Exhibit J Traffic Impact AnalysisHEATH &ASSOCIATES, INC Transportation and Civil Engineering
CHRIST'S CHURCH FEDERAL WAY
TRAFFIC IMPACT ANALYSIS
City of Federal Way, WA
B.
y wits44,
20720 Ccs
GISTSW
SIONAU ` 2/6/2020
Prepared for: Mr. Bob Oldright
Christ's Church
941 Dash Point Rd S
Federal Way, WA 98003
Revised
February 2020 EXHI
2214 Tacoma Road Puyallup WA 98371 (253)770 1401 Fax(253)770 1473 heathtraffic.com
February 6, 2020
Todd Sawin
AHBL
2215 North 30th Street
Tacoma, WA 98403
Subject: Christ's Church Federal Way Update
This memo serves to update the Christ's Church Federal Way Traffic Impact Analysis (TIA)
based on information received from AHBL. The original TIA dated March 11, 2019 has
been revised to include a left-turn pocket lane at the westernmost entrance serving the
church building. The trip distribution and future level of service "with project" scenario
have been updated to reflect the use of a left-turn lane.
The availability of a left turn lane at this location will enhance safe access for church traffic
by offering a lane of sanctuary out of the through movements along SR-509. The
availability of this lane will also allow and encourage redistribution of left turn traffic from
the other entrances located to the east of the church.
Please reach out if you require anything further.
Sincerely,
Gregary B. Heath, P.E., PTOE
CHRIST'S CHURCH FEDERAL WAY
TRAFFIC IMPACT ANALYSIS
TABLE OF CONTENTS
1.Introduction 3
2.Project Description 3
3.Existing Conditions 5
4.Forecast Traffic Conditions 7
5.Conclusions and Mitigation 11
LIST OF TABLES
1.Accident History 5
2.Trip Generation 7
3.Sunday Peak Hour Level of Service 10
4.Forecast 2022 Sunday Peak Hour Queuing with Project 11
LIST OF FIGURES
1.Site Aerial 3
2.Conceptual Site Plan 4
3.Existing Sunday Peak Hour Volumes 6
4.Trip Distribution & Assignment 8
5.Forecast 2022 Sunday Peak Hour Volumes 9
2
CHRIST'S WY
TRAFFICCHURCH
IMPACT
ANALYSISFEDERAL
A
1. INTRODUCTION
The main goals of this study focus on the assessment of existing roadway conditions and
forecasts of newly generated project traffic. The first task includes the review of general
roadway information on the roadways serving the site and baseline vehicular conditions.
Forecasts of future traffic and dispersion patterns on the street system are then
determined using established trip generation and distribution techniques. Asa final step,
appropriate conclusions and mitigation measures are defined if needed.
2. PROJECT DESCRIPTION
Christ's Church of Federal Way, located at 941 S Dash Point Road in the city of Federal
Way, proposes for an expansion via
at
new 32,000 square foot building. The subject
property is situated on a 3.70-acre parcel (052104-9092) bordered to the north via SR 509
S Dash Point Road). Access to the site is available, and is to remain, via three driveway
entrances, two of which are located on the parcels to the west serving Sacajawea /
lay
iddle
School. No new driveways are proposed; however, site development is to include a new
left turn lane at the west entrance.
The new building would primarily provide ancillary space to enhance on-site activities and
remove aging infrastructure. Included in the proposal is the removal of an existing
educational building and two modular classrooms totaling approximately 11,128 square
feet. The proposed building would recapture classroom space and add a gymnasium and
ancillary office; no expansion to the worship or church seating capacity is proposed. A
site plan illustrating the overall configuration of the project is presented in Figure 2.
proposed incoming church.
Figure 1: Site Aerial
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3. EXISTING CONDITIONS
3.1 Existing Roadway Characteristics
Access to the site is provided by way of SR 509(S Dash Pt Rd), a two-lane state route
serving approximately 15,000 average daily vehicle trips. The road cross section consists
of 10-11-foot wide travel lanes in either direction and paved shoulders varying in width. A
recent city improvement project constructed sidewalk and a bike lane on the south side of
the roadway, east of Sacajawea Middle School. The roadway has a posted speed limit of
40 mph in the vicinity in conjunction with a school zone 20 mph speed limit with flashing
beacons.
3.2 Existing Peak Hour Volumes and Patterns
Field data was collected to determine baseline vehicular volumes and activity associated
with the existing church. Turning movement counts were performed at the three site
entrances on a Sunday between the peak period of 9:30-11:30 AM. The existing church
offers two Sunday services starting at 8:30 AM and 10:30 AM, respectively. Field counts
captured both arriving and departing traffic to capture peak demands. The one hour
reflecting highest overall roadway volumes (peak hour) is then used for capacity and delay
analysis. Existing Sunday peak hour volumes are illustrated in Figure 3. The easternmost
driveway accounted for only church-related traffic.
3.3 City Improvement Projects
A review of the current City of Federal Way's Six-Year Transportation Improvement Plan
indicates an improvement project is planned in the project vicinity:
SR 509:9th P/S— 11th P/S(Project ID:28)
The scope includes installation of sidewalk on the south side of SR 509, connecting to
existing infrastructure near 9th PI S and extending to the recently completed sidewalk near
11th PI S.
3.4 Accident History
A list of the recorded accident history from 2016 through 2018 was analyzed at the three
site accesses on SR 509. A summary of the accident totals per year and estimated
collisions per million entering vehicles (MEV) at the intersections is provided in Table 1
below. Only two recorded accidents were recorded, both resulting in no severe injuries.
Table 1: Accident History
SR 509 2016 2017 2018 Avg/yr
Crash Rate
per MEV)
West Entrance 0 0 0 0 0.0
Mid Entrance 1 0 1 0.67 0.12
1.East Entrance 0 0 0 0 0.0
5
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HEATH & ASSOCIATES CHRIST'S CHURCH FEDERAL WAY
TRAFFIC AND CIVIL ENGINEERING EXISTING SUNDAY CHURCH PEAK HOUR VOLUMES
FIGURE 3
6
4. FORECAST TRAFFIC CONDITIONS
4.1 Trip Generation
Trip generation is defined as the number of vehicle movements that enter or exit a site
during a designated time period such as a specific peak hour or an entire day. Data
presented in this analysis was derived from the Institute of Transportation Engineer's (ITE)
publication Trip Generation, 10th Edition. The proposed land use correlates to an ITE
Land Use Code (LUC) 560 for Church; however, it should be taken into consideration the
that no new worship space is proposed. The number of attendees greatly influences the
number of trips entering and departing church services. All new building space would
accommodate administrative, education and gymnasium use. ITE data is representative of
new or expanded church space that would increase potential attendees and not
necessarily ancillary space. For this reason, ITE average rates were reduced by half and is
still considered to be a conservative approach. A net increase in total square footage was
used for trip generation calculations (32,000 sf new less 11,128 sf existing = 20,872 sf)
Table 2: Trip Generation
Net New Weekday AM P.H. Weekday PM P.H. Sunday P.H.
Land Use AWDT ASDT
Sq• ft• In Out Total In Out Total In Out Total
I Church(
560)
20,872 sf 73 2 2 4 2 3 5 289 50 54 104
AWDT:Average Weekday Daily Trips;ASDT:Average Sunday Daily Trips;P.H.:Peak-Hour
As shown in Table 2, approximately 104 (50 inbound/54 outbound) Sunday peak hour trips
are estimated using modified ITE rates. Again, this should be considered as a
conservative estimate as no new worship capacity is proposed.
4.2 Distribution & Assignment
Trip distribution describes the anticipated travel routes for inbound and outbound project
traffic during the peak hour study periods. Figure 4 illustrates destination and origin routes
for the Sunday peak hour. Trip assignments are based on existing travel patterns
identified in Figure 3. Also taken into consideration is the proposed left turn lane at the
west entrance would likely direct more entering left-turning motorists to this entrance.
4.3 Future Peak Hour Volumes
A three-year horizon of 2022 was used for future traffic delay analysis to reflect conditions
at the time of project buildout. Forecast background volumes were derived by applying a 3
percent compound annual growth rate to the existing through volumes on SR 509.
Forecast 2022 peak hour volumes with and without project are illustrated in Figure 5.
Approximately half of the volumes observed turning left into the site at the mid entrance
have been diverted to the west entrance to utilize the left turn lane.
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HEATH & ASSOCIATES CHRIST'S CHURCH FEDERAL WAY
TRAFFIC AND CIVIL ENGINEERING TRIP DISTRIBUTION -SUNDAY PEAK HOUR
FIGURE 4
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HEATH & ASSOCIATES CHRIST'S CHURCH FEDERAL WAY
TRAFFIC AND CIVIL ENGINEERING FORECAST 2022 SUNDAY PEAK HOUR VOLUMES
FIGURE 5
9
4.4 Future Peak Hour Level of Service
Peak hour delays were determined through the use of the Highway Capacity Manua/6th
Edition. Capacity analysis is used to determine level of service (LOS)which is an
established measure of congestion for transportation facilities. The range' for intersection
level of service is LOS A to LOS F with the former indicating the best operating conditions
with low control delays and the latter indicating the worst conditions with heavy control
delays. Level of service calculations were made through the use of the Synchro 10
analysis program. For side-street stop-controlled intersections, LOS is determined by the
approach with the highest delay.
Table 3: Sunday Peak Hour Level of Service
Delays Given in Seconds per Vehicle
Existing 2019 2022 Without 2022 With
SR 509 at Control LOS Delay LOS Delay LOS Delay
West Entrance Stop B 12.8 B 13.3 C 15.5
Mid Entrance Stop C 19.4 C 21.2 C 24.8
As shown in the table above, forecast 2022 Sunday peak hour LOS is anticipated to
operate with control delays up to LOS C with project. Church peak traffic results in a
momentary surge of traffic and quickly diminishes subsequent to service arrival/departure.
The easternmost entrance received relatively low amounts of church-related activity and
was thus not included in LOS analysis.
4.5 Queuing
A queuing analysis at the access driveways on SR 509 was performed to identify back-ups
associated with departing church traffic internal to the site. Five peak hour simulations
were performed using the SimTrafcsoftware to determine queue lengths. The aggregate
simulated queue outputs were averaged and presented in Table 4 on the following page.
1 Signalized Intersections-Level of Service Stop Controlled Intersections—Level of Service
Control Delay per Control Delay per
Level of Service Vehicle(sec) Level of Service Vehicle(sec)
A 510 A 510
B 10 and 520 B 10 and 515
C 20 and 535 C 15 and 525
D 35and 555 D 25and 5.35
E 55 and 580 E 35 and 550
F 80 F 50
Highway Capacity Manual,6th Edition
10
Table 4: Forecast 2022 Sunday Peak Hour Queuing with Project
With Project 95th-% Queue
SR 509 Control LOS Delay Aprch Ft I
West Entrance Stop C 15.4 NBR 100 j
Mid Entrance Stop C 24.8 NBLR 104
The 95th-percentile average queues calculated to a length of 100 feet (4-5 vehicles)for the
west entrance and 104 feet for the mid entrance. Based on an aerial survey and review of
the site layout, queued vehicles may block parking stalls and/or drive isles for durations
during the peak outflow period. As mentioned, church traffic represents only a momentary
surge in traffic; queuing conflicts are not anticipated to persist throughout the remaining
hours.
5. CONCLUSIONS AND MITIGATION
Christ's Church Federal Way proposes for an expansion via the removal of approximately
11,128 square feet of education and modular buildings in support of a new two-story
32,000 square foot building. The space would be used primarily for education and office
purposes and is not intended to increase worship capacity. Field counts were performed
at all site ingress/egress locations to determine baseline vehicular activity. Inbound and
outbound trips are illustrated in Figure 3 for the Sunday peak hour.
Trip generation estimates used a modified rate of ITE Land Use Code 560 — Church due to
the nature of the project. New space would not necessarily translate to new trips but
rather enhance existing on-site activities. For this reason, ITE average rates were reduced
to half the total rate and applied to the proposed net new square footage. Approximately
104 (50 in/54 out) new Sunday peak hour trips are assumed for capacity analysis.
Forecast 2022 Sunday peak hour level of service with project is shown to operate up to
LOS C for the western and mid entrances. Calculations take into consideration a
proposed left turn lane along SR 509 at the west entrance for site ingress. Queuing
forecasts at both the west and mid entrances are 4-5 vehicle lengths during the Sunday
peak hour.
Based on the above-analysis, recommended mitigation is as follows:
1. Final design of the left-turn lane along SR 509 shall be coordinated and approved
by WSDOT and the City of Federal way.
2. Pay traffic impact fees as required by the city of Federal Way. Exact fees will be
calculated by the city at the time of building permit issuance. Credit for removal of
any on-site structures shall be considered.
No other mitigation is identified at this time.
11
CHRIST'S CHURCH FEDERAL WAY
TRAFFIC IMPACT ANALYSIS
APPENDIX
12
Heath &Associates, Inc.
2214 Tacoma Road
Puyallup,WA 98371
Project Name: Christ's Church Expansion
Intersection: West Entrance &S Dash Point Road Date of Count: 3/3/2019
Jurisdiction: City of Federal Way Project Number: 4169
Soutbound Westbound Northbound Eastbound
Time
S Dash Pt Rd West Entrance S Dash Pt Rd
Period
HV R T L HV R T L HV R T L HV R T L Total
9:30 AM 0 . 0 0 0 0 0 47 0 0 1 0 0 0 1 69 0 118
9:45 AM 0 0 0 0 0 0 44 2 0 9 0 0 0 7 85 0 147
10:00 AM 0 0 0 0 0 0 73 3 0 43 0 0 0 16 70 0 205
10:15 AM 0 0 0 0 0 0 54 7 0 11 0 0 0 29 99 0 200
10:30 AM 0 0 0 0 0 0 71 7 0 13 0 0 0 15 85 0 191
10:45 AM 0 0 0 0 0 0 73 1 0 1 0 0 0 2 95 0 172
11:00 AM 0 0 0 0 0 0 59 0 0 7 0 0 0 0 58 0 124
11:15 AM 0 0 0 0 0 0 71 2 0 5 0 0 0 1 73 0 152
Total 0 0 0 0 0 0 492 22 0 90 0 0 0 71 634 0 1,309
Peak Hour 10:00 AM to 11:00 AM Total
Peak Total 0 0 0 0 0 0 271 18 0 68 0 0 0 62 349 0 768
Heavy Veh. 0.0%0.0% 0.0%
PHF 0.93 0.40 0.80
0
0 0
S Dash Pt Rd 0 0 o S Dash Pt Rd
o
271 271 289
10:00 AM - 11:00 AM 18 706
682 0 Intersection PHF: 0.94
411 349 417
62
0 0 68
41 t r'
80 68
148
West Entrance
13
Heath &Associates, Inc.
2214 Tacoma Road
Puyallup,WA 98371
Project Name:Christ's Church Expansion
Intersection: Mid Entrance&S Dash Point Road Date of Count: 3/3/2019
Jurisdiction: City of Federal Way Project Number: 4169
Time
Soutbound Westbound Northbound Eastbound
S Dash Pt Rd Mid Entrance S Dash Pt Rd
Period
HV R T L HV R T L HV R T L HV R T L Total
9:30 AM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2
9:45 AM 0 0 0 0 0 0 0 3 0 3 0 0 0 2 0 0 8
10:00 AM 0 0 0 0 0 0 0 15 0 13 0 15 0 1 0 0 44
10:15 AM 0 0 0 0 0 0 0 20 0 2 0 5 0 6 0 0 33
10:30 AM 0 0 0 0 0 0 0 24 0 1 0 3 0 2 0 0 30
10:45 AM 0 0 0 0 0 0 0 6 0 2 0 1 0 1 0 0 10
11:00 AM 0 0 0 0 0 0 0 2 0 1 0 2 0 1 0 0 6
11:15 AM 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 3
Total 0 0 0 0 0 0 0 75 0 22 0 26 0 13 0 0 136
Peak Hour 10:00 AM to 11:00 AM Total
Peak Total 0 0 0 0 0 0 0 65 0 18 0 24 0 10 0 0 117
Heavy Veh. 0.0%0.0% 0.0%
PHF 0.68 0.38 0.42
0
0 0
S Dash Pt Rd o 0 0 S Dash Pt Rd
o L
24 4— 0 '— 65
10:00 AM - 11:00 AM 65 83
34 0 Intersection PHF: 0.66
10 '0 18
10
24 0 18
4 t r
75 42
117
Mid Entrance
14
Heath &Associates, Inc.
2214 Tacoma Road
Puyallup,WA 98371
Project Name: Christ's Church Expansion
Intersection: East Entrance &S Dash Point Road Date of Count: 3/3/2019
Jurisdiction: City of Federal Way Project Number: 4169
Soutbound Westbound Northbound Eastbound
Time
Period
S Dash Pt Rd East Entrance S Dash Pt Rd
HV R T L HV R T L HV R T L HV R T L Total
9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:45 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2
10:00 AM 0 0 0 0 0 0 0 1 0 12 0 0 0 0 0 0 13
10:15 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM o 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 2
11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1
Total 1 0 1 0 1 0 1 0 0 0 0 3 0 16 0 0 0 0 0 0 19
i
Peak Hour 9:30 AM to 10:30 AM Total
Peak Total 0 0 0 0 0 0 0 2 0 14 0 0 0 0 0 0 16
Heavy Veh. 0.0%0.0%
PHF 0.50 0.29
0
0 0
S Dash Pt Rd o 0 0 S Dash Pt Rd
0 L
o ~ o 4—
t `
9:30 AM - 10:30 AM 2 16
0 0 Intersection PHF: 0.31
0 '0 14
4 0
0 0 14
4 1 t r
2 14
16
East Entrance
15
5/15/2018 https://itetripgen.org/PrintGraph.htm?code=560&ivlabel=QFQAF&timeperiod=AWDVTE&x=&edition=385&IocationCode=General Urban/...
Church
560)
Vehicle Trip Ends vs: 1000 Sq. Ft. GFA
On a: Weekday
Setting/Location: General Urban/Suburban
Number of Studies: 7
Avg. 1000 Sq. Ft. GFA: 21
Directional Distribution: 50% entering, 50% exiting
Vehicle Trip Generation per 1000 Sq. Ft. GFA
Average Rate Range of Rates Standard Deviation
6.95 3.01 - 13.14 2.98
Data Plot and Equation
400
300
N
CW
0.
I I
H
200 X
X
100 X
X X
X
00 10 20 30 40 50
X= 1000 Sq. Ft. GFA
X Study Site Fitted Curve Average Rate
Fitted Curve Equation:T=6.14(X)+17.09 R2=0.67
Trip Generation Manual, 10th Edition • Institute of Transportation Engineers
16
https://itetri pgen.org/Pri ntGraph.htm?code=560&ivlabel=QFQAF&timeperiod=AW DVTE&x=&ed ition=385&IocationCode=General%20 U rban/Suburban&cou ntedMo
5/15/2018 https://itetripgen.org/PrintGraph.htm?code=560&ivlabel=QFQAF&timeperiod=TASIDE&x=&edition=385&IocationCode=General Urban/Su...
Church
560)
Vehicle Trip Ends vs: 1000 Sq. Ft. GFA
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: 8
Avg. 1000 Sq. Ft. GFA: 34
Directional Distribution: 60% entering, 40% exiting
Vehicle Trip Generation per 1000 Sq. Ft. GFA
Average Rate Range of Rates Standard Deviation
0.33 0.08-0.94 0.24
Data Plot and Equation
50
X
40
A
w 30
0.
20
X
10 X
X XX X
X
00 50 100 150 200
X= 1000 Sq.Ft.GFA
X Study Site Fitted Curve Average Rate
Fitted Curve Equation:T=0.36(X)-0.74 R2=0.79
Trip Generation Manual, 10th Edition • Institute of Transportation Engineers
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5/15/2918 https://itetripgen.org/PrintGraph.htm?code=560&ivlabel=QFQAF&timeperiod=TPSIDE&x=&edition=385&IocationCode=General Urban/S...
Church
560)
Vehicle Trip Ends vs: 1000 Sq. Ft. GFA
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: 13
Avg. 1000 Sq. Ft. GFA: 32
Directional Distribution: 45% entering, 55% exiting
Vehicle Trip Generation per 1000 Sq. Ft. GFA
Average Rate Range of Rates Standard Deviation
0.49 0.14-2.10 0.40
Data Plot and Equation
50
X
X
40
X
j
D
Lu 30
o_
I
I-
20, X
X
10 X
XX
X
00 50 100 150 200
X= 1000 Sq. Ft.GFA
X Study Site Fitted Curve Average Rate
Fitted Curve Equation:T=0.37(X)+3.90 R2=0.65
Trip Generation Manual, 10th Edition • Institute of Transportation Engineers
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Church
560)
Vehicle Trip Ends vs: 1000 Sq. Ft. GFA
On a: Sunday
Setting/Location: General Urban/Suburban
Number of Studies: 6
Avg. 1000 Sq. Ft. GFA: 23
Directional Distribution: 50% entering, 50% exiting
Vehicle Trip Generation per 1000 Sq. Ft. GFA
Average Rate Range of Rates Standard Deviation
i 27.63 12.51 -77.86 19.39
Data Plot and Equation
1,200
X
X
1,000
800-
oC
o.
w
1_ 600 X
x
400
X
X
200
00 10 20 30 40 50
X= 1000 Sq. Ft.GFA
X Study Site Average Rate
Fitted Curve Equation: Not Given R2=*""`
Trip Generation Manual, 10th Edition • Institute of Transportation Engineers
19
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5/15/2018 https://itetripgen.org/PrintGraph.htm?code=560&ivlabel=QFQAF&timeperiod=TSUNPK&x=&edition=385&IocationCode=General Urban/S...
Church
560)
Vehicle Trip Ends vs: 1000 Sq. Ft. GFA
On a: Sunday, Peak Hour of Generator
Setting/Location: General Urban/Suburban
Number of Studies: 18
Avg. 1000 Sq. Ft. GFA: 35
Directional Distribution: 48% entering, 52% exiting
Vehicle Trip Generation per 1000 Sq. Ft. GFA
Average Rate Range of Rates Standard Deviation
9.99 2.05-51.31 7.77
Data Plot and Equation
x
1,500
w
1,000
u X
X
500 x X
X X X
X Xx x
00 50 100 150 200
X= 1000 Sq. Ft.GFA
X Study Site Fitted Curve Average Rate
Fitted Curve Equation:T=8.18(X)+63.81 R2=0.58
Trip Generation Manual, 10th Edition • Institute of Transportation Engineers
20
https://itetripgen.org/PrintGra ph.htm?code=560&ivlabel=QFQAF&ti meperiod=TSUNPK&x=&edition=385&IocationCode=General%20U rban/Suburban&counted Moi
HCM 6th TWSC Existing Sunday Peak Hour
3: West Entrance & SR 509 03/10/2019
Int Delay,s/veh 2.5
EBT EBR 7 '.:
Lane Configurations 1 4
Traffic Vol,veh/h 349 62 18 271 0 68
Future Vol,veh/h 349 62 18 271 0 68
Conflicting Peds,#/hr 0 0 0 0 0 0 1;
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 94 53 64 94 40 40 Y
Heavy Vehicles, % 1 0 0 1 0 0
Mvmt Flow 371 117 28 288 0 170
MajorfMinor Major1. tr.
Conflicting Flow All 0 0 488 0 - 430
Stage 1
w. y-
Stage 2
err r' ,
yr ir
Critical Hdwy x•
Critical Hdwy Stg 1
Critical Hdwy Stg 2i11R
x`,''`..,,.». i.:'. i;aik:
Follow-up Hdwy 2.2 - 3.3
Pot Cap-1 Maneuver 08
w. •
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver W...
x .'
Mov Cap-2 Maneuver - - - -
Stage 1
a z
Stage 2
x
Approach EB WB NB X11
HCM Control Delay,s .0 0.7 12.8
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity(veh/h) 629 - - 1086
HCM Lane V/C Ratio 0.27 - - 0.026 -
HCM Control Delay(s) 12.8 8.4 0u ,.w
HCM Lane LOS B - - A A
HCM 95th%tile Q(veh)1.1 » ' - __0.1
Baseline Synchro 10 Report
Page 1
21
HCM 6th TWSC Existing Sunday Peak Hour
5: Mid Entrance & SR 509 03/10/2019
Int Delay, s/veh 3.1
EBT EBR WBL WBT NBL NBR
Lane Configurations 1+ 4
Traffic Vol veh/h 407 10 65 265 24 18
Future Vol,veh/h 407 10 65 265 24 18
Conflicting Peds,#/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized None ' None
Storage Length 0 -
Veh in Median Sto # O - - 0 0
Grade, '& 0 - - 0 0 -
Peak Hour Factor 94 42 68 94 38
Heavy Vehicles, % 1 0 0 1 0 0
Mvmt Flow 433 24 96 282 63 47
Mm`orifyliner Maori Minorl
Conflicting Flow All 0 0 457 0 919 445
Stage 1 445
Stage 2 474 -
Critical Hdwy 6.4
Critical Hdwy Stg 1 54 -
Critical Hdwy Stg 5.4
Follow-up Hdwy 2.2 - 3.5 3.3
PotCap1 Maneuver ' 1114 304
Stage1 650 -
Stage 2 630
Platoon blocked, %
MVvCap+1 Maneuver 431114 - 273 617
Mov Cap-2 Maneuver - - - 273 -
Stage 1 650
Stage 2 566 '
Approach WB
HCM Control Delay, s 0 2.2 ' 19.4
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT
Capacity(veh/h) 359 1114 - a a _ ^,°*,_
HCM Lane V/C Ratio 0.308 - - 0.088 -
HCMCon dDelay( 19.4 ,ozm,. - 8.5
HCMLaneLOS C - - A A
HCMQ5thY68|eO(voh) 0'3
Baseline Synchro 10 Report
Page 2
22
HCM 6th TWSC Forecast 2022 Sunday Peak Hour without Project
3: West Entrance & SR 509 03/10/2019
Int Delay,s/veh 2.4
Movement EBT EBR
Lane Configurations 4
Traffic Vol,veh/h 381 62 18 296 0 68 4
Future Vol,veh/h 381 62 18 296 0 68
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 „ 94 53 64 94 40 40 J
Heavy Vehicles, % 1 0 0 1 0 0
Mvmt Flow 405 117 28 315 0 170
MajorlMinar Mator1 td n
Conflicting Flow All 0 0 522 0 - 464
Stage 1 tilt.,. . .
Stage 2
Critical Hdwy 1.... 4.1 6.2
Critical Hdwy Stg 1
Critical Hdwy Stg 2 WI::: - r yM,
Follow-up Hdwy 2.2 3.3
Pot Cap-1 Maneuver , 1055 } ,602 x
Stage 1 0
Stage 2
Platoon blocked, %
Mov Cap-i Maneuver y - 1055
n
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach EB WB NB,.,_:
HCM Control Delay,s 0 0.7 13.3
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT, EBR WBL WBT a
Capacity(veh/h) 602 - - 1055 -
HCM Lane V/C Ratio 0.282 - - 0.027 -
HCM Control Delay(s) 13.3 8.5 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 1.2 0.1
Baseline Synchro 10 Report
Page 1
23
HCM 6th TWSC Forecast 2022 Sunday Peak Hour without Project
5: Mid Entrance & SR 509 03/10/2019
Int Delay, s/veh 3.1
f lavent EBT EBR WBL VVB` NBL`'NBR
Lane Configurations I,. 4 '
Traffic Vol, veh/h 439 10 65 290 24 18
Future Vol, veh/h 439 10 65 290 24 18
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 94 42 68 94 38 38
3
Heavy Vehicles, % 1 0 0 1 0 0
Mvmt Flow 467 24 96 309 63 47
Major/Minor Major'tAajor2; Minorl
Conflicting Flow All 0 0 491 0 980 479
Stage 1 79
Stage 2 501 -
Critical Hdwy 6.4 6.2
Critical Hdwy Stg 1 5.4 -
Critical HdwySt 2 .• 5.4
7
g
Follow-up Hdwy 2.2 - 3.5 3.3
Pot Cap-1 Maneuver Q' 279 591 x
r
Stage 1 627 -
Stage 2 t 613
Platoon blocked, %
Mov Cap-1 Maneuver - - 1083 - 249 591 '
Mov Cap-2 Maneuver - - - - 249 -
Stage 1 627
wo K :I
Stage 2 547
K 1
aPProaa 'EB WB NB Ham .
HCM Control Delay, s 0 2 21.2
HCM LOS C
Minor Lane/MajorMvmt NBLn1 EB
Capacity(veh/h) 331 - 1083 -
HCM Lane V/C Ratio 0.334 - - 0.088 -
HCM Control Delay(s) 21.
26
8.6 0 5K.
HCM Lane LOS C - - A A
HCM 95th %tile Q(veh) t4 - 0.3
Baseline Synchro 10 Report
Page 2
24
HCM 6th TWSC Forecast 2022 Sunday Peak Hour with Project
3: West Entrance & SR 509 02/06/2020
Int Delay,s/veh 3.9
EBT EBR WBL WBT NBL NBR
Lane Configurations 1+
Traffic Vol,veh/h 384 82 73 307 0 98 z
Future Vol,veh/h 384 82 73 307 0 98
Conflicting Peds,#/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized None - None - None
7
Storage Length 150 - - 0
Veli in Median Storage:* 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 53 " 64 94 40 40
Heavy Vehicles,% 1 0 0 1 0 0
Mvmt Flow409 155 114 327 0 245
I ajOr/Minor Ma)r Minorl
Conflicting Flow All 0 0 564 0 - 487
Stage 1 d H _._ 1:11:1'4711111,
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2`
Follow-up Hdwy 2.2 3.3
Pot Cap-1 Maneuver a '' 1018 0 585
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1018 85 y
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach EB WB NB 17riFiTtrif77.11
HCM Control Delay,s 0 2.3 15.5
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WET
Capacity(veh/h) 585 - - 1018
HCM Lane V/C Ratio 0.419 - - 0.112 -
HCM Control Delay(s) 15.5 - - 9
HCM Lane LOS C - - A -
HCM 95th%tile Q(veh) 2.1 - - 0.4
Baseline Synchro 10 Report
Page 1
25
p
HCM 6th TWSC Forecast 2022 Sunday Peak Hour with Project
5: Mid Entrance & SR 509 02/06/2020
Int Delay,s/veh 4
EB EBR WBL WBT NBL NBR
Lane Configurations 1 4 'ref
Traffic Vol,veh/h 469 13 35 345 35 26
Future Vol, veh/h 469 13 35 345 35 26
Conflicting Peds,#/hr 0 0 0 0 0 0 r
Sign Control Free Free Free Free Stop Stop
RT Channelized None - None - None
Storage Length 0 -
Veh in Median Storage,# 0 0 0 yam fA_,
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 42 68 94 38 38
Heavy Vehicles, % 1 0 0 1 0 0
Mvmt Flow 499 31 51 367 92 68 r.
major/Minor Major1 F '
Conflicting Flow All 0 0 530 0 984 515
Stage 1 515
Stage 2 469 -
Critical Hdwy 4•1 - 6.4 6.2 4114!;;'y
Critical Hdwy Stg 1 5.4 -
Critical Hdwy Stg 2 tt5.4 -k, .....z;.:"
Follow-up Hdwy 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - 1048 - 278 564 „
Stage 1 604 -
Stage 2 634
Platoon blocked, %
Mov Cap-1 Maneuver - 1048 - 261 564 •aa
Mov Cap-2 Maneuver - - - - 261 -
Stage 1 604 T,a
Stage 2 595 -
Approach EB W8
HCM Control Delay, s 0 1.1
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WB
Capacity(veh/h) 339 - - 1048 -
HCM Lane V/C Ratio 0.474 - - 0.049 -
HCM Control Delay(s) 24.8 - - 8.6 0 w
HCM Lane LOS C - - A A
HCM 95th%tile Q(veh) 2.4,1;3,240111„, 0.2y
Baseline Synchro 10 Report
Page 2
26
4
Queuing and Blocking Report Forecast 2022 Sunday Peak Hour with Project
Baseline 03/11/2019
Intersection: 3: West Entrance & SR 509
Directions Served TR LT R
Maximum Queue(ft) 16 97 114
Average Queue(ft) 1 25 62
95th Queue(ft) 6 72 100 i_
Link Distance(ft) 449 343 235
Upstream Blk Time(%)
Queuing Penalty(veh)
Storage Bay Dist(ft) r
Storage Blk Time(%)
Queuing Penalty(veh) sy e .,... .."
Intersection: 5: Mid Entrance & SR 509
entEB r a'',
Directions Served TR LT LR
Maximum Queue(ft) 4 117 126
Average Queue(ft) 044 57
95th Queue(ft) 3 91 104 >'
F -x
t
Link Distance(ft) 343 731 213
Upstream Blk Time(%)1 a..., 1 a " i v. .......
Queuing Penalty(veh)
Storage Bay Dist(ft)
Storage Blk Time(%)
Queuing Penalty(veh) ttallitif.1111111111111111111AMIIA.11111111111111kneAVAigigrt
Network Summary
Network wide Queuing Penalty:0
T t, 1`" ;
SimTraffic Report
Page 1
27