Traffic Impact Analysis
THE WOODLANDS AT REDONDO CREEK
REVISED TRAFFIC IMPACT ANALYSIS
CITY OF FEDERAL WAY
Prepared for
Dmitriy Mayzlin
RMJ Holdings LLC
9675 SE 36th Street, Suite 105
Mercer Island, WA 98040
Prepared by
11410 NE 124th St., #590
Kirkland, Washington 98034
Telephone: 425.522.4118
Fax: 425.522.4311
September 28, 2019
Page 1
September 28, 2019
Dmitriy Mayzlin
RMJ Holdings LLC
9675 SE 36th Street, Suite 105
Mercer Island, WA 98040
Re: Woodlands at Redondo Creek - City of Federal Way
Traffic Impact Analysis
Dear Mr.Mayzlin:
We are pleased to submit this traffic impact analysis (TIA) report for the proposed
68 lot Woodlands at Redondo Creek Plat located on the north side of S 304th St. and of
20th Ave S in the City of Federal Way.
SUMMARY OF SCOPE OF TIA
The traffic items to be analyzed in this TIA were identified by City of Federal Way
staff in conjunction with the proponent and includes:
· Evaluate AM and PM peak hour traffic conditions at the S 304th St./20th Ave S
intersection for existing and future conditions.
· Determine if a left turn lane is warranted on S 304th St, at 20th Ave SE.
· Measure and evaluate sight distance at the two plat access intersections and S
304th St/20th Ave S intersection.
· Evaluate potential neighborhood traffic issues for nearby streets.
PROJECT DESCRIPTION
Figure 1 is a vicinity map showing the location of the site and study area.
Figure 2 is the site plan showing 68 lots. The site is located on the north side of
S 304th St. and west of 20th Ave South. The site access street connects to 20th Ave S at
S 302nd Pl. and S 300th Street.
The Woodlands at Redondo Creek
Page 2
Development of The Woodlands at Redondo Creek is expected to occur by the
year 2021. Therefore, for purposes of this study, 2021 is used as the horizon year.
TRIP GENERATION AND DISTRIBUTION
The 68 lots in the proposed Woodlands at Redondo Creek are expected to
generate the vehicular trips during an average weekday and during the street traffic
peak hours as shown below:
TRIP GENERATION FOR THE 68 LOTS OF WOODLANDS AT REDONDO CREEK
Time Period Trip Rate Trips
Entering
Trips
Exiting
Total
Average Weekday 9.44
321
50%
321
50%
642
AM Peak Hour 0.75 13
25%
38
75% 51
PM Peak Hour 1.00 44
64%
22
36% 68
A vehicle trip is defined as a single or one direction vehicle movement with either
the origin or destination (exiting or entering) inside the study site.
The trip generation is calculated using the average trip rates in the Institute of
Transportation Engineers (ITE) Trip Generation, Tenth Edition, for Single Family
Detached Housing (ITE Land Use Code 210). These trip generation values account for
all site trips made by all vehicles for all purposes, including resident, visitor, and service
and delivery vehicle trips.
TRIP DISTRIBUTION AND ASSIGNMENT
Figure 3 shows the AM and PM peak hour site generated traffic volumes and
distribution for the Woodlands at Redondo Creek project at the study intersection and
the existing street network. The trip distribution is based on existing traffic volume count
patterns, the characteristics of the street network, the location of likely trip origins and
destinations (employment, shopping, social and recreational opportunities), expected
travel times, and previous traffic studies in the City of Federal Way.
The Woodlands at Redondo Creek
Page 3
EXISTING PHYSICAL CONDITIONS
Street Facilities
The streets in the study area are classified per the City of Federal Way
Comprehensive Plan as follows:
I 5 Interstate
SR 99 Principal Arterial
Military Rd Minor Arterial
S 304th St, 28th Ave S Principal Collector
20th Ave S, 23rd Ave S, S 298th St Minor Collector
In the vicinity of the site, S 304th St has a speed limit of 30 mph and consists of
two lanes. There are no curb, gutter or sidewalk along the site frontage on S 304th
Street. There is a sidewalk along the east side of 20th Ave S between S 302nd Pl and S
304th Street.
Sight Distance
Intersection sight distances and stopping sight distances were measured and
compared to City requirements at the S 304th St./20th Ave S intersection and at the two
new site access street locations to 20th Ave S at S 302nd Pl and S 300th Street. City of
Federal Way requirements are based on current AASHTO “Geometric Design of
Highways and Streets” standards.
The posted speed limit on S 304th St is 30 mph. A posted speed of 30 mph infers
a design speed o 35 mph. For a design speed of 35 mph, an intersection sight distance
(ISD) of 335 ft is required for right turning vehicles exiting the side street, and 390 ft for
left turning vehicles exiting the side street. The field measured ISD is > 400 ft. to the
east and > 400 ft to the west and therefore meets requirements. The required stopping
sight distance (SSD) for a 35 mph design speed is 250 ft. The measured stopping sight
distance is <400 ft. to the east and 330 ft to the west and therefore meets requirements.
A posted speed of 25 mph infers a design speed of 30 mph. For a design speed
of 30 mph, an ISD of 335 ft. and a SSD of 200 ft. is required. The ISD and SSD were
field measured at both site access intersections to 20th Ave S and meet requirements.
The Woodlands at Redondo Creek
Page 4
EXISTING TRAFFIC CONDITIONS
Traffic Volumes
Figure 5 shows the existing AM and PM peak hour traffic volumes at the S 304th
St./20th Ave S study. Counts were taken on Thursday 9-19-2019 and are included in
the technical appendix.
Level of Service Analysis
LOS is a qualitative measure describing operational conditions within a traffic
flow, and the perception of these conditions by drivers or passengers. These conditions
include factors such as speed, delay, travel time, freedom to maneuver, traffic
interruptions, comfort, convenience, and safety. Levels of service are given letter
designations, from A to F, with LOS A representing the best operating conditions (free
flow, little delay) and LOS F the worst (congestion, long delays). Generally, LOS A and
B are high, LOS C and D are moderate and LOS E and F are low.
Tables 1 and 2 show calculated level of service (LOS) for existing and future
conditions including project traffic at the pertinent street intersection. The LOS was
calculated using the procedures in the Transportation Research Board Highway
Capacity Manual The LOS shown indicates overall intersection operation. At
intersections, LOS is determined by the calculated average control delay per vehicle.
The LOS and corresponding average control delay in seconds are as follows:
TYPE OF
INTERSECTION A B C D E F
Stop Sign Control <10
.0 >10 and <15 >15 and <25 >25 and <35 >35 and <50 >50
Tables 1 and 2 show that the study intersection currently operates at LOS A or B
for existing and future conditions including project generated trips. The LOS calculation
worksheets are included in the technical appendix.
FUTURE TRAFFIC CONDITIONS
Figure 4 shows projected future AM and PM peak hour traffic volumes including
existing traffic, background growth and project generated traffic
Background Growth
An annual background growth rate of 2% per year was used per previously
approved studies in the area. The 2% growth factor, over a two year period (from 2019
to 2021 totaling 4%), was added to the 2019 existing traffic volumes.
The Woodlands at Redondo Creek
Page 5
FUTURE TRAFFIC CONDITIONS WITH PROJECT
Figure 4 shows the projected future 2021 AM and PM peak hour traffic volumes
with the proposed project. The site-generated peak hour traffic volumes were added to
the projected future without project volumes to obtain the future with project volumes.
Tables 1 and 2 show calculated LOS for future conditions at the study
intersection.. The study intersection operates at an excellent LOS A or B in the AM and
PM peak future 2021 conditions.
LEFT TURN LANE WARRANT
A left turn lane warrant analysis was performed for eastbound to northbound left
turns from S 304th St. to 20th Ave south. Figure 5 shows Table M22-01.17 from the
WSDOT Design manual. For future conditions including project volumes, a left turn
lane would not be warranted at the time of project completion.
NEIGHBORHOOD IMPACTS
Other than a general lack of sidewalks on the surrounding streets, we did not
observe any readily apparent traffic issues. The majority (70%) of the project generated
traffic is oriented from the site access point at the intersection of 20th Ave S /S 302nd Pl
toward the south along 20th Ave S to 304th Street. There is an existing sidewalk along
the east side of 20th Ave S from S 302nd Pl to S 304th Street.
TRAFFIC MITIGATION REQUIREMENTS
Frontage Improvements
Half street frontage improvements are required on 20th Ave S and on S 304th
Street. The standard cross section on 304th St. S for this class street is for three 12 ft
lanes. We understand due to wetlands on both the north and south sides of S 304th St,
there will be no future access streets or driveways along 304th St S between S 20th St
and SR 99. To minimize impacts to the wetland, we understand the proponent will
request a variance to the frontage improvements to reduce the widening. Assuming
that ultimately there will be a left turn lane warranted on S 304th St. both at 20th St S and
also at SR 99, the site frontage widening would need to allow for these future left turn
lanes and associated tapers.
Per Federal Way standard detail 3-20, the left turn lane and taper on S 304th St
at S 20th St would be, 50 ft storage, 50 ft opening and 180 ft taper totaling 280 ft. The
left turn lane at SR 99 would be, 100 ft storage, 50 ft opening and 180 ft taper totaling
330 ft. The distance from the stop bar at SR 99 to the stop bar at S 20th St. is
approximately 900 feet. Therefore, there will be a 300 ft area along 304th St S between
the two intersections where only a two lane cross section will be required.
The Woodlands at Redondo Creek
Page 6
Traffic Impact Fee
The City of Federal Way requires a Traffic Impact Fee payment for each new
single family home. The impact fee should be based on the net increase of single
family homes which would be 68 single family homes minus the number of existing
homes to be removed with the development.
Neighborhood Traffic Impacts
Surrounding neighborhood streets should be monitored to determine if issues
such as speeding or cut through traffic arise with the development. Speed humps,
signage and other appropriate measures may be implemented at that time.
SUMMARY, CONCLUSIONS AND RECOMMENDATIONS
We recommend that the Woodlands at Redondo Creek be constructed as shown
on the revised site plan with the following traffic impact mitigation measures:
· Construct the frontage improvements including curb, gutter, landscape
strip and sidewalk along the site frontage on S 304th St and 20th Ave so
as to allow future construction of left turn lanes at S 20th St and SR 99.
· Construct the internal site streets to City standards.
· Contribute a traffic impact fee.
No other traffic mitigation should be necessary. If you have any questions,
please call 425-522-4118. You may also contact us via e-mail at vince@nwtraffex.com
or larry@nwtraffex.com.
Very truly yours,
Vincent J. Geglia Larry D. Hobbs, P.E.
Principal Principal
TraffEx TraffEx
The Woodlands at Redondo Creek
Page 7
TABLE 1
AM PEAK HOUR LEVEL OF SERVICE SUMMARY
THE WOODLANDS AT REDONDO CREEK
INTERSECTION
EXISTING
2019
2021 WITHOUT
PROJECT
2021 WITH
PROJECT
20th Ave S /
S 304th St B 10.0 SB B 10.0 SB B 10.8 SB
TABLE 2
PM PEAK HOUR LEVEL OF SERVICE SUMMARY
THE WOODLANDS AT REDONDO CREEK
INTERSECTION
EXISTING
2019
2021 WITHOUT
PROJECT
2021 WITH
PROJECT
20th Ave S /
S 304th St A 9.9 SB B 10.1 SB B 11.4 SB
* Number shown is the average control delay in seconds per vehicle for the worst
approach or movement which determines the LOS for an unsignalized
intersection per the Transportation Research Board Highway Capacity Manual
Example :
A Level of service
9.9 Average control delay
SB Approach direction
*
Figure
1
Project
Site
TheWoodlandsatRedondoCreek-FederalWay
VicinityMap
*
Figure
2
Project
Site
TheWoodlandsatRedondoCreek-FederalWay
SitePlan
1
3
2
11
ProjectSite1 2 38%52%42Figure
3
WoodlandsatRedondoCreek-FederalWay
AMandPMPeakHourTripGenerationandDistribution
AM
15%PercentageofProject Traffic
PMPeakHour TrafficVolume
Enter44
Exit24
Total68
14%
20%
S304thSt
PeakHour TrafficVolume 20%10%30%tothenorth
11633
4
1241 2 30%3630%1320%
1
2
2 70%14870%32774
2
43NAccess/ 156th ave
274
1
33S Access/ 156th Ave
214
0
02SE142 Pl156thAve/724
8
10%
5%
48%
1
22
24
23
22
25
3016 1
0 0
0 0
000SE 32nd/ 241st Av 20thAveS50%
PM
LegendLegend
AMPeakHour TrafficVolume
Enter13
Exit38
Total51
311419086 3
0 0
0 0
000S304th/ 20th Ave 120522 9
0 0
0 0
000S304th/ 20th Ave
1
3
2
5
ProjectSite1 2 38%52%42Figure
4
WoodlandsatRedondoCreek-FederalWay
AMandPMPeakHourVolumesatS304thSt/20thAveS
Legend
15%PercentageofProject Traffic
Enter17
Exit31
Total48
14%
20%50%
AMPeakHour TrafficVolume20%10%11633
4
123
41 2 30%3630%1320%
1
270%14870%32774
2
43NAccess/ 156th ave
274
1
33S Access/ 156th Ave
214
0
02SE142 Pl156thAve/724
8
10%
5%
48%
2
23
22
25
3016 1
0 0
0 0
000SE 32nd/ 241st Av
Project
TrafficExisting
Future
withProject
Future
withoutProject
222 2
111 1AM
Peak
Hourt
PM
Peak
Hour 19086 3
0 0
0 0
0007012 1
174 267
0 0
0008012 1
188 289
0 0
00027098 4
188 289
0 0
000120522 9
0 0
0 0
0001003 0
247 282
0 0
0001003 0
267 305
0 0
000130525 9
267 305
0 0
000
1
3
2
5
ProjectSite1 2 38%52%42Figure
5
WoodlandsatRedondoCreek-FederalWay
LeftTurnLaneWarrantatS304thSt/20thAveS
Legend
15%PercentageofProject Traffic
PMPeakDHV=606
Exit31
Total48
14%
20%50%
AMPeakHour TrafficVolume20%10%11633
4
123
41 2 30%3630%1320%
1
270%14870%32774
2
43NAccess/ 156th ave
274
1
33S Access/ 156th Ave
214
0
02SE142 Pl156thAve/724
8
10%
5%
48%
2
23
22
25
3016 1
0 0
0 0
000SE 32nd/ 241st Av
%leftturnvol/DHV=25/606=4.1%
TECHNICAL APPENDIX
Prepared for: Traffex
Traffic Count Consultants, Inc.
Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: Team@TC2inc.com
WBE/DBE
Intersection:20th Ave S & S 304th St Date of Count:Thurs 9/19/2019
Location:Federal Way, Washington Checked By:Jess
Time From North on (SB)From South on (NB)From East on (WB)From West on (EB)Interval
Interval 20th Ave S 0 S 304th St S 304th St Total
Ending at T L S R T L S R T L S R T L S R
7:15 A 0 0 0 2 0 0 0 0 3 0 68 0 3 2 49 0 121
7:30 A 0 0 0 1 0 0 0 0 2 0 73 0 1 0 42 0 116
7:45 A 0 0 0 1 0 0 0 0 0 0 65 0 2 0 37 0 103
8:00 A 0 1 0 3 0 0 0 0 6 0 61 1 1 0 46 0 112
8:15 A 0 0 0 1 0 0 0 0 2 0 63 0 0 1 30 0 95
8:30 A 0 0 0 0 0 0 0 0 2 0 56 0 2 1 50 0 107
8:45 A 0 3 0 2 0 0 0 0 1 0 45 1 2 1 35 0 87
9:00 A 0 0 0 1 0 0 0 0 3 0 43 0 1 0 35 0 79
9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total
Survey 0 4 0 11 0 0 0 0 19 0 474 2 12 5 324 0 820
Peak Hour:7:00 AM to 8:00 AM
Total 0 1 0 7 0 0 0 0 11 0 267 1 7 2 174 0 452
Approach 8 0 268 176 452
%HV n/a n/a 4.1%4.0%4.0%
PHF 0.50 n/a 0.92 0.86 0.93
20th Ave S
11
8 3
0 Bike
S 304th St 7 0 1 0 Ped S 304th St
1
274 Ped 0 267 268
Bike 0 0 443
450 2 0 Bike
176 174 7:00 AM to 8:00 AM 0 Ped 175
0
PEDs
Across:N S E W Ped 2 0 0 0 484 1.0 PHF Peak Hour Volume
INT 01 2 2 Bike 0 PHF %HV
INT 02 0 EB 0.86 4.0%
INT 03 0 0 0 Check WB 0.92 4.1%
INT 04 0 In:452 NB n/a n/a
INT 05 1 2 3 0 Out:452 SB 0.50 n/a
INT 06 1 1 0 T Int.0.93 4.0%
INT 07 0 Bicycles From:N S E W Conditions:
INT 08 1 1 INT 01 0
INT 09 0 INT 02 0
INT 10 0 INT 03 0
INT 11 0 INT 04 0
INT 12 0 INT 05 0
1 6 0 0 7 INT 06 NO BIKES 0
Special Notes INT 07 0
INT 08 0
INT 09 0
INT 10 0
INT 11 0
INT 12 0
0 0 0 0 0
TRA19104M_01a
Prepared for: Traffex
Traffic Count Consultants, Inc.
Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: Team@TC2inc.com
WBE/DBE
Intersection:20th Ave S & S 304th St Date of Count:Thurs 9/19/2019
Location:Federal Way, Washington Checked By:Jess
Time From North on (SB)From South on (NB)From East on (WB)From West on (EB)Interval
Interval 20th Ave S 0 S 304th St S 304th St Total
Ending at T L S R T L S R T L S R T L S R
4:15 P 0 3 0 1 0 0 0 0 0 0 40 1 1 3 57 0 105
4:30 P 0 0 0 1 0 0 0 0 6 0 61 6 1 2 72 0 142
4:45 P 0 2 0 0 0 0 0 0 1 0 61 1 0 1 62 0 127
5:00 P 0 2 0 0 0 0 0 0 1 0 54 0 1 1 58 0 115
5:15 P 0 0 0 0 0 0 0 0 0 0 59 0 2 0 67 0 126
5:30 P 0 0 0 0 0 0 0 0 0 0 65 0 0 1 80 0 146
5:45 P 0 0 0 0 0 0 0 0 1 0 71 0 2 0 49 0 120
6:00 P 0 0 0 1 0 0 0 0 0 0 87 0 1 2 51 0 141
6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total
Survey 0 7 0 3 0 0 0 0 9 0 498 8 8 10 496 0 1022
Peak Hour:5:00 PM to 6:00 PM
Total 0 0 0 1 0 0 0 0 1 0 282 0 5 3 247 0 533
Approach 1 0 282 250 533
%HV n/a n/a 0.4%2.0%1.1%
PHF 0.25 n/a 0.81 0.77 0.91
20th Ave S
4
1 3
0 Bike
S 304th St 1 0 0 1 Ped S 304th St
0
283 Ped 0 282 282
Bike 0 0 529
533 3 0 Bike
250 247 5:00 PM to 6:00 PM 0 Ped 247
0
PEDs
Across:N S E W Ped 0 0 0 0 584 1.0 PHF Peak Hour Volume
INT 01 1 1 Bike 0 PHF %HV
INT 02 0 EB 0.77 2.0%
INT 03 0 0 0 Check WB 0.81 0.4%
INT 04 1 1 In:533 NB n/a n/a
INT 05 1 1 0 Out:533 SB 0.25 n/a
INT 06 0 0 T Int.0.91 1.1%
INT 07 0 Bicycles From:N S E W Conditions:
INT 08 0 INT 01 1 1
INT 09 0 INT 02 0
INT 10 0 INT 03 0
INT 11 0 INT 04 1 1
INT 12 0 INT 05 0
2 1 0 0 3 INT 06 0
Special Notes INT 07 0
INT 08 0
INT 09 0
INT 10 0
INT 11 0
INT 12 0
0 0 2 0 2
TRA19104M_01p
EXISTING
3: S 304TH ST & 20TH AVE S 9/27/2019
9/27/2019 Baseline Synchro 8 Light Report
Page 1
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Vol, veh/h 2 174 267 1 1 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 0 4 4 0 0 0
Mvmt Flow 2 187 287 1 1 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 288 0 - 0 479 288
Stage 1 - - - - 288 -
Stage 2 - - - - 191 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1286 - - - 549 756
Stage 1 - - - - 766 -
Stage 2 - - - - 846 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1286 - - - 548 756
Mov Cap-2 Maneuver - - - - 548 -
Stage 1 - - - - 766 -
Stage 2 - - - - 844 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 10
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1286 - - - 722
HCM Lane V/C Ratio 0.002 - - - 0.012
HCM Control Delay (s) 7.8 0 - - 10
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0
AM FUTURE WITHOUT PROJECT
3: S 304TH ST & 20TH AVE S 9/27/2019
9/27/2019 Baseline Synchro 8 Light Report
Page 1
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Vol, veh/h 2 188 267 1 1 8
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 0 4 4 0 0 0
Mvmt Flow 2 202 287 1 1 9
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 288 0 - 0 494 288
Stage 1 - - - - 288 -
Stage 2 - - - - 206 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1286 - - - 538 756
Stage 1 - - - - 766 -
Stage 2 - - - - 833 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1286 - - - 537 756
Mov Cap-2 Maneuver - - - - 537 -
Stage 1 - - - - 766 -
Stage 2 - - - - 831 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 10
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1286 - - - 723
HCM Lane V/C Ratio 0.002 - - - 0.013
HCM Control Delay (s) 7.8 0 - - 10
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0
AM FUTURE WITH PROJECT
3: S 304TH ST & 20TH AVE S 9/27/2019
9/27/2019 Baseline Synchro 8 Light Report
Page 1
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Vol, veh/h 8 188 289 4 9 27
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 0 4 4 0 0 0
Mvmt Flow 9 202 311 4 10 29
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 315 0 - 0 532 313
Stage 1 - - - - 313 -
Stage 2 - - - - 219 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1257 - - - 512 732
Stage 1 - - - - 746 -
Stage 2 - - - - 822 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1257 - - - 508 732
Mov Cap-2 Maneuver - - - - 508 -
Stage 1 - - - - 746 -
Stage 2 - - - - 815 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 10.8
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1257 - - - 659
HCM Lane V/C Ratio 0.007 - - - 0.059
HCM Control Delay (s) 7.9 0 - - 10.8
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
PM EXISTING
3: S 304TH ST & 20TH AVE S 9/27/2019
9/27/2019 Baseline Synchro 8 Light Report
Page 1
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Vol, veh/h 3 247 282 0 0 1
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 0 2 0 0 0 0
Mvmt Flow 3 271 310 0 0 1
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 310 0 - 0 588 310
Stage 1 - - - - 310 -
Stage 2 - - - - 278 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1262 - - - 475 735
Stage 1 - - - - 748 -
Stage 2 - - - - 774 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1262 - - - 474 735
Mov Cap-2 Maneuver - - - - 474 -
Stage 1 - - - - 748 -
Stage 2 - - - - 772 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 9.9
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1262 - - - 735
HCM Lane V/C Ratio 0.003 - - - 0.001
HCM Control Delay (s) 7.9 0 - - 9.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0
PM FUTURE WITHOUT PROJECT
3: S 304TH ST & 20TH AVE S 9/27/2019
9/27/2019 Baseline Synchro 8 Light Report
Page 1
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Vol, veh/h 3 267 305 0 0 1
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 0 2 0 0 0 0
Mvmt Flow 3 293 335 0 0 1
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 335 0 - 0 635 335
Stage 1 - - - - 335 -
Stage 2 - - - - 300 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1236 - - - 446 712
Stage 1 - - - - 729 -
Stage 2 - - - - 756 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1236 - - - 445 712
Mov Cap-2 Maneuver - - - - 445 -
Stage 1 - - - - 729 -
Stage 2 - - - - 754 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 10.1
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1236 - - - 712
HCM Lane V/C Ratio 0.003 - - - 0.002
HCM Control Delay (s) 7.9 0 - - 10.1
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0
PM FUTURE WITH PROJECT
3: S 304TH ST & 20TH AVE S 9/27/2019
9/27/2019 Baseline Synchro 8 Light Report
Page 1
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Vol, veh/h 25 267 305 9 5 13
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 0 2 0 0 0 0
Mvmt Flow 27 293 335 10 5 14
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 345 0 - 0 688 340
Stage 1 - - - - 340 -
Stage 2 - - - - 348 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1225 - - - 415 707
Stage 1 - - - - 725 -
Stage 2 - - - - 719 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1225 - - - 404 707
Mov Cap-2 Maneuver - - - - 404 -
Stage 1 - - - - 725 -
Stage 2 - - - - 700 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 11.4
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1225 - - - 585
HCM Lane V/C Ratio 0.022 - - - 0.034
HCM Control Delay (s) 8 0 - - 11.4
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.1