 2% growth
rate identified by the Puget Sound Regional Council (PSRC) and considerably higher than the
growth rates identified in the City of Tukwila Background Report for the Transportation Element
of the Comprehensive Plan Update. The 2022 baseline traffic volumes are shown in Figure 4.
The 2022 future with development traffic volumes were calculated by adding the school's trips to
the 2022 baseline traffic volumes. The 2022 future with development traffic volumes are shown
in Figure 5. The existing count data and traffic volume calculations are included in the attachments.
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160
S 140TH ST
S 144Th ST
S 146TH ST
A
15!
450
51 (48) <- -> 60 (41)
0
0
co
W
0
S 140TH ST
S 142ND ST /ACCESS
\ \ OS1 -'S S\
N
02127/17
m
100
14(9)4 — X11(10)
GIBSON TRAFFIC CONSULTANTS
TRAFFIC IMPACT STUDY
GTC #16 -178
TUKWILA SCHOOL DISTRICT
BIRTH TO K CAMPUS
440 STUDENTS
CITY OF TUKWILA
LEGEND
AWDT
AM (SPM) <- -> PEAK
NEW SITE TRAFFIC
(DAILY /PEAK -HOUR)
TRIP DISTRIBUTION %
FIGURE 2
DEVELOPMENT
TRIP DISTRIBUTION
AM (SCHOOL PM) PEAK
S 140TH ST
S 144Th ST
?E.
L) M
X4(6)
r 10 (3)
S 140TH ST
N
02127117
Mc_
CO 1-- O
N U) C
33 (33)
123 (150)
27 (38) -
S 146TH ST
S 142ND ST /ACCESS
\ \ \ \ \
\ \ OS1 -'S S\
\ \ \ \
\
\ \ \ \
GIBSON TRAFFIC CONSULTANTS
TUKWILA SCHOOL DISTRICT
BIRTH TO K CAMPUS
440 STUDENTS
TRAFFIC IMPACT STUDY
GTC #16 -178
CITY OF TUKWILA
LEGEND
XXX (XXX) -
TURNING MOVEMENT VOLUME
AM (SCHOOL PM) PEAK -HOUR
FIGURE 3
2016 EXISTING
TRAFFIC VOLUMES
S 140TH ST
S 144Th ST
S 146TH ST
N _M
w N
Q
C•4 O
Z
01 M 7,,z)
00
01
N
S 140TH ST
N
02127117
M 00 N
M f0
39 (39)
147 (179)
32 (45) -
63 (53)
--125 (214)
55 (70)
r'
.rn�
M
S 142ND ST /ACCESS
\ \ \ \ \
\ \ OS1 -'S S\
\ \ \ \
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\ \ \ \
GIBSON TRAFFIC CONSULTANTS
TUKWILA SCHOOL DISTRICT
BIRTH TO K CAMPUS
440 STUDENTS
TRAFFIC IMPACT STUDY
GTC #16 -178
CITY OF TUKWILA
LEGEND
XXX (XXX) -
TURNING MOVEMENT VOLUME
AM (SCHOOL PM) PEAK -HOUR
FIGURE 4
2022 BASELINE
TRAFFIC VOLUMES
S 140TH ST
S 144Th ST
N M
9. f° 77 (62)
c ° CO 125 (214)
55 (70)
co
_M
W N F
co
N
0
N
02127117
S 140TH ST
99 (80)
147 (179)
32 (45) -
S 146TH ST
\/ \ \
\ \ \
\ Os1 -'s s\
\ \ \
\ \ \
S 142ND ST /ACCESS
GIBSON TRAFFIC CONSULTANTS
TUKWILA SCHOOL DISTRICT
BIRTH TO K CAMPUS
440 STUDENTS
TRAFFIC IMPACT STUDY
GTC #16 -178
CITY OF TUKWILA
LEGEND
XXX (XXX) -
TURNING MOVEMENT VOLUME
AM (SCHOOL PM) PEAK -HOUR
FIGURE 5
2022 FUTURE
WITH DEVELOPMENT
TRAFFIC VOLUMES
Tukwila Birth to K
Traffic Impact Analysis
5.1 Level of Service Results
The intersection of 42nd Avenue S at S 144th Street is currently an all -way stop - controlled
intersection that is planned to be improved to a signalized intersection. This intersection has
therefore been analyzed as an all -way stop - controlled intersection for the 2016 existing conditions
and as a signal for the 2022 baseline and 2022 future with development conditions. No other
improvements have been included as part of the level of service analysis. The level of service
analysis has been performed with the same parameters, including channelization, peak -hour factors
and heavy vehicle factors as the existing conditions. The level of service results are summarized
in Table 5.
Table 5: Intersection Level of Service Summary
Intersection
Peak -Hour
2016 Existing
Conditions
2022 Baseline
Conditions
2022 Future
w Development
LOS
Delay
LOS
Delay
LOS
Delay
1. 42' Avenue S at
S 144th Street
AM Peak -Hour
B
12.0 sec
B
11.6 sec
B
14.6 sec
School PM Peak
B
12.6 sec
B
11.7 sec
B
13.7 sec
2. 42nd Avenue S at
S 144th Street
AM Peak -Hour
C
10.7 sec
B
11.2 sec
C
17.3 sec
School PM Peak
A
9.9 sec
B
10.4 sec
C
19.2 sec
The level of service analysis shows that the study intersections will operate at acceptable LOS C
or better with the addition of the Tukwila Birth to K school. The level of service calculations are
included in the attachments.
The level of service analysis does not show any significant queue lengths at the study intersections
during either the AM or school PM peak- hours. Additionally, queue lengths due to schools are
typically short in duration and do not last as long as queue lengths associated with commuter trips.
5.2 On -Site Operations
The on -site operations were evaluated qualitatively based on the anticipated operations of the site,
which includes staggered arrival and dismissal times for kindergarten and pre- kindergarten
students. The site is proposed to have separate bus and drop- off /pick -up loops, which provides for
good separation between busses and parent vehicles. The site will have approximately 230 feet of
dedicated drop- off /pick -up area, which can accommodate approximately 10 vehicles. There will
be an additional 400 feet of storage area within the parking lot, which would provide storage for
approximately 16 additional vehicles. The drop- off /pick -up area and parking lot are anticipated to
have storage for 26 vehicles. Additionally, parents will be able to utilize open parking spaces to
pick -up and drop -off students. The drive aisle through the parking lot and drop- off /pick -up area is
wide enough to allow vehicles to pass stopped vehicles.
The Tukwila Birth to K school is anticipated to have 80 parking spaces and 46 teachers and staff,
which allows for 34 parking spaces for parents. The total number of parent pick -up /drop -off
vehicles that can be accommodated within the pick -up /drop -off and parking lot is 60 vehicles. The
peak demand of the school is anticipated to be 74 inbound vehicles, based on the elementary school
AM peak -hour inbound trips. There are not anticipated to be 74 vehicles on the site at the same
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Tukwila Birth to K Traffic Impact Analysis
time, especially since a portion of these trips will be teachers and staff arriving. Space for 60 pick-
up /drop -off vehicles on the site at any one time should therefore be sufficient for the Tukwila Birth
to K school.
The staggered arrival and dismissal times, 80 parking spaces, separate bus and parent vehicle
loops, dedicated drop- off /pick -up loop for 11 vehicles and space for 17 additional vehicles to
queue should allow the site to adequate operate and handle the arrival and dismissal traffic. The
school will also have emergency vehicle access so that emergency vehicles have an alternative
access point if an emergency does occur during the AM or school PM peak- hours.
6. PARKING ANALYSIS
The Tukwila Birth to K school is proposed to include 440 students and 80 parking spaces, which
equates to a parking rate of 0.18 spaces per student. This parking rate was compared to parking
data published by ITE in Parking Generation, 4th Edition (2010). ITE identifies an average parking
demand of 0.17 parking spaces per student for an elementary school. The parking demand based
on City of Tukwila standards is 1.5 spaces per teacher /staff. The 46 teachers /staff would result in
69 parking spaces being required. The proposed parking supply of 80 spaces would therefore
satisfy the ITE parking demand and City of Tukwila parking demand.
7. MITIGATION
The City of Tukwila has established transportation impact fees for several different land uses,
including schools. The most applicable land in the City of Tukwila Traffic Impact Fee Schedule
2007, the most recent schedule still in effect, is elementary school. The Tukwila Birth to K school
is located in Zone 3, which has a fee of $119.31 per student. The traffic impact fee for the Tukwila
Birth to K school, based on 440 students, is $52,496.40.
It is important to note that this fee mitigates for all students at the school. However, the 300
kindergarten students are currently at separate schools throughout the jurisdiction and should
arguably not need to be mitigated. The 140 pre- kindergarten and infant /toddler students would
represent a mitigation fee of $16,703.40.
No other off -site mitigation should be required for the Tukwila Birth to K school since the traffic
analysis showed the study intersections operating at acceptable LOS C or better during the AM
and School PM peak - hours.
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Tukwila Birth to K Traffic Impact Analysis
8. CONCLUSIONS
The Tukwila Birth to K school is proposed to consist of an approximately 56,000 SF school with
a maximum occupancy of 440 students. The majority of the students, approximately 300, will be
kindergarten students. It is anticipated that 75% of these kindergarten students will utilize the
provided bus service.
The school is anticipated to generate as many as 1,000 average daily trips with 247 AM peak -hour
trips and 197 School PM peak -hour trips. The study intersections are anticipated to operate at LOS
C or better in the future with the addition of these trips. The City of Tukwila traffic mitigation fee
for the Tukwila Birth to K school will be $52,496.40, based on the 440 students. However, the
mitigation fees would only be $16,703.40 if credit is applied for the 300 existing kindergarten
students currently at separate schools within the district. No other off -site mitigation should be
required.
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167
Trip Generation Calculations
168
Tukwila Birth -to -K
GTC #16 -178
Trip Generation for: Development Peak Weekday
(a.k.a.): Average Weekday Daily Trips (AWDT)
NET EXTERNAL TRIPS BY TYPE
IN BOTH DIRECTIONS
DIRECTIONAL ASSIGNMENTS
Gross Trips
Internal
Crossover
TOTAL
PASS -BY
DIVERTED
LINK
NEW
PASS -BY
DIVERTED
LINK
NEW
LAND USES
VARIABLE
ITE
LU
code
Trip
Rate
%
IN
%
OUT
In +Out
(Total)
% of
Gross
Trips
Trips
In +Out
(Total)
In +Out
(Total)
_
% of
Ext.
Trips
In +Out
(Total)
% of
Ext.
Trips
In +Out
(Total)
In +Out
(Total)
In
Out
In
Out
In
Out
Elementary School
300 Stdt
1.29
50%
50%
387
0%
0
387
0%
0
f
0
387
0
0
0
0
194
193
Daycare Center
140 Stdt
4.38
50%
50%
613
0%
0
613
75%
460
0
153
230
230
0
0
77
76
Total
1,000
0
1,000
460
0
540
230
230
0
0
271
269
Tukwila Birth -to -K
GTC #16 -178
Trip Generation for: Development Peak Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 7 and 9 AM
(a.k.a.): Weekday AM Peak Hour
NET EXTERNAL TRIPS BY TYPE
IN BOTH DIRECTIONS
DIRECTIONAL ASSIGNMENTS
Gross Trips
Internal
Crossover
TOTAL
PASS -BY
DIVERTED
LINK
NEW
PASS -BY
DIVERTED
LINK
NEW
LAND USES
VARIABLE
ITE
LU
code
Trip
Rate
%
IN
%
OUT
In +Out
(Total)
% of
Gross
Trips
Trips
In +Out
(Total)
In +Out
(Total)
% of
Ext.
Trips
In +Out
(Total)
% of
Ext.
Trips
In +Out
(Total)
In +Out
(Total)
In
Out
In
Out
In
Out
Elementary School
300 Stdt
520
0.45
55%
45%
135
0%
0
135
0%
0
0%
0
135
0
0
0
0
74
61
Daycare Center
140 Stdt
565
0.80
53%
47%
112
0%
0
112
75%
84
0%
0
28
45
39
0
0
15
13
Total
247
0
247
84
0
163
45
39
0
0
89
74
Tukwila Birth -to -K
GTC #16 -178
Trip Generation for: Development Peak Weekday, PM Peak Hour of Generator
(a.k.a.): PM Peak Hour of Generator
NET EXTERNAL TRIPS BY TYPE
IN BOTH DIRECTIONS
DIRECTIONAL ASSIGNMENTS
Gross Trips
Internal
Crossover
TOTAL
PASS -BY
DIVERTED
LINK
NEW
PASS -BY
DIVERTED
LINK
NEW
LAND USES
VARIABLE
ITE
LU
code
Trip
Rate
%
IN
%
OUT
In +Out
(Total)
% of
Gross
Trips
Trips
In +Out
(Total)
In +Out
(Total)
% of
Ext.
Trips
In +Out
(Total)
% of
Ext.
Trips
In +Out
(Total)
In +Out
(Total)
In
Out
In
Out
In
Out
Elementary School
300 Stdt
520
0.28
45%
55%
84
0%
0
84
0%
0
0%
0
84
0
0
0
0
38
46
Daycare Center
140 Stdt
565
0.81
47%
53%
113
0%
0
113
75%
85
0%
0
28
40
45
0
0
13
15
Total
197
0
197
85
0
112
40
45
0
0
51
61
Traffic Volume Data and Calculations
172
42nd Ave 5 1
S 144th St NS �`'�
National Data & Surveying Services
l;') Peak Hour Date: Tue, Sep 20, 2016
N
v
v
Cr
0'6
CO
1
m N
0 0
4 L1L
Count Period:
Peak Hour:
lV 144th St
7:00 AM to
7:15 AM to
101
9:00 AM
8:15 AM
Ill
,-
1j
535 _; <a000ao
169 204 ! 279 in
33 105 0 0
TEV: 742 •
o N n o
PHF: 0.80 o
123 ^ 46
183 ♦ 242 d 4 y o 9 0
vrffill
27 0
S 144th St
*n i 1 tc
o m
ti HV %: PHF
f
E B 2.7% 0.80 Cfqb
WB 4.9% 0.75
NB 4.3% 0.88
T N SB 9.7% 0.65
r
TOTAL 5.1% 0.80
Two -Hour Count Summaries
Interval
Start
5 144th St
5 144th St
42nd Ave S
42nd Ave S
15 -min
Total
Rolling
One Hour
Eastbound
UT LT TH RT
Westbound
UT LT TH RT
Northbound
UT LT TH RT
Southbound
UT LT TH RT
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
0 5 17 2
0 7 24 6
0 9 40 8
0 9 31 9
0 8 28 4
0 4 21 4
0 2 21 7
0 3 16 4
0 5 7 7
0 11 21 10
0 12 28 18
0 18 35 15
0 5 21 10
0 8 11 4
0 11 20 4
0 11 19 5
0 8 39 9
0 13 24 13
0 10 26 19
0 9 34 17
0 4 31 10
0 7 23 19
0 9 22 9
0 8 25 4
0 14 8 2
0 6 4 7
0 29 16 6
0 22 24 10
0 3 13 5
0 5 12 4
0 10 13 7
0 6 19 12
123
146
221
233
142
122
135
132
0
0
0
723
742
718
632
531
Count Total
0 47 198 44
0 81 162 73
0 68 224 100
0 95 109 53
1254
0
Peak Hour
0 33 123 27
0 46 105 53
0 36 115 59
0 60 57 28
742
0
Note: Two -hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Interval
Start
Heavy Vehicle Totals
Bicycles
Pedestrians (Crossing Leg)
EB WB NB SB Total
_ EB WB NB SB Total
_ East West North South Total
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
0 1 2 1 4
0 1 1 2 4
3 5 3 7 18
1 2 3 4 10
1 2 2 1 6
0 3 3 2 8
1 3 0 2 6
0 0 1 1 2
0 0 0 0 0
2 0 0 0 2
2 0 0 0 2
0 1 0 0 1
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 6 0 6
24 4 21 6 55
29 14 114 3 160
34 7 127 0 168
6 2 17 0 25
4 1 5 0 10
2 5 4 0 11
2 2 4 0 8
Count Total
6 17 15 20 58
4 1 0 0 5
101 35 298 9 443
Peak Hour
5 10 9 14 38
4 1 0 0 5
93 27 279 9 408
B-1
173
S 142nd St 42ndAvet 1\1- '�
National Data & Surveying Services
Peak Hour Date: Tue, Sep 20, 2016
N
v
a
c
a
0 '64j
n
o N
1
1
m
m o
4 U
Count Period:
Peak Hour:
l S142ndSt
7:00 AM to
7:30 AM to
I 0 l
9:00 AM
8:30 AM
,-
v 4
_; <a000ao
0 14 45 in ,..o
0 0
0 TEV: 360 0 •
o N a o
m
PHF: 0.67
0 0 ., 10 o ,' \, o
0 ♦ 14 C 0 y0 24 0
0 0
S 142nd St
vn 1 1 �
ri-
PHF 1
Cr;
2
.�
a EB 0.0% 0.00
ry WB 14.3% 0.70 Cfqb
NB 5.9% 0.73
SB 5.0% 0.62
TOTAL 5.8% 0.67
Two -Hour Count Summaries
Interval
Start
5 142nd St
5 142nd St
42nd Ave S
42nd Ave 5
15 -min
Total
Rolling
One Hour
Eastbound
UT LT TH RT
Westbound
UT LT TH RT
Northbound
UT LT TH RT
Southbound
UT LT TH RT
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
0 2 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 1
0 0 0 2
0 2 0 0
0 1 0 0
0 3 0 1
0 3 0 2
0 2 0 1
0 2 0 0
0 1 0 1
0 2 0 0
0 2 44 1
0 0 32 2
0 0 38 2
0 0 61 3
0 0 51 2
0 0 25 4
0 0 23 1
0 0 29 1
0 1 22 0
0 0 11 0
0 0 55 0
0 2 63 0
0 1 22 0
0 0 17 0
0 0 27 0
0 0 31 0
74
46
99
134
79
48
54
65
0
0
0
353
358
360
315
246
Count Total
0 2 0 3
0 16 0 5
0 2 303 16
0 4 248 0
599
0
Peak Hour
0 0 0 0
0 10 0 4
0 0 175 11
0 3 157 0
360
0
Note: Two -hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Interval
Start
Heavy Vehicle Totals
Bicycles
Pedestrians (Crossing Leg)
EB WB NB 513 Total
_ EB WB NB SB Total
_ East West North South Total
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
1 0 2 1 4
0 0 0 3 3
0 0 2 5 7
0 1 2 2 5
0 1 4 1 6
0 0 3 0 3
0 0 0 2 2
0 1 0 0 1
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
1 2 1 0 4
6 3 0 0 9
14 9 1 3 27
22 9 9 2 42
1 3 0 1 5
9 11 35 18 73
0 4 0 0 4
0 1 0 0 1
Count Total
1 3 13 14 31
0 0 0 0 0
53 42 46 24 165
Peak Hour
0 2 11 8 21
0 0 0 0 0
46 32 45 24 147
B-2
174
Synchro ID: 1
Existing Volumes
Average Weekday
AM Peak -Hour
Year: 9/20/2016
Data Source: NDS
169
352
183
33
123
27
1 S 144th St at 42nd Ave S
145 I 346 201
28 I 57 I 60
c2 b
42nd Avenue S
S 144th Street
e;I
742
42nd Avenue S
a
2
S 144th Street
130 t 340
36 1 115 I 59
210
53
105
46
204
446
242
T
North
Baseline Volumes
Average Weekday
AM Peak -Hour
Year: 2022
Growth Rate = 3.0%
Years of Growth = 6
Total Growth = 1.1941
201
419
218
39
147
32
173 412 1 239
33 I 68 I 72
42nd Avenue S
S 144th Street
884
42nd Avenue S
S 144th Street
43 I 137 I 70
155 1 405
250
63
125
55
243
532
289
T
North
Development Trips
Average Weekday
AM Peak -Hour
51
111
60
60
0
0
96 210 114
51 I 34 I 11
12 b
42nd Avenue S
S 144th Street
b
210
42nd Avenue S
t'2
S 144th Street
34 1 74
0 I 40 I 0
40
14
0
0
14
25
11
T
North
Future w Dev. Volumes
Average Weekday
AM Peak -Hour
252
530
278
99
147
32
269 622 1 353
84 1 102 I 83
Lr b b
Site Access
S 144th Street
1,094
290
42nd Avenue S
43 I 177 I 70
189 1 479
S 144th Street
77
125
55
257
557
300
North
B -3
175
Synchro ID: 2
Existing Volumes
Average Weekday
AM Peak -Hour
Year: 9/20/2016
Data Source: NDS
2 S 142nd St at 42nd Ave S
0
0
0
0
0
0
60 t 239
0 j 57 J 3
r2 b
42nd Avenue S
260
42nd Avenue S
179
t1
S 142nd Street
67 1 253
0 1 175 I 11
186
4
0
10
14
28
14
North
Baseline Volumes
Average Weekday
AM Peak -Hour
Year: 2022
Growth Rate = 3.0%
Years of Growth = 6
Total Growth = 1.1941
0
0
0
0
0
0
72 286 1 214
0 I 68 I 4
b
42nd Avenue S
311
42nd Avenue S
L2
S 142nd Street
0 1 209 I 13
80 302 222
5
0
12
17
34
17
North
Development Trips
Average Weekday
AM Peak -Hour
0
0
0
0
0
0
20 I 37 1 17
0 I 0 1 201
r? b b
42nd Avenue S
247
42nd Avenue S
r2
S 142nd Street
0 J 0 I 114
96 1 210 114
17
0
96
113
247
134
T
North
Future w Dev. Volumes
Average Weekday
AM Peak -Hour
0
0
0
0
0
0
92 323 1 231
0 I 68 1 24
b b
Site Access
558
42nd Avenue S
' I
S 142nd Street
0 1 209 1 127
176 1 512
336
22
108
130
281
151
North
1
B -4
176
42nd Ave 5 1
S 144th St NS �`'�
National Data & Surveying Services
l;') Peak Hour Date: Tue, Sep 20, 2016
N
v
a
a
0 '
N
a
m .N,
1
I
yl
m ■o
°a o
4
Count Period:
Peak Hour:
144th St
1:30 PM to
2:30 PM to
1
I
3:30 PM
3:30 PM
,-
445 _; <a000ao
265 282 ! 358 n «■y
•
33 179 0 0 ■if TEV: 892
o N o
PHF: 0.91 o
150 ^ 59
221 ♦ 248 C 1 y o 8 0
0 itild
S 144th St38
*n 1 1 tc
1�rail a CO vai
HV %: PHF 1
f
N
EB 1.8% 0.95
WB 1.4% 0.82 Cfqb
NB 1.1% 0.75
TN SB 4.4% 0.71
r
TOTAL 2.1% 0.91
Two -Hour Count Summaries
Interval
Start
5 144th St
5 144th St
42nd Ave S
42nd Ave S
15 -min
Total
Rolling
One Hour
Eastbound
UT LT TH RT
Westbound
UT LT TH RT
Northbound
UT LT TH RT
Southbound
UT LT TH RT
1:30 PM
1:45 PM
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
0 3 21 9
0 5 24 9
0 9 28 15
0 7 22 11
0 9 35 11
0 7 38 7
0 9 39 8
0 8 38 12
0 7 24 12
0 5 19 11
0 6 33 6
0 3 31 15
0 9 29 14
0 20 53 13
0 14 50 8
0 16 47 9
0 8 28 9
0 12 19 10
1 9 19 12
0 14 14 18
0 13 17 15
0 10 12 10
0 8 24 14
0 18 28 15
0 6 21 7
0 4 21 11
0 5 14 5
0 11 14 6
0 14 20 6
0 16 37 4
0 11 41 20
0 3 26 7
155
150
162
166
192
227
246
227
0
0
0
633
670
747
831
892
Count Total
0 57 245 82
0 80 286 88
1 92 161 103
0 70 194 66
1525
0
Peak Hour
0 33 150 38
0 59 179 44
0 49 81 54
0 44 124 37
892
0
Note: Two -hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Interval
Start
Heavy Vehicle Totals
Bicycles
Pedestrians (Crossing Leg)
EB WB NB SB Total
EB WB NB SB Total
East West North South Total
1:30 PM
1:45 PM
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
2 5 1 1 9
0 3 1 3 7
2 3 3 2 10
1 0 3 2 6
2 1 0 7 10
1 2 1 1 5
1 1 1 0 3
0 0 0 1 1
0 0 0 0 0
0 0 0 0 0
0 1 0 0 1
0 0 1 0 1
0 4 0 0 4
1 0 0 0 1
0 0 0 0 0
0 0 0 1 1
1 1 2 1 5
0 0 3 0 3
1 2 6 1 10
0 2 5 1 8
54 12 235 3 304
30 6 84 4 124
6 7 25 1 39
6 4 14 0 24
Count Total
9 15 10 17 51
1 5 1 1 8
98 34 374 11 517
Peak Hour
4 4 2 9 19
1 4 0 1 6
96 29 358 8 491
B-5
177
S 142nd St 42ndAvet 1\1- '�
National Data & Surveying Services
l..1 Peak Hour Date: Tue, Sep 20, 2016
N
v
-2,,-
0
P
o0
o N
yl
tl
m
o
��
Count Period:
Peak Hour:
S 14nd St
1:30 PM to
2:30 PM to
o
1,,,
1
3:30 PM
3:30 PM
,�
6 - ; <a000ao
3 9 !' 16 4 FO P&,
TEV: 366 0 •
o N a o
PHF: 0.87
0 3 16 0 y o ,' \, o
2 C 12 03
�r000011
1 0
S 142nd St
vn 1 1 �
o m
rti
ri-
vHV %: PHF 1
�
f
N
N
a EB 0.0% 0.50
ry WB 0.0% 0.45 Cfqb
NB 2.3% 0.91
SB 2.7% 0.79
TOTAL 2.5% 0.87
Two -Hour Count Summaries
Interval
Start
5 142nd St
5 142nd St
42nd Ave S
42nd Ave S
15 -min
Total
Rolling
One Hour
Eastbound
UT LT TH RT
Westbound
UT LT TH RT
Northbound
UT LT TH RT
Southbound
UT LT TH RT
1:30 PM
1:45 PM
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
0 0 0 0
0 0 0 1
0 2 0 0
0 0 0 0
0 0 0 0
0 0 0 1
0 1 0 0
0 0 0 0
0 1 0 1
0 4 0 1
0 0 0 2
0 0 0 0
0 1 0 4
0 0 0 2
0 2 0 0
0 0 0 0
0 0 37 3
0 1 37 0
0 1 32 2
0 0 30 1
0 0 39 2
0 2 35 3
0 1 42 1
0 0 42 5
0 0 28 1
0 0 29 1
0 1 28 0
0 0 40 1
0 3 35 0
0 2 46 0
0 0 58 0
0 0 39 0
71
74
68
72
84
91
105
86
0
0
0
285
298
315
352
366
Count Total
0 3 0 2
0 8 0 10
0 5 294 17
0 6 303 3
651
0
Peak Hour
0 1 0 1
0 3 0 6
0 3 158 11
0 5 178 0
366
0
Note: Two -hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Interval
Start
Heavy Vehicle Totals
Bicycles
Pedestrians (Crossing Leg)
EB WB NB SB Total
EB WB NB SB Total
East West North South Total
1:30 PM
1:45 PM
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
0 0 1 1 2
0 2 4 1 7
1 0 2 3 6
0 0 2 8 10
0 0 3 4 7
0 0 0 0 0
0 0 1 1 2
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 1 0 1
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 2 2
0 1 0 0 1
0 3 1 0 4
3 0 0 0 3
0 2 0 1 3
25 13 10 6 54
10 8 2 4 24
1 3 1 1 6
4 0 3 1 8
Count Total
1 2 13 18 34
0 0 1 2 3
43 30 17 13 103
Peak Hour
0 0 4 5 9
0 0 0 2 2
40 24 16 12 92
B -6
178
Synchro ID: 1
Existing Volumes
Average Weekday
School PM Peak
Year: 9/20/2016
Data Source: NDS
265
486
221
33
150
38
1 S 144th St at 42nd Ave S
205 I 363 158
37 j 124 I 44
r2 b
42nd Avenue S
S 144th Street
892
42nd Avenue S
a
S 144th Street
221 1 405
49 I 81 I 54
184
44
179
59
282
530
248
T
North
Baseline Volumes
Average Weekday
School PM Peak
Year: 2022
Growth Rate = 3.0%
Years of Growth = 6
Total Growth = 1.1941
317
580
263
39
179
45
245 434 1 189
44 1 148 I 53
b
42nd Avenue S
S 144th Street
1,065
42nd Avenue S
263 I 483
S 144th Street
59 I 97 I 64
220
53
214
70
337
633
296
T
North
Development Trips
Average Weekday
School PM Peak
48
89
41
41
0
0
90 167 1 77
48 I 32 I 10
1z b :Si
42nd Avenue S
S 144th Street
b
167
42nd Avenue S
S 144th Street
0 I 27 I 0
32 59 27
9
0
0
9
19
10
North
Future w Dev. Volumes
Average Weekday
School PM Peak
365
669
304
80
179
45
335 601 I 266
92 1 180 I 63
Site Access
S 144th Street
1,232
42nd Avenue S
Q Q Z�
59 1 124 I 64
I
295 1 542 247
t2
S 144th Street
62
214
70
346
652
306
T
North
B -7
179
Synchro ID: 2
Existing Volumes
Average Weekday
School PM Peak
Year: 9/20/2016
Data Source: NDS
2 S 142nd St at 42nd Ave S
0
0
0
0
0
0
183 347 164
0 178 5
b
42nd Avenue S
361
42nd Avenue S
a
S 142nd Street
0 158 11
181 350 169
6
0
3
9
25
16
North
Baseline Volumes
Average Weekday
School PM Peak
Year: 2022
Growth Rate = 3.0%
Years of Growth = 6
Total Growth = 1.1941
0
0
0
0
0
0
219 415 1 196
0 1 213 I 6
b
42nd Avenue S
432
42nd Avenue S
S 142nd Street
0 I 189 I 13
217 I 419 202
7
0
4
11
30
19
North
Development Trips
Average Weekday
School PM Peak
0
0
0
0
0
0
14 I 30 I
0 J 0 J 14
b b
42nd Avenue S
197
42nd Avenue S
16
r2
S 142nd Street
0 J 0 I 77
90 1 167 77
16
0
90
106
197
91
T
North
Future w Dev. Volumes
Average Weekday
School PM Peak
0
0
0
0
0
0
233 I 445
0 1 213 I 20
b b
Site Access
629
42nd Avenue S
212 J
S 142nd Street
0 1 189 J 90
307 1 586
279
23
0
94
117
227
110
North
B -8
180
Level of Service Calculations
181
HCM 2010 AWSC
1: 42nd Avenue S & S 144th Street Tukwila School Birth to K
Intersection
Intersection Delay, s/veh 12
Intersection LOS B
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR
Lane Configurations
Traffic Vol, vehlh 0 33 123 27 0 46 105 53 0 36 115 59
Future Vol, veh/h 0 33 123 27 0 46 105 53 0 36 115 59
Peak Hour Factor 0.92 0.80 0.80 0.80 0.92 0.80 0.80 0.80 0.92 0.80 0.80 0.80
Heavy Vehicles, % 2 5 5 5 2 5 5 5 2 5 5 5
Mvmt Flow 0 41 154 34 0 58 131 66 0 45 144 74
Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 1 1 1
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 1 1 1
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 1 1 1
HCM Control Delay 11.9 12.2 12.4
HCM LOS B B B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 17% 18% 23% 41%
Vol Thru, % 55% 67% 51% 39%
Vol Right, % 28% 15% 26% 19%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 210 183 204 145
LT Vol 36 33 46 60
Through Vol 115 123 105 57
RT Vol 59 27 53 28
Lane Flow Rate 262 229 255 181
Geometry Grp 1 1 1 1
Degree of Util (X) 0.404 0.359 0.393 0.291
Departure Headway (Hd) 5.542 5.642 5.542 5.786
Convergence, Y/N Yes Yes Yes Yes
Cap 646 634 645 618
Service Time 3.604 3.705 3.603 3.853
HCM Lane VIC Ratio 0.406 0.361 0.395 0.293
HCM Control Delay 12.4 11.9 12.2 11.2
HCM Lane LOS B B B B
HCM 95th -tile Q 2 1.6 1.9 1.2
2016 Existing Conditions AM Peak -Hour
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C -1
182
HCM 2010 AWSC
1: 42nd Avenue S & S 144th Street Tukwila School Birth to K
Intersection
Intersection Delay, s /veh
Intersection LOS
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Vol, veh /h 0 60 57 28
Future Vol, veh /h 0 60 57 28
Peak Hour Factor 0.92 0.80 0.80 0.80
Heavy Vehicles, % 2 5 5 5
Mvmt Flow 0 75 71 35
Number of Lanes 0 0 1 0
Approach SB
Opposing Approach NB
Opposing Lanes 1
Conflicting Approach Left WB
Conflicting Lanes Left 1
Conflicting Approach Right EB
Conflicting Lanes Right 1
HCM Control Delay 11.2
HCM LOS B
2016 Existing Conditions AM Peak -Hour
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C -2
183
HCM 2010 TWSC
2: 42nd Avenue S & S 142nd Street Tukwila School Birth to K
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 4 175 11 3 57
Future Vol, veh/h 10 4 175 11 3 57
Conflicting Peds, # /hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0 0
Grade, % 0 0 - 0
Peak Hour Factor 70 70 73 73 62 62
Heavy Vehicles, % 14 14 6 6 5 5
Mvmt Flow 14 6 240 15 5 92
Major /Minor Minorl Majorl Major2
Conflicting Flow All 349 247 0 0 255 0
Stage 1 247
Stage 2 102
Critical Hdwy 6.54 6.34 4.15
Critical Hdwy Stg 1 5.54
Critical Hdwy Stg 2 5.54
Follow -up Hdwy 3.626 3.426 2.245
Pot Cap -1 Maneuver 625 763 1293
Stage 1 767
Stage 2 893
Platoon blocked, % - -
Mov Cap -1 Maneuver 623 763 - - 1293
Mov Cap -2 Maneuver 623 - - -
Stage 1 767 - - -
Stage 2 889
Approach WB NB
HCM Control Delay, s 10.7 0
HCM LOS B
Minor Lane /Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 657 1293 -
HCM Lane VIC Ratio - 0.03 0.004
HCM Control Delay (s) - 10.7 7.8 0
HCM Lane LOS - B A A
HCM 95th %tile Q(veh) - 0.1 0
SB
0.4
2016 Existing Conditions AM Peak -Hour
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C -3
184
Lanes, Volumes, Timings
1: 42nd Avenue S & S 144th Street Tukwila School Birth to K
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 39 147 32 55 125 63 43 137 70 72 68 33
Future Volume (vph) 39 147 32 55 125 63 43 137 70 72 68 33
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.980 0.965 0.962 0.974
Flt Protected 0.991 0.989 0.991 0.980
Satd. Flow (prot) 0 1757 0 0 1727 0 0 1725 0 0 1727 0
Flt Permitted 0.892 0.864 0.910 0.797
Satd. Flow (perm) 0 1582 0 0 1509 0 0 1584 0 0 1405 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 18 37 41 24
Link Speed (mph) 30 30 30 30
Link Distance (ft) 526 2207 379 654
Travel Time (s) 12.0 50.2 8.6 14.9
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80
Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5%
Shared Lane Traffic ( %)
Lane Group Flow (vph) 0 273 0 0 304 0 0 313 0 0 216 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0
Total Split ( %) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead /Lag
Lead -Lag Optimize?
Recall Mode None None None None Min Min Min Min
Act Effct Green (s) 11.7 11.7 11.5 11.5
Actuated g/C Ratio 0.36 0.36 0.35 0.35
v/c Ratio 0.48 0.54 0.54 0.43
Control Delay 11.4 12.1 11.8 10.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 11.4 12.1 11.8 10.8
LOS B B B B
Approach Delay 11.4 12.1 11.8 10.8
Approach LOS B B B B
Queue Length 50th (ft) 29 31 32 22
Queue Length 95th (ft) 82 88 90 65
Internal Link Dist (ft) 446 2127 299 574
Turn Bay Length (ft)
Base Capacity (vph) 1276 1221 1282 1135
2022 Baseline Conditions AM Peak -Hour
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C -4
185
Lanes, Volumes, Timings
1: 42nd Avenue S & S 144th Street Tukwila School Birth to K
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.21 0.25 0.24 0.19
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 32.9
Natural Cycle: 45
Control Type: Actuated - Uncoordinated
Maximum v/c Ratio: 0.54
Intersection Signal Delay: 11.6
Intersection Capacity Utilization 46.9%
Analysis Period (min) 15
Splits and Phases: 1: 42nd Avenue S & S 144th Street
Intersection LOS: B
ICU Level of Service A
02
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2022 Baseline Conditions AM Peak -Hour
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C -5
186
HCM 2010 TWSC
2: 42nd Avenue S & S 142nd Street Tukwila School Birth to K
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 12 5 209 13 4 68
Future Vol, veh/h 12 5 209 13 4 68
Conflicting Peds, # /hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0 0
Grade, % 0 0 - 0
Peak Hour Factor 70 70 73 73 62 62
Heavy Vehicles, % 14 14 6 6 5 5
Mvmt Flow 17 7 286 18 6 110
Major /Minor Minorl Majorl Major2
Conflicting Flow All 418 295 0 0 304 0
Stage 1 295
Stage 2 123
Critical Hdwy 6.54 6.34 4.15
Critical Hdwy Stg 1 5.54
Critical Hdwy Stg 2 5.54
Follow -up Hdwy 3.626 3.426 2.245
Pot Cap -1 Maneuver 569 717 1240
Stage 1 729
Stage 2 874
Platoon blocked, % - -
Mov Cap -1 Maneuver 566 717 - - 1240
Mov Cap -2 Maneuver 566 - - -
Stage 1 729 - - -
Stage 2 870
Approach WB NB
HCM Control Delay, s 11.2 0
HCM LOS B
Minor Lane /Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 603 1240 -
HCM Lane VIC Ratio - 0.04 0.005
HCM Control Delay (s) - 11.2 7.9 0
HCM Lane LOS - B A A
HCM 95th %tile Q(veh) - 0.1 0
SB
0.4
2022 Baseline Conditions AM Peak -Hour
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C -6
187
Lanes, Volumes, Timings
1: 42nd Avenue S & S 144th Street Tukwila School Birth to K
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 99 147 32 55 125 77 43 177 70 83 102 84
Future Volume (vph) 99 147 32 55 125 77 43 177 70 83 102 84
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.984 0.960 0.967 0.958
Flt Protected 0.982 0.989 0.993 0.985
Satd. Flow (prot) 0 1749 0 0 1718 0 0 1738 0 0 1708 0
Flt Permitted 0.800 0.873 0.907 0.812
Satd. Flow (perm) 0 1424 0 0 1517 0 0 1587 0 0 1408 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 14 45 33 47
Link Speed (mph) 30 30 30 30
Link Distance (ft) 526 2207 379 654
Travel Time (s) 12.0 50.2 8.6 14.9
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80
Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5%
Shared Lane Traffic ( %)
Lane Group Flow (vph) 0 348 0 0 321 0 0 363 0 0 337 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0
Total Split ( %) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead /Lag
Lead -Lag Optimize?
Recall Mode None None None None Min Min Min Min
Act Effct Green (s) 15.0 15.0 14.4 14.4
Actuated g/C Ratio 0.38 0.38 0.37 0.37
v/c Ratio 0.63 0.53 0.60 0.62
Control Delay 16.2 12.4 14.6 15.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 16.2 12.4 14.6 15.0
LOS B B B B
Approach Delay 16.2 12.4 14.6 15.0
Approach LOS B B B B
Queue Length 50th (ft) 50 38 50 43
Queue Length 95th (ft) 134 107 127 117
Internal Link Dist (ft) 446 2127 299 574
Turn Bay Length (ft)
Base Capacity (vph) 1009 1084 1130 1008
2016 Future Conditions with Development AM Peak -Hour
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C -7
188
Lanes, Volumes, Timings
1: 42nd Avenue S & S 144th Street Tukwila School Birth to K
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.34 0.30 0.32 0.33
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 39.3
Natural Cycle: 45
Control Type: Actuated - Uncoordinated
Maximum v/c Ratio: 0.63
Intersection Signal Delay: 14.6
Intersection Capacity Utilization 60.7%
Analysis Period (min) 15
Splits and Phases: 1: 42nd Avenue S & S 144th Street
Intersection LOS: B
ICU Level of Service B
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2016 Future Conditions with Development AM Peak -Hour
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C -8
189
HCM 2010 TWSC
2: 42nd Avenue S & S 142nd Street Tukwila School Birth to K
Intersection
Int Delay, s/veh 4.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 108 22 209 127 24 68
Future Vol, veh/h 108 22 209 127 24 68
Conflicting Peds, # /hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0 0
Grade, % 0 0 - 0
Peak Hour Factor 70 70 73 73 62 62
Heavy Vehicles, % 14 14 6 6 5 5
Mvmt Flow 154 31 286 174 39 110
Major /Minor Minorl Majorl Major2
Conflicting Flow All 560 373 0 0 460 0
Stage 1 373
Stage 2 187
Critical Hdwy 6.54 6.34 4.15
Critical Hdwy Stg 1 5.54
Critical Hdwy Stg 2 5.54
Follow -up Hdwy 3.626 3.426 2.245
Pot Cap -1 Maneuver 470 647 1085
Stage 1 671
Stage 2 817
Platoon blocked, % - -
Mov Cap -1 Maneuver 452 647 - - 1085
Mov Cap -2 Maneuver 452 - - -
Stage 1 671 - - -
Stage 2 786
Approach WB NB
HCM Control Delay, s 17.3 0
HCM LOS C
Minor Lane /Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 476 1085 -
HCM Lane VIC Ratio - 0.39 0.036
HCM Control Delay (s) - 17.3 8.4 0
HCM Lane LOS - C A A
HCM 95th %tile Q(veh) - 1.8 0.1
SB
2.2
2016 Future Conditions with Development AM Peak -Hour
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C -9
190
HCM 2010 AWSC
1: 42nd Avenue S & S 144th Street Tukwila School Birth to K
Intersection
Intersection Delay, s/veh 12.6
Intersection LOS B
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR
Lane Configurations
Traffic Vol, veh/h 0 33 150 38 0 59 179 44 0 49 81 54
Future Vol, veh/h 0 33 150 38 0 59 179 44 0 49 81 54
Peak Hour Factor 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0.91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 36 165 42 0 65 197 48 0 54 89 59
Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 1 1 1
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 1 1 1
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 1 1 1
HCM Control Delay 12.2 13.7 11.7
HCM LOS B B B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 27% 15% 21% 21%
Vol Thru, % 44% 68% 63% 60%
Vol Right, % 29% 17% 16% 18%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 184 221 282 205
LT Vol 49 33 59 44
Through Vol 81 150 179 124
RT Vol 54 38 44 37
Lane Flow Rate 202 243 310 225
Geometry Grp 1 1 1 1
Degree of Util (X) 0.325 0.381 0.478 0.363
Departure Headway (Hd) 5.792 5.651 5.556 5.801
Convergence, Y/N Yes Yes Yes Yes
Cap 617 634 645 617
Service Time 3.869 3.723 3.624 3.875
HCM Lane VIC Ratio 0.327 0.383 0.481 0.365
HCM Control Delay 11.7 12.2 13.7 12.2
HCM Lane LOS B B B B
HCM 95th -tile Q 1.4 1.8 2.6 1.7
2016 Existing Conditions School PM Peak
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C -10
191
HCM 2010 AWSC
1: 42nd Avenue S & S 144th Street Tukwila School Birth to K
Intersection
Intersection Delay, s /veh
Intersection LOS
Movement SBU SBL SBT SBR
Lane Configurations
Traffic Vol, veh /h 0 44 124 37
Future Vol, veh /h 0 44 124 37
Peak Hour Factor 0.92 0.91 0.91 0.91
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 48 136 41
Number of Lanes 0 0 1 0
Approach SB
Opposing Approach NB
Opposing Lanes 1
Conflicting Approach Left WB
Conflicting Lanes Left 1
Conflicting Approach Right EB
Conflicting Lanes Right 1
HCM Control Delay 12.2
HCM LOS B
2016 Existing Conditions School PM Peak
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C -11
192
HCM 2010 TWSC
2: 42nd Avenue S & S 142nd Street Tukwila School Birth to K
Intersection
Int Delay, s/veh 0.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 3 6 158 11 5 178
Future Vol, veh/h 3 6 158 11 5 178
Conflicting Peds, # /hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0 0
Grade, % 0 0 - 0
Peak Hour Factor 45 45 91 91 79 79
Heavy Vehicles, % 0 0 2 2 3 3
Mvmt Flow 7 13 174 12 6 225
Major /Minor Minorl Majorl Major2
Conflicting Flow All 418 180 0 0 186 0
Stage 1 180
Stage 2 238
Critical Hdwy 6.4 6.2 4.13
Critical Hdwy Stg 1 5.4
Critical Hdwy Stg 2 5.4
Follow -up Hdwy 3.5 3.3 2.227
Pot Cap -1 Maneuver 595 868 1382
Stage 1 856
Stage 2 806
Platoon blocked, % - -
Mov Cap -1 Maneuver 592 868 - - 1382
Mov Cap -2 Maneuver 592 - - -
Stage 1 856 - - -
Stage 2 802
Approach WB NB
HCM Control Delay, s 9.9 0
HCM LOS A
Minor Lane /Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 751 1382 -
HCM Lane VIC Ratio - 0.027 0.005
HCM Control Delay (s) - 9.9 7.6 0
HCM Lane LOS - A A A
HCM 95th %tile Q(veh) - 0.1 0
SB
0.2
2016 Existing Conditions School PM Peak
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C - 12
193
Lanes, Volumes, Timings
1: 42nd Avenue S & S 144th Street Tukwila School Birth to K
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 39 179 45 70 214 53 59 97 64 53 148 44
Future Volume (vph) 39 179 45 70 214 53 59 97 64 53 148 44
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.977 0.979 0.961 0.976
Flt Protected 0.993 0.990 0.987 0.989
Satd. Flow (prot) 0 1807 0 0 1805 0 0 1767 0 0 1798 0
Flt Permitted 0.905 0.872 0.862 0.879
Satd. Flow (perm) 0 1647 0 0 1590 0 0 1543 0 0 1598 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 23 21 40 21
Link Speed (mph) 30 30 30 30
Link Distance (ft) 526 2207 379 654
Travel Time (s) 12.0 50.2 8.6 14.9
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Shared Lane Traffic ( %)
Lane Group Flow (vph) 0 289 0 0 370 0 0 242 0 0 269 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 32.0 32.0 32.0 32.0 28.0 28.0 28.0 28.0
Total Split ( %) 53.3% 53.3% 53.3% 53.3% 46.7% 46.7% 46.7% 46.7%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead /Lag
Lead -Lag Optimize?
Recall Mode None None None None Min Min Min Min
Act Effct Green (s) 13.1 13.1 11.0 11.0
Actuated g/C Ratio 0.39 0.39 0.33 0.33
v/c Ratio 0.44 0.59 0.46 0.50
Control Delay 9.8 12.4 11.4 13.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 9.8 12.4 11.4 13.0
LOS A B B B
Approach Delay 9.8 12.4 11.4 13.0
Approach LOS A B B B
Queue Length 50th (ft) 30 42 25 31
Queue Length 95th (ft) 91 125 87 103
Internal Link Dist (ft) 446 2127 299 574
Turn Bay Length (ft)
Base Capacity (vph) 1377 1330 1155 1191
Starvation Cap Reductn 0 0 0 0
2022 Baseline Conditions School PM Peak
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C -13
194
Lanes, Volumes, Timings
1: 42nd Avenue S & S 144th Street Tukwila School Birth to K
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.21 0.28 0.21 0.23
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 33.7
Natural Cycle: 45
Control Type: Actuated - Uncoordinated
Maximum v/c Ratio: 0.59
Intersection Signal Delay: 11.7
Intersection Capacity Utilization 53.1%
Analysis Period (min) 15
Splits and Phases: 1: 42nd Avenue S & S 144th Street
Intersection LOS: B
ICU Level of Service A
02
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28s
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2022 Baseline Conditions School PM Peak
Gibson Traffic Consultants, Inc. [BJL 16 -178]
HCM 2010 TWSC
2: 42nd Avenue S & S 142nd Street Tukwila School Birth to K
Intersection
Int Delay, s/veh 0.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 7 189 13 6 213
Future Vol, veh/h 4 7 189 13 6 213
Conflicting Peds, # /hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0 0
Grade, % 0 0 - 0
Peak Hour Factor 45 45 91 91 79 79
Heavy Vehicles, % 0 0 2 2 3 3
Mvmt Flow 9 16 208 14 8 270
Major /Minor Minorl Majorl Major2
Conflicting Flow All 500 215 0 0 222 0
Stage 1 215
Stage 2 285
Critical Hdwy 6.4 6.2 4.13
Critical Hdwy Stg 1 5.4
Critical Hdwy Stg 2 5.4
Follow -up Hdwy 3.5 3.3 2.227
Pot Cap -1 Maneuver 534 830 1341
Stage 1 826
Stage 2 768
Platoon blocked, % - -
Mov Cap -1 Maneuver 530 830 - - 1341
Mov Cap -2 Maneuver 530 - - -
Stage 1 826 - - -
Stage 2 763
Approach WB NB
HCM Control Delay, s 10.4 0
HCM LOS B
Minor Lane /Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 688 1341
HCM Lane VIC Ratio - 0.036 0.006
HCM Control Delay (s) - 10.4 7.7 0
HCM Lane LOS - B A A
HCM 95th %tile Q(veh) - 0.1 0
SB
0.2
2022 Baseline Conditions School PM Peak
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C - 15
196
Lanes, Volumes, Timings
1: 42nd Avenue S & S 144th Street Tukwila School Birth to K
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 80 179 45 70 214 62 59 124 64 63 180 92
Future Volume (vph) 80 179 45 70 214 62 59 124 64 63 180 92
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.980 0.976 0.965 0.963
Flt Protected 0.987 0.990 0.988 0.991
Satd. Flow (prot) 0 1802 0 0 1800 0 0 1776 0 0 1778 0
Flt Permitted 0.844 0.879 0.867 0.889
Satd. Flow (perm) 0 1541 0 0 1598 0 0 1558 0 0 1595 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 19 24 34 37
Link Speed (mph) 30 30 30 30
Link Distance (ft) 526 2207 379 654
Travel Time (s) 12.0 50.2 8.6 14.9
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Shared Lane Traffic ( %)
Lane Group Flow (vph) 0 334 0 0 380 0 0 271 0 0 368 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 32.0 32.0 32.0 32.0 28.0 28.0 28.0 28.0
Total Split ( %) 53.3% 53.3% 53.3% 53.3% 46.7% 46.7% 46.7% 46.7%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead /Lag
Lead -Lag Optimize?
Recall Mode None None None None Min Min Min Min
Act Effct Green (s) 14.5 14.5 13.7 13.7
Actuated g/C Ratio 0.38 0.38 0.36 0.36
v/c Ratio 0.56 0.61 0.47 0.62
Control Delay 13.3 14.1 12.0 14.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 13.3 14.1 12.0 14.9
LOS B B B B
Approach Delay 13.3 14.1 12.0 14.9
Approach LOS B B B B
Queue Length 50th (ft) 43 50 32 48
Queue Length 95th (ft) 135 155 109 155
Internal Link Dist (ft) 446 2127 299 574
Turn Bay Length (ft)
Base Capacity (vph) 1181 1225 1061 1087
Starvation Cap Reductn 0 0 0 0
2022 Future Conditions with Development School PM Peak
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C -16
197
Lanes, Volumes, Timings
1: 42nd Avenue S & S 144th Street Tukwila School Birth to K
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.28 0.31 0.26 0.34
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 38
Natural Cycle: 45
Control Type: Actuated - Uncoordinated
Maximum v/c Ratio: 0.62
Intersection Signal Delay: 13.7
Intersection Capacity Utilization 55.1%
Analysis Period (min) 15
Splits and Phases: 1: 42nd Avenue S & S 144th Street
Intersection LOS: B
ICU Level of Service B
02
XD4
28s
I
32s
I
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28s
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32s
I
2022 Future Conditions with Development School PM Peak
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C - 17
198
HCM 2010 TWSC
2: 42nd Avenue S & S 142nd Street Tukwila School Birth to K
Intersection
Int Delay, s/veh 6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 94 23 189 90 20 213
Future Vol, veh/h 94 23 189 90 20 213
Conflicting Peds, # /hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0 0
Grade, % 0 0 - 0
Peak Hour Factor 45 45 91 91 79 79
Heavy Vehicles, % 0 0 2 2 3 3
Mvmt Flow 209 51 208 99 25 270
Major /Minor Minorl Majorl Major2
Conflicting Flow All 577 257 0 0 307 0
Stage 1 257
Stage 2 320
Critical Hdwy 6.4 6.2 4.13
Critical Hdwy Stg 1 5.4
Critical Hdwy Stg 2 5.4
Follow -up Hdwy 3.5 3.3 2.227
Pot Cap -1 Maneuver 482 787 1248
Stage 1 791
Stage 2 741
Platoon blocked, % - -
Mov Cap -1 Maneuver 470 787 - - 1248
Mov Cap -2 Maneuver 470 - - -
Stage 1 791 - - -
Stage 2 723
Approach WB NB
HCM Control Delay, s 19.2 0
HCM LOS C
Minor Lane /Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 510 1248 -
HCM Lane VIC Ratio - 0.51 0.02
HCM Control Delay (s) - 19.2 7.9 0
HCM Lane LOS - C A A
HCM 95th %tile Q(veh) - 2.9 0.1
SB
0.7
2022 Future Conditions with Development School PM Peak
Gibson Traffic Consultants, Inc. [BJL 16 -178]
C - 18
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