BLD2018-1622 Approved Hwy 99 Edmonds - Transportation StudyTENW
Transportation Engineering Northwest
MEMORANDUM
DATE: January 30, 2019
TO: Bertrand Hauss, PE, Transportation Engineer
City of Edmond
CC: Lucas Branham, Studio Meng Strazzara, Inc. OTED
E 1ING
FROM: Michael J. Read, PE, Principal
TENW
SUBJEC: 23326 Highway 99 Apartments - Traffic Impact Study
TENW Project No. 3686
This memorandum summarizes the results of a traffic impact study for the proposed 23326
Highwoy 99Apc#menfs development, a proposed 192-unit apartment building in Edmonds, WA.
The project proposes to provide all vehicular access via a driveway onto 2341h Street SW. This
study provides a project description, overviews existing transportation conditions
Project Descrllp�ion
The proposed 192-unit apartment building known as 23326 Highwoy 99 Apcdments
development is located at 23326 Highway 99 at the northwest quadrant of the SIR 99 and 234th
Street SW Street intersection in Edmonds, WA. Site access would be provided via one new site
driveway onto 234th Street SW, approximately 75 feet west of SIR 99, serving a 254-5tall parking
garage. The proposed development is anticipated for completion by 202 1 . A project site vicinity
map is provided in Figure I , and a project site plan is illustrated as Figure 2.
The project site is located in a General Commercial zone (CG zone) within the City of Edmonds.
Existing Transportation Conditions
This section includes an inventory of existing roadway conditions, existing peak hour traffic
volumes, intersection levels of service, nonmotorized facilities and public transportation services,
and planned transportation improvements.
Roadway Conditions
The following paragraphs describe existing roadway conditions affecting site access, including
number of lanes, shoulder types and widths and posted speed limits.
Transportation Planning I Design I Traffic Impact & Operations RECEF./-I-k
PO Box 65254, Edmonds, WA 98155 1 office (206) 361-7333 FEB 0 7 2019
BUILDING
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Traffic Impact Study
23326 Highway 99 Apartments
99
228th St Sw
230th St Sw
Project
Site
234th St SW
3:
a)
236th St SW
238th St Sw 99
IN dt.)
T E N W
Figure 1
:23326 HighwW 99
Apartn-hents
Project Site Vicinity
Edmonds, WA
%OTENW
January 30, 2019
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dU'3Nn Auj3:iow
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D
0
0
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I
Traffic Impact Study
23326 Highway 99 Apartments
R.
Its
7--
log
234th Street SW
(Not to Scale)
TENW
Figure 2
23326 Highway 9S
Apadn-�eents
Project Site Plan
Edmonds, WA
VTENW
January 30, 2019
Page 3
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Traffic Impact Study
23326 Highway 99 Apartments
SIR 99 is a six7lane urban principal arterial with curbs, gutters and sidewalks on both Sides of the
street with a two-way, center left -turning lane. Adjacent to the project site, the curb -to -curb pavement
width is approximately 84 feet. The speed limit is posted at 45 mph.
228th Street SW is a two-lane minor arterial with curbs, gutters, sidewalks and 4- to 5-foot bicycle
lanes in the vicinity of SIR 99. Along other parts of the roadway, 228th Street SW consists of
4 curbs, gutters, sidewalks, 0- to 6-foot paved shoulders, 0- to 6-foot gravel or grass shoulders,
parking and/or ditches. Travel lanes are approximately 10 to 11 feet. The posted speed limit is
25 mph.
234,h Street SW is a two-lane local roadway with parking along various sections of the roadway.
Adjacent to the project site, the roadway consists of approximate I I -foot travel lanes with I - to 3-
foot paved shoulders on both sides of the street and open ditches on the north side of the street.
The speed limit is posted at 25 mph.
2381h Street SW is a two-lane minor arterial with curbs, gutters, sidewalks with I 0-foot paved
shoulders where parking is provided and 2- to 8-foot gravel or gross shoulders. The total pavement
width is approximately 29 feet. The posted speed limit is 30 mph.
841h Avenue W is a two-lane collector roadway with I- to 4-foot paved Shoulders and I- to 9-foot
gravel or grass shoulders. Travel lanes are approximately 10 to I I feet. The speed limit is posted
at 25 mph.
Existing Peak Hour Traffic Volumes
Peak hour traffic volumes represent the highest hourly volume of vehicles passing through an
intersection during a typical 4-6 PM weekday peak period. Peak period turning movement counts
during the PM peak hour was conducted in January 2018 by 101ax Datc Solutions and TENW.
Figure 3 summarizes existing PM peak period turning movements at the study intersections. Traffic
counts are provided in Attachment A.
Existing Intersection Levels of Service
Intersection levels of service (LOS) analyses were conducted at the study intersections during the
weekday PM peak hour of 2017 existing conditions. LOS refers to the degree of congestion on a
roadway or intersection. It is a measure of vehicle operating speed, travel time, travel delays, and
driving comfort. A letter scale -from -A to F generally describes-LOS-. At signalized intersections,
LOS A represents free -flow conditions -motorists experience little or no delays, and LOS F represents
forced -flow conditions -motorists experience an average delay in excess of 80 seconds per vehicle.
The LOS reported for signalized intersections represents the average control delay per vehicle
entering the intersection. The LOS reported at stop -controlled intersections is also based on the
average control delay (sec/veh) and is reported for each movement. Therefore, the reported LOS
at unsignalized intersections does not represent a measure of the overall operations of the
intersection.
VTENW January 30, 2019
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Traffic Impact Study
23326 Highway 99 Apartments
January 30, 2019
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Traffic Impact Study
23326 Highway 99 Apartments
LOS calculations for both signalized and stop -controlled intersections were calculated using the
methodologies and procedures outlined in the 2010 Highway Cqpcci�l Manual �HCM), Special
Report 209, Transportation Research Board (TRB). Table I outlines the LOS criteria for signalized
and unsignalized intersections based on these methodologies.
The City of Edmonds level of service standards are LOS E or better on SIR 99 north of SIR 104, LOS
D or better on all arterials streets (except state routes) and LOS C or better on all collector streets. It
should be noted that WSDOT has established a LOS E standard on SIR 99.
PM peak hour LOS analyses are summarized in Table 2. As shown, signalized intersections and
stop -controlled movements at unsignalized intersections currently operate at LOS C or better under
existing conditions during the PM peak hour. Detailed LOS summary worksheets are included in
Attachment B.
Table I
Level of Service Criteria for Intersections
Signalized Intersection
Unsignolized Intersection
Level of Seivice
Average Delay Ronge (sec)
Delay Range (sec)
A
!� 10
!� 10
B
> 10 to!� 20
> 10to!� 15
C
> 20 to!� 35
> 15 to:!g 25
D
> 35 to!� 55
> 25 to:5 35
E
> 55 to:� 80
> 35 to:5 50
F
> 80
> 50
Source: "Highway Capacity Manual", Special Report 209, Transportation Research Board, 2010.
Table 2
2018 Existing
PM Peak Intersection Levels of Service
Study Intersection
LOS
Delay (sec)
WC Ratio
Sionalized Intersections
# 1. SIR 99 / 228th Street SW
B
16.4
0.81
#3. SR 99 / 238th Street SW
B
12.3
0.66
Stop Controlled Intersections
#2. SIR 99 / 234th Street SW
EB Stop
C
16.4
0.07
WB Stop
C
21.0
0.08
NB Left Yield
B
10.9
0.03
SB Left Yield
B
14.2
0.06
#4. 84t' Ave W / 234th Street SW WB Stop
B
10.9
0.05
SB Left Yield
A
8.0
0.01
Source: TENW. Results based on Synchro
8 Traffic Signal Coordination
Software
and HCS20 IQ results using HCM 2010
control delays (seconds] and LOS.
%0TENW
January 30, 2019
Page 6
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Traffic Impact Study
23326 Highway 99 Apartments
Nonmotorized Facilities and Public Transportation Services
Raised adequate sidewalks are provided along SR 99.
There is a Community Transit stop serving bus route 10 1 along the property frontage of SR 99 just
north of 234th Street SW.
Community Transit Route 10 1 provides daily service from the Mariner Park & Ride in Everett, along
SR 99 to the Aurora Village Transit Center in Shoreline. Weekday service leaves the SR 99 and
I 96th Street SW bus stop at about 5:35 AM to 8:40 AM and leaves the Aurora Village Transit
Center from about 5:05 AM to 8:05 AM with approximate 30-minute heodways (time between
consecutive arrivals). Saturday service is provided from about 6:00 AM to 1:25 PM and Sunday
service is provided from about 7:00 AM to 1:35 PM depending upon the bus stop location with I -
hour headways.
Planned Transportation Improvements
The following planned transportation improvements were identified based on the City of Edmonds
2018-2023 Ccpitcl Improvement Program:
> Highway 99 at 2341h Street SW Intersection Improvements. The installation of a traffic
signal is proposed at this intersection. The total project cost is estimated at $3,300,000
with funding allocated for the project from 2021 to 2023.
January 30, 2019
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Traffic Impact Study
23326 Highway 99 Apartments
Traffic Impact Analysis
The following section describes projected future baseline traffic growth, new trips generated by the
proposed development, distribution and assignment of new project trips, intersection level of service
impacts, site access, safety and circulation issues, parking demand impacts, and identification of
transportation mitigation to offset impacts.
2021 Baseline Traffic Volumes
For the purpose of the traffic analysis, year 2021 was selected as the build -out year based upon
anticipated completion of 23326 Highway 99 Apa#ments. Existing traffic volumes from 2018
were factored by 2 percent per year to estimate 2021 PM peak hour baseline traffic volumes
(forecasts are provided in Attachment Q.
Project Trip Generation
Published trip rate equations compiled by the Institute of Transportation Engineers (ITE) Tl-ip
Generclion, /& L'clition, 2017, were used to estimate daily, a.m. peak and p.m. peak hour
traffic that would be generated by the proposed development assuming new Mid -Rise Multifamily
Housing (ITE Land Use Code 22 1). For the traffic analysis I 92-units were assumed.
As shown in Table 4, an estimated increase of approximately 1,044 daily, 65 a.m. peak hour
(17 entering and 48 exiting), and 83 p.m. peak hour vehicular trips (50 entering and 33 exiting)
would be generated at full build -out of the project. A detailed summary of trip generation
calculations is provided in Attachment D using the web -based ITE trip generation application. Per
ITE guidelines, fifted curve equations were applied where appropriate.
Table 4
23326 Highway 99 Apartments - Trip Generation Summary
Time Pedod
In
Out
TOM
Weekday AM Peak Hour
17
48
65
Weekday PM Peak Hour
50
33
83
Weekday Daily
522
522
1,044
Source: Trip Generation Manual, I 01h Edition, ITE, 2017
Trip Distribution
To distribute trips onto the vicinity -street and the arterial network, trip distribution patterns were
determined based on review of existing travel patterns, and the relative distribution of schools,
employment centers, and commercial areas in the vicinity. Generally, average distribution and
assignment of project trips was assumed as (distribution and PM peak hour trip assignment are
illustrated in Figure 4):
> 30 percent north via SIR 99;
> 50 percent south via SIR 99; and
> 20 percent west via 234,h Street SW.
%PTENW January 30, 2019
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Traffic Impact Study
23326 Highway 99 Apartments
99
228th St Sw
230th St Sw
15
10
>
<
234th St Sw
10-9.
W
16
25
236th St Sw
99
CO
J
238th St Sw
ga:,��
(IN of to Sc
Figure 4
22326 Hwy 99
"'G'TENW
0-
PM Peak Hour Project Tri P
Ap,rtments
Distribution and Assignment
Edmonds, WA
TraffiC IMPOCt StUdY J
VTENW
January 30, 2019
Page 9
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Traffic Impact Study
23326 Highway 99 Apartments
Intersection Level of Service Impacts
Estimated project intersection LOS impacts during the PM peak hour in 2021 with and without the
project are summarized in Table 5. Future PM peak hour traffic volumes in 202 1 are shown in
Figure 5. As shown, all study intersections or stop -controlled or yield movements at unsignalized
intersections would operate at LOS C or better during the PM peak hour in 2021. Detailed LOS
summary worksheets for future 2021 conditions with and without the project are included in
Attachment B.
Table 5 also summarizes traffic operational impacts during the AM peak hour at key study
intersections along SIR 99 at the request of the City of Edmonds. As shown, all signalized
intersections and stop controlled approaches operate at LOS C or better with the project in 2021.
Traffic counts, traffic forecasts, and level of service summary sheets at these intersections during the
AM peak hour are provided in Attachment F.
Table 5
2021 Intersection Level of Service Peak Hour Impacts
AM Peak Hour Without Uglect AM Peak Hour With Project
Delay V/C Delay V/C
Sionalized intersections I
# 1. SR 99 / 228th Street SW c 20.1 0.80 c 20.1 0.81
#3. SIR 99 / 238th Street SW c 20.2 0.75 C 20.3 0.75
StoQ Controlled Intersections
#2. SIR 99 / 2341h Street SW EB Stop
B
13.6
0.03
c
23.9
0.17
WB Stop
B
13.1
0.02
B
13.9
0.03
NB Left Yield
B
13.4
0.00
B
13.6
0.03
SB Left Yield
A
8.8
0.00
A
8.8
0.00
PM Peak
Hour Without
Protect
PM Peak
Hour With
Project
Delay
V/c
Delay
V/c
Study Intersection
LOS
_ (sec)
Ratio
LOS
(sec)
Ratio
Sionalized Intersections
#1. SIR 99 / 2281h Street SW B 17.8 0.86
#3. SR 99 / 238th Street SW B 13.2 0.71
Stop Controlled Intersections
B 17.9 0.86
B 13.4 0.73
#2. SR 99 / 2341h Street SW EB Stop
c
17.6
0.09
c
19.3
0.18
WB Stop
c
20.1
0.08
c
22.1
0.08
NB Left Yield
B
11.3
0.08
B
11.7
0.08
SB Left Yield
B
11.7
0.08
B
14.6
0.07
#4. 84th Ave W / 234th Street SW WB Stop
B
11.1
0.05
B
11.4
0.06
SB Left Yield
A
8.1
0.01
A
8.1
0.01
#5. 234th St SW / Site Driveway EB Left Yield
A
2.0
0.01
SB Stop
A
9.2
0.04
Source: TENW. Results based on Synchro 8 Traffic Signal coordination
Software
and HCS20 10 results using HCM 2010 control delays
(seconds) and LOS.
UTENW January 30, 2019
W_ Page 10
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99
228th St Sw
84th Ave W 1234th St SW
(I G)
149 5 '0— 22 (25J
� � Ar- 6 (101
0
I Project
341 16 Site
Traffic Impact Study
23326 Highway 99 Apartments
SIR 99 1 28th St SW
(8341 16
90 819 1 134
86
48 —0( t
72 --W 49 (1 1171 90
1 1 27
SIR 99 34
234th St Sw th St SW
V-- 14
(37)
22 1,114 28 -4--0
r- 6
2 -14 r, Q S�v t
(20)10 --4
0-0. 21 1,721 14
236th St Sw (33) 17 --Ikk (471
99 SIR 99 / 238th St SW
(894)
238th St Sw 102 878 38 -4*-- 44
p,— 66
93
110 42 340 17
(;:3661
65--A 1 �,, r (Not to V ol�-)
F . re 5 22326 Hwy 99
119 T E NW 2021 PV'Peak Hour Apartments
Edmonds, WA
Traffic Volume Impacts Traffic Impact Study
'PTENW
January 30, 2019
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Traffic Impact Study
23326 Highway 99 Apartments
Parking Demand Analysis
A parking impact analysis was conducted to evaluate the supply/demand generated by the
proposed project. The parking impact analysis reviewed:
> City of Edmonds parking requirements.
> Parking demand of proposed residential development using ITE rates.
City of Edmonds Parking Requirements
Based upon the City of Edmonds parking standards (Edmonds Municipal Code, Section
16.60.030 (13)(1) Parking Requirements), Table 6 summarizes minimum off-street parking stalls
required for residential uses. As shown, the City of Edmonds would require 174 off-street parking
stalls. As the project proposes 254 stalls, it would exceed City minimum standards by 80 stalls.
Table 6
23326 Highway 99 Apartments Parking Requirements
Minimum Off -Street Parking
Parking Component Requirements' Ske Total
Residential < 700 SF = 0.75 per dwelling unit 152 Units 114
> 700 SF & < 1,100 SF = 40 Units 50
Residential 1.25 per dwelling unit
Residential 1:20 for Guest Parking 192 Units 10
Total Minimum Off -Street Parking Supply Requirement 174
1 - Per City of Edmonds Municipal Code, Section 16.60.030 [B) (1) Parking Requirements.
Project Parking Demand
For the project, the Institute of Transportation Engineers 11cl-king Generation, 41� Edition, 2010, and
transit availability were all considered to determine parking demand for the proposed 23326
Highway 99 Apaltments development. Based upon Land Use Code 221 for Low/Mid-Rise
Apartment, Suburban, direct application of published rates in llorking Generation, 41h Folition,
estimate the peak development parking demand at a total of 181 parking stalls (see Table 7).
Due to the close proximity of a transit stop on the property frontage of SIR 99, a 10 percent
reduction in parking demand for transit availability is expected.
As such, on -site parking demand generated by the project is expected to be 163 peak stalls with
transit adjustments.
VTENW January 30, 2019
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Traffic Impact Study
23326 Highway 99 Apartments
Table 7
23326 Highway 99 Apartments Off -Street Parking Demand
Peak Parking
Demand Component Rate or Adjustment Demand
Low/Mid-Rise Apartment, Suburban Stalls = 0.92 + 4 stalls 181
(ITE LUC 221)1 per unit
Total Parking Demand Using ITE Rates (Without discounts) 181
Transit Service
10% reduction in transit -18
Total Parking Demand With Adjustment 163
1 - Parldng Generation Manual, 41h Edition, ITE, 2010 and does not discount for vehicle availability factors.
Site Access and Safety Issues
One new site driveway for the project is proposed onto 234th Street SW, approximately 75 feet
west of SR 99, meeting the minimum City intersection off -set standards. The project site driveway
should be a minimum of 24 feet wide for two-way traffic.
The proposed project would reconstruct frontage improvements along SR 99 and construct frontage
improvements 234,h Street SW that would fully integrate with the existing non -motorized facilities
along these street systems, such as new curbs, gutters, 7- to I 0-foot sidewalks, 5-foot wide
streetscape zone between the travel lone and sidewalk, and sidewalk or driveway romps to meet
City standards and comply with ADA requirements. The travel lone should also be widened to 12
feet on 234,h Street SW from painted centerline to face of curb. The existing bus stop on the
SIR 99 property frontage would be required to meet Community Transit bus stop requirements.
Field work was conducted by TENW at the site driveway onto 234th Street SW in February 201 B.
The minimum stopping sight distance is 250 feet and entering sight distance is 390 feet on a 35
mph design speed (25 mph posted speed) based on guidelines set forth by the American
Association of State and Highway Transportation Officials (AASHTO's) A Policy on Geometric
Design of Highway and Streets (commonly referred to as the "Green Book"). Driver entering sight
distance is greater than 500 feet to the west and roughly 400 feet to the east of the project site
driveway onto 234th Street SW. Therefore, egress at the project site driveway onto 234th Street
SW meet minimum sight distance requirements.
Stop controlled movements from the project site driveway onto 234,h Street SW would operate at
LOS A with queues of 1 vehicle or less during the PM peak hour with the project in 2021.
Therefore, there are no level of service or queuing impacts at the project site driveway onto 234th
Street SW expected.
60TENW January 30, 2019
Page 13
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Traffic Impact Study
23326 Highway 99 Apartments
Mitigation
The proposed 23326 Highway 99 Apartments development would construct 193-units at 23326
Highway 99 on the northwest quadrant of the SIR 99 and 234th Street SW Street intersection in
Edmonds, WA. The following mitigation measures may be required as part of the project
development:
> Proportional share contributions of approximately 2 percent (67 PM peak project volumes
and about 3,035 with project traffic volumes in 2021) may be required with the
installation of a traffic signal at Intersection #2 — SIR 99 and 234th Street SW planned by
the City. it should be noted that the traffic signal installation improvement has been
identified in the City of Edmonds 2018-2023 CapildlImprovement Program.
> The project site driveway should be a minimum of 24 feet wide for two-way traffic
> The proposed project would reconstruct frontage improvements along SIR 99 and construct
frontage improvements 234,h Street SW that would fully integrate with the existing non -
motorized facilities along these street systems, such as new curbs, gutters, 7- to I 0-foot
sidewalks, 5-foot wide streetscape zone between the travel lone and sidewalk, and
sidewalk or driveway romps to meet City standards and comply with ADA requirements.
The travel lone should also be widened to 12 feet on 234,h Street SW from pointed
centerline to face of curb. The existing bus stop on the SIR 99 property frontage would
also be reconstructed to meet Community Transit bus stop requirements.
Traffic Impact Fees
At the currently proposed development of a I 92-unit apartment building, the estimated traffic
impact fee would be approximately $785,733.12 based on current traffic impact fee rates
(effective January I, n% . As the current City traffic impact fee program is based on outdated
1.
trip generation assur io application of the trip generation estimates using the Trip Genelation
Mgmal-101h
Edition, 2017, applied
on a "trip basis" determines a traffic
impact fee of
f-550,808.9
`ATo—cNm—e5PN_E9
based on 83 new p.m.
peak hour trips. A detailed calculation
is provided in
If you have any questions regarding the information presented in this memo, please call me at
�20606-1=73-3-3-x-]-O I -or m ikeread@tenw. com-.
SOTENW
January 30, 2019
Page 14
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Attachment A
Traffic Counts
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TABULAR SUMMARY OF TURNING MOVEMENT COUNTS
Name:
City of Edmonds
Date:
1/18/2018
City: Edmonds, WA
Project:
IT Madison Apts
Intersection of:
228th Street SW
and
SR 99
Street:
228th Street SW
228th Street SW
SR 99
SR 99
Total
Hour
All
Total
Time
East Bound
West Bound
North Bound
South Bound
Begins
L T R
L
T R
L T
R
L T
R
3:00 PM
3:15 PM
3:30 PM
3:45 PM
0
0
4:00 PM
4:15 PM
11 251
14 201
2
2
13
11
31 3
25 2
111 212
7 222
7
19
38 202
32'. 2261
24
14
579
594
579
1173
4:30 PM
19 23
3
13
31 3
5 211
17
37' 207
15
584
17571
4:45 PM
15 29
4
Ill
25 3
7 179
19
30 203
18
543
2300
5:00 PM
7 15
2
23
29 4
13 226
21
29' 207
22
598
2319
5:15 PM
7 19.
2
13
22 2
101 2441
28; 167
18
546
2271
5:30 PM
11 22
3
21
33 4
14F2911
20
38; 1 209,
291
695�
2382
5:45 PM
1 20 121
3
24
421 5
9 2921
30
1 411 1891
161
683
2522
Peak Hour
1 451
1 811
1261 151
1 461 105—K
1 1361 7
Peak Hour Factor
2522
4
695
iTransportation Engineering Northwest
MJR1
www.idaxdata.com
PACIFIC HWY
234TH ST SW
Ozzll
N Peak Hour
j L)
LM
< N
a-
" J
0
9 TEV:
25 0 PHF:
16
234TH ST S
C4
1
N
I-
Two -Hour Count Summaries
:3
C4 0
U234TH ST SW
13
2,796 4— 0
0.98 6
0
f*
T_
U
EB
Ln
Ln WB
FNB
SIB
TOTAL
Date: Thu, Jan 11, 2018
Count Period: 4:00 PM to 6:00 PM
Peak Hour: 5:00 PIM to 6:00 PM
HV W
7
A > L
0
4 0
0 0
7
PHIF
0.57
0.59
0.94
0.88
0.98
02
234TH ST SW
234TH ST SW
PACIFIC HVVY
PACIFIC HWY
15-min
Rolling
Interval
Eastbound
Westbound
Northbound
Southbound
Tota I
One Hour
n
Start
UT
LT TH
RT
LIT
LT
TH
RT
UT
LT
TH
RT
UT
LT
TH
RT
4:00 PM
0
5 0
1
0
0
0
2
0
6
398
5
0
9
264
6
696
0
4:15 PM
0
6 0
4
0
0
0
4
0
5
383
2
0
6
275
4
689
0
4:30 PIV
0
3 0
2
0
2
2
1
0
3
395
1
0
3
242
5
659
0
4:45 PM
0
2 0
7
0
0
0
3
0
3
386
4
1
7
223
7
643
2,687
5:00 PM
0
2 0
0
0
3
0
2
0
6
381
5
0
6
299
6
710
2,701
5:115 PIVI
0
1 0
7
0
1
0
3
0
3
412
5
0
8
260
1
701
2,713
5;30 PM
0
5 0
6
0
2
0
6
0
8
432
2
0
8
231
10
710
2,764
5:45 PM
0
1 0
3
0
0
0
2
0
3
397
11
0
4
260
4
67S
2,796
Count Total
0
25 0
30
0
a
2
23
0
37
3,184
25
1
51
2,054
43
5,483
0
Peak Hour
1 0
9 0
16
1 0
6
0
13
1 0
20
1,622
13
1 0
26
1,050
21
2,796
0
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Interval
Heavy Vehicle Totals
Bicycles
Pedestrians (Crossing Leg)
Start
EB
WB
NB
SB
Total
EB
WB
NIS
SB
Total
East
West
North South Total
4:00 PM
0
0
8
2
10
0
0
0
0
0
0
1
0
0
1
4:15 PIVI
0
0
5
8
13
0
0
0
0
0
4
0
0
0
4
4:30 PM
0
0
7
5
12
0
0
0
0
0
1
0
0
0
1
4:45 PM
0
0
7
3
10
0
0
0
0
0
1
5
0
0
6
5:00 PM
0
0
8
5
13
0
0
0
0
0
4
0
0
0
4
5:15 PM
0
0
5
2
7
0
0
1
0
1
0
2
1
0
3
5:30 PM
0
0
7
4
11
0
0
0
0
0
0
1
0
0
1
5:45 PM
0
0
5
1
6
0
0
0
0
0
2
3
0
0
5
Count Total
0
0
52
30
82
0
0
1
0
1
12
12
1
0
25
Peak Hour
1 0
0
25
112
37
0
0
1
0
1
6
6
1
0
13
Mark Skaggs: (425) 250-0777
mark.skaggs@idaxdata.com
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T
0
(n C-)
(D
(D
CD
(D (n
b C-)
(0 (D
(D
Z3 (D
(D
T
n
(D
0
0
�� Fn
(n -I
-1 -
0
3' (D
cn
CD
0-
E;
-1
0
TABULAR SUMMARY OF TURNING MOVEMENT COUNTS
Name:
City of Edmonds
Date:
1/18/2018
City: Edmonds, WA
Project:
IT Madison Apts
Intersection of:
238th Street SW
and
SR 99
Street:
238th Street Sw
238th Street SW
SR 99
SR 99
Total
Hour
All
Total
Time
East Bound
West Bound
North Bound
South Bound
Begins
L T I R
L
T R
L T R
L T
R
3:00 PM
0
3:15 PM
0
3:30 PM
0
3:45 PM
0
0
4:00 PM
10 161 7
12
is 3
241 212
5
5 216
21
546
546
4:15 PM
13 211 9
12
10 3
36 256
8
101 242
351
655
1201
4:30 PM
30 19 20.
19
10 2
31 239
7
11 228
32
648
1849
4:45 PM
19 31 12
13
10 4
30 292
4
10 219
29
673
2522
5:00 PM
14 23 10
15
71 7
35 251
3
12 210
27
614
2590
5:15 PM
20 33 13
10
10
3181
12 210
2
697
2632
5:30 PM
19 31 13
15
9
3261
81
6 206
22
680
2664
5:45 PM 1
17
15.
3681
31
6 201
gn
7541
2745
Peak Hour
881 1041 611
1 621
411
1 1341 12631 161
1 361 8
Peak Hour Factor
2745
4 754
iTransportation Engineering Northwest
959
MJR1
www.idaxdata.com
01
84TH AVE W
kfa)
234TH ST SW
0�4
Date:
Thu, Jan
11, 2018
N
Peak Hour
Count Period:
4:00 PM
to 6:00 PM
Peak Hour:
5:00 PMl
to 6:00 PM
W
T_
CD
Ln CD
Lo U
234TH ST SW
L
>
21
TEV: 508
6
PHF: 0.92
0
0
n i f*
<
3:
— to
C4
w
HV %:
PHIF
T_ EB
WB
-
0.0%
-
0.75
tD
ce)
F NB
1.2%
0.95
SB
2.1%
0.88
TOTAL
1.4%
0.92
Two -Hour Count Summaries
0
234TH ST SW
84TH AVE W
84TH AVE W
15-min
Rolling
Interval
Start
Eastbound
Westbound
Northbound
Southbound
Total
One
Hour
UT
LT
TH RT
UT LT
TH RT
UT LT
TH
RT
UT
LT TH
RT
4:00 PM
0
0
0 0
0 2
0 5
0 0
87
5
0
1 31
0
131
0
4:15 PM
0
0
0 0
0 2
0 4
0 0
71
5
0
2 37
0
121
0
4:30 PM
0
0
0 0
0 2
0 4
0 0
77
2
0
1 33
0
119
0
4:45 PM
0
0
0 0
0 0
0 7
0 0
71
4
0
0 30
0
112
483
5:00 PM
0
0
0 0
0 0
0 8
0 0
78
4
0
1 33
0
124
476
5:15 PM
0
0
0 0
0 11
0 3
0 0
80
3
0
3 27
0
117
472
5:30 PM
0
0
0 0
0 1
0 8
0 0
82
6
0
1 40
0
138
491
5:45 PM
0
0
0 0
0 4
0 _2
0 0
81
2
0
0 40
0
129
508
Count Total
0
0
0 0
0 12
0 41
0 0
627
31
0
9 271
0
991
0
Peak Hour
0
0
0 0
0 6
0 21
0 0
321
15
1 0
5 140
0
1 508
1
0
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Interval
Heavy Vehicle Totals
Bicycles
Pedestrians (Crossing Leg)
Start
EB
WB
NB SB Total
EB WB NB
SB
otal
East
West
North South
Total
4:00 PM
0
0
4 1 5
0 0 0
2
2
0
0
0 0
0
4:15 PM
0
1
4 2 7
0 0 0
1
1
0
0
0 0
0
4:30 PM
0
0
0 0 0
0 0 0
1
1
0
0
0 0
0
4:45 PM
0
0
1 1 2
0 0 0
0
0
1
0
0 0
1
5:00 PM
0
0
2 0 2
0 0 0
0
0
2
0
0 0
2
5:15 PM
0
0
1 2 3
0 0 0
0
0
0
0
0 0
0
5:30 PM
0
0
0 0 0
0 0 0
0
0
0
0
0 0
0
5:45 PM
0
0
1 1 2
0 0 0
0
0
0
0
0 0
0
Count Total
0
1
13 7 21
0 0 0
4
4
3
0
0 0
3
Peak Hr
1 0
0
4 3 7
0 0 0
0
0
2
0
0 0
2
Mark Skaggs: (425) 250-0777
mark.skaggs@idaxdata.com
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Attachment B
Intersection Level of Service Summary Sheets
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Lanes, Volumes, Timings
1: SR 99 & 228th Street SW 02/24/2018
--* --I. --v f- *- 'I,- A\ t -* '* 1 4.1
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SOL
SBT
SBR
Lane Configurations
Vi
T.
Vi
il�
++
r
++
Traffic Volume (vph)
45
68
10
81
126
15
46
1053
85
136
772
75
Future Volume (vph)
45
68
10
81
126
15
46
1053
85
136
772
75
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Grade (%)
-10%
0%
-3%
0%
Storage Length (ft)
150
0
0
0
200
0
300
0
Storage Lanes
1
0
1
0
1
1
1
1
Taper Length (ft)
25
25
25
25
Lane Util. Factor
1.00
1.00
I.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.981
0.984
0.850
0.850
At Protected
0.950
0.950
0.950
0,950
Satcl. Flow (prot)
1858
1919
0
1770
1833
0
1796
3592
1607
1770
3539
1583
FIt Permitted
0.651
0.644
0.950
0.950
Satd. Flow (perm)
1273
1919
0
1200
1833
0
1796
3592
1607
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
11
9
151
151
Link Speed (mph)
30
30
30
30
Link Distance (ft)
1210
950
2601
1598
Travel Time (s)
27.5
21.6
59.1
36.3
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
Adj. Flow (vph)
49
75
11
89
138
16
51
1157
93
149
848
82
Shared Lane Traffic (%)
Lane Group Flow (vph)
49
86
0
89
154
0
51
1157
93
149
848
82
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
12
12
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway Factor
0.94
0.94
0.94
1.00
1.00
1.00
0.98
0.98
0.98
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Number of Detectors
1
1
1
1
1
1
1
1
1
1
Detector Template
Leading Detector (ft)
50
50
50
50
50
50
50
50
50
50
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
50
50
50
50
50
50
50
50
50
50
Detector I Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex:
CI+Ex
CI+Ex
Detector 1 Channel
Detector I Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Qu eu e (s)
0.0
0.0
0.0
00
n n
n n
o.n
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Turn Type
pm+pt
NA
pm+pt
NA
Prot
NA
Perm
Prot
NA
Perm
Protected Phases
7
4
3
8
5
2
1
6
Permitted Phases
4
8
2
6
Detector Phase
7
4
3
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4�O
4.0
Minimum Split (s)
8.0
20.0
8.0
20.0
8.0
20.0
20.0
8.0
20.0
20.0
JT Madison Apartments 12:00 pm 02/24/2018 2018 Existing Conditions
Synchro 10 Report
TENW
Page I
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Purchase a license to generate PDF files without this notice.
Lanes, Volumes, Timings
1: SR 99 & 228th Street SW
02/24/2018
-,*
--b,
N r
q*-
k *\
t
1*
1,0,
4v"
Lane Group
EBL
EBT
EBR A113L
WBT
WBR NBL
NBT
NBR
SBL
SBT
SBR
Total Split (s)
8.0
20.0
8.0
20.0
10.0
27.0
27.0
10.0
27.0
27.0
Total Split (%)
12.3%
30.8%
12.3%
30.8%
15.4%
41.5%
41.5%
15.4%
41.5%
41.5%
Maximum Green (s)
4.0
16.0
4.0
16.0
6.0
23.0
23.0
6.0
23.0
23.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0,5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
Max
Max
None
Max
Max
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
Pedestrian Calls (#/hr)
0
0
0
0
0
0
Act Effet Green (s)
12.1
9.3
13.0
11.2
5.9
26.5
26.5
6.0
31.7
31.7
Actuated g/C Ratio
0.21
0.16
0.22
0.19
0.10
0.46
0.46
0.10
0.55
0.55
v/c Ratio
0.16
0.27
0.29
0.43
0.28
0.71
0.11
0.81
0.44
0.09
Control Delay
15.7
21.0
17.7
23.8
29.8
19.0
1.3
63.0
13.3
0.8
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
15.7
21.0
17.7
23.8
29.8
19.0
1.3
63.0
13.3
0.8
LOS
B
C
B
C
C
B
A
E
B
A
Approach Delay
19.1
21.5
18.2
19.2
Approach LOS
B
C
6
B
Intersection Summary
Area Type: Other
Cycle Length: 65
Actuated Cycle Length: 58
Natural Cycle: 65
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 18.9 Intersection LOS: B
Intersection Capacity Utilization 60.9% ICU Level of Service B
Analysis Period (min) 15
Solits and Phases: 1: SR 99 & 228th Street SW
\*01 to?
-To
-Ou -4
i S I be s I R
20 S
4\ 05 06 '14 07
D8
ID 5 1 27 1i 5 1 14205
JT Madison Apartments 12:00 pm 02/24/2018 2018 Existing Conditions
TENW
Synchro 10 Report
Page 2
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HCM 2010 Signalized Intersection Summary
1: SIR 99 & 228th Street SW 02/24/2018
,A
---I.
N
.-
�*--
',-
t
"Ap
4
Movement
EBIL
EBT
EBIR
WBL
WBT
WBR
NBL
NBT
NBR
SBIL
SBT
SBR
Lane Configurations
T+
T4
++
r
I
++
Traffic Volume (veh1h)
45
68
10
81
126
15
46
1053
85
136
772
75
Future Volume (veh/h)
45
68
10
81
126
15
46
1053
85
136
772
75
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adl(kpbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/hAn
1956
1956
1995
1863
1863
1900
1891
1891
1891
1863
1863
1863
Adj Flow Rate, veh/h
49
75
11
89
138
16
51
1157
93
149
848
82
Adj No. of Lanes
1
1
0
1
1
0
1
2
1
1
2
1
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
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
262
171
25
320
202
23
72
1550
693
189
1762
788
Arrive On Green
0.04
0.10
0.10
0.06
0.12
0.12
0.04
0.43
0.43
0.11
0.50
0.50
Sat Flow, veh/h
1863
1668
245
1774
1639
190
1801
3592
1607
1774
3539
1583
Grp Volume(v), veh/h
49
0
86
89
0
154
51
1157
93
149
848
82
Grp Sat Flow(s),veh/h/In
1863
0
1913
1774
0
1829
1801
1796
1607
1774
1770
1583
Q Serve(g-s), s
1.2
0.0
2.3
2.4
0.0
4.3
1.5
14.4
1.9
4.4
8.4
1.5
Cycle Q Clear(gc), s
1.2
0.0
2.3
2.4
0.0
4.3
1.5
14.4
1.9
4.4
8.4
1.5
Prop In Lane
1.00
0.13
1,00
0.10
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
262
0
196
320
0
226
72
1550
693
189
1762
788
V/C Ratio(X)
0.19
0.00
0.44
0.28
0.00
0.68
0.71
0.75
0.13
0.79
0.48
0.10
Avail Cap(c a), veh/h
330
0
574
347
0
549
203
1550
693
200
1762
788
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(l)
1.00
0.00
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), stveh
20.3
0.0
22.5
19.8
0.0
22.4
25.3
12.7
9.1
23.2
8.8
7.1
Incr Delay (d2), s/veh
0.3
0.0
1.5
0.5
0.0
3.6
12.3
3.3
0.4
18.1
0.9
0.3
Initial Q Delay(0),siveh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.7
0.0
1.3
1.2
0.0
2.4
1.0
7.8
0.9
3.1
4,2
0.7
LnGrp Delay(d),sfveh
20.6
0.0
24.0
201
0.0
26.0
37.6
16.0
9.5
41.4
9.8
7.4
LnGrp LOS
C
C
C
C
D
8
A
D
A
A
Approach Vol, veh/h
135
243
1301
1079
Approach Delay, s/veh
22.8
23.9
16.4
14.0
Approach LOS
C
C
B
B
2
3
4
5
6
7
8
Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G+Y+Rc), s
9.7
27.0
7.2
9.5
6.1
30.5
6.1
10.6
Change Period (Y+Rc), s
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Max Green Setting (Gmax), s
6.0
23.0
4.0
16.0
6.0
23.0
A �
-t.0
4on
lu.0
Max Q Clear Time (g-c+ll), s
6.4
16.4
4.4
4.3
3.5
10.4
3.2
6.3
Green Ext Time (p-c), s
0.0
3.5
0.0
0.2
0.0
3.8
0.0
0.3
Intersection Summary
HCM 2010 Ctrl Delay 16.4
HCM 2010 LOS B
JT Madison Apartments 12:00 pm 02/24/2018 2018 Existing Conditions Synchro 10 Report
TENW Page 3
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HCM Unsignalized Intersection Capacity Analysis
2: SIR 99 & 234th Street SW
2/27/2018
-.1
--1,.
---*
k
*�
t
4�
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SOR
Lane Configurations
4-
4-
)
++T.
1
+0
Volume (veh1h)
9
o
16
6
0
13
20
1622
13
26
1050
21
Sign Control
Stop
Stop
Free
Free
Grade
-15%
0%
-3%
3%
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
098
0.98
0.98
0.98
0.98
0.98
Hourly flow rate (vph)
9
0
16
6
0
13
20
1655
13
27
1071
21
Pedestrians
7
7
6
7
Lane W"idth (ft)
12.0
12.0
12.0
12.0
Walking Speed (fYs)
4.0
4.0
4.0
4.0
Percent Blockage
1
1
1
1
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
1146
pX, platoon unblocked
0.95
0.95
0.95
0.95
0.95
0.95
vC, conflicting volume
1755
2858
381
2142
2862
572
1100
1675
vC1, stage 1 conf vol
1142
1142
1710
1710
vC2, stage 2 conf vol
613
1716
433
1153
vCu, unblocked vol
1597
2764
381
2006
2768
346
1100
1513
tC, single (s)
7.5
6.5
6.9
7.5
6.5
6.9
4.1
4.1
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
3.5
4.0
13
3.5
4.0
3.3
2.2
2.2
pO queue free %
95
100
97
94
100
98
97
94
cM capacity (veh/h)
189
116
617
106
128
613
627
416
Direction, Lane #
EB 1
W8 1
NB I
N8 2
NB3
N134
SB 1
S132
SB 3
S84
Volume Total
26
19
20
662
662
344
27
429
429
236
Volume Left
9
6
20
0
0
0
27
0
0
0
Volume Right
16
13
0
0
0
13
0
0
0
21
cSH
340
244
627
1700
1700
1700
416
1700
1700
1700
Volume to Capacity
0.07
0.08
0.03
0.39
0.39
0.20
0.06
0.25
0.25
0.14
Queue Length 95th (ft)
6
6
3
0
0
0
5
0
0
0
Control Delay (s)
16.4
21.0
10.9
0.0
0.0
0.0
14.2
0.0
0.0
0.0
Lane LOS
C
C
B
B
Approach Delay (s)
16.4
21.0
0.1
0.3
Approach LOS
C
C
Intersection Summary
Average Delay
0.5
Intersection Capacity Utilization
43.7%
ICU
Level of Service
A
Analysis Period (min)
15
JT Madison Apartments 12:00 pm 2/24/2018 2018 Existing Conditions
TENW
Synchro 8 Report
Page 1
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Lanes, Volumes, Timings
3: SR 99 & 238th Street SW
02/24/2018
,A
--*
--*
t
41
Lane Group
EBL
EST
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
-T
-1�
tt
?f
t+
r
Traffic Volume (vph)
88
104
61
62
41
17
134
1263
16
36
827
96
Future Volume (vph)
88
104
61
62
41
17
134
1263
16
36
827
96
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
250
0
0
300
0
300
0
Storage Lanes
0
1
0
0
1
1
1
1
Taper Length (ft)
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.850
0.981
0.850
0.850
At Protected
0.978
0.975
0.950
0.950
Satc. Flow (prot)
0
1822
1583
0
1782
0
1770
3539
1583
1770
3539
1583
Fit Permitted
0.812
0.669
0.950
0.950
Satc. Flow (perm)
0
1513
1583
0
1222
0
1770
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satc. Flow (RTOR)
164
14
91
164
Link Speed (mph)
30
30
30
30
Link Distance (ft)
1541
1387
2465
1146
Travel Time (s)
35.0
31.5
56.0
26.0
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
Adj. Flow (vph)
97
114
67
68
45
19
147
1388
18
40
909
105
Shared Lane Traffic
Lane Group Flow (vph)
0
211
67
0
132
0
147
1388
18
40
909
105
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Rig ht
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway 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
Turning Speed (mph)
15
9
15
9
15
9
15
9
Number of Detectors
1
1
1
1
1
1
1
1
1
1
1
Detector Template
Leading Detector (ft)
50
50
50
50
50
50
50
50
50
50
50
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector I Size(ft)
50
50
50
50
50
50
50
50
50
50
50
Detector 1 Type
CI+Ex
Cl+Ex
Cl+Ex
CI+Ex
Cl+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Cl+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
n-,--+-, I ay (s)
.1 1 Dcl.
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Turn Type
Perm
NA
Perm
Perm
NA
Prot
NA
Perm
Prot
NA
Perm
Protected Phases
4
8
5
2
1
6
Permitted Phases
4
4
8
2
6
Detector Phase
4
4
4
8
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
40
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
20.0
8.0
20.0
20.0
8.0
200
20.0
Total Split (s)
20.0
20.0
20.0
20.0
20.0
13.0
32.0
32.0
8.0
27.0
27.0
JT Madison Apartments 12:00 pm 02/24/2018 2018 Existing
Conditions
Synchro 10 Report
TENW
Page 6
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Lanes, Volumes, Timings
3: SR 99 & 238th Street SW 02/24/2018
-A N 4- 4- k
Lane Group
EBL
EBT
EBR
WBL
WBT Wl
_NBL
N BT
NBR
SIBIL
SBT
SIBIR
Total Split (%)
33.3%
33.3%
33.3%
33.3%
33.3%
21.7%
53.3%
53.3%
13.3%
45.0%
45.0%
Maximum Green (s)
16.0
16.0
16.0
16.0
16.0
9.0
28.0
28.0
4.0
23.0
23.0
Yellow Time (s)
3.5
3.5
3,5
35
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead[Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
10
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
Max
Max
None
Max
Max
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5,0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
Peclesbian Calls (#thr)
0
0
0
0
0
0
0
0
0
Act Effct Green (s)
12.4
12.4
12.4
8.3
33.8
33.8
4,0
26.6
26.6
Actuated g/C Ratio
0.22
0.22
0.22
0.14
0.59
0.59
0.07
0.46
0.46
v/c Ratio
0.65
0.14
0.48
0.57
0.66
0.02
O�33
0.55
0.13
Control Delay
29.8
0.6
23,11
32.7
12.2
0.1
33.6
14.5
1.3
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
29.8
0.6
23.1
32.7
12.2
0.1
33.6
14.5
1.3
LOS
C
A
C
C
B
A
C
B
A
Approach Delay
22.7
23.1
14.0
13.9
Approach LOS
C
C
B
B
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 57.3
Natural Cycle: 60
Control Type: Actuated- Uncoordinated
Maximum v/c Rafio: 0.66
Intersection Signal Delay: 15.2
Intersection LOS: B
IntersectJon Capacity Utilization 61.5%
ICU Level of Service
B
Analysis Period (min) 15
its and Phases: 3: SIR 99 & 238th Street SW
JT Madison Apartments 12:00 pm 02/24/2018 2018 Existing Conditions Synchro 10 Report
TENW Page 7
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HCM 2010 Signalized Intersection Summary
3: SIR 99 & 238th Street SW 02/24/2018
�,# *- 4,- 4� t /01P 4�
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SEIR
Lane Configurations
+T
44
1
tt
?I
I
++
Traffic Volume (veh1h)
88
104
61
62
41
17
134
1263
16
36
827
96
Future Volume (veh/h)
88
104
61
62
41
17
134
1263
16
36
827
96
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A-pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/hAn
1900
1863
1863
1900
1863
1900
1863
1863
1863
1863
1863
1863
Adj Flow Rate, veh/h
97
114
0
68
45
19
147
1388
18
40
909
105
Adj No. of Lanes
0
1
1
0
1
0
1
2
1
1
2
1
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
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
219
162
261
222
124
40
190
1985
888
61
1726
772
Arrive On Green
0.16
0.16
0.00
0.16
0.16
0.16
0.11
0.56
0.56
0.03
0.49
0.49
Sat Flow, veh/h
692
986
1583
687
755
242
1774
3539
1583
1774
3539
1583
Grp Volume(v), veh/h
211
0
0
132
0
0
147
1388
18
40
909
105
Grp Sat Flow(s),veh/h/in
1678
0
1583
1684
0
0
1774
1770
1583
1774
1770
1583
Q Serve(gs), s
2.5
0.0
0.0
0.0
0.0
0.0
4.0
14.1
0.3
1.1
8.8
1.8
Cycle Q Clear(g-c), s
5.8
0.0
0.0
3.3
0.0
0.0
4.0
14.1
0.3
1.1
8.8
1.8
Prop In Lane
0.46
1.00
0.52
0.14
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
382
0
261
387
0
0
190
1985
888
61
1726
772
VIC Ratio(X)
0.55
0.00
0,00
0.34
0.00
0.00
0.77
0.70
0.02
0.66
0.53
0.14
Avail Cap(ca), veh/h
627
0
507
616
0
0
320
1985
888
142
1726
772
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
10
Upstream Filter(l)
1.00
0.00
0.00
1.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), sIveh
19.7
0.0
0.0
18.8
0.0
0.0
21.7
7.9
4.9
23.8
8.8
7.0
Incr Delay (Q), s/veh
1.3
0.0
0.0
0.5
0.0
0.0
6.5
2.1
0.0
11.6
1.2
0.4
Initial Q Delay(d3),stveh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
2.9
0.0
0.0
1.7
0.0
0.0
2.3
7.3
0.1
0.7
4.6
0.9
LnGrp Delay(d),sIveh
21.0
0.0
0.0
19.3
0.0
0.0
28.2
10.0
4.9
35.5
10.0
7.4
LnGrp LOS
C
B
C
B
A
D
A
A
Approach Vol, veh/h
211
132
1553
1054
Approach Delay, s/veh
21.0
19.3
11.7
10.7
Approach LOS
C
B
8
B
rimer
1
2
3
4
5
6
7
8
Assigned Phs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
5.7
32.0
12.2
9.4
28.4
12.2
Change Period (Y+Rc), s
4.0
4.0
4.0
4.0
4.0
4.0
Max Green Setting (Gmax), s
4.0
28.0
16.0
9.0
23.0
Max Q Clear Time (g-c+ll), s
3.1
16.1
7.8
6.0
10.8
5.3
Green Ext Time (p-c), s
0.0
5.9
0.5
0.1
4.1
0.3
Intersection Summary
HCM 2010 Ctrl Delay
12.3
HCM 2010 LOS
B
JT Madison Apartments 12:00 pm 02124/2018 2018 Existing Conditions Synchro 10 Report
TENW Page 8
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Lanes, Volumes, Timings
4: 84th Ave W & 234th Street SW
02/24/2018
Lane Group
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
Y
T1.
-T
Traffic Volume (vph)
6
21
321
15
5
140
Future Volume (vph)
6
21
321
15
5
140
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
Ped Bike Factor
Frt
0.896
0.994
Flt Protected
0.988
0.998
Satc. Flow (prot)
1682
0
1870
0
0
1859
At Permitted
0.988
0,998
Satc, Flow (perm)
1682
0
1870
0
0
1859
Link Speed (mph)
30
30
30
Link Distance (ft)
1780
479
2609
Travel Time (s)
40.5
10.9
59.3
Confl. Peds. (#/hr)
2
2
2
Peak Hour Factor
0.92
0.92
0.92
0.92
O�92
0.92
Heavy Vehicles
0%
0%
1 %
1 %
2%
2%
Adj. Flow (vph)
7
23
349
16
5
152
Shared Lane Traffic (%)
Lane Group Flow (vph)
30
0
365
0
0
157
Enter Blocked Intersection
No
No
No
No
No
No
Lane AJignment
Left
Right
Left
Right
Left
Left
Median Width(ft)
12
0
0
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
9
15
Sign Control
Stop
Free
Free
Intersection Summary
Area Type:
Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.5%
ICU Level of Service A
Analysis Period (min) 15
JT Madison Apartments 12:00 pm 02/24/2018 2018 Existing Conditions
TENW
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HCM 2010 TWSC
4: 84th Ave W & 234th Street SW 02/24/2018
Intersection
Int Delay, s/veh
Movement
0.7
WBL
WBR
NBT
NBIR
SBL
SBT
Lane Configurations
Y
1�
4
Traffic Vol, veh/h
6
21
321
15
5
140
Future Vol, veh/h
6
21
321
15
5
140
ConflicUng Peds, #Ihr
2
2
0
2
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
None
None
Storage Length
0
Veh in Median Storage, 4 0
0
0
Grade, %
0
0
-
0
Peak Hour Factor
92
92
92
92
92
92
Heavy Vehicles, %
0
0
1
1
2
2
Mvmt Flow
7
23
349
16
5
152
Major/Minor
Minorl
Majorl
Major2
Conflicting Flow All
523
361 0
0 367 0
Stage 1
359
- -
- - -
Stage 2
164
-
Critical Hdwy
6.4
62
4.12
Critical Hdwy Stg 1
5.4
-
-
Critical Hdwy Stg 2
5A
-
-
Follow-up Hdwy
3.5
3.3
2.218
Pot Cap -I Maneuver
518
688
1192
Stage 1
711
-
-
Stage 2
870
-
-
Platoon blocked, %
Mov Cap -I Maneuver
513
686
1190
Mov Cap-2 Maneuver
513
-
-
Stage 1
706
Stage 2
868
Approach
WB
NB
SB
HCM Control Delay, s
110,9
0
0.3
HCM LOS
B
Minor Lane/Maior Mvmt NBT NBRWBLnI SIBL SBT
Capacity (veh1h)
638
1190
HCM Lane ViC Ratio
0.046
0.005 -
HCM Control Delay (s)
10.9
8 0
HCM Lane LOS
B
A A
HCM 95th %tile Q(veh)
0.1
0 -
JT Madison Apartments 12:00 prn 02/24/2018 2018 Existing Conditions Synchro, 10 Report
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Lanes, Volumes, Timings
1: SR 99 & 228th Street SW
02/24/2018
-,*
--*
--.*
4--
',-
4%
t
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
T-�
T.
++
r
++
r
Traffic Volume (vph)
48
72
11
86
134
16
49
1117
90
144
819
90
Future Volume (vph)
48
72
11
86
134
16
49
1117
90
144
819
90
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Grade (%)
-10%
0%
-3%
0%
Storage Length (ft)
150
0
0
0
200
0
300
0
Storage Lanes
1
0
1
0
1
1
1
1
Taper Length (ft)
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.980
0.984
0.850
0.850
FIt Protected
0.950
0.950
0.950
0.950
Satd. Flow (prot)
1858
1917
0
1770
1833
0
1796
3592
1607
1770
3539
1583
FIt Permitted
0.618
0.643
0.950
0.950
Satd. Flow (perm)
1209
1917
0
1198
1833
0
1796
3592
1607
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Said. Flow (RTOR)
11
9
151
151
Link Speed (mph)
30
30
30
30
Link Distance (ft)
1210
950
2601
1598
Travel Time (s)
27.5
21.6
59.1
36.3
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
Adj. Flow (vph)
53
79
12
95
147
18
54
1227
99
158
900
99
Shared Lane Traffic (%)
Lane Group Flow (vph)
53
91
0
95
165
0
54
1227
99
158
900
99
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
12
12
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway Factor
0.94
0.94
0.94
1.00
1.00
1.00
0.98
0.98
0.98
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Number of Detectors
1
1
1
1
1
1
1
1
Detector Template
Leading Detector (ft)
50
50
50
50
50
50
50
50
50
50
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
50
50
50
50
50
50
50
50
50
50
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CJ+Ex
CI+Ex:
CI+Ex:
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0,0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Turn Type
pm+pt
NA
pm+pt
NA
Prot
NA
Perm
Prot
NA
Perm
Protected Phases
7
4
3
8
5
2
1
6
Permitted Phases
4
8
2
6
Detector Phase
7
4
3
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
8.0
20.0
8.0
20.0
8.0
20.0
20.0
8.0
20.0
20.0
JT Madison Apartments 5:00
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Conditions Without
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Synchro 10 Report
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Lanes, Volumes, Timings
1: SR 99 & 228th Street SW
02/24/2018
Lane Group
EBL
EBT
EBR WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Total Split (s)
8.0
20.0
8.0
20.0
10.0
27.0
27.0
10.0
27.0
27.0
Total Split (%) 12.3%
30.8%
12.3%
30.8%
15.4%
41.5%
41.5%
15.4%
41.5%
41.5%
Maximum Green (s)
4.0
16.0
4.0
16.0
6.0
23.0
23.0
6.0
23.0
23.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
Max
Max
None
Max
Max
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
Pedestrian Calls (#/hr)
0
0
0
0
0
0
Act Effct Green (s)
12.4
9.6
13.3
11.5
5.9
26.5
26.5
6.0
31.7
31.7
Actuated g/C Ratio
0.21
0.16
0.23
0.20
0.10
0.45
0.45
0.10
0.54
0.54
v/c Ratio
0.18
0.28
0.31
0,45
0.30
0.75
0.12
0.86
0.47
0.11
Control Delay
15.8
21.1
17.8
24.0
30.5
20.8
1.5
71.5
13.9
1.4
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
15.8
21.1
17.8
24.0
30.5
20.8
1.5
71.5
13.9
1.4
LOS
B
C
B
C
C
G
A
E
B
A
Approach Delay
19.1
21.8
19.8
20.7
Approach LOS
C
B
C
Intersection Summary
Area Type: Other
Cycle Length: 65
Actuated Cycle Length: 58.3
Natural Cycle: 70
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 20.3
Intersection LOS: C
Intersection Capacity Utilization 63.5%
ICU Level of Service B
Analysis Period (min) 15
qn1itc qnri PhqcPcz- I - RP CIQ A 99Ath Rtrp.pt RW
0 1
t02 '1('0 3
-ou -4
27s La S I 120s
4\ 05
06 'A 07
08
10.6 1
AF
27s as 1 11205
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HCIVI 2010 Signalized Intersection Summary
1: SIR 99 & 228th Street SW
02/24/2018
Movement
EBL
EBT
EBR
WBL
WBT
WOR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
T*
T+
Vi
++
if
I
++
r
Traffic Volume (veh/h)
48
72
11
86
134
16
49
1117
90
144
819
90
Future Volume (veh/h)
48
72
11
86
134
16
49
1117
90
144
819
90
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(&-pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/hAn
1956
1956
1995
1863
1863
1900
1891
1891
1891
1863
1863
1863
Adj Flow Rate, veh/h
53
79
12
95
147
18
54
1227
99
158
900
99
AdJ No. of Lanes
1
1
0
1
1
0
1
2
1
1
2
1
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
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
263
176
27
326
211
26
74
1524
682
196
1748
782
Arrive On Green
0.04
0.11
0.11
0.06
0.13
0.13
0.04
0.42
0.42
0.11
0.49
0.49
Sat Flow, veh/h
1863
1659
252
1774
1628
199
1801
3592
1607
1774
3539
1583
Grp Volume(v), veh/h
53
0
91
95
0
165
54
1227
99
158
900
99
Grp Sat Flow(s),veh/h/In
1863
0
1911
1774
0
1828
1801
1796
1607
1774
1770
1583
Q Serve(g-s), s
1.4
0.0
2.4
2.5
0.0
4.7
1.6
16.2
2.0
4.7
9.4
1.8
Cycle Q Clear(g-c), s
1.4
0.0
2.4
2.5
0.0
4.7
1.6
16.2
2.0
4.7
9.4
1.8
Prop In Lane
1.00
0.13
1.00
0.11
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
263
0
203
326
0
236
74
1524
682
196
1748
782
V/C Ratio(X)
0.20
0.00
0.45
0.29
0.00
0.70
0.73
0.81
0.15
0.80
0.51
0.13
Avail Cap(c-a), veh/h
325
0
564
344
0
539
199
1524
682
196
1748
782
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(l)
1.00
0.00
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
20.4
0.0
22.7
19.8
0.0
22.6
25.7
13.6
9.6
23.5
9.3
7.4
Incr Delay (d2), s/veh
0.4
0.0
1.6
0.5
0.0
3.7
12.9
4.6
0.4
21.1
1.1
0.3
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0,0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.7
0.0
1.4
1.3
0.0
2.6
1.1
9.0
1.0
3.4
4.8
0.9
LnGrp Delay(d),s/veh
20.8
0.0
24.3
20.3
0.0
26.3
38.6
18.3
10.0
44.7
10.4
7.7
LnGrp LOS
C
G
L;
U
L)
IS
8
D
B
A
Approach Vol, veh1h
144
260
1380
1157
Approach Delay, s/veh
23.0
24.1
18.5
14.8
Approach LOS
C
C
B
B
Timer
1
2
3
4
5
6
7
8
AssIgned Phs
1
2
3
4
5
6
7
8
Phs Duration (G+Y+Rc), s
10.0
27.0
7.5
9.8
6.2
30.8
6.2
11.0
Change Period (Y+Rc), s
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Max Green Setting (Gmax), s
6.0
23.0
4.0
16.0
6.0
23.0
4.0
16.0
Max Q ClearTime (g-c+ll), s
6.7
18.2
4.5
4.4
3.6
11.4
3.4
6.7
Green Ext Time (p c), s
0.0
2.9
0.0
0.2
0.0
4.0
0.0
0.4
Intersection Summary
HCM 2010 Ctrl Delay
17.8
HCM 2010 LOS
B
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Synchro 10 Report
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HCIVI Unsignalized Intersection Capacity Analysis
2: SIR 99 & 234th Street SW 2/27/2018
,1* --1, J- -4-- k t 4/
Movement EBI- EBT EBR WBI- WBT WBR NBL NBT NBR SBIL SBT SBR
Lane Configurations
4--
4�
V1
++T.
)
W.,
Volume (veh1h)
10
o
17
6
0
14
21
1721
14
28
1114 22
Sign Control
Stop
Stop
F ree
Free
Grade
-15%
0%
-3%
3%
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
098
0.98 0.98
Hourly flow rate (vph)
10
0
17
6
0
14
21
1756
14
29
1137 22
Pedestrians
7
7
6
7
Lane Width (ft)
12.0
12.0
12.0
12.0
Walking Speed fts)
4.0
4.0
4.0
4.0
Percent Blockage
I
1
1
1
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
1146
pX, platoon unblocked
D.91
0.91
0.91
0.91
0.91
0.91
vC, conflicting volume
1862
3032
403
2273
3036
607
1166
1777
vC1, stage 1 conf vol
1212
1212
1813
1813
vC2, stage 2 conf vol
650
1820
459
1223
vCu, unblocked vol
1587
2880
403
2041
2884
202
1166
1494
tC, single (s)
7.5
6.5
6.9
7.5
6.5
6.9
4.1
4.1
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
pO queue free %
94
100
97
94
100
98
96
93
cM capacity (veh1h)
174
109
597
103
120
727
591
405
E Wr 1,1 ��n
EB 1
W13 1
N1311
NB2
N133
N134
SB I
S132
SB3
SB4
Volume Total
28
20
21
702
702
366
29
455
455
250
Volume Left
10
6
21
0
0
0
29
0
0
0
Volume Right
17
14
0
0
0
14
0
0
0
22
cSH
314
258
591
1700
1700
1700
405
1700
1700
1700
Volume to Capacity
0.09
0.08
0.04
0.41
0.41
0.22
0.07
0.27
0.27
0.15
Queue Length 95th (ft)
7
6
3
0
0
0
6
0
0
0
Control Delay (s)
17.6
20.1
11.3
0.0
0.0
0.0
14.6
0.0
0.0
0.0
Lane LOS
C
C
B
B
Approach Delay (s)
17.6
20.1
0.1
0.4
Approach LOS
C
C
Intersecton Summary
Average Delay
0.5
Intersection Capacity Utilization
45.6%
ICU Level of Service
A
Analysis Period (min)
15
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Lanes, Volumes, Timings
3: SR 99 & 238th Street SW 02/24/2018
--.* -1, N 'r 4*- k *,
Lane Group
E8L
EBT
ESR
INBIL
WBT
VVBR
-NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4
1#
4�
tt
?f
++
r
Traffic Volume (vph)
93
110
65
66
44
18
142
1340
17
38
878
102
Future Volume (vph)
93
110
65
66
44
18
142
1340
17
38
878
102
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
250
0
0
300
0
300
0
Storage Lanes
0
1
0
0
1
1
1
1
Taper Length (ft)
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.850
0.981
0.850
0.850
Fit Protected
0.978
0.975
0.950
0.950
Satcl. Flow (prot)
0
1822
1583
0
1782
0
1770
3539
1583
1770
3539
1583
Fit Permitted
0.805
0.639
0.950
0.950
Satc. Flow (perm)
0
1500
1583
0
1168
0
1770
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
164
14
91
164
Link Speed (mph)
30
30
30
30
Link Distance (ft)
1541
1387
2465
1146
Travel Time (s)
35.0
31.5
56.0
26.0
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
Adj. Flow (vph)
102
121
71
73
48
20
156
1473
19
42
965
112
Shared Lane Traffic
Lane Group Flow (vph)
0
223
71
0
141
0
156
1473
19
42
965
112
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway 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
Turning Speed (mph)
15
9
15
9
15
9
15
9
Number of Detectors
1
1
1
1
1
1
1
1
1
1
1
Detector Template
Leading Detector (ft)
50
50
50
50
50
50
50
50
50
50
50
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector I Size(ft)
50
50
50
50
50
50
50
50
50
50
50
Detector 1 Type
Cl+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector I Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Turn Type
Perm
NA
Perm
Perm
NA
Prot
NA
Perm
Prot
NA
Perm
Protected Phases
4
8
5
2
1
6
Permitted Phases
4
4
8
2
6
Detector Phase
4
4
4
8
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
200
200
200
8.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
20.0
20.0
20.0
20.0
20.0
13.0
32.0
32.0
8.0
27.0
27.0
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Lanes, Volumes, Timings
3: SR 99 & 238th Street SW
02/24/2018
,#
,
-,*
j-
-4--
k, 4�
t
41
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR NBL
NBT
NBR
SBL
SST
SBR
Total Split (%)
33.3%
33.3%
33.3%
33.3%
33.3%
21.7%
53.3%
53.3%
13.3%
45.0%
45.0%
Maximum Green (s)
16.0
16.0
16.0
16.0
16.0
9.0
28.0
28.0
4.0
23.0
23.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
Max
Max
None
Max
Max
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
Pedestrian Calls (#/hr)
0
0
0
0
0
0
0
0
0
Act Effct Green (s)
12.7
12.7
12.7
8.4
33.3
33.3
4.0
26.2
26,2
Actuated g/C Ratio
0.22
0.22
0.22
0.15
0.58
0.58
0.07
0.46
0.46
v/c Ratio
0.67
0.15
0.52
0.60
0.71
0.02
0.34
0.59
0.14
Control Delay
30.6
0.6
24.6
34.3
13.7
0.1
34.2
15.3
1.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
30.6
0.6
24.6
34.3
13.7
0.1
34,2
15.3
1.5
LOS
C
A
C
C
B
A
C
B
A
Approach Delay
23.4
24.6
15.4
14.7
Approach LOS
C
C
B
B
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 57.1
Natural Cycle: 60
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 16.3 Intersection LOS: B
Intersection Capacity Utilization 64.1% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 3: SIR 99 & 238th Street SW
\0 (-, I
I t 0 2
--Aotc -4
8S 132s
20 S
4%05 1 � 06
*_ el 8
135 1 1127s
205 1
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HCM 2010 Signalized Intersection Summary
3: SR 99 & 238th Street SW 02/24/2018
-A --I. N (- �4-- *-- t 41/
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
4
e
+TO
++
?f
++
Traffic Volume (vehfh)
93
110
65
66
44
18
142
1340
17
38
878
102
Future Volume (veh/h)
93
110
65
66
44
18
142
1340
17
38
878
102
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A-pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/ln
1900
1863
1863
1900
1863
1900
1863
1863
1863
1863
1863
1863
Adj Flow Rate, veh/h
102
121
0
73
48
20
156
1473
19
42
965
112
Adj No. of Lanes
0
1
1
0
1
0
1
2
1
1
2
1
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
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
223
169
271
225
127
40
201
1965
879
63
1689
756
Arrive On Green
0.17
0.17
0.00
0.17
0.17
0.17
0.11
0.56
0.56
0.04
0.48
0.48
Sat Flow, veh/h
693
988
1583
682
740
235
1774
3539
1583
1774
3539
1583
Grp Volume(v), veh1h
223
0
0
141
0
0
156
1473
19
42
965
112
Grp Sat Flow(s),veh/h/In
1681
0
1583
1657
0
0
1774
1770
1583
1774
1770
1583
Q Serve(g-s), s
2.6
0.0
0.0
0.0
0.0
0.0
4.3
16.0
0.3
1.2
9.9
2.0
Cycle Q Clear(g-c), s
6.2
0.0
0.0
3.7
0.0
0.0
4.3
16.0
0.3
1.2
9.9
2.0
Prop In Lane
0.46
1.00
0.52
0.14
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
392
0
271
392
0
0
201
1965
879
63
1689
756
V/C Ratio(X)
0.57
0.00
0.00
0.36
0.00
0.00
0.78
0.75
0.02
0.67
0.57
0.15
Avail Cap(c a), veh/h
622
0
502
606
0
0
317
1965
879
141
1689
756
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(l)
1.00
0.00
0.00
1.00
0.00
0�00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s1veh
19.8
0.0
0.0
18.8
0.0
0.0
21.7
8.5
6.0
24.0
9.5
7.4
Incr Delay (Q), s/veh
1.3
0.0
0.0
0.6
0.0
0.0
6.3
2.7
0.0
11.7
1.4
0.4
Initial Q Delay(d3),slveh
0.0
0.0
0.0
0,0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%de BackOfQ(50%),veh/In
3.1
0.0
0.0
1.8
0.0
0.0
2.5
8.3
0.1
0.8
5,0
1.0
LnGrp Delay(d),s/veh
21.1
0.0
0.0
19.4
0.0
0.0
28.0
11.2
5.1
35.8
10.9
7.8
LnGro LOS
C
B
C
B
A
D
8
A
Approach Vol, veh/h
223
141
1648
1119
Approach Delay, s/veh
21.1
19.4
12.7
11.5
Approach LOS
C
B
B
B
Timer 1 2 3 4 5 6 7 8
Assigned Phs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
5.8
32.0
12.6
9.7
28.1
12.6
Change Period (Y+Rc), s
4.0
4.0
4.0
4.0
4.0
4.0
Max Green Setting (Gmax), s
4.0
28.0
16.0
9.0
23.0
16.0
Max Q Clear Time (g-c+ll), s
3.2
18.0
8.2
6.3
11.9
5.7
Green Ext Time (p c), s
0.0
5.6
0.5
0.1
4.2
0.3
Intersection Summary
HCM 2010 Ctrl Delay
13.2
HCM 2010 LOS
B
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Lanes, Volumes, Timings
4: 84th Ave W & 234th Street SW 02/24/2018
Lane Group
WBIL
Vlv'BR
NBT
NBR
SEL
SBT
Lane Configurations
Y
T.
-T
Traffic Volume (vph)
6
22
341
16
5
149
Future Volume (vph)
6
22
341
16
5
149
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
Ped Bike Factor
Frt
0.895
0.994
Fit Protected
0.989
0,999
Satd. Flow (prot)
1682
0
1870
0
0
1861
Fit Permitted
0.989
0.999
Satd. Flow (perm)
1682
0
1870
0
0
1861
Link Speed (mph)
30
30
30
Link Distance (ft)
1780
479
2609
Travel Time (s)
40.5
10.9
59.3
Confl. Peds. (#/hr)
2
2
2
Peak Hour Factor
0.92
0,92
092
0.92
0.92
0.92
Heavy Vehicles
0%
0%
1 %
1 %
2%
2%
Adj. Flow (vph)
7
24
371
17
5
162
Shared Lane Traffic (%)
Lane Group Flow (vph)
31
0
388
0
0
167
Enter Blocked Intersection
No
No
No
No
No
No
Lane Alignment
Left
Right
Left
Right
Left
Left
Median Width(ft)
12
0
0
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Tu m Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
9
15
Sign Control
Stop
Free
Free
Intersecton Summary
Area Type:
Other
Control Type: Unsignalized
Intersection Capacity Utilization 29.6%
ICU Level of Service A
Analysis Period (min) 15
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HCM 2010 TWSC
4: 84th Ave W & 234th Street SW 02/24/2018
Intersection
Int Delay, s/veh
0.7
em`e��Vk
WBR
NBT
NBR
SBL
SBT
Lane Configurations
Y
It
*t
Traffic Vol, veh/h
6
22
341
16
5
149
Future Vol, vehih
6
22
341
16
5
149
Conflicting Peds, #Jhr
2
2
0
2
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
92
92
92
92
92
92
Heavy Vehicles, %
0
0
1
1
2
2
Mvmt Flow
7
24
371
17
5
162
Major/Minor
Minorl
Majorl
Major2
Conflicting Flow All
556
384 0
0 390 0
Stage 1
382
-
- -
Stage 2
174
- -
- -
Critical Hdwy
6.4
6.2 -
4.12
Critical Hdwy Stg 1
5.4
- -
-
Criftal Hdwy Stg 2
5.4
- -
Follow-up Hdwy
3.5
3.3 -
2.218
Pot Cap-1 Maneuver
496
668 -
1169
Stage 1
694
-
Stage 2
861
-
Platoon blocked, %
Mov Cap-1 Maneuver
492
666
1167
Mov Cap-2 Maneuver
492
-
Stage 1
689
-
Stage 2
859
WB NB SB
HCM Control Delay, s 11.1 0 0.3
HCM LOS B
Minor Lane/Maior Mvmt NBT NBRWBLn1 SK SOT
Capacity (veh1h)
619
1167
HCM Lane V/C Ratio
0.049
0.005 -
HCM Control Delay (s)
11.1
8.1 0
HCM Lane LOS
B
A A
HCM 95th %ble 0(veh)
0.2
0 -
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Lanes, Volumes, Timings
1: SR 99 & 228th Street SW
02/24/2018
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Vi
T..
T.
++
r
++
Traffic Volume (vph)
48
72
11
86
134
16
49
1127
90
144
834
90
Future Volume (vph)
48
72
11
86
134
16
49
1127
90
144
834
90
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Grade (%)
-10%
0%
-3%
0%
Storage Length (ft)
150
0
0
0
200
0
300
0
Storage Lanes
1
0
1
0
1
1
1
1
Taper Length (ft)
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.980
0.984
0.850
0.850
Flt Protected
0.950
0.950
0.950
0.950
Said. Flow (prot)
1858
1917
0
1770
1833
0
1796
3592
1607
1770
3539
1583
Flt Permitted
0.618
0.643
0.950
0.950
Said. Flow (perm)
1209
1917
0
1198
1833
0
1796
3592
1607
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
11
9
151
151
Link Speed (mph)
30
30
30
30
Link Distance (ft)
1210
950
2601
1598
Travel Time (s)
27.5
21.6
59.1
36.3
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
Adj. Flow (vph)
53
79
12
95
147
18
54
1238
99
158
916
99
Shared Lane Traffic (%)
Lane Group Flow (vph)
53
91
0
95
165
0
54
1238
99
158
916
99
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
12
12
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway Factor
0.94
0.94
0.94
1.00
1.00
1.00
0.98
0.98
0.98
1.00
1.00
1 -GO
Turning Speed (mph)
15
9
15
9
15
9
15
9
Number of Detectors
1
1
1
1
1
1
1
1
1
1
Detector Template
Leading Detector (ft)
50
50
50
50
50
50
50
50
50
50
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
50
50
50
50
50
50
50
50
50
50
Detector I Type
CI+Ex
CI+Ex
Cl+Ex
CI+Ex
CI+Ex
C1+Ex:
CI+Ex
CI+Ex
CI+Ex
C1+Ex:
Detector 1 Channel
Detector I Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Dcteector 1 Qu ee -.- �- (s)
0.0
0.0
0.0
0.0
0.0
0.0
n.n
n.n
n-n
0 n
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Turn Type
pm+pt
NA
pm+pt
NA
Prot
NA
Perm
Prot
NA
Perm
Protected Phases
7
4
3
8
5
2
1
6
Permitted Phases
4
8
2
6
Detector Phase
7
4
3
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
8.0
20.0
8.0
20.0
8.0
20.0
20.0
8.0
20.0
20.0
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Lanes, Volumes, Timings
1: SR 99 & 228th Street SW 02/24/2018
-,*
--1,
--,* -
*- k
*�
t
/0
4
4-,
Lane Group
EBL
EBT
EBR WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Total Split (s)
8.0
20.0
8.0
20.0
10.0
27.0
27.0
10.0
27,0
27.0
Total Split (%)
12.3%
30.8%
12.3%
30.8%
15.4%
41.5%
41.5%
15.4%
41.5%
41.5%
Maximum Green (s)
4.0
16.0
4.0
16.0
6.0
23.0
23.0
6.0
23.0
23.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
AJI-Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
Max
Max
None
Max
Max
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
Pedestrian Calls (#/hr)
0
0
0
0
0
0
Act Effct Green (s)
12.4
9.6
13.3
11.5
5.9
26.5
26.5
6.0
31.7
31.7
Actuated g/C Ratio
0.21
0.16
0.23
0.20
0.10
0.45
0.45
0.10
0.54
0.54
v/c Ratio
0.18
0.28
0.31
0.45
0.30
0.76
0.12
0,86
0.48
0.11
Control Delay
15.8
21.1
17.8
24.0
30.5
21.0
1.5
71.5
14.0
1.4
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
15.8
21.1
17.8
24.0
30.5
21.0
1.5
71.5
14.0
1.4
LOS
B
G
B
C
C
C
A
E
B
A
Approach Delay
19.1
21.8
20.0
20.7
Approach LOS
B
C
C
C
Intersection Summary
Area Type: Other
Cycle Length: 65
Actuated Cycle Length: 583
Natural Cycle: 70
Control Type: Actuated -Uncoordinated
Maximum v/c Ratio: 0.86
IntersectJon Signal Delay: 20.4
Intersection LOS: C
Intersection Capacity Utilization 63.8%
ICU Level of Service
B
Analysis Period (min) 15
Splits and Phases: 1: SIR 99 & 228th Street SW
\00 1 02 4r,�3
-ou
5 27s s 1 M20
S
� 06 07
0 S
.4%05
105 127s 148 S 1 0205
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HCM 2010 Signalized Intersection Summary
1: SIR 99 & 228th Street SW
02/24/2018
,,* -0.
--*
- -*--
I',--
*�
4--,
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NEIL
NBT
NBIR
SIEIL
SBT
SBR
Lane Configurations
Vi
T+
*i
1�
++
?F
++
Traffic Volume (veh/h)
48
72
11
86
134
16
49
1127
90
144
834
90
Future Volume (veh/h)
48
72
11
86
134
16
49
1127
90
144
834
90
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A-pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/h/In
1956
1956
1995
1863
1863
1900
1891
1891
1891
1863
1863
1863
Adj Flow Rate, veh/h
53
79
12
95
147
18
54
1238
99
158
916
99
Adj No. of Lanes
1
1
0
1
1
0
1
2
1
1
2
1
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
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
263
176
27
326
211
26
74
1524
682
196
1748
782
Arrive On Green
0.04
0.11
0.11
0.06
013
0.13
0.04
0.42
0.42
0.11
0.49
0.49
Sat Flow, veh/h
1863
1659
252
1774
1628
199
1801
3592
1607
1774
3539
1583
Grp Volume(v), veh1h
53
0
91
95
0
165
54
1238
99
158
916
99
Grp Sat Flow(s),veh/h/In
1863
0
1911
1774
0
1828
1801
1796
1607
1774
1770
1583
0 Serve(g-s), s
1.4
00
2.4
2.5
0.0
4.7
1.6
16.4
2.0
4.7
9.6
1.8
Cycle Q Clear(g-c), s
1.4
00
2.4
2.5
0.0
4.7
1.6
16.4
2.0
4.7
9.6
1.8
Prop In Lane
1.00
0.13
1.00
0.11
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
263
0
203
326
0
236
74
1524
682
196
1748
782
V/C Ratio(X)
0.20
0.00
0.45
0.29
0.00
0.70
0.73
0.81
0.15
0.80
0.52
0.13
Avail Cap(c a), veh/h
325
0
564
344
0
539
199
1524
682
196
1748
782
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(l)
1.00
0.00
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s1veh
20.4
0.0
22.7
19.8
0.0
22.6
25.7
13.7
9.6
23.5
9.4
7.4
Incr Delay (Q), s/veh
0.4
0.0
1.6
0.5
0.0
3.7
12.9
4.8
0.4
21.1
1.1
0.3
Initial Q Delay(Q),sNeh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Wile BackOfQ(50%),veh/In
0.7
0.0
1.4
1.3
0.0
2.6
1.1
9.1
1.0
3.4
4.9
0.9
LnGrp Delay(d),s/veh
20.8
0.0
24.3
20.3
0.0
26.3
38.6
18.5
10.0
44.7
10.5
7.7
LnGrp LOS
C
C
C
C
D
8
B
D
B
A
Approach Vol, veh/h
144
260
1391
1173
Approach Delay, s/veh
23.0
24.1
18.7
14.9
Approach LOS
C
C
B
B
Timer
1
2
3
4
5
6
7
8
Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G+Y+Rc), s
10.0
27.0
7.5
9.8
6.2
30.8
6.2
11.0
Change Period (Y+Rc), s
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
max ureen betting (Limax), s
6.0
23.0
4.0
i6.0
6.0
23.0
4.0
16.0
Max Q Clear Time (g-c+l 1), s
6.7
18.4
4.5
4.4
3.6
11.6
3.4
6.7
Green Ext Time (p-c), s
0.0
2.8
0.0
0.2
0.0
4.0
0.0
0.4
Intersection SumM=_ -
HCM 2010 Ctrl Delay
17.9
H CM 2010 LOS
B
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HCIVI Unsignalized Intersection Capacity Analysis
2: SIR 99 & 234th Street SW 2/27/2018
---* --i -,* ,(- o-- 4-- *1 t
Movement EBL EBT EBR WEIL WBT WBR NBIL NBT NBR SBL SBT SBR
Lane Configurations
4�
4T.
)
W.
)
W.
Volume (veh1h)
20
0
33
6
0
14
47
1721
14
28
1114 37
Sign Control
Stop
Stop
Free
Free
Grade
-15%
0%
-3%
3%
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98 0.98
Hourly flow rate (vph)
20
0
34
6
0
14
48
1756
14
29
1137 38
Pedestrians
7
7
6
7
Lane Width (ft)
12.0
12.0
12.0
12.0
Walking Speed (ft/s)
4.0
4.0
4.0
4.0
Percent Blockage
1
1
1
1
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
1146
pX, platoon unblocked
0.91
0.91
0.91
0.91
0.91
0,91
vC, conflicting volume
1922
3093
411
2342
3105
607
1181
1777
vC1, stage 1 conf vol
1220
1220
1866
1866
vC2, stage 2 conf vol
703
1873
476
1239
vCu, unblocked vol
1664
2952
411
2126
2965
216
1181
1505
tC, single (s)
7.5
6.5
6.9
T5
6.5
6.9
4.1
4.1
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
pO queue free %
88
100
94
93
100
98
92
93
cM capacity (veh/h)
170
96
590
89
105
714
583
403
DirecUon, Lane #
EB 1
WB 1
NB 1
NB2
NB 3
1
S81
S132
SB 3
S134
Volume Total
54
20
48
702
702
366
29
455
455
265
Volume Left
20
6
48
0
0
0
29
0
0
0
Volume Right
34
14
0
0
0
14
0
0
0
38
cSH
305
230
583
1700
1700
1700
403
1700
1700
1700
Volume to Capacity
0.18
0.09
0.08
0.41
0.41
0.22
0.07
0.27
0.27
0.16
Queue Length 95th (ft)
16
7
7
0
0
0
6
0
0
0
Control Delay (s)
19.3
22.1
11.7
0.0
0.0
0.0
14.6
0.0
0.0
0.0
Lane LOS
C
C
B
B
Approach Delay (s)
19.3
22.1
0.3
-ENNW"
0.3
Approach LOS
C
C
intersect,on Summary
Average Delay
0.8
Intersection Capacity Utilization
52.2%
ICU Level of Service
A
Analysis Period (min)
15
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Lanes, Volumes, Timings
3: SR 99 & 238th Street SW 02/24/2018
,,* , --* j- -*-- *,- 4\ 4/
Lane Group
EBL
EBT
ESR
WBL
WBT
WBR
NBL
NIBT
NBR
SBIL
SBT
SBR
Lane Configurations
-T
r
IT.
++
r
++
r
Traffic Volume (vph)
93
110
65
66
44
18
142
1366
17
38
894
102
Future Volume (vph)
93
110
65
66
44
18
142
1366
17
38
894
102
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
250
0
0
300
0
300
0
Storage Lanes
0
1
0
0
1
1
1
1
Taper Length (ft)
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Fit
0.850
0.981
0.850
0.850
At Protected
0.978
0.975
0.950
0.950
Satd. Flow (prot)
0
1822
1583
0
1782
0
1770
3539
1583
1770
3539
1583
FIt Permitted
0.805
0.639
0.950
0.950
Satc. Flow (perm)
0
1500
1583
0
1168
0
1770
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
164
14
91
164
Link Speed (mph)
30
30
30
30
Link Distance (ft)
1541
1387
2465
1146
Travel Time (s)
35.0
31.5
56.0
26.0
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
Adj. Flow (vph)
102
121
71
73
48
20
156
1501
19
42
982
112
Shared Lane Traffic
Lane Group Flow (vph)
0
223
71
0
141
0
156
1501
19
42
982
112
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway 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
,Turning Speed (mph)
15
9
15
9
15
9
15
9
Number of Detectors
1
1
1
1
1
1
1
1
1
1
1
Detector Template
Leading Detector (ft)
50
50
50
50
50
50
50
50
50
50
50
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector I Size(ft)
50
50
50
50
50
50
50
50
50
50
50
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Cl+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
U
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector I Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
n n
n n
n 0
0 n
00
0.0
Turn Type
Perm
NA
Perm
Perm
NA
Prot
NA
Perm
Prot
NA
Perm
Protected Phases
4
8
5
2
1
6
Permitted Phases
4
4
8
2
6
Detector Phase
4
4
4
8
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
200
8.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
20.0
20.0
20.0
20.0
20.0
13.0
32.0
32.0
8.0
27.0
27.0
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Lanes, Volumes, Timings
3: SIR 99 & 238th Street SW 02/24/2018
-,*
N
4-
k
t
4rJ
Lane Group
EBL
EBT
EBR
WEL
WBT
WBR NBL
NBT
NBR
SBL
SBT
SBR
Total Split (%)
33.3%
33.3%
33.3%
33.3%
33.3%
21.7%
53.3%
53.3%
13.3%
45.0%
45.0%
Maximum Green (s)
16.0
16.0
16.0
16.0
16.0
9.0
28.0
28.0
4.0
23.0
23.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
Max
Max
None
Max
Max
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
Pedestrian Calls (#/hr)
0
0
0
0
0
0
0
0
0
Act Effct Green (s)
12.7
12.7
12.7
8.4
33.3
33.3
4.0
26.2
26.2
Actuated g/C Ratio
0.22
0.22
0.22
0.15
0.58
0.58
0.07
0.46
0.46
v/c Ratio
0.67
0.15
0.52
0.60
0.73
0.02
0.34
0.61
0.14
Control Delay
30.5
0.6
24.6
34.3
14.1
0.1
34.2
15.5
1.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
30.5
0.6
24.6
34.3
14.1
0.1
34.2
15.5
1.5
LOS
C
A
C
C
B
A
C
B
A
Approach Delay
23.3
24.6
15.8
14.8
Approach LOS
C
C
B
B
Intersection
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 57.1
Natural Cycle: 60
Control Type: Actuated- U n coord i nated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 16.5 Intersection LOS: B
Intersection Capacity Ublizabon 64.8% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 3: SIR 99 & 238th Street SW
JT Madison Apartments 5:00 pm 02/24/2018 2021 With the Project Synchro 10 Report
TENW Page 7
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HCM 2010 Signalized Intersection Summary
3: SR 99 & 238th Street SW 02/24/2018
,,* --1. -1* 4- *-- k 4\ 41
Movement
EBL
EBT
EBR
WBL
WBT
WBIR
NBL
NBT
NBR
SBL
SBT
SBIR
Lane Configurations
+T
4:4
++
?f
++
Traffic Volume (veh/h)
93
110
65
66
44
18
142
1366
17
38
894
102
Future Volume (veh/h)
93
110
65
66
44
18
142
1366
17
38
894
102
Number
7
4
14
3
8
18
5
2
12
1
6
16
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(ALpbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1,00
1,00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/Mn
1900
1863
1863
1900
1863
1900
1863
1863
1863
1863
1863
1863
Adj Flow Rate, veh/h
102
121
0
73
48
20
156
1501
19
42
982
112
Adj No. of Lanes
0
1
1
0
1
0
1
2
1
1
2
1
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
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
223
169
271
225
127
40
201
1965
879
63
1689
756
Arrive On Green
0.17
0.17
0.00
0.17
0.17
0.17
0.11
0.56
0.56
0.04
0.48
0.48
Sat Flow, veh/h
693
988
1583
682
740
235
1774
3539
1583
1774
3539
1583
Grp Volume(v), veh/h
223
0
0
141
G
G
156
1501
19
42
982
112
Grp Sat Flow(s),veh/h/In
1681
0
1583
1657
0
0
1774
1770
1583
1774
1770
1583
Q Serve(g-s), s
2.6
0.0
0.0
0.0
0.0
0.0
4.3
16.5
0.3
1.2
10.1
2.0
Cycle Q Clear(g-c), s
6.2
0.0
0.0
3.7
0.0
0.0
4.3
16.5
0.3
1.2
10.1
2.0
Prop In Lane
0.46
1.00
0.52
0.14
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
392
0
271
392
0
0
201
1965
879
63
1689
756
V/C Ratio(X)
0.57
0.00
0.00
0.36
0.00
0.00
0.78
0.76
0.02
0.67
0.58
0.15
Avail Cap(ca), veh/h
622
0
502
606
0
0
317
1965
879
141
1689
756
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(l)
1.00
0.00
0.00
1.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), stveh
19.8
0.0
0.0
18.8
0.0
0.0
21.7
8.7
5.0
24.0
9.5
7.4
Incr Delay (d2), s/veh
1.3
0.0
0.0
0.6
0.0
0.0
6.3
2.9
0.0
11.7
1.5
0.4
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile Back0fQ(50%),veh/In
3.1
0.0
0.0
1.8
0.0
0.0
2.5
8.7
0.1
0.8
5.3
1.0
LnGrp Delay(d),s/veh
21.1
0.0
0.0
19.4
0.0
0.0
28.0
11.5
5.1
35.8
11.0
7.8
LnGrp LOS
C
B
C
B
A
D
B
A
Approach Vol, veh/h
223
141
1676
1136
Approach Delay, s/veh
21.1
19.4
13.0
11.6
Approach LOS
C
B
B
B
Timer
1
2
3
4
5
6
7
8
Assigned Phs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
5.8
32.0
12.6
9.7
28.1
12.6
Change Period (Y+Rc), s
4.0
4.0
4.0
4.0
4.0
4.0
Max Green Setting (Gmax), s
4.0
28.0
'i 6.0
9.0
23.0
i6.0
Max Q Clear Time (g-c+l 1), s
3.2
18.5
8.2
6.3
12.1
5.7
Green Ext Time (p-c), s
0.0
5.5
0.5
0.1
4.2
0.3
Intersection Sum
H C M 2010 Ctrl Delay
13.4
HCM 2010 LOS
B
JT Madison Apartments 5,00 pm 02/24/2018 2021 With the Project
Synchro 10 Report
TENW
Page 8
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Lanes, Volumes, Timings
4: 84th Ave W & 234th Street SW 02/24/2018
i- I- t 1* 10�
Lane Group
WBI-
WBR
NBT
NBR
SBL
SBT
Lane Configurations
Y
T�l
-4
Traffic Volume (vph)
10
25
341
21
10
149
Future Volume (vph)
10
25
341
21
10
149
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
Ped Bike Factor
Firt
0.904
0.992
Fit Protected
0.986
0,997
Satc. Flow (prot)
1694
0
1866
0
0
1857
Fit Permitted
0.986
0.997
Satd. Flow (perm)
1694
0
1866
0
0
1857
Link Speed (mph)
30
30
30
Link Distance (ft)
1691
479
2609
Travel Time (s)
38.4
10.9
59.3
Confl. Peds. (#/hr)
2
2
2
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Heavy Vehicles
0%
0%
1 %
1 %
2%
2%
Adj. Flow (vph)
11
27
371
23
11
162
Shared Lane Traffic (%)
Lane Group Flow (vph)
38
0
394
0
0
173
Enter Blocked Intersection
No
No
No
No
No
No
Lane Alignment
Left
Right
Left
Right
Left
Left
Median Width(ft)
12
0
0
Link Offset(ft)
0
0
0
Crosswalk Width(ft)
16
16
16
Two way Left Turn Lane
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
9
15
Sign Control
Stop
Free
Free
Intersection Summary
Area Type:
Other
Control Type: Unsignalized
Intersection Capacity Utilization 29.9%
ICU Level of Service A
Anal�ysis Period (min) 15
JIT Madison Apartments 5:00 pm 02/24/2018 2021 With the Project Synchro 10 Report
TENW Page 9
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HCM 2010 TWSC
4: 84th Ave W & 234th Street SW 02/24/2018
Intersectlon
Int Delay, s/veh
Movement
0.9
WBL
VVBR
NBT
NBR
SBL
SBT
Lane Configurations
Y
I).
it
Traffic Vol, veh/h
10
25
341
21
10
149
Future Vol, veh/h
10
25
341
21
10
149
Conflicting Peds, #/hr
2
2
0
2
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
92
92
92
92
92
92
Heavy Vehicles, %
0
0
1
1
2
2
Mvmt Flow
11
27
371
23
11
162
Major/Minor
Minorl
Majorl
Major2
Conflicting Flow All
571
387 0
0 396 0
Stage 1
385
- -
- - -
Stage 2
186
-
-
Critical Hdwy
6.4
6.2
4.12
Critical Hdwy Stg 1
5.4
-
-
Critical Hdwy Stg 2
5.4
-
-
Follow-up Hdwy
3.5
3.3
2.218
Pot Cap -I Maneuver
486
665
1163
Stage 1
692
-
-
Stage 2
651
-
-
Platoon blocked, %
Mov Cap-1 Maneuver
479
663
1161
Mov Cap-2 Maneuver
479
-
-
Stage 1
684
-
Stage 2
849
-
Approach
WB
NB
SB
HCM Control Delay, s
11.4
0
0.5
HCM LOS
B
Minor Lane/Maior tvlvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)
597
1161
HCM Lane ViC Ratio
0.064
0.009 -
HCM Control Delay (s)
11.4
8.1 0
HCM Lane LOS
B
A A
HCM 95th %tile Q(veh)
0.2
0 -
JT Madison Apartments 5:00 pm 02/24/2018 2021 With the Project Synchro 10 Report
TENW Page 10
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HCM Unsignalized Intersection Capacity Analysis
5: 234th Street SW & Site Driveway 2/27/2018
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
4
T-�
Y
Volume (veh/h)
10
27
44
41 26
7
Sign Control
Free
Free
Stop
Grade
-15%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92 0.92
0.92
Hourly flow rate (vph)
11
29
48
45 28
8
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
92
121
70
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
92
121
70
tC, single (s)
4.1
6.4
6.2
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
pO queue free %
99
97
99
cM capacity (veh1h)
1502
868
993
Direction. Lane #
EB I
WB I
SBI
Volume Total
40
92
36
Volume Left
11
0
28
Volume Right
0
45
8
cSH
1502
1700
892
Volume to Capacity
0.01
0.05
0.04
Queue Length 95th (ft)
1
0
3
Control Delay (s)
2.0
0.0
9.2
Lane LOS
A
A
Approach Delay (s)
2.0
0.0
9.2
Approach LOS
A
intersection Summaq
Average Delay 2.4
Intersection Capacity Utilizabon 18.6% ICU Level of Service A
Analysis Period (min) 15
JT Madison Apartments 5:00 pm 2124/2018 2021 With the Project Synchro 8 Report
TENW Page 1
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Attachment C
202 1 Traffic Volume Forecasts
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0
(n C-)
(D C
(D
CD
(D (n
b 0
(0 (D
(D Q)
Z3 (D
(D
T
0
n
(D
0
0
�� Fn
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0
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(n
CD
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0
23326 Highway 99 Apartments - Edmonds, WA
2021 Full Buildout PM Peak Hour Turning Movement Voli
JiGrowth Ral
Existing Yearl 201:
1 Baseline Yearl 202
2018 Existing 2021 Baseline Trip Distribution
E..' W,
50 33 �3
Projec� Trips 2021 With Project
M
211 1 1. zW
0:
23e
72 2,P6 —
%— 01%
0..%
41
n
F -0-1
42
51
0%
%
W% 0%
771
X
0
n
ZZ%
2T1 I In
2:
1%
2�
�2�
2 65
% 0%
�1
72
2N
14%
0
1 20
0 .2 28
2
0% %
%
0 7
10
a 25 35
31
% 11—
3�
-EQ
'27 27
M. W
n%% W%
1,01
1,
FO
17
TE—
V�pd— 1WW19
Attachment D
Project Trip Generation Estimates
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Multifamily Housing (Mid -Rise)
(221)
Vehicle Trip Ends vs:
Dwelling Units
On a:
Weekday
Setting/Location:
General Urban/Suburban
Number of Studies:
27
Avg. Num. of Dwelling Units:
205
Directional Distribution:
50% entering, 50% exiting
Vehicle Trip Generation per Dwelling Unit
Average Rate Range of Rates Standard Deviation
5.44 1.27-12.50 2.03
Data Plot and Equation
3,000
x
x
2,500
x
x
2,000 x
Lij
x
x x x
1,500
x
x
1045
1,000 10" x x
x
XX
500
x
x
x X x
0 [1192
0 100 200 300 400 500
X Number of Dwelling Units
X Study Site — — Fitted Curve Average Rate
Fitted Curve Equation: T = 5.45(X) - 1.75 R1= 0.77
Trip Generation Manual, 1 Oth Edition 0 Institute of Transportation Engineers
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Multifamily Housing (Mid -Rise)
(221)
Vehicle Trip Ends vs: Dwelling Units
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 7 and 9 a.m.
Setting/Location: General Urban/Suburban
Number of Studies: 53
Avg. Num. of Dwelling Units: 207
Directional Distribution: 26% entering, 74% exiting
Vehicle Trip Generation per Dwelling unit
Average Rate Range of Rates Standard Deviation
0.36 0.06-1.61 0.19
Data Plot and Equation
301
cn
LU
.2L 201
10
x
x
x x
x x
X
x
X,
x
x x
x x
x
K�
x
40_0
x
6-0-0
X = Number of Dwelling Units
X Study Site Fitted Curve Average Rate
Fitted Curve Equation: Ln(T) = 0.98 Ln(X) - 0.98 R= 0.67
Trip Generation Manual, 10th Edition e Institute of Transportation Engineers
—1
800
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Multifamily Housing (Mid -Rise)
(221)
Vehicle Trip Ends vs: Dwelling Units
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.
Setting/Location: General Urban/Suburban
Number of Studies: 60
Avg. Num. of Dwelling Units: 208
Directional Distribution: 61 % entering, 39% exiting
Vehicle Trip Generation per Dwelling Unit
Average Rate Range of Rates Standard Deviation
0.44 0.15-1.11 0.19
Data Plot and Equation
4C
30
'0
C
LLJ
20
10
x
x x
x
x
x x XX
84 x XX x
8,3 x XXX x
"X x X x
I
600 800
X = Number of Dwelling Units
X Study Site - Fitted Curve - - - - Average Rate
Fitted Curve Equation; Ln(T) = 0.96 Ln(X) - 0.63 R1= 0.72
Trip Generation Manual, 1 Oth Edition * Institute of Transportation Engineers
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Attachment E
Traffic Impact Fee Calculations
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T
0
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(D
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CD
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T
n
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0
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0-
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C
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CD
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0
TENW Estimate of Traffic Impact Fees
22326 Highway 99 Apartments - Edmonds, WA
Proposed Uses
Size
Unit
Fee Per Unit
impact Fee Estimate
jApartment - ITE Land Use Code 220
192
1 Dwelling Unit
$ 4.092.36
$ 785,733-12
(City of Edmond Rates Effective as of January 1, 2019)
TENW Estimate of Traffic Impact Fees
22326 Highway 99 Apartments - Edmonds, WA
Proposed Uses
Size
Trips
Fee Per Trip
Trip Length
Factor
Impact Fee Estimate
Apartment - ITE Land Use Code 221
192
83 PM Peak
$ 5.530.21
1.20—
$ 550.808.92
(City of Edmond Rates Effective as of January 1, 2019)
Transportation Engineering Northwest, LLC Confidential
Page 1
1/31/2019
Attachment F
AM Peak Hour Counts & LOS Analysis
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T
0
(n C-)
(D
(D
CD
(D (n
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TABULAR SUMMARY OF TURNING
MOVEMENT COUNTS
Name:
City of Edmonds
Date:
1/18/2018
City: Edmonds, WA
Project:
IT Madison Apts
Intersection of:
238th Street SW
and
SR 99
Street:
238th Street SW
238th Street SW
Sk 99
SR 99
Total
Hour
All
Total
Time
East Bound
West Bound
North Bound
South Bound
Begins
L T R
L
T R—
L
T R
L T
R
6:00 AM
0
6:15 AM
0
6:30 AM
0
6:45 AM
0
0
7:00 AM
8 13 6
61
7
1
1331
62
0
8 271
2
517
517
7:15 AM
6 10 4
11
1
0
121
85
0
7 242
51
482
999
7:30 AM
14 9 10
41
2
0
105
89
1
4 233
111
482
1481
7:45 AM
101 17 6
41
3
1
106
83
2
17 261
2
512
1993
8:00 AM
31 5 2
31
1
1
19
105 —1
5 285
7
437
1913
8:15 AM
14 23 9
4
4
1
231
1221
7 311
4
522
1953
8:30 AM
10 16 7
4
2
1
151
14�7
1
4 370
8
585
2056
8:45 AM
55 271 39
6
4
1
141
15 5-
1
1 4 3311
5J
642
2186
Peak Hour
1 821 711 571
1 171
111 ----4]
1 711
1 201 12971 241
Peak Hour Factor
2186
4
642
iTransportation Engineering Northwest
MJR1
0
(n C-)
(D
(D
CD
(D (n
b C-)
(0 (D
(D
(D
T
n
(D
0
0
�� Fn
(n -I
-1 -
0
3' (D
cn
CD
0-
E;
-1
0
TABULAR SUMMARY OF TURNING MOVEMENT COU14TS
Name:
City of Edmonds
Date:
1/18/2018
City: Edmonds,
WA
Project:
IT Madison Apts
Intersection of:
228th Street SW
and
SR 99
Street:
228th Street SW
228th Street SW
SR 99
SR 99
Total
Hour
All
Total
Time
East Bound
West Bound
North Bound
South Bound
Begins
L T R
L
T R
L T
R
L
R
6:00 AM
0
6:15 AM
0
6:30 AM
0
6:45 AM
0
0
7:00 AM
8 23
1
7
13
1
1 86
8
40 470
15
673
673
7:15 AM
7 41
2
10
17
1
4 88
14
45 444
9
682
1355
7:30 AM
8 30
2
7
14
1
6 100
10
43 435
17
673
2028
7:45 AM
15. 26
2
10
16
1
1 86,
9
47. 398
12
623
2651
8:00 AM
12 34
2
15
18
1
8 132
5
46 406
18
697
2675
8:15
7 26
1
12
22
1
1 149
8
38 438
17
720
2713
8:30 AM
12 30
"t
21
11
21
2
10 121
8
53 386
25
681
2721
8:45 AM
15--
1 20
2
81
19,
2J
71 130,
18
43 356
16
L 636
Peak Hour
1 461 1 ��
1 461
801
1 261 1 1801 15 8-6T---7-61
Peak Hour Factor
2734
4
720
ITransporEation Engineering Northwest
MJR
K
0
(n C-)
(D C
(D
CD
(D (n
b 0
(0 (D
(D
Z3 (D
(D
n
(D
0
0
�� Fn
(n -I
-1 —
0
3' (D
cn
CID
0-
0
C
(n
CD
-1
0
23326 Highway 99 Apts - Edmonds, WA
2021 Full Buildout AM Peak Hour Turning Movement Volurn
Growth Rate
2.0%
Existing Year
2018
Baseline Year
2021
2018 Existing 2021 Baseline Trip Distribution
Enter Exit
17 49 66
Project Trips 2021 With Project
SR99122MStSW
SR 99122M St SW
SR 0 1228th St SIN
SR 99 1 22fth St SW
SR 991228th St SIN
-
�2
9 4 �Llq 6 140
7 2,902 85
17
11
173 7 49 349
7
%Increase= 6,1%
0% 0%
60%
C kid 0%
-F-T
0 0
20
0 0
c�
194 [�9 6 140
117 2.922 85
173 7 49 349
Pm..tSh— 0.7%
82
'63
�L6
J()
2,734
6
132
329
BO
7
46
2
SIR 92 1234th St SW
SRS91234thStSW
SR 991234th St SW
SIR 09 234th St SW
2
SR 99 234th St SW
4 1 7!-7 4 11
0 1,993 0
13 12 7 5
4 �1 11
0
1
14 5
%Increase= 61%
80% 30% 0%
80 50% 0%
14 15 -TT 0
53
39 0
18
0 2,167
53 31 5
31
Proi�Share- 24%
SIR 991231fth St 3W
3
SR 89 1233th 3t SIN
SR I 236th St SW
SIR 99123M St SIN
3
SR 99 238th St SIN
32
ff7l 2,1e7
210 95
17
57 17
112 87 4 34
75 2,318 12
222 60 18 100
0% 0%
100%
1 % �E 0%
—1 _7
0
33
0 0
ff
112 �8Z 4 34
75 2, 351 12
222 60 18 100
%Increase= 6 0%
1
72
PmlectSham= 14%
TE NW
Date Pnnted: 4/16/2018
Lanes, Volumes, Timings
1: SR 99 & 228th Street SW
4/16/2018
,A
--I.
-,*
�*--
*--
t
Lane Group
EBL
EBT
EBR
WBL
WBT
WEIR
NBL
NBT
NSR
SBL
SBT
SOR
Lane Configurations
T.-
Vi
T.
V1
tt
?f
++
if
Volume (vph)
46
110
7
46
80
6
26
532
39
180
1586
76
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Grade (%)
-10%
0%
-3%
0%
Storage Length (ft)
150
0
0
0
200
0
300
0
Storage Lanes
1
0
1
0
1
1
1
1
Taper Length (ft)
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.991
0.989
0.850
0,860
Fit Protected
0.950
0.950
0.950
0.950
Satd. Flow (prot)
1858
1938
0
1770
1 B42
0
1796
3592
1607
1770
3539
1583
Fit Permitted
0.695
0.597
0.950
0.950
Satd. Flow (perm)
1359
1938
0
1112
1842
0
1796
3592
1607
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
4
4
177
123
Link Speed (mph)
30
30
30
30
Link Distance (ft)
1210
950
2601
1598
Travel Time (s)
27.5
21.6
59.1
36.3
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
Adj. Flow (vph)
51
121
8
51
88
7
29
585
43
198
1743
84
Shared Lane Traffic (%)
Lane Group Flow (vph)
51
129
0
51
95
0
29
585
43
198
1743
84
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Rig ht
Median Width(ft)
12
12
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway Factor
0.94
0.94
0.94
1.00
1.00
1.00
0.98
0.98
0.98
1.00
1.00
1.00
Tuming Speed (mph)
15
9
15
9
15
9
15
9
Number of Detectors
1
1
1
1
1
1
1
1
1
1
Detector Template
Leading Detector (ft)
50
50
50
50
50
50
50
50
50
50
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
Detector I Size(ft)
50
50
50
50
50
50
50
50
50
50
Detector I Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector I Queue (s)
0.0
0.0
U
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 D ee 1 a y (S)
0.0
0.0
0.0
0.0
n.n
n.n
n.o
n n
0.0
o.n
Turn Type
pm+pt
NA
pm+pt
NA
Prot
NA
Perm
Prot
NA
Perm
Protected Phases
7
4
3
8
5
2
1
6
Permitted Phases
4
8
2
6
Detector Phase
7
4
3
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
40
4.0
4.0
4.0
4.0
Minimum Split (s)
8.0
20.0
8.0
20.0
8.0
200
20.0
8.0
20.0
20.0
Total Split (s)
8.0
20.0
8.0
20.0
8.0
32.0
32.0
20.0
44.0
44.0
JT Madison Apartments 12:00 prn 4/16/2018 2018 Existing Conditions
Synchro 8 Report
TENW
Page I
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Lanes, Volumes, Timings
1: SR 99 & 228th Street SW
4/16/2018
-'*
--I,
N r
'*- k
*�
t
I,*
'*
�
411f�
Lane Group
EBL
EBT
EBR WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Total Split (%)
10.0%
25.0%
10.0%
25.0%
10.0%
40.0%
40.0%
25.0%
55.0%
55.0%
Maximum Green (s)
4.0
16.0
4.0
16.0
4.0
28.0
28.0
16.0
40.0
40.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
G.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead[Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
Max
Max
None
Max
Max
Walk Time (s)
5.0
5.0
5.0
5.0
5,0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
Pedestrian Calls (#/hr)
0
0
0
0
0
0
Act Effct Green (s)
11.4
9.8
11.4
9.6
4.1
31.0
31.0
12.3
45.6
45.6
Actuated g/C Ratio
0.17
0.15
0.17
0.14
0.06
0.46
0.46
0.18
0.68
0.68
v/c Ratio
0.20
0.45
0.22
0.35
0.27
0.35
0.05
0.61
0.72
0.08
Control Delay
23.1
32.5
23.7
3G.6
40.6
15.6
0.1
35.3
14.6
1.1
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
23.1
32.5
23.7
30.6
40.6
15.6
0.1
35.3
14.6
1.1
LOS
C
C
C
C
D
B
A
D
B
A
Approach Delay
29.8
28.2
15.7
16.1
Approach LOS
C
C
B
B
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 67
Natural Cycle: 80
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.72
Intersection Signal Delay: 17.4
Intersection
LOS: B
Intersection Capacity Utilization 66.4%
ICU Level of Service
C
Analysis Period (min) 15
Splits and Phases: 1: SR 99 & 228th Street SW
\$0 1
02
i
�*04
20s
T5__ 1
'20 S
05
06
o7
08
JT Madison Apartments 12:00 pm 4/16/2018 2018 Existing Conditions
TENW
Synchro 8 Report
Page 2
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Lanes, Volumes, Timings
2: SR 99 & 234th Street SW 4/16/2018
-A
--1,
N
'r
-*-
4--
4\
t
1*
4�
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBIL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
IT.
4.
)
++T-1
I
++1�
Volume (vph)
1
0
12
7
0
4
2
565
4
1
1395
2
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Grade (%)
-15%
0%
-3%
3%
Storage Length (ft)
0
0
0
0
100
0
100
0
Storage Lanes
0
0
0
0
1
0
1
0
Taper Length (ft)
25
25
25
25
Lane Util, Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.91
0 91
1.00
0.91
0.91
Ped Bike Factor
Frt
0.875
0.951
0.999
FIt Protected
0.996
0.969
0.950
0.950
Satd. Flow (prot)
0
1780
0
0
1751
0
1796
5156
0
1760
5059
0
FIt Permitted
0.996
0.969
0.950
0.950
Satd. Flow (perm)
0
1780
0
0
1751
0
1796
5156
0
1760
5059
0
Link Speed (mph)
30
30
30
30
Link Distance (ft)
890
1269
1146
2601
Travel Time (s)
20.2
28.8
26.0
59.1
Confl. Peds. (#/hr)
7
6
6
7
6
6
7
7
Confl. Bikes (#/hr)
1
1
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
Heavy Vehicles
0%
0%
0%
0%
0%
0%
2%
2%
2%
1%
1 %
1%
Adj. Flow (vph)
1
0
12
7
0
4
2
577
4
1
1423
2
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
13
0
0
111
0
2
581
0
1
1425
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Yes
Headway Factor
0.91
0.91
0.91
1.00
1.00
1.00
0.98
0.98
0.98
1.02
1�02
1.02
Turning Speed (mph)
15
9
15
9
15
9
15
9
Sign Control
Stop
Stop
Free
Free
Intersection Summary
Area Type:
Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.1%
ICU Level of Service A
Analysis Period (min) 15
JT Madison Apartments 12:00 prn 4/16/2018 2018 Existing Conditions Synchro 8 Report
TENW Page 3
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HCM Unsignalized Intersection Capacity Analysis
2: SIR 99 & 234th Street SW 4/16/2018
--* --I.. N t 4"
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
4-
4.
)
++T.
)
W.
Volume (veh/h)
1
o
12
7
0
4
2
565
4
1
1395 2
Sign Control
Stop
Stop
Free
Free
Grade
-15%
0%
-3%
3%
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98 0.98
Hourly flow rate (vph)
1
0
12
7
0
4
2
577
4
1
1423 2
Pedestrians
7
7
6
7
Lane Width (ft)
12.0
12.0
12.0
12.0
Walking Speed (ft/s)
4.0
4.0
4.0
4.0
Percent Blockage
I
1
1
1
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
1146
pX, platoon unblocked
vC, conflicting volume
1641
2025
489
1084
2024
208
1433
588
vC1, stage I conf vol
1434
1434
590
590
vC2, stage 2 conf vol
207
592
495
1435
vCu, unblocked vol
1641
2025
489
1084
2024
208
1433
588
tC, single (s)
7.5
6.5
6.9
7.5
6.5
6.9
4.1
4.1
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
3.5
4.0
3.3
3,5
4.0
3.3
2.2
2.2
pO queue free %
99
100
98
98
100
99
100
100
cM capacity (veh/h)
140
187
526
369
183
795
467
985
Direction, Lane #
EB 1
WB 1
NB I
NB 2
NB 3
N134
SB 1
SB 2
SB 3
S134
Volume Total
13
11
2
231
231
119
1
569
569
287
Volume Left
1
7
2
0
0
0
1
0
0
0
Volume Right
12
4
0
0
0
4
0
0
0
2
cSH
434
458
467
1700
1700
1700
985
1700
1700
1700
Volume to Capacity
0.03
0.02
0.00
0.14
0.14
0.07
0.00
0,33
0.33
0.17
Queue Length 95th (ft)
2
2
0
0
0
0
0
0
0
0
Control Delay (s)
13.6
13.1
12.7
0.0
0.0
0.0
8.7
0.0
0.0
0.0
Lane LOS
B
B
B
A
Approach Delay (s)
13.6
13.1
0.0
0.0
Approach LOS
B
B
Intersection Summary
Average Delay
0.2
Intersection Capacity Utilization
39.1%
ICU Level of Service
A
Analysis Period (min)
15
JT Madison Apartments 12:00 prn 4/16/2018 2018 Existing Conditions Synchro 8 Report
TENW Page 4
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Lanes, Volumes, Timings
3: SR 99 & 238th Street SW 4/16/2018
'j, --I. N i- d+- *-- A\
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBIL
SBT
SBR
Lane Configurations
4
r
4.
++
r
++
Volume (vph)
82
71
57
17
11
4
71
529
3
20
1297
24
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
250
0
0
300
0
300
0
Storage Lanes
0
1
0
0
1
1
1
1
Taper Length (ft)
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.850
0.985
0.850
0.850
FIt Protected
0.974
0.974
0.950
0.950
Satd. Flow (prot)
0
1814
1583
0
1787
0
1770
3539
1583
1770
3539
1583
Flt Permitted
0.814
0.804
0.950
0.950
Satd. Flow (perm)
0
1516
1583
0
1475
0
1770
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd. Flow (RTOR)
91
4
91
91
Link Speed (mph)
30
30
30
30
Link Distance (ft)
1541
1387
2465
1146
Travel Time (s)
35.0
31.5
56.0
26.0
Peak Hour Factor
0.91
0.91
0.91
0.91
U1
0.91
0.91
0.91
0.91
0.91
0.91
0.91
Adj. Flow (vph)
90
78
63
19
12
4
78
581
3
22
1425
26
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
168
63
0
35
0
78
581
3
22
1425
26
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway 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
Turning Speed (mph)
15
9
15
9
15
9
15
9
Number of Detectors
1
1
1
1
1
1
1
1
1
1
1
Detector Template
Leading Detector (ft)
50
50
50
50
50
50
50
50
50
50
50
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
50
50
50
50
50
50
50
50
50
50
50
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0,0
0.0
0.0
0.0
0.0
0.0
0.0
T urn T y p c
Perm
N A
Pem
Perm
N A
Prot
NA
Ppr.m
Pmt
N A
Perm
Protected Phases
4
8
5
2
1
6
Permitted Phases
4
4
8
2
6
Detector Phase
4
4
4
8
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
20.0
8.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
20.0
20.0
20.0
20.0
20.0
8.0
32.0
32.0
8.0
32.0
32.0
Total Split (%)
33.3%
33.3%
33.3%
33.3%
33.3%
13.3%
53.3%
53.3%
13.3%
53.3%
53.30/c
JT Madison Apartments 12:00 prn 4/16/2018 2018 Existing Conditions Synchro 8 Report
TENW Page 5
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Lanes, Volumes, Timings
3: SR 99 & 238th Street SW
4/16/2018
-,*
--*
N
f-
*-- *--
*%
t
i.*
4.4,
Lane Group
EBL
EBT
EBR
WIBL
WBT WIBR
NBL
NBT
NIBR
SBL
SBT
SBR
Maximum Green (s)
16.0
16.0
16.0
16.0
16.0
4.0
28.0
28.0
4.0
28.0
28.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
Max
Max
None
Max
Max
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11,0
11.0
11.0
11.0
Pedestrian Calls (#/hr)
0
0
0
0
0
0
0
0
0
Act Effct Green (s)
11.0
11.0
10.8
4.0
37.3
37.3
4,0
32.6
32.6
Actuated g/C Ratio
0.20
0.20
0.20
0.07
0.68
0.68
0.07
0,60
0.60
v/c Ratio
0.55
0.16
0.12
0.60
0.24
0.00
0.17
0.67
0.03
Control Delay
26.7
3.7
16.8
48.9
5.9
0.0
28.8
13.6
0.0
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
26.7
3.7
16.8
48.9
5.9
0.0
28.8
13.6
0.0
LOS
C
A
B
D
A
A
C
B
A
Approach Delay
20.4
16.8
10.9
13.6
Approach LOS
C
B
B
B
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 54.5
Natural Cycle: 60
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.67
Intersection Signal Delay: 13.6
Intersecfion LOS: B
Intersection Capacity Utilization
60.0%
ICU
Level of Service
B
Analysis Period (min) 15
Sclits and Phases: 3: SIR 99 & 238th Street SW
\001
t" 0 2
--*c-4
32 !; I
20s
0 5
o6
08
1
32 H20
S
JT Madison Apartments 12:00 prn 4/16/2018 2018 Existing Conditions Synchro 8 Report
TENW Page 6
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Lanes, Volumes, Timings
1: SIR 99 & 228th Street SW 4/16/2018
-A --1, -,* 'r ,-- 4-- *�
Lane Grouo
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SIBR
Lane Configurations
*i
T.
Vi
T.
++
iN
I
++
Volume (vph)
49
117
7
49
85
6
28
565
41
191
1683
81
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Grade (%)
-10%
0%
-3%
0%
Storage Length (ft)
150
0
0
0
200
0
300
0
Storage Lanes
1
0
1
0
1
1
1
1
Taper Length (ft)
25
25
25
25
Lane LIU Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.991
0.989
0.850
0.850
At Protected
0.950
0.950
0.950
0.950
Satd. Flow (prot)
1858
1938
0
1770
1842
0
1796
3592
1607
1770
3539
1583
FIt Permitted
0.677
0.551
0,950
0.950
Satc. Flow (perm)
1324
1938
0
1026
1842
0
1796
3592
1607
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satc. Flow (RTOR)
3
4
158
109
Link Speed (mph)
30
30
30
30
Link Distance (ft)
1210
950
2601
1598
Travel Time (s)
27.5
21.6
59.1
36.3
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
Adj. Flow (vph)
54
129
8
54
93
7
31
621
45
210
1849
89
Shared Lane Traffic (%)
Lane Group Flow (vph)
54
137
0
54
100
0
31
621
45
210
1849
89
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane AJignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Rght
Median Width(ft)
12
12
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway Factor
0.94
0.94
0.94
1.00
1.00
1.00
0.98
0.98
0.98
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Number of Detectors
1
1
1
1
1
1
1
1
1
1
Detector Template
Leading Detector (ft)
50
50
50
50
50
50
50
50
50
50
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
50
50
50
50
50
50
50
50
50
50
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Dletector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Turn Type
pm+pt
NA
pm+pt
NA
Prot
NA
Perm
Prot
NA
Perm
Protected Phases
7
4
3
8
5
2
1
6
Permitted Phases
4
8
2
6
Detector Phase
7
4
3
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
40
4.0
Minimum Split (s)
8.0
20.0
8.0
20.0
8.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
8.0
20.0
8.0
20.0
8.0
40.0
40.0
22.0
54.0
54.0
JT Madison Apartments 12:00 pm 4/16/2018 2021 Baseline
Conditions
Synchro 8 Report
TENW
Page I
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Lanes, Volumes, Timings
1: SR 99 & 228th Street SW 4/16/2018
-,*
--I.
N 1-
4,-- -
*%
t
1*
41
Lane Group
EBL
EBT
EBR WBL
WBT WBR
NBL
NBT
NBR
SBIL
SBT
SBR
Total Split (%)
8.9%
22.2%
8.9%
22.2%
8.9%
44.4%
44.4%
24.4%
60.0%
60.0%
Maximum Green (s)
4.0
16.0
4.0
16.0
4.0
36.0
36.0
18.0
50.0
50,0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
Max
Max
None
Max
Max
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5,0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
Pedestrian Calls (#Ihr)
0
0
0
0
0
0
Act Effct Green (s)
13.1
10.9
13.1
10.9
4.1
37.7
37.7
14.2
51.6
51.6
Actuated g/C Ratio
0.16
0.14
0.16
0.14
0.05
0.47
0.47
0.18
0.65
0.65
v/c Ratio
0.22
0.51
0.26
0.39
0.34
0.36
0.05
0.66
0.80
0.08
Control Delay
28.3
39.3
29.4
36.0
50.5
15.9
0.1
42.4
17.0
1.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
28.3
39.3
29.4
36.0
50.5
1H
0.1
42.4
17.0
1.6
LOS
C
D
C
D
D
B
A
D
B
A
Approach Delay
36.2
33.7
16.5
18.8
Approach LOS
D
C
B
B
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 79.4
Natural Cycle: 90
Control Type: Semi Act-Uncoord
Maximum v/c Rafio: 0.80
Intersection Signal Delay: 20.1
Intersection LOS: C
Intersection Capacity Utilization 73.1%
ICU Level of Service
D
Analysis Period (min) 15
Splits and Phases: 1: SIR 99 & 228th Street SW
11* 0 1 t02 'Or-o -3 '1110 -4
22s I 1140S ss 120s
06 07 0
JT Madison Apartments 12:00 pm 4/16/2018 2021 Baseline Conditions Synchro 8 Report
TENW Page 2
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Lanes, Volumes, Timings
2: SR 99 & 234th Street SW 4/16/2018
,,*
N
j-
-*--
4,-
-*\
t
4/
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
$.
4.
Vi
+ +T.
W.
Volume (vph)
1
o
13
7
0
4
2
600
4
1
1480
2
Ideal Flow (vphpi)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Grade (%)
-15%
0%
-3%
3%
Storage Length (ft)
0
0
0
0
100
0
100
0
Storage Lanes
0
0
0
0
1
0
1
0
Taper Length (ft)
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.91
0.91
1.00
0.91
0.91
Ped Bike Factor
Frt
0.875
0.951
0.999
Flt Protected
0,996
0.969
0.950
0.950
Satd. Flow (prot)
0
1780
0
0
1751
0
1796
5156
0
1760
5059
0
FIt Permitted
0.996
0.969
0.950
0.950
Satd. Flow (perm)
0
1780
0
0
1751
0
1796
5156
0
1760
5059
0
Link Speed (mph)
30
30
30
30
Link Distance (ft)
890
1269
1146
2601
Travel Time (s)
20.2
28.8
26.0
59.1
Confl. Peds. (#Ihr)
7
6
6
7
6
6
7
7
Confl. Bikes (#/hr)
1
1
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
Heavy Vehicles
0%
0%
0%
0%
0%
0%
2%
2%
2%
1%
1 %
1 %
Adj. Flow (vph)
1
0
13
7
0
4
2
612
4
1
1510
2
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
14
0
0
11
0
2
616
0
1
1512
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane AJignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Yes
Headway Factor
0.91
0.91
o.91
1.00
1.00
1.00
0.98
0.98
0.98
1.02
1.02
1.02
Turning Speed (mph)
15
9
15
9
15
9
15
9
Sign Control
Stop
Stop
Free
Free
Intersection Summary
Area Type:
Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.7%
ICU
Level of Service A
Analysis Period (min) 15
JT Madison Apartments 12:00 pm 4/16/2018 2021 Baseline Conditions Synchro 8 Report
TENW Page 3
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HCM Unsignalized Intersection Capacity Analysis
2: SIR 99 & 234th Street SW 4/16/2018
,A
--I..
�%,
e-
-*--
k
t
-*
1*
41
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4--
4.
Vi
+ +T.
I
++,�
Volume (veh/h)
I
o
13
7
0
4
2
600
4
1
1480
2
Sign Control
Stop
Stop
Free
Free
Grade
-15%
0%
-3%
3%
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
098
0.98
0.98
0.98
0.98
0.98
Hourly flow rate (vph)
1
0
13
7
0
4
2
612
4
1
1510
2
Pedestrians
7
7
6
7
Lane Width (ft)
12.0
12.0
12.0
12.0
Walking Speed (ft1s)
4.0
4.0
4.0
4.0
Percent Blockage
I
1
1
1
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
1146
pX, platoon unblocked
vC, conflicting volume
1740
2148
517
1150
2147
220
1519
623
vC1, stage 1 conf vol
1520
1520
625
625
vC2, stage 2 conf vol
219
627
525
1521
vCu, unblocked vol
1740
2148
517
1150
2147
220
1519
623
tC, single (s)
7.5
6.5
6.9
7.5
6.5
6.9
4.1
4.1
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
pO queue free %
99
100
97
98
100
99
100
100
cM capacity (veh/h)
124
170
504
349
166
781
433
955
Direction, Lane #
EB 1
WB 1
NB 1
N132
N133
NB4
SB 1
SB2
SB3
SB4
Volume Total
14
11
2
245
245
127
1
604
604
304
Volume Left
1
7
2
0
0
0
1
0
0
0
Volume Right
13
4
0
0
0
4
0
0
0
2
cSH
413
437
433
1700
1700
1700
955
1700
1700
1700
Volume to Capacity
0.03
0.03
0.00
0.14
0.14
0.07
0.00
0.36
0.36
0.18
Queue Length 95th (ft)
3
2
0
0
0
0
0
0
0
0
Control Delay (s)
14.0
13.5
13.4
0.0
0.0
0.0
8.8
0.0
0.0
0.0
Lane LOS
B
B
B
A
Approach Delay (s)
14.0
13.5
0.0
0.0
Approach LOS
B
B
Intersection Summary
Average Delay
0.2
Intersection Capacity Utilization
40.7%
ICU Level of Service
A
Analysis Period (min)
15
JT Madison Apartments 12:00 pm 4/16/2018 2021 Baseline Conditions Synchro 8 Report
TENW Page 4
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Lanes, Volumes, Timings
3: SR 99 & 238th Street SW 4/16/2018
,,* __1, --,* j- -*- k 4VJ
Lane Group
EBIL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBIL
SBT
SBR
Lane Configurations
4
4-
++
iN
I
++
Volume (vph)
87
75
60
18
12
4
75
561
4
21
1376
25
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
250
0
0
300
0
300
0
Storage Lanes
0
1
0
0
1
1
1
1
Taper Length (ft)
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0,850
0.985
0.850
0.850
Fit Protected
0.974
0.974
0.950
0.950
Satd. Flow (prot)
0
1814
1583
0
1787
0
1770
3539
1583
1770
3539
1583
Fit Permitted
0.833
0.715
0,950
0.950
Satd. Flow (perm)
0
1552
1583
0
1312
0
1770
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd, Flow (RTOR)
66
4
36
65
Link Speed (mph)
30
30
30
30
Link Distance (ft)
1541
1387
2465
1146
Travel Time (s)
35.0
31.5
56.0
26.0
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
Adj. Flow (vph)
96
82
66
20
13
4
82
616
4
23
1512
27
Shared Lane Traffic
Lane Group Flow (vph)
0
178
66
0
37
0
82
616
4
23
1512
27
Enter Blocked Intersecton
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk VVidth(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway 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
Turning Speed (mph)
15
9
15
9
15
9
15
9
Number of Detectors
1
1
1
1
1
1
1
1
1
1
1
Detector Template
Leading Detector (ft)
50
50
50
50
50
50
50
50
50
50
50
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
C
Detector 1 Size(ft)
50
50
50
50
50
50
50
50
50
50
5C
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Cl+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Fj
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
OX
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
O.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
OX
Turn Type
Perm
NA
Perm
Perm
NA
Prot
NA
Perm
Prot
NA
Perm
Protected Phases
4
8
5
2
1
6
Permitted Phases
4
4
8
2
Detector Phase
4
4
4
8
8
5
2
2
1
6
E
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
20.0
8.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
35.0
35.0
35.0
35.0
35.0
19.0
105.0
105.0
10.0
96.0
96.0
Total Split (%)
23.3%
23.3%
23.3%
23.3%
23.3%
12.7%
70.0%
70.0%
6.7%
64.0%
64.00/c
JT Madison Apartments 12:00 prn 4/16/2018 2021 Baseline Conditions Synchro 8 Report
TENW Page 5
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Lanes, Volumes, Timings
3: SR 99 & 238th Street SW
4/16/2018
--.*
--,,
--*
i-
*-
4-- -*�
t
4-,
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR NBL
NBT
NBR
SBL
SBT
SBR
Maximum Green (s)
31.0
31.0
31.0
31.0
31.0
15.0
101.0
101.0
6.0
92.0
92.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3,0
3.0
Recall Mode
None
None
None
None
None
None
Max
Max
None
Max
Max
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11�0
Pedestrian Calls (#/hr)
0
0
0
0
0
0
0
0
0
Act Effct Green (s)
21.1
21.1
21.1
11.4
102.9
102.9
5.9
93.3
93.3
Actuated g/C Ratio
0.15
0.15
0.15
0.08
0.75
0.75
0.04
0.68
0.68
v/c Ratio
0.75
0.22
0.18
0.57
0.23
0.00
0.31
0.63
0.02
Control Delay
75.6
12.7
48.3
77.4
6.6
0.0
78.0
15.3
0.0
Queue Delay
0.0
0.0
0.0
0.0
0�0
0.0
0.0
0.0
0.0
Total Delay
75.6
12.7
48.3
77.4
6.6
0.0
78.0
15.3
0.0
LOS
E
B
D
E
A
A
E
B
A
Approach Delay
58.6
48.3
14.9
16.0
Approach LOS
E
D
B
B
Intersection Summary
Area Type: Other
Cycle Length: 150
Actuated Cycle Length: 137.8
Natural Cycle: 60
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 20.2 Intersection LOS: C
Intersection Capacity Utilization 63.1% ICU Level of Service B
Analysis Period (min) 15
Solits and Phases: 3: SIR 99 & 238th Street SW
11901 t o
--Ob4
TO S 1 105S
35S
4%05
1 `4 o 6
08
19S 1 196S
35 s
JT Madison Apartments 12:00 pm 4/16/2018 2021 Baseline Conditions
TENW
Synchro 8 Report
Page 6
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Lanes, Volumes, Timings
1: SR 99 & 228th Street SW
.
4/16/2018
--V
-*-
4"
4\
t
4/
,A
,(-
Lane Group
EBL
EBT
EBR
WBI-
WBT
WBR
NBL
NBT
NBIR
SBL
SBT
SBR
Lane Configurations
T.
V,
++
++
Volume (vph)
49
117
7
49
85
6
28
580
41
191
1688
81
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Grade (%)
-10%
0%
-3%
0%
Storage Length (ft)
150
0
0
0
200
0
300
0
Storage Lanes
1
0
1
0
1
1
1
1
Taper Length (ft)
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1,00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.991
0.989
0.850
0.850
FIt Protected
0.950
0.950
0.950
0.950
Satd. Flow (prot)
1858
1938
0
1770
1842
0
1796
3592
1607
1770
3539
1583
FIt Permitted
0.677
0.551
0.950
0,950
Satcl. Flow (perm)
1324
1938
0
1026
1842
0
1796
3592
1607
1770
3539
1583
Right Tu nn on Red
Yes
Yes
Yes
Yes
Satc. Flow (RTOR)
3
4
158
109
Link Speed (mph)
30
30
30
30
Link Distance (ft)
1210
950
2601
1598
Travel Time (s)
27.5
21.6
59.1
36.3
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
Adj. Flow (vph)
54
129
8
54
93
7
31
637
45
210
1855
89
Shared Lane Traffic (%)
Lane Group Flow (vph)
54
137
0
54
100
0
31
637
45
210
1855
89
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Pight
Left
Left
Right
Median Width(ft)
12
12
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway Factor
0.94
0.94
0.94
1.00
1.00
1.00
0.98
0.98
0.98
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Number of Detectors
1
1
1
1
1
1
1
1
1
1
Detector Template
Leading Detector (ft)
50
50
50
50
50
50
50
50
50
50
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
Detector I Position(ft)
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
50
50
50
50
50
50
50
50
50
50
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Cl+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
nptpr.tnr I F)P.Iqv W
00
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Turn Type 1 1-1
pm+pt
NA
pm+pt
NA
Prot
NA
Perm
Prot
NA
Perm
Protected Phases
7
4
3
8
5
2
1
6
Permitted Phases
4
8
2
6
Detector Phase
7
4
3
8
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
8.0
20.0
8.0
20.0
8.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
8.0
20.0
8.0
20.0
8.0
40.0
40.0
22.0
54.0
54.0
JT Madison Apartments 12:00 pm 4/16/2018 2021
with Project Conditions
Synchro 8 Report
TENW
Page 1
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Lanes, Volumes, Timings
1: SR 99 & 228th Street SW 4/16/2018
--.*
--*�
N i-
*- 4�-
*%
t
1,0,
41
Lane Group
EBL
EBT
EBR WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Total Split (%)
6.9%
22.2%
8.9%
22.2%
8.9%
44.4%
44.4%
24.4%
60.0%
60.00/c
Maximum Green (s)
4.0
16.0
4.0
16.0
4.0
36.0
36.0
18.0
50.0
50.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
H
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead[Lag
Lead
Lag
Lead
Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
Max
Max
None
Max
Max
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
Flash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
Pedestrian Calls (#/hr)
0
0
0
0
0
0
Act Effct Green (s)
13.1
10.9
13.1
10.9
4.1
37.7
37.7
14.2
51.6
51.6
Actuated g/C Ratio
0.16
0.14
0.16
0.14
0.05
0.47
0.47
0.18
0.65
0.65
v/c Ratio
0.22
0.51
0.26
0.39
0.34
0.37
0.05
0.66
0.81
0.08
Control Delay
28.3
39.3
29.4
36.0
50.5
16.1
0.1
42.4
17.1
1.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
28.3
39.3
29.4
36.0
50.5
16.1
0.1
42.4
17.1
1.6
LOS
C
D
C
D
D
6
A
D
B
A
Approach Delay
36.2
33.7
16.5
18.9
Approach LOS
D
C
B
B
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 79.4
Natural Cycle: 90
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 20.1
Intersection
LOS: C
Intersection Capacity Utilization
73.2%
ICU Level of Service D
Anaiysis t-enoo kmin) io
Solits and Phases: 1: SIR 99 & 228th Street SW
0 1
0
f�o 3
_41ko -1
22s 1 1140S
8
20s
05 06
o7
08
35 1,1545
V �SITO
5
JT Madison Apartments 12:00 pm 4/16/2018 2021 with Project Conditions Synchro 8 Report
TENW Page 2
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Lanes, Volumes, Timings
2: SR 99 & 234th Street SW 4/16/2018
,A __1. N r -*- k -*\ 411
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NST
NBR
SBL
S13T
SBR
Lane Configurations
4--
-1�
)
++T..
)
W.-
Volume (vph)
15
0
24
7
0
4
11
600
4
1
1480
7
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Grade (%)
-15%
0%
-3%
3%
Storage Length (ft)
0
0
0
0
100
0
100
0
Storage Lanes
0
0
0
0
1
0
1
0
Taper Length (ft)
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.91
0.91
1.00
0.91
0.91
Ped Bike Factor
Firt
0.917
0.951
0.999
0,999
Fit Protected
0,981
0.969
0.950
0.950
Satd. Flow (prot)
0
1837
0
0
1751
0
1796
5156
0
1760
5054
0
Fit Permifted
0.981
0.969
0.950
0.950
Satcl. Flow (perm)
0
1837
0
0
1751
0
1796
5156
0
1760
5054
0
Link Speed (mph)
30
30
30
30
Link Distance (ft)
890
1269
1146
2601
Travel Time (s)
20.2
28.8
26.0
59.1
Confl. Peds. (#thr)
7
6
6
7
6
6
7
7
Confl. Bikes (#/hr)
1
1
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
Heavy Vehicles
0%
0%
0%
0%
0%
0%
2%
2%
2%
1 %
1 %
1%
Adj. Flow (vph)
15
0
24
7
0
4
11
612
4
1
1510
7
Shared Lane Traffic (%)
Lane Group Flow (vph)
0
39
0
0
11
0
11
616
0
1
1517
0
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane AJignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Yes
Headway Factor
o.91
o.91
0.91
1.00
1.00
1.00
0.98
0.98
0.98
1.02
1.02
1.02
Turning Speed (mph)
15
9
15
9
15
9
15
9
Sign Control
Stop
Stop
Free
Free
In!erseden Samm
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.8% ICU Level of Service A
Analysis Period (min) 15
JT Madison Apartments 12:00 prin 4/16/2018 2021 with Project Conditions Synchro 8 Report
TENW Page 3
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HCM Unsignalized Intersection Capacity Analysis
2: SIR 99 & 234th Street SW
4/16/2018
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBIL
SBT
SBR
Lane Configurations
4-�
IT.,
t tT,.-
)
ttIl
Volume (veh[h)
15
0
24
7
0
4
11
600
4
1
1480
7
Sign Control
Stop
Stop
Free
Free
Grade
-15%
0%
-3%
3%
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
098
0.98
0.98
Hourly flow rate (vph)
15
0
24
7
0
4
11
612
4
1
1510
7
Pedestrians
7
7
6
7
Lane Width (ft)
12.0
12.0
12.0
12.0
Walking Speed (ft/s)
4.0
4.0
4.0
4.0
Percent Blockage
1
1
1
1
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
1146
pX, platoon unblocked
vC, conflicting volume
1760
2169
520
1180
2170
220
1524
623
vC1, stage 1 conf vol
1523
1523
644
644
vC2, stage 2 conf voll
238
646
536
1526
vCu, unblocked vol
1760
2169
520
1180
2170
220
1524
623
tC, single (s)
7.5
6.5
6.9
7.5
6.5
6.9
4.1
4.1
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
pO queue free %
88
100
95
98
100
99
97
100
cM capacity (veh/h)
123
169
502
330
157
781
431
955
Direction, Lane #
E8 I
WB 1
NB 1
NB 2
NB3
N134
S13 1
S132
SB 3
S134
Volume Total
40
11
11
245
245
127
1
604
604
309
Volume Left
15
7
11
0
0
0
1
0
0
0
Volume Right
24
4
0
0
0
4
0
0
0
7
cSH
230
417
431
1700
1700
1700
955
1700
1700
1700
Volume to Capacity
0.17
0.03
0.03
0.14
0.14
0.07
0.00
0.36
0.36
0.18
Queue Length 95th (ft)
15
2
2
0
0
0
0
0
0
0
Control Delay (s)
23.9
13.9
13.6
0.0
0.0
0.0
8.8
0.0
0.0
0.0
Lane LOS
C
B
B
A
Approach Delay (s)
23.9
13.9
0.2
0.0
Approach LOS
C
B
Intersection Summary
Average Delay
0.6
Intersect.ion Capacity Utilization
40.8%
ICU
Level of Service
A
Analysis Period (min)
15
JT Madison Apartments 12:00 prn 4/16/2018 2021 with Project Conditions Synchro 8 Report
TENW Page 4
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Lanes, Volumes, Timings
3: SIR 99 & 238th Street SW
4/16/2018
,A --1,
--,*
'r .6---
*,,-
*%
4v-,
Lane Group
EBL
EBT
EBR
V%JBL
WBT
WEIR
NBL
NBT
NBR
SBL
SST
SBR
Lane Configurations
4
P
4-
++
if
I
++
Volume (vph)
87
75
60
18
12
4
75
570
4
21
1400
25
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
250
0
0
300
0
300
0
Storage Lanes
0
1
0
0
1
1
1
1
Taper Length (ft)
25
25
25
25
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.95
1.00
1.00
0.95
1.00
Frt
0.850
0.985
0.850
0.850
FIt Protected
0.974
0.974
0.950
0.950
Satd. Flow (prot)
0
1814
1583
0
1787
0
1770
3539
1583
1770
3539
1583
FIt Permitted
0.833
0.715
0.950
0.950
Satd. Flow (perm)
0
1552
1583
0
1312
0
1770
3539
1583
1770
3539
1583
Right Turn on Red
Yes
Yes
Yes
Yes
Satd, Flow (RTOR)
66
4
36
65
Link Speed (mph)
30
30
30
30
Link Distance (ft)
1541
1387
2465
1146
Travel Time (s)
35.0
31.5
56.0
26.0
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
Adj. Flow (vph)
96
82
66
20
13
4
82
626
4
23
1538
27
Shared Lane Traffic
Lane Group Flow (vph)
0
178
66
0
37
0
82
626
4
23
1538
27
Enter Blocked Intersecfion
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
0
0
12
12
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Headway 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
Turning Speed (mph)
15
9
15
9
15
9
15
9
Number of Detectors
1
1
1
1
1
1
1
1
1
1
1
Detector Template
Leading Detector (ft)
50
50
50
50
50
50
50
50
50
50
50
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
50
50
50
50
50
50
50
50
50
50
50
Detector I Type
CI+Ex
CI+Ex:
Cl+Ex
CI+Ex
CI+Ex
Cl+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Turn Type
Perm
NA
Perm
Perm
NA
Prot
NA
Perm
Prot
NA
Perm
Protected Phases
4
8
5
2
1
6
Permitted Phases
4
4
8
2
6
Detector Phase
4
4
4
8
a
5
2
2
1
6
6
Switch Phase
Minimum Initial (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Minimum Split (s)
20.0
20.0
20.0
20.0
20.0
8.0
20.0
20.0
8.0
20.0
20.0
Total Split (s)
35.0
35.0
35.0
35.0
35.0
19.0
105.0
105.0
10.0
96.0
96.0
Total Split (%)
23.3%
23.3%
23.3%
23.3%
23.3%
12.7%
70.0%
70.0%
6.7%
64.0%
64.0%
JT Madison Apartments 12:00 prn 4/16/2018 2021 with Project Conditions Synchro 8 Report
TENW Page 5
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Lanes, Volumes, Timings
3: SR 99 & 238th Street SW 4/16/2018
-,*
N
i-
*- k
*�
t
t*
41
Lane Group
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Maximum Green (s)
31.0
31.0
31.0
31.0
31.0
15.0
101.0
101.0
6.0
92.0
92.0
Yellow Time (s)
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
0.5
0,5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
None
None
None
None
None
Max
Max
None
Max
Max
Walk Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
rlash Dont Walk (s)
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
11.0
Pedestrian Calls (#/hr)
0
0
0
0
0
0
0
0
0
Act Effct Green (s)
21.1
21.1
21.1
11.4
102.9
102.9
5.9
93.3
93.3
Actuated g/C Ratio
0.15
0.15
0.15
0.08
0.75
0.75
0.04
0,68
0.68
v/c Ratio
0.75
0.22
0.18
0.57
0.24
0.00
0.31
0.64
0.02
Control Delay
75.6
12.7
48.3
77.4
6.7
0.0
78.0
15,6
0.0
Queue Delay
0,0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
75.6
12.7
48.3
77.4
6.7
0.0
78.0
15.6
0.0
LOS
E
B
D
E
A
A
E
B
A
Approach Delay
58.6
48.3
14.8
16.2
Approach LOS
E
D
B
B
Intersection Summary
Area Type: Other
Cycle Length: 150
Actuated Cycle Length: 137.8
Natural Cycle: 60
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 20.3
Intersection LOS: C
Intersection Capacity Utilization 63.7%
ICU Level of Service
B
Analysis Period (min) 15
Splits and Phases: 3: SR 99 & 238th Street SW
11V 0 1
to2
70-S
loss
35s
0 5
06
08
19S I_lb6
S
35S
JT Madison Apartments 12:00 pm 4/16/2018 2021 with Project Conditions Synchro 8 Report
TENW Page 6
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stud'OMENG
ARCHITECTURE
C PLANN�NG
, ONSULT NG
STRAZZARA
14 March 2019
Brad Shipley
City of Edmonds
Department of Construction and Inspections
121 5th Ave North
Edmonds, WA 98020
RE: Truck Turning Clearances
23400 Highway 99 (File No. PILN 20180060)
Dear Mr. Shipley:
This letter is to address the garbage truck maneuvering on the 23400 Highway 99 site.
Due to the existing steep slope topography of 234th St SW and the location of new water
service vaults, the garbage truck reversal cannot be accommodated within the confines
of the property. In order to provide a surface for the garbage trucks to maneuver onsite,
a N-S oriented retaining wall is required. Per Edmonds City Code and Community
Development Code 21.90.020 Setback and 21.90.150 Structure, retaining walls within a
required setback must be no taller than three feet in height. A N-S retaining wall would
need to be greater than three feet in height and therefore is not allowed per Edmonds
City Code and Community Development Code.
Furthermore, two water service vaults are located in the area east of the driveway. Per
Olympic View, vaults cannot be located in areas with traffic as the vaults are not
designed to support the weight of vehicles.
The followiing statement is from Michael Read, Principal at Transportation Engineering
NorthWest, regarding the sight distance of truck turning.
The sight distance for the vehicles coming from Highway 99 is approximately I 10 LF for SB
right turn movements and in excess of 500 feet for NB left turn movements if the truck can
reverse within the property and exit via a standard movement. Since this maneuver isn't
feasible due to the reasons listed below, the truck will need to reverse into the 234th
ROW The sight distance of this maneuver is approximately 180 LF for SB right turn
movements and in excess of 500 feet for NB left turn movements if the truck reverses into
the 234th Street ROW. In order to maximize sight distance, all vertical elements (cabinet/
utility box, vegetation ... ) east of the driveway will be below 3.5'in order to not obstruct
driver entering sight distance of the driveway and immediate proximity.
TEL 206 587 3797 FAX 206 587 0588 2001 WESTERN AVE, SUITE 200 SEATTLE, WA, USA 98121 www.studioms.com
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Purchase a license to generate PDF files without this notice.
studOMENG
STRAZZARA
Due to the reasons stated above, garbage truck reversal must occur into the 234th St SW
Right -of -Way. Per the attached diagrams, all truck reversal movement is limited to 234th
St SW and will not extend into Highway 99.
Sincerely,
Lucas Branham
Architect, AIA
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