HomeMy WebLinkAbout06-24 Transportation Impact AnalysisTransportation Impact Analysis
Fruit Hill Property
Frederick County, Virginia
January 2023
Transportation Impact Analysis
Fruit Hill Property
Frederick County, Virginia
Prepared For:
Equus Capital Partners, Ltd.
3843 West Chester Pike
Newtown Square, PA 19073
Prepared By:
Kittelson & Associates, Inc.
11480 Commerce Park Drive, Suite 450
Reston, Virginia 20211
(703) 885-8970
Project Manager: Andrew Butsick, PE
Project Principal: John Callow
Project No. 26732.000
January 2023
Andrew Butsick
No. 0402058797
Kittelson & Associates, Inc.
Traffic Engineer
Fruit Hill Property January 2023
Table of Contents
Kittelson & Associates, Inc. ii
TABLE OF CONTENTS
Table of Contents ...................................................................................................................................... ii
Executive Summary ................................................................................................................................... 2
Introduction ........................................................................................................................................ 12
Existing Conditions .................................................................................................................................. 17
Transportation Impact Analysis .............................................................................................................. 31
Conclusions and Recommendations ....................................................................................................... 74
References ........................................................................................................................................ 83
APPENDICES
Appendix A Scoping Letter
Appendix B 2016 and 2021 Turning Movement Counts
Appendix C Level of Service Description
Appendix D Existing Conditions Operational Worksheets
Appendix E Existing Conditions – Mitigation Operational Worksheets
Appendix F In-Process Site Trips
Appendix G 2028 Background Traffic Conditions Operational Worksheets
Appendix H 2028 Background Conditions – Mitigation Operational Worksheets
Appendix I Year 2028 Total Traffic Operational Worksheets
Appendix J 2028 Total Traffic Conditions – Mitigation Scenario Operational Worksheets
Appendix K Turn Lane Warrants
Appendix L Year 2034 Background Traffic Operational Worksheets
Appendix M Year 2034 Background Traffic Conditions – Mitigation Scenario Operational Worksheets
Appendix N Year 2034 Total Traffic Operational Worksheets
Appendix O Year 2034 Total Traffic Conditions – Mitigation Scenario Operational Worksheets
Fruit Hill Property January 2023
Table of Contents
Kittelson & Associates, Inc. iii
LIST OF FIGURES
Figure 1. Site Vicinity Map ................................................................................................................... 13
Figure 2. Conceptual Site Plan ............................................................................................................. 14
Figure 3. Zoning Map ........................................................................................................................... 15
Figure 4. Existing Lane Configurations and Traffic Control Devices ..................................................... 18
Figure 5. 2021 Existing Traffic Volumes ............................................................................................... 20
Figure 6. Existing Traffic Conditions – Weekday AM and Weekday PM Peak Hours ........................... 22
Figure 7. Existing Lane Group Levels of Service – Weekday AM and Weekday PM Peak Hours ......... 23
Figure 8. Converting Eastbound Through Lane to Shared Left-Through – US 11/Rest Church Road .. 29
Figure 9. Year 2028 Background Traffic Conditions – Weekday AM and Weekday PM Peak Hours ... 33
Figure 10. Year 2028 Background Lane Group Levels of Service – Weekday AM and Weekday PM Peak
Hours ..................................................................................................................................... 34
Figure 11. Conceptual Layout – Northbound Left-Turn Lane – Rest Church Road/I-81 Northbound
Ramps ..................................................................................................................................... 38
Figure 12. Year 2028 Total Traffic Assumed Lane Configurations and Traffic Control Devices ........... 42
Figure 13. Estimated Trip Distribution Pattern .................................................................................... 43
Figure 14. Net New Site Generated Trips – Warehousing ................................................................... 44
Figure 15. Net New Site Generated Trips – Data Center ..................................................................... 45
Figure 16. Net New Site-Generated Trips - Hotel ................................................................................ 46
Figure 17. Pass-by & Diverted Trips – Restaurant................................................................................ 47
Figure 18. Net New Site-Generated Trips - Restaurant ....................................................................... 48
Figure 19. Year 2028 Total Traffic Conditions – Weekday AM, Weekday PM, and Saturday Midday
Peak Hours ..................................................................................................................................... 50
Figure 20. Year 2028 Total Traffic Lane Group Levels of Service – Weekday AM, Weekday PM, and
Saturday Midday Peak Hours ............................................................................................................... 51
Figure 21. Access Management Evaluation ......................................................................................... 58
Figure 22. Year 2034 Background Traffic Conditions – Weekday AM and Weekday PM Peak Hours . 60
Figure 23. Year 2034 Background Lane Group Levels of Service – Weekday AM and Weekday PM Peak
Hours ..................................................................................................................................... 61
Figure 24. Year 2034 Total Traffic Conditions – Weekday AM, Weekday PM, and Saturday Midday
Peak Hours ..................................................................................................................................... 66
Fruit Hill Property January 2023
Table of Contents
Kittelson & Associates, Inc. iv
Figure 25. Year 2034 Total Traffic Lane Group Levels of Service – Weekday AM, Weekday PM, and
Saturday Midday Peak Hours ............................................................................................................... 67
LIST OF TABLES
Table 1. Existing Transportation Facilities and Roadway Designations ............................................... 17
Table 2. Existing Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue,
and Delay for Each Lane Group by Intersection .................................................................................. 24
Table 3. Existing Conditions – Mitigation Strategy #1 – Signal Re-timing ........................................... 26
Table 4. Existing Conditions – Mitigation Strategy #2 – Eastbound Shared Left-Through Lane at US
11/Rest Church Road ........................................................................................................................... 28
Table 5. Year 2028 Background Traffic Conditions – Summary of Peak Hour Levels of Service, 95th
Percentile Back of Queue, and Delay for Each Lane Group by Intersection ........................................ 35
Table 6. Year 2028 Background – Mitigation Strategies ...................................................................... 37
Table 7. Year 2028 Background Conditions – Mitigated Traffic Conditions ........................................ 39
Table 8. Estimated Trip Generation ..................................................................................................... 41
Table 9. 2028 Total Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back
of Queue, and Delay for Each Lane Group by Intersection ................................................................. 52
Table 10. 2028 Total Traffic Conditions – Mitigated ........................................................................... 54
Table 11. Right Turn-Lane Warrants – Rest Church Road/Zachary Ann Lane – Year 2028 Total Traffic
Conditions ..................................................................................................................................... 56
Table 12. Left Turn-Lane Warrants – Rest Church Road/Zachary Ann Lane – Year 2028 Total Traffic
Conditions ..................................................................................................................................... 56
Table 13. Year 2034 Background Traffic Conditions – Summary of Peak Hour Levels of Service, 95th
Percentile Back of Queue, and Delay for Each Lane Group by Intersection ........................................ 62
Table 14. Year 2034 Background Traffic Conditions – Mitigated ........................................................ 64
Table 15. 2034 Total Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile
Back of Queue, and Delay for Each Lane Group by Intersection ......................................................... 68
Table 16. Year 2034 Total Traffic Conditions – Mitigated – Weekday AM Peak Hour ........................ 70
Table 17. Year 2034 Total Traffic Conditions – Mitigated – Weekday PM Peak Hour ........................ 71
Executive Summary
Fruit Hill Property January 2023
Executive Summary
Kittelson & Associates, Inc. 2
EXECUTIVE SUMMARY
A traffic operations analysis has been conducted to confirm that the transportation system can
adequately support the proposed Fruit Hill Property, in fulfillment of Frederick County and Virginia
Department of Transportation’s (VDOT) requirements for traffic impact studies. The scope of the
project analysis was developed in collaboration with County and VDOT staff.
Specifically, this analysis includes:
▪ Year 2021 existing land use and transportation system conditions within the site vicinity;
▪ Forecast year 2028 background traffic conditions (without site development) during the
weekday a.m. and weekday p.m. peak periods including in-process/approved
developments and regional growth;
▪ Trip generation and distribution estimates for the proposed development;
▪ Forecast year 2028 total traffic conditions based on build out of the development including
queuing and turn lane analyses,
▪ Turn lane evaluations at site entrances;
▪ Access management evaluation;
▪ Forecast year 2034 background traffic conditions (without site development) during the
weekday a.m. and weekday p.m. peak periods;
▪ Forecast year 2034 total traffic conditions based on build out of the development; and,
▪ Conclusions and recommendations.
Based on the results of the transportation impact analysis, the transportation system can accommodate
full build-out of the proposed development with the noted recommendations. The findings of this
analysis and our recommendations are discussed below.
Existing Conditions
▪ All study intersections and critical movements currently operate at LOS C or better with
queues stored within existing lanes with the following exception:
o US 11/Rest Church Road (Study Intersection #4): The eastbound left-turn operates
at LOS E with queues spilling back to the adjacent Rest Church Road/I-81
Northbound Ramps intersection during the weekday p.m. peak hour. The queues
block the upstream end of the lane approximately 21 percent of the time during the
weekday p.m. peak hour.
▪ Signal re-timing alone (i.e., no physical changes to the travelled way) is not
anticipated to fully prevent the spill back of eastbound left-turn movements
at the US 11/Rest Church Road intersection.
Fruit Hill Property January 2023
Executive Summary
Kittelson & Associates, Inc. 3
▪ Queue spillbacks can be mitigated by adding capacity to the eastbound left-
turn movement through conversion of the existing eastbound through lane
to a shared left/through lane. This would also require:
• Restriping of the eastbound approach lanes
• Conversion of the Rest Church Road approaches to operate under
“split” signal phasing
• Replacing the existing three-section signal head for the eastbound
through lane with a four-section head (three ball indicators and one,
green left-turn arrow indicator)
• Potential widening of US 11 to the north of Rest Church Road to add
a second northbound lane that ends/merges a minimum of 495 feet
north of the existing commercial driveway on the east side of US 11.
• Adjustments to coordination with the adjacent signalized
intersections at the I-81 interchange.
▪ If implemented, the eastbound queues would be anticipated to be
contained within the existing lane storage. Minimal impacts are anticipated
at adjacent intersection due to the conversion of the Rest Church Road
approaches to split-phased at the US 11/Rest Church Road intersection.
o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Given the
current lane configuration on the northbound approach, the SimTraffic software
used to model maximum queues at signalized intersections likely overestimates the
levels of queueing on the northbound approach.
▪ A review of the SimTraffic model illustrated a majority of the northbound
right-turning traffic from the off-ramp ultimately destined for US 11
northbound stacked in the shared left-through-right lane on the off-ramp.
However, field observations showed a majority of the northbound right-
turns from the off-ramp used the exclusive right-turn lane (often
immediately cutting across three lanes to reach the left-turn lane onto US
11 northbound from Rest Church Road).
▪ To help “encourage” more vehicles turning left onto US 11 to utilize the
exclusive right-turn lane on the off-ramp, the default “Mandatory Distance”
and “Positioning Distance” parameters were reduced in the SimTraffic
Simulation Settings. Even with these adjustments, however, a considerable
amount of northbound off-ramp traffic destined for US 11 northbound
continues to stack in the shared left-through-right lane in the SimTraffic
model. This should be considered as a potential limitation of the model
under the current lane configuration.
Fruit Hill Property January 2023
Executive Summary
Kittelson & Associates, Inc. 4
2028 Background Traffic Conditions
▪ A one percent annual growth rate was applied to account for near-term regional traffic
growth.
▪ In-process developments included in the background 2028 analysis include:
o Arogas Parcel – 22,570 square feet of shopping center in the northeast quadrant of
the US 11/Rest Church Road intersection
o Parcel 33-A-12 – 150,000 square feet of industrial development in the southwest
quadrant of the US 11/Rest Church Road intersection
o Light Property – 105,500 square feet of industrial development along Woodbine
Road to the southeast of the US 11/Rest Church Road intersection
o Whitehall Commerce Center – Undeveloped portions of the larger site located west
of US 11 along Rest Church Road include 162,000 square feet of industrial
development
▪ No transportation improvements were identified for inclusion in the background 2028
analysis.
▪ All signalized study intersections and critical movements at unsignalized intersections are
forecast to continue to operate at LOS C or better with queues stored within existing lanes
with the following exceptions:
o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): With the
increase in volumes on both Rest Church Road and the I-81 northbound off-ramp
due to regional growth and trips from in-process developments, queues on the
northbound off-ramp are anticipated to spill back on I-81 under the existing signal
timing during the weekday p.m. peak hour.
▪ Note: As aforementioned, the SimTraffic model is likely overestimating
forecast northbound queues under the current lane configuration due to
limitations within the modeling software with respect to driver lane choice.
▪ By adding an exclusive northbound left-turn lane and converting the existing
shared left/through/right lane to a shared left/through lane, additional
capacity can be added to the northbound left-turn movement and reduce
queue spillback.
• The potential for adding an exclusive northbound left-turn lane and
converting the shared left/through/right lane to a shared
through/right lane was also evaluated. This also represents a viable
mitigation strategy; however, the conversion of the existing shared
lane to a shared left/through is anticipated to result in greater
Fruit Hill Property January 2023
Executive Summary
Kittelson & Associates, Inc. 5
reduction in maximum queues and delays on the off-ramp under
year 2028 background traffic conditions.
o US 11/Rest Church Road (Study Intersection #4): Similar to existing conditions, the
eastbound left-turn queues at the US 11/Rest Church Road intersection are
anticipated to spill back to the adjacent Rest Church Road/I-81 Northbound Ramps
intersection during the weekday p.m. peak hour. The movement is forecast to
operate above capacity at LOS F. The queues are forecast to block the upstream end
of the lane approximately 62 percent of the time during the weekday p.m. peak
hour.
▪ Converting the eastbound through lane to a shared left/through lane and
making the associated signal improvements is anticipated to reduce
queuing on the eastbound approach to within the existing lane storage.
Proposed Development
▪ The proposed Fruit Hill Property development consists of one 100-room hotel, one 5,000
square-foot restaurant, one 300,000 square-foot data center, and four industrial buildings
totaling to 2,125,500 square feet.
▪ Access to the development is proposed via a relocated Zachary Ann Lane. The Applicant is
proposing to relocate Zachary Ann Lane further west as a part of this project to improve
spacing from adjacent commercial driveways and the adjacent I-81 interchange.
▪ The development is estimated to generate approximately 4,330 net new weekday daily
trips, 430 weekday a.m. (317 in, 113 out), and 452 weekday p.m. (146 in, 306 out) peak
hour trips when built out in year 2028.
2028 Total Traffic Conditions
▪ All signalized study intersections and critical movements at unsignalized intersections are
forecast to operate at LOS D or better with queues stored within existing lanes with the
following exceptions:
o Rest Church Road/Zachary Ann Lane [RELOCATED] (Study Intersection #1): The
critical northbound left-turn movement from the relocated Zachary Ann Lane is
forecast to operate at LOS E during the weekday a.m. peak hour with control delays
of 36.1 seconds per vehicle.
▪ The movement is anticipated to serve 11 vehicles and queues are
anticipated to be less than one vehicle on average during the weekday a.m.
peak hour. During the weekday p.m. peak hour, the critical northbound
right-turn movement is forecast to operate at LOS C.
o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Similar to year
2028 background traffic conditions, the maximum queues for the northbound
Fruit Hill Property January 2023
Executive Summary
Kittelson & Associates, Inc. 6
approach (ramp from I-81) are forecast to spill back close to I-81 during the weekday
p.m. peak hour. The signal is still forecast to operate below capacity.
▪ Note: As aforementioned, the SimTraffic model is likely overestimating
forecast northbound queues under the current lane configuration due to
limitations within the modeling software with respect to driver lane choice.
▪ The site is anticipated to add 72 northbound left-turns to this approach.
o US 11/Rest Church Road (Study Intersection #4): Without signal timing changes
relative to existing conditions, the signalized intersection is forecast to operate
above capacity at LOS F during the weekday p.m. peak hour. Similar to both existing
and year 2028 background traffic conditions, the eastbound left-turn queues are
forecast to spill back to the upstream Rest Church Road/I-81 Northbound Ramps
intersection.
▪ The site is anticipated to add eight (8) trips to this movement during the
weekday p.m. peak hour.
2028 Total Traffic Mitigation
▪ As shown to be effective under existing and year 2028 background traffic conditions, the
following improvement strategies are anticipated offset the impacts to the surrounding
roadway network related to the addition of site-generated trips:
o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3)
▪ Widen the northbound off-ramp to three approach lanes. By adding an
exclusive northbound left-turn lane and converting the existing shared
left/through/right lane to a shared left/through lane, additional capacity can
be added to the northbound left-turn movement and reduce queue
spillback.
• The potential for adding an exclusive northbound left-turn lane and
converting the shared left/through/right lane to a shared
through/right lane was also evaluated. This also represents a viable
mitigation strategy; however, the conversion of the existing shared
lane to a shared left/through is anticipated to result in greater
reduction in maximum queues and delays on the off-ramp under
year 2028 total traffic conditions.
o US 11/Rest Church Road (Study Intersection #4)
▪ Convert the eastbound through lane to a shared left/through lane and
convert the Rest Church Road approach phasing to split phase (as evaluated
under existing and year 2028 background traffic conditions)
Fruit Hill Property January 2023
Executive Summary
Kittelson & Associates, Inc. 7
▪ While more drastic improvements (e.g., converting the signals to roundabouts or other
alternative intersection forms) were initially considered at each of the study intersections
warranting mitigation, the existing intersection spacing and proximity to the bridge over I-
81 would require substantial impacts to accommodate alternative intersection forms.
Turn Lane Warrant Evaluation
▪ An evaluation of VDOT right-turn lane warrants for two-lane roadways illustrated a right-
turn lane is not forecast to be warranted on Rest Church Road at the relocated Zachary Ann
Lane under year 2028 total traffic conditions.
▪ An evaluation of the VDOT left-turn lane warrants for two-lane roadways illustrated a left-
turn lane is forecast to be warranted on Rest Church Road at the relocated Zachary Ann
Lane. The turn lane should have a minimum of 200 feet of storage and a 200-foot taper.
Access Management Evaluation
▪ The proposed relocation of Zachary Ann Lane (to be relocated by the Applicant as a part of
this application) meets/exceeds VDOT standards for access spacing on Rest Church Road
(local street), including the minimum spacing requirement from an interchange.
▪ Relocating Zachary Ann Lane is anticipated to improve both the operations and safety of
the Rest Church corridor relative to existing conditions, where the Flying J Travel Center
currently has four commercial access points within close proximity to the I -81 interchange.
Shifting truck egress from the Flying J further west will help more clearly delineate decision
points for drivers along Rest Church Road.
▪ Relocating Zachary Ann Lane is also anticipated to better serve future development in the
area. The Flying J Travel Center has previously expressed interest in expanding to the north
side of Rest Church Road. A fourth, southbound leg at the relocated Zachary Ann Lane could
serve as a singular access point for both the potential Flying J and any future development
on the north side of Rest Church Road.
▪ Given the projected volumes on Rest Church Road, it is not anticipated any cross-section
improvements would be required on Rest Church Road with build-out of the Fruit Hill
Property on the south side of Rest Church Road.
Year 2034 Background Traffic Conditions
▪ A one percent annual growth rate was applied to year 2028 background traffic volumes to
account for near-term regional traffic growth between 2028 and 2034.
▪ No additional in-process developments beyond those included in the 2028 traffic analysis
were identified for inclusion in the 2034 traffic analysis.
▪ No transportation improvements were identified for inclusion in the background 2034
analysis.
Fruit Hill Property January 2023
Executive Summary
Kittelson & Associates, Inc. 8
▪ All study intersections and critical movements are forecast to continue to operate at LOS C
or better with queues stored within existing lanes with the following exceptions:
o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Similar to year
2028 background traffic conditions, the maximum queues for the northbound
approach (ramp from I-81) are forecast to spill back close to I-81 during the weekday
p.m. peak hour.
▪ Note: As aforementioned, the SimTraffic model is likely overestimating
forecast northbound queues under the current lane configuration due to
limitations within the modeling software with respect to driver lane choice.
▪ Similar to year 2028 traffic conditions, the queueing issues are forecast to
be addressed by adding an exclusive northbound left-turn lane and
converting the existing shared left/through/right lane to either a s hared
left/through or a through/right lane.
• Converting the existing shared lane on the ramp either a shared
left/through or through/right represent viable strategies under year
2034 background traffic conditions. Marginal differences in
maximum queue lengths and delay are expected on the northbound
ramp between the two strategies. These estimated values are highly
dependent on the signal timing and coordination pattern employed.
o US 11/Rest Church Road (Study Intersection #4): The eastbound left-turn queues
at the US 11/Rest Church Road intersection are anticipated to spill back to the
adjacent Rest Church Road/I-81 Northbound Ramps intersection during the
weekday p.m. peak hour. The movement is forecast to operate above capacity at
LOS F. The queues are forecast to block the upstream end of the lane approximately
64 percent of the time during the weekday p.m. peak hour. The overall intersection
is anticipated to operate near capacity at LOS E.
▪ Similar to year 2028 traffic conditions, the queue spillback and high delays
are anticipated to be addressed through conversion of the eastbound
through lane to a shared left/through and implementing associated signal
improvements.
Year 2034 Total Traffic Conditions
▪ All study intersections and critical movements are forecast to operate at LOS D or better
with queues stored within existing lanes with the following exceptions:
o Rest Church Road/Zachary Ann Lane [RELOCATED] (Study Intersection #1): The
critical northbound left-turn movement from the relocated Zachary Ann Lane is
forecast to operate at LOS E during the weekday a.m. peak hour with control delays
of 36.9 seconds per vehicle.
Fruit Hill Property January 2023
Executive Summary
Kittelson & Associates, Inc. 9
▪ The movement is anticipated to serve 11 vehicles and queues are
anticipated to be less than one vehicle on average during the weekday a.m.
peak hour. During the weekday p.m. peak hour, the critical northbound
right-turn movement is forecast to operate at LOS C.
o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Similar to year
2034 background traffic conditions, the maximum queues for the northbound
approach (ramp from I-81) are forecast to spill back close to I-81 during the weekday
p.m. peak hour. The signal is still forecast to operate below capacity.
▪ Note: As aforementioned, the SimTraffic model is likely overestimating
forecast northbound queues under the current lane configuration due to
limitations within the modeling software with respect to driver lane choice.
▪ Similar to year 2034 background traffic conditions, the queueing spillback
forecast on the northbound approach can be mitigated by adding an
exclusive northbound left-turn lane and converting the existing shared left-
through-right lane to either a shared left/through or through/right lane.
• Converting the existing shared lane on the ramp either a shared
left/through or through/right represent viable strategies under year
2034 background traffic conditions. Marginal differences in
maximum queue lengths and delay are expected on the northbound
ramp between the two strategies. These estimated values are highly
dependent on the signal timing and coordination pattern employed.
o US 11/Rest Church Road (Study Intersection #4): Without signal timing changes
relative to existing conditions, the signalized intersection is forecast to operate
above capacity at LOS F during the weekday p.m. peak hour. Similar to both existing
and year 2034 background traffic conditions, the eastbound left-turn queues are
forecast to spill back to the upstream Rest Church Road/I-81 Northbound Ramps
intersection.
▪ As shown effective under existing and pre-build-out traffic conditions, the
queueing and delay concerns are anticipated to be addressed through
conversion of the eastbound through lane to a shared left/through and
implementing associated signal improvements.
Fruit Hill Property January 2023
Executive Summary
Kittelson & Associates, Inc. 10
RECOMMENDATIONS
As a result of the forecast impacts of the proposed Fruit Hill Property development on the surrounding
roadway network, the following improvements are recommended for consideration:
▪ Convert the eastbound through lane at the US 11/Rest Church Road intersection to a shared
left/through lane. Appropriate adjustments to signal timing/coordination on Rest Church
Road and roadway improvements to US 11 will be required, including converting the Rest
Church Road approaches at US 11 to split phasing.
o The need for this mitigation strategy is shown to be warranted under existing
conditions. The site-related trips added to the network at this intersection
represent approximately two percent of the total entering vehicles upon build-out
in year 2028.
▪ Construct a northbound left-turn lane with at least 300 feet of storage and a 200-foot taper
on the northbound off-ramp of I-81 at Rest Church Road.
o The need for this mitigation strategy was shown to be warranted under year 2028
background (pre-build-out) traffic conditions. The site-related trips added to the
network at this intersection represent approximately 16.5 percent of the total
entering vehicles upon build-out in year 2028.
▪ Construct a westbound left-turn lane with at least 200 feet of storage and a 200-foot taper
on Rest Church Road at the relocated Zachary Ann Lane. If feasible, this left-turn lane can
be extended upstream to the existing left-turn lane onto the [existing] Zachary Ann Lane to
create longer storage and greater deceleration distance for future growth.
Introduction
Fruit Hill Property January 2023
Introduction
Kittelson & Associates, Inc. 12
INTRODUCTION
Kittelson and Associates, Inc. (Kittelson) prepared this report to document analysis methodologies and
assumptions with regard to the proposed Fruit Hill Property located in the southwest quadrant of the
Route 669 (Rest Church Road)/Zachary Ann Lane intersection in Frederick County, Virginia. The
proposed site, shown in Figure 1, consists of one 100-room hotel, one 5,000 square-foot restaurant,
and five industrial buildings totaling to 2,249,000 square feet. The development is proposed to be built
out by Year 2028.
The Applicant is proposing to provide access to the site via a relocated Zachary Ann Lane. The existing
Zachary Ann Lane access point on Rest Church Road would be removed, and existing access to the
Pilot/Flying-J Travel Center would be provided via a new driveway off the relocated Zachary Ann Lane.
All trips to the proposed site and parcels south of the site on Zachary Ann Lane would also be accessed
through the relocated Zachary Ann Lane. Figure 2 shows a preliminary conceptual site plan.
The general topography for the study site can best be described as level to rolling-hill type terrain.
Figure 3 illustrates the current zoning map for Frederick County (Reference 1). The parcel on which the
proposed Fruit Hill Property development is located is currently zoned as Rural Area (RA).
This analysis determines the transportation related impacts associated with the proposed development
and was prepared in accordance with Frederick County and Virginia Department of Transportation
(VDOT) requirements for traffic impact studies. The study intersections, time periods for analysis, and
scope of this project were selected after County and VDOT staff were consulted. A scoping letter
provided for this project is provided in Appendix A.
A traffic operations analysis has been conducted to confirm that the transportation system can
adequately support the proposed development. Specifically, this analysis includes:
▪ Year 2021 existing land use and transportation system conditions within the site vicinity;
▪ Forecast year 2028 background traffic conditions (without site development) during the
weekday a.m. and weekday p.m. peak periods including in-process/approved
developments and regional growth;
▪ Trip generation and distribution estimates for the proposed development;
▪ Forecast year 2028 total traffic conditions based on build out of the development including
queuing and turn lane analyses,
▪ Turn lane evaluations at site entrances;
▪ Access management evaluation;
▪ Forecast year 2034 background traffic conditions (without site development) during the
weekday a.m. and weekday p.m. peak periods;
▪ Forecast year 2034 total traffic conditions based on build out of the development; and,
▪ Conclusions and recommendations.
SITE
50
522
50
11
81
81
11
37
522
259
7
- Study Intersections##
N
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 01Site Vicnity Map
Frederick County, VA 1
Fruit Hill Property January 2023
Figure
FREDERICK COUNTY, VA
SITE
- Future Study Intersections
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
PROPOSED
RELOCATION
OF ZACHARY
ANN LN
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
DZACHARY ANN LNSTAYMAN DRRUEBUCK RD
V
I
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 02
2FIGUREFruit Hill PropertyJanuary 2023Conceptual Site PlanProvided by Dice Engineering (January 2023)Frederick County, VA
NC:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 03
Zoning MapObtained from Frederick County, VAFrederick County, VA3Fruit Hill PropertyJanuary 2023FigureSITE
Existing Conditions
Broad Run Estates January 2023
Existing Conditions
Kittelson & Associates, Inc. 17
EXISTING CONDITIONS
The existing conditions analysis identifies the site conditions and current operational and geometric
characteristics of the roadways within the study area. These conditions will be compared with future
conditions later in this report.
Kittelson staff visited and inventoried the proposed Fruit Hill Property development site and
surrounding study area in December 2021. At that time, Kittelson collected information regarding site
conditions, adjacent land uses, existing traffic operations, and transportation facilities in the study area.
Transportation Facilities
Table 1 summarizes the primary transportation facilities in the site vicinity. Figure 4 shows the existing
lane configurations and traffic control devices at the study intersections.
Table 1. Existing Transportation Facilities and Roadway Designations
Roadway Classification1
Number
of
Lanes
Speed
Limit
(mph) Median
Side-
walks
Bicycle
Lanes
On-
Street
Parking Surface
US 11 (Martinsburg Pike) Major Collector 4 lanes 45 No Partial2 No No Paved
I-81 SB Ramps (Exit 323) Interstate Ramp 1 lane 353 No No No No Paved
I-81 NB Ramps (Exit 323) Interstate Ramp 1 lane 353 No No No No Paved
Route 669 (Rest Church Road) Local 2 lanes 35/454 No No No No Paved
Zachary Ann Lane Local 2 lanes No posted No No No No Paved
1Classifications based on VDOT’s 2014 Functional Classification Map.
2Sidewalk on east side of US 11 north of Rest Church Road only.
3Advisory speed.
445 miles-per-hour west of proposed relocated Zachary Ann Lane.
Pedestrian and Bicycle Facilities
Field observations taken in the site vicinity revealed low levels of pedestrian and bicycle activity along
the study area roadways during most hours of the day. No sidewalks were present within the site
vicinity except for a short segment of sidewalk along the commercial property on US 11 north of Rest
Church Road. The only signalized pedestrian crossing within the study area is the across the east leg at
the US 11/Rest Church Road intersection.
Transit Facilities
There is no transit service is provided in the vicinity of the site.
SITE
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 04Existing Lane Configurations
and Traffic Control Devices
Frederick County, VA 4
Fruit Hill Property January 2023
Figure
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
321
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
V
I
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
- STOP SIGN
- TRAFFIC SIGNAL
1 2 3 4
Fruit Hill Property January 2023
Existing Conditions
Kittelson & Associates, Inc. 19
Existing Traffic Volumes and Peak Hour Operations
Turning movement counts were obtained at the study intersections in October 2021. The counts were
conducted during typical weekday morning (6:00 to 9:00 AM), weekday evening (4:00 to 7:00 PM), and
Saturday midday (11:00 AM to 2:00 PM) time periods when school was in session and no extreme
weather occurred. Given the on-going impacts of the COVID-19 pandemic on traffic volumes
(particularly to weekday a.m. and weekday p.m. peak hour volumes due to an increase in people
working from home), the turning movement counts collected in October 2021 were compared to the
2016 turning movement volumes used in the January 2017 Whitehall Commerce Center Traffic Impact
Study. Appendix B contains the October 2021 turning movement counts and the 2016 volumes used in
the Whitehall Commerce Center study.
In general, the traffic volumes collected to and from the east of I-81 are shown to have increased in the
October 2021 counts relative to the 2016 volumes. This is likely the result of the addition of the Amazon
fulfilment center to the east of US 11. However, individual movement volumes to and from the west of
I-81 on Rest Church Road were approximately five to 30 percent lower than the 2016 volumes
depending on the movement. Based on direction from VDOT staff, the higher of the October 2021 or
2016 turning movement volumes from the Whitehall Commerce Center study were used as the basis
for 2021 existing traffic volumes. Figure 5 illustrates the volumes used in this study. Engineering
judgement was applied were needed to balance the volumes between intersections (i.e., a similar
proportion of trips were assumed to be captured by the Pilot/Flying -J Travel Center between Zachary
Ann Lane and the I-81 Southbound Ramps).
Consistent with scoping requirements, operational analyses were performed at the following
intersections:
1. Rest Church Road/Zachary Ann Lane
2. Rest Church Road/I-81 Southbound Ramps
3. Rest Church Road/I-81 Northbound Ramps
4. US 11 (Martinsburg Pike)/Rest Church Road
Signal Timing Information
The most recent signal timing data for the Rest Church Road corridor was obtained from VDOT at the
time the turning-movement counts were collected.
SITE
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 052021 Existing Traffic Volumes
Blended from 2016 and 2021 Turning Movement Counts
Frederick County, VA 5
Fruit Hill Property January 2023
Figure
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
321
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
2**68**136
4**
143**96**3*152***212
*130
257
245***167*2328*131
177
335
86
60339966158252**305
*117
*83
13
109*
1131**98**116
1
24**
53**932*114**126
*166
331
117*56193*88
131
392
95
52581312021434778
188
*58
12
88
39
*ADJUSTED TO MATCH 2016 TURNING MOVEMENT COUNTS
**INCREASED FOR BALANCING PURPOSES
Fruit Hill Property January 2023
Existing Conditions
Kittelson & Associates, Inc. 21
Current Levels of Service and Volume-to-Capacity Ratios
All level of service (LOS) analyses described in this report was performed in accordance with the
procedures stated in the Highway Capacity Manual, 6th Edition (HCM6 - Reference 2)1. A description of
level of service and the criteria by which they are determined is presented in Appendix C.
This analysis is based on the system hourly peak during each of the study periods to evaluate of all
intersection levels-of-service. The weekday a.m. and weekday p.m. peak hours were found to occur
from 6:45 a.m. to 7:45 a.m. and 5:15 p.m. to 6:15 p.m., respectively. Traffic operations were evaluated
using Synchro 11 in accordance with VDOT’s Traffic Operations and Safety Analysis Manual v2.0
(TOSAM – Reference 3).
Figure 6 shows the overall intersection operational results of the existing traffic operations analysis for
the weekday a.m. and weekday p.m. peak hours. Figure 7 shows the lane group LOS. Table 2
summarizes the Synchro 11 peak hour levels of service, 95th percentile back of queue, and delay for
each lane group by intersection. For intersections where Synchro was unable to accurately estimate
the 95th percentile queue lengths (i.e., the signalized US 11/Rest Church Road intersection, where 95th
percentile volumes exceed capacity), SimTraffic software was used to derive the maximum queues
shown in Table 2. All parameters of the SimTraffic queueing analysis were evaluated in accordance with
Section 7.6 of VDOT’s TOSAM. Appendix D contains the existing conditions level of service worksheets.
1The current lane configuration on the northbound approach of the Rest Church Road/I -81 Northbound Ramps
intersection does not comply with the National Electrical Manufacturers Association (NEMA) phasing. As such, HCM
2000 outputs are reported for signalized intersections.
SITE
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 06Existing Traffic Operations
Weekday AM & PM Peak Hours
Frederick County, VA 6
Fruit Hill Property January 2023
Figure
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
321
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM CM = INTERSECTION MOVEMENT (UNSIGNALIZED)
LOS = INTERSECTION MOVEMENT LEVEL OF SERVICE
(SIGNALIZED)/INTERSECTION MOVEMENT
LEVEL OF SERVICE (UNSIGNALIZED)
Del = INTERSECTION AVERAGE CONTROL DELAY
(SIGNALIZED)/INTERSECTION MOVEMENT
CONTROL DELAY (UNSIGNALIZED)
V/C = INTERSECTION VOLUME-TO-CAPACITY RATIO
1 2 3 4
52581312021434778188
58
12
88
39
LOS=C
Del=26.4
V/C=0.45
5619388131
392
95
LOS=B
Del=16.3
V/C=0.22932114126
166
331
117
LOS=C
Del=27.9
V/C=0.44
198116
1 24
53
CM=NB
LOS=B
Del=10.9
V/C=0.15
60339966158252305
117
83
13
109
113
LOS=D
Del=45.1
V/C=0.73
167328131
177
335
86
LOS=C
Del=20.3
V/C=0.52963152212
130
257
245
LOS=C
Del=22.2
V/C=0.40
268136
0
4
143
CM=NB
LOS=B
Del=10.8
V/C=0.12
SITE
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 07Existing Lane Group Levels of Service
Weekday AM & PM Peak Hours
Frederick County, VA 7
Fruit Hill Property January 2023
FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
321
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AMX - LANE GROUP LEVEL OF SERVICE ECC
C
CB
BCB
A
BA
CC B
CB
E
CCC
CDCCCB
C
CA
ACC
A
BA
DC B
CB
C
CCE
CDC
Fruit Hill Property January 2023
Existing Conditions
Kittelson & Associates, Inc. 24
Table 2. Existing Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue,
and Delay for Each Lane Group by Intersection
Intersection Information AM Peak Hour PM Peak Hour
Intersection
(#)
Traffic Control Approach Lane
Group
Existing
turn-lane
lengths
LOS
Back
of
Queue
(feet)1
Delay
(sec) LOS
Back
of
Queue
(feet)1
Delay
(sec)
Route 669 (Rest Church
Road)/
Zachary Ann Lane
(#1)
Two-way
Stop-Controlled
EB EBT - - 0 0.0 - 0 0.0
EBR - - 0 0.0 - 0 0.0
EB Approach - - 0.0 - - 0.0
WB WBL - A 3 7.6 A 0 8.7
WBT - - 0 0.0 - 0 0.0
WB Approach - - 2.4 - - 0.2
NB NBLR - B 13 10.9 B 10 10.8
NB Approach B - 10.9 B - 10.8
Rest Church Road/I-81
Southbound Ramps
(#2)
Signalized
EB EBTR - C 165 21.0 B 143 18.8
EB Approach C - 21.0 B - 18.8
WB WBL - D 314 39.5 C 256 31.8
WBT - A 103 7.9 A 216 9.1
WB Approach C - 31.3 C - 20.7
SB SBLT - C 132 31.4 C 130 31.1
SBR 640’ C 92 29.1 C 122 29.2
SB Approach C - 30.2 C - 29.9
Overall C - 27.9 C - 22.2
Rest Church Road/I-81
Northbound Ramps
(#3)
Signalized
EB EBL - A 161 11.3 B 169 15.0
EBT - A 91 9.1 B 100 10.2
EB Approach A - 10.0 B - 12.3
WB WBT - A 163 9.7 B 159 17.6
WBR - B 61 19.7 B 64 19.1
WB Approach B - 11.6 B - 17.9
NB NBLTR - C 230 30.5 C 499 32.3
NBR 480’ C 174 30.9 C 390 21.8
NB Approach C - 30.8 C - 27.3
Overall B - 16.3 C - 20.3
US 11 (Martinsburg
Pike)/Rest Church Road
(#4)
Signalized
EB EBL - C 136 29.0 E 227 76.3
EBTR - B 131 16.9 C 213 22.1
EB Approach C - 19.8 E - 54.9
WB
WBL 250’ E 39 56.9 C 39 33.9
WBT - C 88 28.1 C 100 30.7
WBR - C 49 27.3 C 87 29.7
WB Approach C - 30.3 C - 30.4
NB
NBL 150’ C 110 34.8 C 150 33.6
NBT - C 74 23.7 E 425 65.9
NBR 280’ C 22 22.4 C 134 24.6
NB Approach C - 28.3 E - 30.3
SB
SBL 240’ D 150 41.9 D 91 35.5
SBT - C 170 27.6 C 145 29.7
SBR 290’ C 101 24.2 C 82 26.7
SB Approach C - 28.4 C - 28.9
Overall C - 26.4 D - 45.1
1 Maximum queues reported from SimTraffic at signalized intersections due to 95th percentile queues from Synchro
exceeding capacity at one or more signalized intersections within the coordinated system.
The existing maximum queues on the northbound approach of the Rest Church Road/I-81 Northbound
Ramps intersection (Study Intersection #3) reported from SimTraffic are notably longer than observed
in the field. A review of the SimTraffic model illustrated a majority of the northbound right -turning
Fruit Hill Property January 2023
Existing Conditions
Kittelson & Associates, Inc. 25
traffic from the off-ramp ultimately destined for US 11 northbound stacked in the shared left-through-
right lane on the off-ramp. However, field observations showed a majority of the northbound right-
turns from the off-ramp used the exclusive right-turn lane (often immediately cutting across three lanes
to reach the left-turn lane onto US 11 northbound from Rest Church Road). To help “encourage” more
vehicles turning left onto US 11 to utilize the exclusive right-turn lane on the off-ramp, the default
“Mandatory Distance” and “Positioning Distance” parameters were reduced in the Simulation Settings.
By lowering this value to less than the link length between I-81 and US 11, vehicles are able to make
last minute lane changes to cut into the left-turn lane on Rest Church Road to US 11 northbound. Even
with these adjustments, however, a considerable amount of northbound off-ramp traffic destined for
US 11 northbound continues to stack in the shared left-through-right lane in the SimTraffic model. This
likely results in inflated queueing estimates for northbound off-ramp, which are reflected in Table 2.
As the queuing results of the model are reviewed, this should be considered as a potential limitation of
the model.
As also shown in the figures and Table 2, study intersections and critical movements currently operate
at LOS D or better. All queues are stored within the existing lanes with the following exceptions:
US 11/Rest Church Road (#4)
The eastbound left-turn operates at LOS E with queues spilling back to the adjacent Rest Church Road/I-
81 Northbound Ramps intersection during the weekday p.m. peak hour. The queues block the upstream
end of the lane (i.e., Upstream Block Time) approximately 21 percent of the time during the weekday
p.m. peak hour.
Potential Mitigation
Mitigation Strategy #1 – Signal Re-timing
To alleviate the potential queue spill back and delays on the eastbound approach of the US 11/Rest
Church Road intersection, potential modifications to existing signal timing were evaluated to better
accommodate demand on the eastbound approach. Modifications to signal timing could include
changes to existing cycle lengths and/or changes to individual phase splits. Table 3 illustrates the
anticipated operations of the three signalized study intersections with updated signal splits using the
existing 80 second cycle lengths for each signalized study intersection. Small changes were made to the
coordination pattern between the signals to maintain the existing levels of coordination with the new
phase splits. Appendix E contains the Synchro and SimTraffic operational worksheets for the mitigated
traffic operations.
As shown, signal re-timing alone is not anticipated to fully prevent the spill back of eastbound left-turn
movements at the US 11/Rest Church Road intersection. The upstream intersection is anticipated to be
blocked five percent of the time by queue spill backs for the eastbound left-turn during the weekday
p.m. peak hour.
Fruit Hill Property January 2023
Existing Conditions
Kittelson & Associates, Inc. 26
Table 3. Existing Conditions – Mitigation Strategy #1 – Signal Re-timing
Intersection Information PM Peak Hour
Intersection
(#)
Traffic Control Approach Lane Group Existing
turn-lane lengths LOS
Back of
Queue
(feet)1
Delay
(sec)
Rest Church Road/I-81 Southbound Ramps
(#2)
Signalized
EB EBTR - B 141 18.9
EB Approach B - 18.9
WB WBL - C 261 28.6
WBT - B 159 11.5
WB Approach C - 20.3
SB SBLT - C 146 31.2
SBR 640’ C 125 29.3
SB Approach C - 30.0
Overall C - 22.1
Rest Church Road/I-81 Northbound Ramps
(#3)
Signalized
EB EBL - B 164 14.2
EBT - B 83 10.5
EB Approach B - 12.1
WB WBT - B 138 16.2
WBR - B 58 18.2
WB Approach B - 16.6
NB NBLTR - C 341 32.9
NBR 480’ C 286 22.0
NB Approach C - 27.6
Overall B - 19.9
US 11 (Martinsburg Pike)/Rest Church Road
(#4)
Signalized
EB EBLT - D 215 42.6
EBTR - C 173 22.9
EB Approach C - 34.8
WB
WBL 250’ C 7 34.1
WBT - C 103 34.9
WBR - C 95 33.1
WB Approach C - 34.0
NB
NBL 150’ C 150 35.0
NBT - D 427 54.9
NBR 280’ C 132 23.8
NB Approach D - 51.3
SB
SBL 240’ D 108 36.1
SBT - C 170 28.0
SBR 290’ C 90 25.5
SB Approach C - 27.8
Overall D - 36.8
1 Maximum queues reported from SimTraffic due to 95th percentile queues from Synchro exceeding capacity at one or
more signalized intersections within the coordinated system.
Mitigation Strategy #2 – Eastbound Shared Left-Through Lane
As shown in Table 3, adjustments to existing signal timing alone will have nominal effects on existing
queueing on the eastbound approach of the US 11/Rest Church Road intersection. Given the existing
6-lane, undivided cross-section of Rest Church Road between the I-81 Northbound Ramps and US 11,
adding storage capacity through an additional eastbound left-turn lane would require widening of the
travelled way. This would potentially have substantial impacts to the existing gasoline station in the
southwest quadrant of the US 11/Rest Church Road intersection and/or the church in the northwest
quadrant. It would also potentially affect the lane alignment with the bridge over I-81 to the west (i.e.,
potential impacts to signal poles/head locations and/or widening of the bridge).
Fruit Hill Property January 2023
Existing Conditions
Kittelson & Associates, Inc. 27
To prevent queue spillback during the weekday p.m. peak hour within the existing cross-section on Rest
Church Road, capacity can be added by converting the existing eastbound through lane to a shared left-
through lane. This change to the existing eastbound lane configuration would require several
improvements:
▪ Restriping of the eastbound approach lanes
▪ Conversion of the Rest Church Road approaches to operate under “split” signal phasing
▪ Replacing the existing three-section signal head for the eastbound through lane with a four-
section head (three ball indicators and one, green left-turn arrow indicator)
▪ Potential widening of US 11 to the north of Rest Church Road to add a second northbound
lane that ends/merges a minimum of 495 feet north of the existing commercial driveway
on the east side of US 11.
o If US 11 is not widened, the second eastbound left-turn lane at the US 11/Rest
Church Road intersection would flow into a right-turn trap lane into the commercial
property.
▪ Adjustments to coordination with the adjacent signalized intersections at the I-81
interchange.
Table 4 illustrates anticipated operations of US 11/Rest Church Road after converting the eastbound
through lane to a shared left-through lane and adjusting the Rest Church Road approaches to operate
under split phasing. As shown, the eastbound queues would be anticipated to contained within the
existing lane storage (upstream blockage reduced to zero percent in SimTraffic). Minimal impacts are
anticipated at adjacent intersection due to the conversion of the Rest Church Road approaches to split-
phased at the US 11/Rest Church Road intersection. Figure 8 illustrates the anticipated extents of these
improvements.
It should also be noted this proposed lane configuration helps address some of the limitations of the
SimTraffic model with respect to the northbound off-ramp from I-81. With two left-turning lanes from
Rest Church Road onto US 11 northbound, vehicles from the northbound off-ramp can access one of
the left-turn lanes on Rest Church Road from either lane on the off-ramp. This is reflected in the
reduced forecast queues on the northbound off-ramp (Study Intersection #3) relative to existing
conditions.
Fruit Hill Property January 2023
Existing Conditions
Kittelson & Associates, Inc. 28
Table 4. Existing Conditions – Mitigation Strategy #2 – Eastbound Shared Left-Through Lane at US
11/Rest Church Road
Intersection Information PM Peak Hour
Intersection
(#)
Traffic Control Approach Lane Group Existing
turn-lane lengths LOS
Back of
Queue
(feet)1
Delay
(sec)
Rest Church Road/I-81 Southbound Ramps
(#2)
Signalized
EB EBTR - B 144 18.9
EB Approach B - 18.9
WB WBL - C 269 28.7
WBT - A 136 5.0
WB Approach C - 17.2
SB SBLT - C 146 31.2
SBR 640’ C 108 29.3
SB Approach C - 30.0
Overall C - 20.6
Rest Church Road/I-81 Northbound Ramps
(#3)
Signalized
EB EBL - A 154 4.4
EBT - A 82 10.2
EB Approach A - 12.2
WB WBT - C 175 23.4
WBR - E 70 74.0
WB Approach C - 33.8
NB NBLTR - C 362 32.9
NBR 480’ C 305 22.0
NB Approach C - 27.6
Overall C - 23.7
US 11 (Martinsburg Pike)/Rest Church Road
(#4)
Signalized
EB EBLT - D 178 44.8
EBTR - C 174 29.8
EB Approach C - 34.9
WB
WBL 250’ C 44 33.1
WBT - C 99 34.9
WBR - C 73 33.1
WB Approach C - 34.0
NB
NBL 150’ C 149 35.0
NBT - C 257 30.8
NBR 280’ B 53 19.4
NB Approach C - 31.2
SB
SBL 240’ D 102 36.0
SBT - C 147 22.9
SBR 290’ C 66 21.3
SB Approach C - 23.9
Overall C - 30.6
1Maximum queues from SimTraffic reported for consistency with other operational summaries.
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 08Converting Eastbound Through Lane to Shared Left-Through
US 11/Rest Church Road
Frederick County, VA 8
Fruit Hill Property January 2023
Figure
N11
495' MIN
RE-STRIPE
EASTBOUND
APPROACH
BEGIN LANE DROP AFTER
COMMERCIAL DRIVEWAY
RE-STRIPE EXISTING RIGHT-TURN
LANE AS THROUGH LANE
100'
200' TAPER
WIDEN US 11 TO DEVELOP
RIGHT-TURN LANE
ADJUST SIDEWALK TO
REDEVELOP BUFFER
REPLACE EXISTING 3-SECTION
HEAD WITH 4-SECTION HEAD
FOR SHARED LEFT-THROUGH LANE
REST
C
H
U
R
C
H
R
D
81
0
Scale: 1" = 150'
15015075
Transportation Impact Analysis
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 31
TRANSPORTATION IMPACT ANALYSIS
The transportation impact analysis identifies how the study area’s transportation system will operate
through total build out of the project. The Fruit Hill Property development is anticipated to be
constructed and built out by 2028. The proposed site consists of one 100-room hotel, one 5,000 square-
foot restaurant, one 300,000 square-foot data center, and four industrial buildings totaling to 2,125,000
square feet. Traffic impacts of the proposed Fruit Hill Property development during the typical weekday
a.m. and weekday p.m. peak hours were examined as follows:
• Year 2028 background traffic conditions were developed by:
o Applying a one percent compound annual growth rate to year 2021 traffic volumes.
o Adding trips associated with in-process developments to the study intersections.
• Year 2028 background weekday a.m. and weekday p.m. peak hour traffic conditions were
analyzed at each of the study intersections.
• Site-generated trips were estimated for the proposed site plan.
• Site trip distribution patterns identified and confirmed through the scoping process were
derived from existing traffic patterns and major trip origins and destinations in the study area.
• Year 2028 total traffic conditions were analyzed at each of the study intersections and site-
access driveways during the weekday a.m. and weekday p.m. peak hours.
YEAR 2028 TRAFFIC CONDITIONS
In the 2028 background analysis, traffic operations prior to build-out of the proposed development are
analyzed for the purposes of establishing a baseline against which to measure the specific impacts of
the proposed development. Background growth in traffic volumes is attributed to regional growth in
the area as well as any specific development within the study area. These components of growth are
discussed below.
Regional Growth
A one percent annual growth rate was identified and confirmed through the scoping process to account
for near-term regional traffic growth. This growth rate was compounded annually to forecast year 2028
background traffic volumes.
In-Process Developments
In-process developments within the study area identified to be built out by 2028 include:
▪ Arogas Parcel – 22,570 square feet of shopping center in the northeast quadrant of the US
11/Rest Church Road intersection
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 32
▪ Parcel 33-A-12 – 150,000 square feet of industrial development in the southwest quadrant
of the US 11/Rest Church Road intersection
▪ Light Property – 105,500 square feet of industrial development along Woodbine Road to
the southeast of the US 11/Rest Church Road intersection
▪ Whitehall Commerce Center – Undeveloped portions of the larger site located west of US
11 along Rest Church Road include 162,000 square feet of industrial development
Trips to and from the in-process developments were assigned based on the assumptions made in
previous and on-going traffic impact analyses for other developments (include the January 2019
Whitehall Commerce Center study). Appendix F contains the assumed trip generation and trip
assignment for the in-process trips at study intersections. Trip generation for the in-process trips were
developed using the standard reference Trip Generation, 11th Edition (Reference 4) published by the
Institute of Transportation Engineers (ITE).
Planned Transportation Improvements
No transportation improvements are anticipated within the study network by the year 2028. With the
build-out of the proposed site, Zachary Ann Lane would be relocated further west along Rest Church
Road to increase the spacing from the I-81 interchange. The relocated Zachary Ann Lane would align
with the existing residential driveway on the north side of Rest Church Road.
2028 Background Traffic Conditions
Traffic volumes under year 2028 background traffic conditions were developed by adding both the one
percent compound annual growth rate and the in-process development trips to the existing traffic
volumes. Figure 9 shows the overall intersection operational results of the year 2028 background traffic
operations analysis for the weekday a.m. and weekday p.m. peak hours. Figure 10 shows the lane group
LOS. Table 5 summarizes the peak hour levels of service, 95th percentile back of queue, and delay for
each lane group by intersection. No changes to existing signal timing provided by VDOT were assumed.
If appropriate, signal timing updates will be recommended as potential mitigation measures to account
for projected traffic volumes.
Queues reported at signalized intersections were estimated using the maximum queues SimTraffic, as
the Synchro model was unable to fully estimate the extent of forecast queues. Appendix G contains the
2028 background traffic operational analysis worksheets.
SITE
N
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 09Year 2028 Background Traffic Operations
Weekday AM & PM Peak Hours
Frederick County, VA 9
Fruit Hill Property January 2023
Figure
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
321
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AM1
WEEKDAY PMWEEKDAY AM2
WEEKDAY PMWEEKDAY AM3
WEEKDAY PMWEEKDAY AM4
CM = INTERSECTION MOVEMENT (UNSIGNALIZED)
LOS = INTERSECTION MOVEMENT LEVEL OF SERVICE
(SIGNALIZED)/INTERSECTION MOVEMENT
LEVEL OF SERVICE (UNSIGNALIZED)
Del = INTERSECTION AVERAGE CONTROL DELAY
(SIGNALIZED)/INTERSECTION MOVEMENT
CONTROL DELAY (UNSIGNALIZED)
V/C = INTERSECTION VOLUME-TO-CAPACITY RATIO 736719140245372107
281
184
15
121
43
LOS=C
Del=27.0
V/C=0.58
6031294259
443
123
LOS=B
Del=16.8
V/C=0.262052122149
178
376
127
LOS=C
Del=31.9
V/C=0.58
1105138
1 26
59
CM=NB
LOS=B
Del=11.3
V/C=0.17
1693831173168270383
136
106
22
239
130
LOS=E
Del=67.0
V/C=1.00
179392140
234
478
199
LOS=C
Del=21.7
V/C=0.621433163231
139
383
276
LOS=C
Del=26.7
V/C=0.56
273150
0
4
164
CM=NB
LOS=B
Del=10.8
V/C=0.12
SITE
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 10Year 2028 Bacgkround Lane Group Levels of Service
Weekday AM & PM Peak Hours
Frederick County, VA 10
Fruit Hill Property January 2023
FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
321
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AMX - LANE GROUP LEVEL OF SERVICE FCC
C
CB
CCC
B
BA
DC C
CB
F
CDC
CDCCCB
C
CB
ACC
A
BA
DD B
CB
C
CDE
CDC
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 35
Table 5. Year 2028 Background Traffic Conditions – Summary of Peak Hour Levels of Service, 95th
Percentile Back of Queue, and Delay for Each Lane Group by Intersection
Intersection Information AM Peak Hour PM Peak Hour
Intersection
(#)
Traffic Control Approach Lane
Group
Existing
turn-lane
lengths
LOS
Back of
Queue
(feet)1
Delay
(sec) LOS
Back of
Queue
(feet)1
Delay
(sec)
Route 669 (Rest
Church Road)/
Zachary Ann Lane
(#1)
Two-way
Stop-Controlled
EB EBT - - 0 0.0 - 0 0.0
EBR - - 0 0.0 - 0 0.0
EB Approach - - 0.0 - - 0.0
WB WBL - A 3 7.7 A 0 8.7
WBT - A 0 0.0 - 0 0.0
WB Approach - - 2.3 - - 0.2
NB NBLR - B 15 11.3 B 10 10.8
NB Approach B - 11.3 B - 10.8
Rest Church
Road/I-81
Southbound
Ramps
(#2)
Signalized
EB EBTR - C 193 23.9 C 169 25.5
EB Approach C - 23.9 C - 25.5
WB WBL - D 311 42.8 D 377 35.9
WBT - A 119 9.6 B 366 12.7
WB Approach C - 34.4 C - 26.2
SB SBLT - D 257 41.2 C 178 31.1
SBR 640’ C 112 27.8 C 115 27.8
SB Approach D - 36.2 C - 29.4
Overall C - 31.9 C - 26.7
Rest Church
Road/I-81
Northbound
Ramps
(#3)
Signalized
EB EBL - B 145 14.3 C 176 21.0
EBT - B 131 12.9 B 192 12.0
EB Approach B - 13.2 B - 15.4
WB WBT - A 176 9.7 C 221 21.6
WBR - B 69 10.6 B 89 17.4
WB Approach A - 9.9 B - 20.4
NB NBLTR - C 228 30.1 C 932 33.1
NBR 480’ C 184 31.1 C 480 21.0
NB Approach C - 30.8 C - 27.2
Overall B - 16.8 C - 21.7
US 11
(Martinsburg
Pike)/Rest
Church Road
(#4)
Signalized
EB EBL - C 182 31.3 F 250 159.1
EBTR - B 207 16.1 C 249 21.1
EB Approach B - 18.9 F - 105.6
WB
WBL 250’ E 52 65.0 C 55 34.5
WBT - C 105 28.5 C 181 33.5
WBR - C 51 27.3 C 112 29.8
WB Approach C - 31.2 C - 32.7
NB
NBL 150’ D 129 36.6 D 150 50.3
NBT - C 86 24.5 F 1,000 96.4
NBR 280’ C 27 22.9 C 256 24.6
NB Approach C - 29.8 F - 81.1
SB
SBL 240’ D 177 51.3 D 121 36.0
SBT - C 206 30.1 C 181 32.7
SBR 290’ C 136 25.0 C 132 28.2
SB Approach C - 31.5 C - 30.8
Overall C - 27.0 E - 67.0
1 Maximum queues reported from SimTraffic at signalized intersections due to 95th percentile queues from Synchro
exceeding capacity at one or more signalized intersections within the coordinated system.
As shown in the figures and Table 5, signalized study intersections and critical movements at
unsignalized intersections are anticipated to continue to operate at LOS C or better with queues
contained within existing storage with the following exceptions:
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 36
Rest Church Road/I-81 Northbound Ramps (#3)
With the increase in volumes on both Rest Church Road and the I-81 northbound off-ramp due to
regional growth and trips from in-process developments, queues on the northbound off-ramp are
anticipated to spill back on I-81 under the existing signal timing during the weekday p.m. peak hour.
Similar to existing conditions, the SimTraffic model places a large proportion of the northbound off -
ramp traffic destined for US 11 northbound in the shared left-through-right lane. This may artificially
increase the projected maximum queues relative to anticipated field conditions. However, under year
2028 background conditions the queuing condition is anticipated to provide a more realistic estimate
due to the persistent queue spillback on the eastbound approach of the US 11/Rest Church Road. As
outline in the next subsection, the eastbound approach of the US 11/Rest Church Road intersection is
forecast to block the upstream intersection approximately 62 percent of the weekday p.m. peak hour.
This, in turn, prevents vehicles from the off-ramp from proceeding through the intersection.
US 11/Rest Church Road (#4)
Similar to existing conditions, the eastbound left-turn queues at the US 11/Rest Church Road
intersection are anticipated to spill back to the adjacent Rest Church Road/I-81 Northbound Ramps
intersection during the weekday p.m. peak hour. The movement is forecast to operate above capacity
at LOS F. The eastbound left-turn queues are forecast to block the upstream end of the lane (i.e.,
Upstream Block Time) approximately 62 percent of the time during the weekday p.m. peak hour. The
overall intersection is anticipated to operate near capacity at LOS E.
Potential Mitigation
Given the anticipated increase in traffic volumes at study intersections, it is not anticipated signal re-
timing alone at will sufficiently alleviate the delay and queueing concerns at the Rest Church Road/I-81
Northbound Ramps and US 11/Rest Church Road intersections under year 2028 background traffic
conditions. Table 6 illustrates the strategies evaluated to mitigate the anticipated traffic conditions
during the weekday p.m. peak hour.
Table 7 illustrates the anticipated traffic operations with these improvements. With these
improvements, updates to signal timing and coordination were also assumed. Appendix H contains the
Synchro and SimTraffic output worksheets.
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 37
Table 6. Year 2028 Background – Mitigation Strategies
Mitigation
Strategy
Intersection
Rest Church Road/I-81 Northbound Ramps (#3) US 11/Rest Church Road (#4)
Mitigation
Strategy #1
No changes to lane configuration (a baseline for comparison to
the subsequent two mitigation strategies)
Lane Configuration:
Convert the eastbound through lane to a shared left-through
lane and convert the Rest Church Road approach phasing to
split phase (as evaluated under existing traffic conditions)
Proposed Lane Configuration:
Mitigation
Strategy #2
Widen the northbound off-ramp to three approach lanes. By
adding an exclusive northbound left-turn lane and converting
the existing shared left/through/right lane to a shared
through/right lane, additional capacity can be added to the
northbound left-turn movement and reduce queue spillback.
Figure 11 illustrates a conceptual layout of the potential
northbound left-turn lane.
Proposed Lane Configuration:
Mitigation
Strategy #3
Widen the northbound off-ramp to three approach lanes. By
adding an exclusive northbound left-turn lane and converting
the existing shared left/through/right lane to a shared
left/through lane, additional capacity can be added to the
northbound left-turn movement and reduce queue spillback.
Proposed Lane Configuration:
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 11Northbound Left-Turn Lane - Conceptual Layout
Rest Church Road/I-81 Northbound Ramps
Frederick County, VA 11
Fruit Hill Property January 2023
Figure
N
WIDEN OFF-RAMP TO ACCOMMODATE
ADDITIONAL APPROACH LANE
REST
C
H
U
R
C
H
R
D
81
0
Scale: 1" = 75'
7575
300'
200' TAPER
CONVERT EXISTING SHARED
LEFT-THROUGH-RIGHT
TO SHARED THROUGH-RIGHT
ADJUST/AUGMENT NORTHBOUND
SIGNAL HEADS AS NECESSARY
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 39
Table 7. Year 2028 Background Conditions – Mitigated Traffic Conditions
Intersection Information
PM Peak Hour1
Mitigation Strategy #1 Mitigation Strategy #2 Mitigation Strategy #3
Intersection
(#) Traffic Control Approach Lane Group Turn-lane
lengths LOS Back of
Queue (ft)
Delay
(sec) LOS Back of
Queue (ft)
Delay
(sec) LOS Back of
Queue (ft)
Delay
(sec)
Rest Church Road/I-81
Southbound Ramps
(#2)
Signalized
EB EBTR - C 156 23.9 C 169 23.9 C 193 23.9
EB Approach C - 23.9 C - 23.9 C - 23.9
WB WBL - D 312 45.3 D 334 43.9 C 345 25.6
WBT - A 153 3.9 A 120 4.2 A 122 5.8
WB Approach C - 27.9 C - 27.3 B - 17.3
SB SBLT - C 174 34.5 C 168 34.5 C 163 34.5
SBR 640’ C 119 29.3 C 135 29.3 C 115 29.3
SB Approach C - 31.7 C - 31.7 C - 31.7
Overall C - 27.7 C - 27.4 C - 22.5
Rest Church Road/I-81
Northbound Ramps
(#3)
Signalized
EB EBL - C 250 23.6 B 196 18.6 A 142 3.7
EBT - B 135 17.9 B 122 12.0 A 57 1.4
EB Approach C - 20.0 B - 14.5 A - 2.3
WB WBT - C 200 20.6 B 187 19.8 B 162 16.6
WBR - C 127 31.5 C 96 25.2 C 91 21.5
WB Approach C - 23.8 C - 21.4 B - 18.0
NB
NBL 300’ N/A N/A N/A C 272 32.6 C 131 29.5
NBLTR or LT or TR - C 397 35.5 C 147 24.0 C 194 29.6
NBR 480’ C 338 21.5 C 123 23.9 C 180 27.6
NB Approach C - 28.7 C - 26.7 C - 28.2
Overall C - 24.6 C - 21.7 B - 18.0
US 11 (Martinsburg
Pike)/Rest Church Road
(#4)
Signalized
EB EBLT - D 194 44.1 D 200 52.6 D 207 48.4
EBTR - C 166 22.1 C 183 34.6 C 207 24.0
EB Approach C - 29.5 D - 40.7 C - 32.2
WB
WBL 250’ C 47 33.6 C 47 33.6 C 45 33.6
WBT - D 160 47.8 D 169 47.8 D 165 47.8
WBR - C 83 33.2 C 85 33.2 C 92 33.2
WB Approach D - 42.2 D - 42.2 D - 42.2
NB
NBL 150’ D 150 44.5 D 150 44.5 D 150 44.5
NBT - C 395 33.2 C 436 33.2 C 446 33.2
NBR 280’ B 128 19.1 B 81 19.1 B 135 19.1
NB Approach D - 36.3 D - 36.3 D - 36.3
SB
SBL 240’ D 101 36.7 D 100 36.7 D 97 36.7
SBT - C 144 26.3 C 159 26.3 C 147 26.3
SBR 290’ C 121 23.7 C 123 23.7 C 108 23.7
SB Approach C - 26.4 C - 26.4 C - 26.4
Overall C - 33.0 D - 36.3 C - 33.7
1Maximum queues from SimTraffic reported.
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 40
The following summaries the ability of these mitigation strategies to address the anticipated delay or
queueing issues identified:
▪ Queue Spillback on Rest Church Road from US 11 to I-81 Ramps
o Under each of the mitigation strategies, the queue spillback from the eastbound
approach to US 11 is anticipated to be substantially reduced during the peak hour with
the conversion of the eastbound through lane to a shared left-through lane.
▪ Queue Spillback from I-81 Northbound Off-Ramp to I-81 Mainline
o Similarly, each mitigation strategy is anticipated to eliminate spill back of queues on the
I-81 Northbound Off-Ramp to the I-81 mainline. Under Mitigation Strategy #1, the
queues on the northbound off-ramp are still anticipated to extend approximately
halfway down the ramp, which may still affect safe deceleration from I -81 mainline.
Under both Mitigation Strategy #2 and Mitigation Strategy #3, the maximum
northbound queues on the off-ramp are forecast to be cut approximately in half relative
to Mitigation Scenario #1.
▪ Overall intersection and approach delays
o Under each mitigation strategy, all intersection approaches are anticipated to operate
at LOS D or better. Mitigation Strategy #3 is anticipated to result in the greatest
improvement to delays and queueing along the corridor.
Proposed Development
The proposed Fruit Hill Property development consists of one 100-room hotel, one 5,000 square-foot
restaurant, one 300,000 square-foot data center, and four industrial buildings totaling to 2,125,500
square feet. The Applicant is proposing to provide access to the site via a relocated Zachary A nn Lane.
The existing Zachary Ann Lane access point on Rest Church Road would be removed, and existing access
to the Pilot/Flying-J Travel Center would be provided via a new driveway off the relocated Zachary Ann
Lane. All trips to the proposed site and parcels south of the site on Zachary Ann Lane would also be
accessed through the relocated Zachary Ann Lane. Figure 12 illustrates the assumed lane configurations
and traffic control devices under year 2028 total traffic conditions.
Trip Generation
Trip generation estimates for the proposed development were developed using the standard reference
Trip Generation, 11th Edition (Reference 4) published by the Institute of Transportation Engineers (ITE).
Table 8 summarizes the trip generation estimates for the proposed development.
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 41
Table 8. Estimated Trip Generation
Land Use
ITE
Code Units
Weekday
Daily
Peak Hour Adjacent Street
Weekday AM Peak
Hour
Weekday PM Peak
Hour
Total In Out Total In Out
Warehousing 150 2,125.500 1,000
S.F. 3,397 361 278 83 383 107 276
Data Center 160 300.000 1,000
S.F. 297 33 18 15 27 8 19
Hotel 310 100 Rooms 660 43 24 19 46 23 23
Internal to Restaurant (5% AM/PM) (33) (2) (1) (1) (2) (1) (1)
High-Turnover (Sit-Down)
Restaurant 932 5.000 1,000
S.F. 536 48 26 22 45 27 18
Pass-by (43% AM/PM)1 (230) (20) (10) (10) (20) (10) (10)
Total 4,593 452 328 124 474 157 317
Internal Trips (LUC 310) (33) (2) (1) (1) (2) (1) (1)
Pass-by (LUC 932) (230) (20) (10) (10) (20) (10) (10)
Net New Trips 4,330 430 317 113 452 146 306
115% of pass-by trips considered pass-bys on Rest Church Road. Remaining 28% to be considered diverted trips from I -
81
As shown in Table 8, the development is estimated to generate approximately 4,330 net new weekday
daily trips, 430 weekday a.m. (317 in, 113 out), and 452weekday p.m. (146 in, 306 out) peak hour trips
when built out in year 2028.
Trip Distribution and Trip Assignment
Trip distribution estimates for the proposed project were developed based on anticipated future travel
patterns observed near the site and major origin/destination patterns in the site vicinity. Figure 13
illustrates the estimated trip distribution pattern, which was confirmed through the scoping process.
Figure 14, Figure 15, and Figure 16 illustrate the assignment of site-generated trips to the surrounding
roadway network for the trips related to the warehousing, data center, and hotel land uses,
respectively. Figure 17 and Figure 18 illustrate the assignment of pass-by/diverted and site-generated
trips by the restaurant, respectively.
SITE
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 12Assumed Year 2028 Total Traffic Lane Configurations
and Traffic Control Devices
Frederick County, VA 12
Fruit Hill Property January 2023
Figure
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
32
1
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
V
I
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
- STOP SIGN
- TRAFFIC SIGNAL
1 2 3 4
PROPOSED
RELOCATION
OF ZACHARY
ANN LN
SITE
N
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 13Assumed Site Trip Distribution
Frederick County, VA 13
Fruit Hill Property January 2023
Figure
- ESTIMATED TRIP DISTRIBUTION:
WAREHOUSING/DATA CENTER/HOTEL (RESTAURANT)
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
PROPOSED
RELOCATION
OF ZACHARY
ANN LN
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
DZACHARY ANN LNRUEBUCK RD
V
I
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
SITE
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 14Net New Site-Generated Trips
Warehousing
Frederick County, VA 14
Fruit Hill Property January 2023
FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
32
1
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AMPROPOSED
RELOCATION
OF ZACHARY
ANN LN
142625
102 48138
124
54
48124
14
6
337
747914
264 12542
37
139
12537
5
14
773
2
SITE
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 15Net New Site-Generated Trips
Data Center
Frederick County, VA 15
Fruit Hill Property January 2023
FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
32
1
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AMPROPOSED
RELOCATION
OF ZACHARY
ANN LN
1141
17 87
7
9
87
1 11188 49
9
4
49
NO TRIPS
ASSOCIATED WITH
THIS INTERSECTION
SITE
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 16Net New Site-Generated Trips
Hotel
Frederick County, VA 16
Fruit Hill Property January 2023
FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
32
1
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AMPROPOSED
RELOCATION
OF ZACHARY
ANN LN
1171
22 109
8
12
108
1
2
111
1211
21 1011
10
11
1010
1
1
11
SITE
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 17Pass-by Trips
Restaurant
Frederick County, VA 17
Fruit Hill Property January 2023
FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
32
1
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AMPROPOSED
RELOCATION
OF ZACHARY
ANN LN
NO PASS-BY TRIPS
ASSOCIATED WITH
THIS INTERSECTION
28-2
2
8
-2 33
3
3
33
NO PASS-BY TRIPS
ASSOCIATED WITH
THIS INTERSECTION
28-2
2
8
-2 33
3
3
33
SITE
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 18Net New Site-Generated Trips
Restaurant
Frederick County, VA 18
Fruit Hill Property January 2023
FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
32
1
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AMPROPOSED
RELOCATION
OF ZACHARY
ANN LN
173
14 64
3
8
73
1
1
112102
14 65
5
8
64
1
2
111
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 49
2028 Total Traffic Conditions
The year 2028 total traffic conditions analysis forecasts how the transportation system in the study
area will operate after build-out of the proposed development. The pass-by and site-generated trips
shown in Figure 14 through Figure 18 were added to year 2028 background traffic volumes shown in
Figure 9 to arrive at the year 2028 total traffic volumes shown in Figure 19. Figure 20 shows the lane
group LOS for the weekday a.m. and weekday p.m. peak hours. Table 9 summarizes the Synchro 11
peak hour levels of service, 95th percentile back of queue, and delay for each lane group by intersection.
No changes to existing signal timing provided were assumed. If appropriate, signal timing updates will
be recommended as potential mitigation measures to account for projected traffic volumes.
The queues reported for the signalized intersections were estimated using maximum queues from
SimTraffic, as the Synchro model was unable to fully estimate the extent of forecast queues. Appendix
I contains the year 2028 total traffic conditions operational worksheets.
SITE
N
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 19Year 2028 Total Traffic Operations
Weekday AM & PM Peak Hours
Frederick County, VA 19
Fruit Hill Property January 2023
Figure
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
32
1
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AM1
WEEKDAY PMWEEKDAY AM2
WEEKDAY PMWEEKDAY AM3
WEEKDAY PMWEEKDAY AM4
CM = INTERSECTION MOVEMENT (UNSIGNALIZED)
LOS = INTERSECTION MOVEMENT LEVEL OF SERVICE
(SIGNALIZED)/INTERSECTION MOVEMENT
LEVEL OF SERVICE (UNSIGNALIZED)
Del = INTERSECTION AVERAGE CONTROL DELAY
(SIGNALIZED)/INTERSECTION MOVEMENT
CONTROL DELAY (UNSIGNALIZED)
V/C = INTERSECTION VOLUME-TO-CAPACITY RATIO
PROPOSED
RELOCATION
OF ZACHARY
ANN LN
826719140245382111
281
187
15
121
43
LOS=C
Del=27.1
V/C=0.59
212312153
266
462
123
LOS=B
Del=20.6
V/C=0.492052274215
238
376
298
LOS=C
Del=27.7
V/C=0.62
11233136
21
351
57
CM=NB
LOS=E
Del=36.1
V/C=0.10
1743831173168273391
136
114
22
239
130
LOS=F
Del=109.2
V/C=1.01
251392289
250
487
199
LOS=C
Del=32.3
V/C=0.961433234396
288
383
356
LOS=C
Del=27.1
V/C=0.66
21389148
11
157
162
CM=NB
LOS=C
Del=18.6
V/C=0.63
SITE
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 20Year 2028 Total Lane Group Levels of Service
Weekday AM & PM Peak Hours
Frederick County, VA 20
Fruit Hill Property January 2023
FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
32
1
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AMX - LANE GROUP LEVEL OF SERVICE ECC
C
BB
CCC
B
CA
CC E
DC
F
CDD
CDCCCB
C
CB
BCC
B
BA
DD B
DB
C
CDE
CDCPROPOSED
RELOCATION
OF ZACHARY
ANN LN
EC
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 52
Table 9. 2028 Total Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of
Queue, and Delay for Each Lane Group by Intersection
Intersection Information AM Peak Hour PM Peak Hour
Intersection
(#)
Traffic Control Approach Lane
Group
Turn-lane
lengths LOS
Back
of
Queue
(feet)
Delay
(sec) LOS
Back
of
Queue
(feet)
Delay
(sec)
Route 669 (Rest Church
Road)/
Zachary Ann Lane
[RELOCATED]
(#1)
Two-way
Stop-Controlled
EB EBT - - 0 0.0 - 0 0.0
EBR - - 0 0.0 - 0 0.0
EB Approach - - 0.0 - - 0.0
WB WBL 200’ A 30 8.7 A 18 9.5
WBT - - 0 0.0 - 0 0.0
WB Approach - - 7.5 - - 4.7
NB NBL - E 8 36.1 C 5 16.9
NBR 200’ B 40 13.4 C 113 18.6
NB Approach B - 14.4 C - 18.5
Rest Church Road/I-81
Southbound Ramps1
(#2)
Signalized
EB EBTR - C 221 24.9 C 262 30.3
EB Approach C - 24.9 C - 30.3
WB WBL - D 315 35.9 C 401 30.9
WBT - B 168 11.0 B 432 14.5
WB Approach C - 24.9 C - 23.0
SB SBLT - D 240 41.2 C 152 30.8
SBR 640’ C 180 29.0 C 154 28.3
SB Approach C - 34.2 C - 29.2
Overall C - 27.7 C - 27.1
Rest Church Road/I-81
Northbound Ramps1
(#3)
Signalized
EB EBL - B 217 15.2 E 379 67.2
EBT - B 124 12.3 B 134 14.8
EB Approach B - 13.3 D - 42.9
WB WBT - B 174 12.4 C 229 28.7
WBR - B 70 15.0 C 109 22.9
WB Approach B - 13.0 C - 27.0
NB NBLTR - D 559 40.4 D 928 38.0
NBR 480’ C 444 29.0 B 480 19.4
NB Approach C - 35.0 C - 29.1
Overall B - 20.6 C - 32.3
US 11 (Martinsburg
Pike)/Rest Church Road1
(#4)
Signalized
EB EBL - C 170 29.2 F 248 429.2
EBTR - B 213 16.1 C 254 20.8
EB Approach B - 18.6 F - 269.6
WB
WBL 250’ E 53 65.0 D 61 45.4
WBT - C 112 28.5 C 180 28.6
WBR - C 55 27.3 C 109 26.4
WB Approach C - 31.2 C - 28.8
NB
NBL 150’ D 118 37.6 D 150 53.1
NBT - C 96 24.6 E 691 56.5
NBR 280’ C 21 23.0 C 184 22.7
NB Approach C - 30.7 D - 54.8
SB
SBL 240’ D 166 51.3 D 117 40.5
SBT - C 201 30.4 C 175 31.2
SBR 290’ C 151 25.3 C 131 27.4
SB Approach C - 31.7 C - 30.5
Overall C - 27.1 F - 109.2
1 Maximum queues reported from SimTraffic at signalized intersections due to 95th percentile queues from Synchro
exceeding capacity at one or more signalized intersections within the coordinated system.
As shown in the figures and Table 9, all signalized study intersections and critical movements at
unsignalized intersections are forecast to continue to operate at LOS C or better with queues contained
within existing/proposed lane storage with the following exceptions:
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 53
Rest Church Road/Zachary Ann Lane (#1)
The critical northbound left-turn movement from the relocated Zachary Ann Lane is forecast to operate
at LOS E during the weekday a.m. peak hour with control delays of 36.1 seconds per vehicle. The
movement is anticipated to serve 11 vehicles and queues are anticipated to be less than one vehicle on
average during the weekday a.m. peak hour. During the weekday p.m. peak hour, the critical
northbound right-turn movement is forecast to operate at LOS C.
Rest Church Road/I-81 Northbound Ramps (#3)
Similar to year 2028 background traffic conditions, the maximum queues for the northbound approach
(ramp from I-81) are forecast to spill back close to I-81 during the weekday p.m. peak hour. As
aforementioned, this may be due in part to the limitations of the SimTraffic software. Queues may not
be expected to reach this length in reality. The signal is anticipated to operate below capacity with the
northbound approach anticipated to operate at LOS C during both the weekday a.m. and weekday p.m.
peak hours. The site is anticipated to add 72 northbound left-turns to this approach.
US 11/Rest Church Road (#4)
Without signal timing changes relative to existing conditions, the signalized intersection is forecast to
operate above capacity at LOS F during the weekday p.m. peak hour. Similar to both existing and year
2028 background traffic conditions, the eastbound left-turn queues are forecast to spill back to the
upstream Rest Church Road/I-81 Northbound Ramps intersection. The site is anticipated to add eight
(8) trips to this movement during the weekday p.m. peak hour.
MITIGATION
Similar to year 2028 background traffic conditions, the three improvement strategies in Table 6 were
evaluated for their ability to offset the impacts to the surrounding roadway network related to the
addition of site-generated trips. Table 10 illustrates the anticipated operations of the three signalized
study intersections during the weekday p.m. peak hour under these scenarios. With these
improvements, updates to signal timing and coordination were also assumed. Appendix J contains the
Synchro and SimTraffic outputs for the mitigated scenarios.
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 54
Table 10. 2028 Total Traffic Conditions – Mitigated
Intersection Information
PM Peak Hour1
Mitigation Strategy #1 Mitigation Strategy #2 Mitigation Strategy #3
Intersection
(#) Traffic Control Approach Lane Group Turn-lane
lengths LOS Back of
Queue (ft)
Delay
(sec) LOS Back of
Queue (ft)
Delay
(sec) LOS Back of
Queue (ft)
Delay
(sec)
Rest Church Road/I-81
Southbound Ramps
(#2)
Signalized
EB EBTR - C 275 26.4 C 270 26.4 C 244 26.4
EB Approach C - 26.4 C - 26.4 C - 26.4
WB WBL - C 370 26.4 C 337 29.2 C 374 31.4
WBT - A 158 0.8 A 171 1.0 A 165 1.1
WB Approach B - 14.1 B - 15.6 B - 16.8
SB SBLT - C 192 34.2 C 166 34.2 C 169 34.2
SBR 640’ C 141 29.8 C 176 29.8 C 159 29.8
SB Approach C - 31.5 C - 31.5 C - 31.5
Overall C - 22.4 C - 23.1 C - 23.5
Rest Church Road/I-81
Northbound Ramps
(#3)
Signalized
EB EBL - C 275 24.6 B 257 15.3 A 264 8.3
EBT - A 92 2.5 A 90 1.9 A 92 1.4
EB Approach B - 14.3 A - 9.1 A - 5.1
WB WBT - C 206 29.7 C 206 26.3 C 188 21.7
WBR - D 125 39.1 D 137 38.4 C 127 34.4
WB Approach C - 32.4 C - 29.8 C - 25.4
NB
NBL 300’ N/A N/A N/A D 295 43.0 C 220 33.8
NBLTR or LT or TR - D 583 51.8 C 395 22.7 C 270 34.0
NBR 480’ C 448 21.1 C 220 22.7 C 170 28.0
NB Approach D - 37.1 C - 30.6 C - 30.3
Overall C - 28.8 C - 24.1 C - 21.3
US 11 (Martinsburg
Pike)/Rest Church Road
(#4)
Signalized
EB EBLT - D 180 38.8 D 202 41.0 D 176 38.9
EBTR - C 194 28.5 C 185 31.0 C 208 27.6
EB Approach C - 31.9 D - 34.4 C - 31.4
WB
WBL 250’ C 47 33.1 C 42 33.1 C 55 33.1
WBT - D 187 43.8 D 214 43.8 D 188 43.8
WBR - C 86 32.8 C 81 32.8 C 82 32.8
WB Approach D - 39.5 D - 39.5 D - 39.5
NB
NBL 150’ D 149 44.9 D 150 44.9 D 150 44.9
NBT - C 500 34.4 C 507 34.4 C 440 34.4
NBR 280’ C 84 20.0 C 157 20.0 C 156 20.0
NB Approach D - 37.3 D - 37.3 D - 37.3
SB
SBL 240’ D 112 42.8 D 120 42.8 D 101 42.8
SBT - C 152 28.2 C 178 28.2 C 180 28.2
SBR 290’ C 112 25.5 C 144 25.5 C 106 25.5
SB Approach C - 28.9 C - 28.9 C - 28.9
Overall C - 34.0 C - 34.8 C - 33.9
1 Maximum SimTraffic queues reported.
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 55
Similar to year 2028 background traffic conditions, each of the mitigation strategies is anticipated to
improve queueing and delay issues noted under year 2028 total traffic conditions using the existing
signal timing and lane configurations. A brief summary of each is provided below:
The following summaries the ability of these mitigation strategies to address the anticipated delay or
queueing issues identified:
▪ Queue Spillback on Rest Church Road from US 11 to I-81 Ramps
o Under each of the mitigation scenarios, the queue spillback from the eastbound
approach to US 11 is anticipated to be substantially reduced during the peak hour with
the conversion of the eastbound through lane to a shared left-through lane. Queues are
anticipated to be contained within the existing storage (zero to one percent upstream
blockage time). The one percent of upstream blockage time during the peak hour can
be addressed through minor modifications to the coordination plan tested in this
report.
▪ Queue Spillback from I-81 Northbound Off-Ramp to I-81 Mainline
o Each mitigation scenario is anticipated to eliminate spill back of queues on the I -81
Northbound Off-Ramp to the I-81 mainline.
▪ Under Mitigation Strategy #1, the queues on the northbound off-ramp are still
anticipated to extend approximately halfway down the ramp, which may still
affect safe deceleration from I-81 mainline.
▪ Under Mitigation Strategy #2, the maximum queues on the northbound off-
ramp are reduced approximately 32 percent relative to Mitigation Strategy #1
with the addition of a left-turn lane.
▪ Under Mitigation Strategy #3, the maximum queues on the northbound off-
ramp are reduced approximately 54 percent relative to Mitigation Strategy #1
and 31 percent relative to Mitigation Strategy #2.
▪ Overall intersection and approach delays
o All movements anticipated to operate below capacity at LOS D or better under each
mitigation strategy.
Relative to the forecast operations of the three mitigation strategies under year 2028 background
traffic, no substantial increase in delays are expected, nor are queues anticipated to spill beyond
proposed storage lengths (e.g., the 300 feet of storage required under year 2028 background traffic
conditions for the northbound left-turn lane on the I-81 off-ramp). The maximum northbound queue
on the off-ramp from I-81 is anticipated to increase by several vehicles; however, this increase is
accommodated by the existing off-ramp.
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 56
Overall, Mitigation Strategy #3 provides the greatest anticipated reduction to queues and delays on the
northbound off-ramp; however, Mitigation Strategy #2 also represents a viable mitigation strategy for
the overall roadway network. Either provides sufficient reduction in queuing and delays and either
should considered a viable alternative under year 2028 total traffic conditions.
While more drastic improvements (e.g., converting the signals to roundabouts or other alternative
intersection forms) were initially considered at each of the study intersections warranting mitigation,
the existing intersection spacing and proximity to the bridge over I-81 would require substantial
impacts to accommodate alternative intersection forms. The operations reported above illustrate
modifications to the existing control forms can adequately accommodate forecast increases in delay
and queueing resulting from the site-generated trips.
TURN-LANE EVALUATION
Left- and right-turn lane warrants established in Appendix F of VDOT’s Road Design Manual (RDM -
Reference 5) were evaluated along Rest Church Road at the relocated Zachary Ann Lane. Appendix K
contains the right-turn lane evaluations using Figure 3-26 under year 2034 total traffic conditions. It
also contains the nomographs used to evaluate the left-turn lane warrants. The percentage of left turns
in each approach volume was rounded to the nearest five percent to apply the nomographs. The posted
speed limit of Rest Church Road changes from 35 miles-per-hour to 45 miles-per-hour near the
proposed relocated Zachary Ann Lane. To be conservative, the nomographs for a 50 mile -per-hour
design speed were used. Table 11 and Table 12 contain a summary of the turn-lane warrant analysis
for right- and left-turn lanes, respectively.
Table 11. Right Turn-Lane Warrants – Rest Church Road/Zachary Ann Lane – Year 2028 Total Traffic
Conditions
Weekday AM Peak Weekday PM Peak
Right-Turning Volume
(veh/hr)
Approach Volume
(veh/hr)
Turn-Lane
Warranted?
Right-Turning Volume
(veh/hr)
Approach Volume
(veh/hr)
Turn-Lane
Warranted?
21 157 No 11 159 No
Table 12. Left Turn-Lane Warrants – Rest Church Road/Zachary Ann Lane – Year 2028 Total Traffic
Conditions
Peak Hour Metric
Weekday AM Peak
Advancing Volume (veh/hr) 408
L (% Left Turns in Advancing Volume) 86.0
Opposing Volume (veh/hr) 157
Turn-Lane Warranted? Yes
Weekday PM Peak
Advancing Volume (veh/hr) 319
L (% Left Turns in Advancing Volume) 49.2
Opposing Volume (veh/hr) 159
Turn-Lane Warranted? Yes
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 57
As shown, a right-turn lane on Rest Church Road at the Rest Church Road/Zachary Ann Lane intersection
is not forecast to be warranted under year 2028 total traffic conditions. A left-turn lane is forecast to
be warranted during the weekday a.m. and weekday p.m. peak hours. Given the 45 mile-per-hour
posted speed limit on Rest Church Road, the left-turn lane should have a minimum of 200 feet of
storage and a 200-foot taper.
ACCESS MANAGEMENT EVALUATION
An evaluation of the proposed relocated Zachary Ann Lane on Rest Church Road was performed with
respect to VDOT’s Access Management policies. Figure 21 illustrates the proposed spacing of the
relocated Zachary Ann Lane with respect to the adjacent private entrances, as well as the interchange
with I-81.
Based on Table 2-3 of the RDM, the proposed relocated Zachary Ann Lane should be located a minimum
of 1,320 feet from the end of the I-81 ramp terminal. As shown in Figure 21, the current planned
location of Zachary Ann Lane is located approximately 1,325 feet from the edge of the ramp terminal
(no turn lanes present as shown in Figure 2-9 of the RDM).
Based on Table 2-2 of the RDM, the proposed relocated Zachary Ann Lane should be a minimum of 50
feet from adjacent entrances on Rest Church Road (local street). As shown in Figure 21, the proposed
location of Zachary Ann Lane is located greater than 50 feet from any adjacent entrance.
Benefits of Relocating Zachary Ann Lane
As shown in Figure 21, relocating Zachary Ann Lane as a part of the Fruit Hill Property development is
anticipated to increase the spacing to meet/exceed minimum VDOT access spacing standards relative
to spacing from the I-81 interchange. This is of particular importance on the west side of the I-81
interchange, where the existing Flying J Travel Center currently has four commercial access points
within close proximity to each other and the interchange. Relocating the existing truck egress (via
Zachary Ann Lane) further west from the other existing driveways will help clearly delineate decision
points for drivers along Rest Church Road and is anticipated to improve both the operations and safety
performance of the corridor.
Relocating Zachary Ann Lane is also anticipated to better serve future development in the area. The
Flying J Travel Center has previously expressed interest in expanding to the north side of Rest Church
Road. A fourth, southbound leg at the relocated Zachary Ann Lane could serve as a singular access point
for both the potential Flying J and any future development on the north side of Rest Church Road. Given
the projected volumes on Rest Church Road, it is not anticipated any cross-section improvements would
be required on Rest Church Road with build-out of the Fruit Hill Property on the south side of Rest
Church Road. The existing cross-section should be reevaluated with future development in the area,
including creating medians as necessary to improve access management near the interchange.
NC:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 21
Access Management EvaluationFrederick County, VA21Fruit Hill PropertyJanuary 2023FigureRELOCATED ZACHARY ANN LANETO BE CLOSED1,325'1,320'50'50'840'X'X'- MINIMUM SPACING FROM INTERCHANGE RAMP- PROPOSED SPACING- MINIMUM SPACING FROM COMMERCIAL ENTRANCESX'RELOCATED ACCESS TO FLYING J(ALIGNMENT TBD)
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 59
DESIGN YEAR 2034 OPERATIONS
The year 2034 traffic conditions analysis is intended to provide a planning-level assessment of how the
study area transportation system will operate six years after planned build-out of the proposed
development.
Year 2034 Background Traffic Conditions
To develop year 2034 background traffic volumes, six years of growth (one percent) were added to the
year 2028 background traffic conditions shown in Figure 9. No additional in-process developments
were identified for build-out between year 2028 and 2034 at the time of scoping. Figure 22 shows the
overall intersection operational results of the year 20234 background traffic operations analysis for the
weekday a.m. and weekday p.m. peak hours. Figure 23 shows the lane group LOS. Table 13 summarizes
the peak hour levels of service, 95th percentile back of queue, and delay for each lane group by
intersection. No changes to existing signal timing provided by VDOT were assumed. If appropriate,
signal timing updates will be recommended as potential mitigation measures to account for projected
traffic volumes.
Queues reported at signalized intersections were estimated using the maximum queues SimTraffic, as
the Synchro model was unable to fully estimate the extent of forecast queues. Appendix L contains the
2034 background traffic operational analysis worksheets.
SITE
N
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 22Year 2034 Background Traffic Operations
Weekday AM & PM Peak Hours
Frederick County, VA 22
Fruit Hill Property January 2023
Figure
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
321
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AM1
WEEKDAY PMWEEKDAY AM2
WEEKDAY PMWEEKDAY AM3
WEEKDAY PMWEEKDAY AM4
CM = INTERSECTION MOVEMENT (UNSIGNALIZED)
LOS = INTERSECTION MOVEMENT LEVEL OF SERVICE
(SIGNALIZED)/INTERSECTION MOVEMENT
LEVEL OF SERVICE (UNSIGNALIZED)
Del = INTERSECTION AVERAGE CONTROL DELAY
(SIGNALIZED)/INTERSECTION MOVEMENT
CONTROL DELAY (UNSIGNALIZED)
V/C = INTERSECTION VOLUME-TO-CAPACITY RATIO277159
0
5
174
CM=NB
LOS=B
Del=11.0
V/C=0.13 767120148260395112
293
188
16
127
45
LOS=C
Del=27.4
V/C=0.62
64325100
268
469
129
LOS=B
Del=16.9
V/C=0.282112130157
189
398
135
LOS=C
Del=32.6
V/C=0.61
1734061177179287403
144
111
23
246
138
LOS=E
Del=76.3
V/C=1.05
190413149
245
501
205
LOS=C
Del=22.8
V/C=0.671493173245
148
399
292
LOS=C
Del=26.9
V/C=0.581112146
1 27
62
CM=NB
LOS=B
Del=11.4
V/C=0.18
SITE
N
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 23Year 2034 Bacgkround Lane Group Levels of Service
Weekday AM & PM Peak Hours
Frederick County, VA 23
Fruit Hill Property January 2023
Figure
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
321
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AM1
WEEKDAY PMWEEKDAY AM2
WEEKDAY PMWEEKDAY AM3
WEEKDAY PMWEEKDAY AM4
X - LANE GROUP LEVEL OF SERVICE FCC
C
CB
CCC
B
BA
CC C
CB
F
CDC
CDCCCB
C
CB
BCC
B
BA
DD B
CA
C
CDE
CEC
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 62
Table 13. Year 2034 Background Traffic Conditions – Summary of Peak Hour Levels of Service, 95th
Percentile Back of Queue, and Delay for Each Lane Group by Intersection
Intersection Information AM Peak Hour PM Peak Hour
Intersection
(#)
Traffic Control Approach Lane
Group
Existing
turn-lane
lengths
LOS
Back of
Queue
(feet) 1
Delay
(sec) LOS
Back of
Queue
(feet) 1
Delay
(sec)
Route 669 (Rest
Church Road)/
Zachary Ann Lane
(#1)
Two-way
Stop-Controlled
EB EBT - - 0 0.0 - 0 0.0
EBR - - 0 0.0 - 0 0.0
EB Approach - - 0.0 - - 0.0
WB WBL - A 3 7.7 A 0 8.7
WBT - A 0 0.0 - 0 0.0
WB Approach - - 2.3 - - 0.2
NB NBLR - B 18 11.4 B 10 11.0
NB Approach B - 11.4 B - 11.0
Rest Church
Road/I-81
Southbound
Ramps
(#2)
Signalized
EB EBTR - C 210 24.7 C 157 26.9
EB Approach C - 24.7 C - 26.9
WB WBL - D 327 43.0 C 387 34.7
WBT - B 110 10.5 B 326 13.3
WB Approach D - 34.8 C - 25.6
SB SBLT - D 250 43.1 C 174 31.2
SBR 640’ C 84 27.8 C 121 27.7
SB Approach D - 37.3 C - 29.3
Overall C - 32.6 C - 26.9
Rest Church
Road/I-81
Northbound
Ramps
(#3)
Signalized
EB EBL - B 160 14.5 C 191 23.5
EBT - B 104 12.9 B 170 12.4
EB Approach B - 13.3 B - 16.6
WB WBT - B 194 10.2 C 215 23.2
WBR - A 68 9.6 B 107 19.2
WB Approach A - 10.0 B - 22.0
NB NBLTR - C 252 31.3 C 934 34.3
NBR 480’ C 229 30.2 C 480 20.6
NB Approach C - 30.7 C - 27.7
Overall B - 16.9 C - 22.8
US 11
(Martinsburg
Pike)/Rest
Church Road
(#4)
Signalized
EB EBL - C 189 28.9 F 251 185.4
EBTR - B 204 15.0 C 253 21.4
EB Approach B - 17.6 F - 121.8
WB
WBL 250’ E 57 75.4 C 59 34.6
WBT - C 112 28.6 C 170 33.7
WBR - C 54 27.3 C 105 29.9
WB Approach C - 32.3 C - 32.5
NB
NBL 150’ D 134 36.9 D 150 52.7
NBT - C 94 24.8 F 1,087 118.3
NBR 280’ C 27 23.1 C 280 24.6
NB Approach C - 30.1 F - 97.3
SB
SBL 240’ E 173 55.6 D 109 36.3
SBT - C 288 31.2 C 172 33.6
SBR 290’ C 162 25.3 C 130 28.3
SB Approach C - 32.8 C - 31.2
Overall C - 27.4 E - 76.3
1 Maximum queues reported from SimTraffic at signalized intersections due to 95th percentile queues from Synchro
exceeding capacity at one or more signalized intersections within the coordinated system.
As shown, signalized study intersections and critical movements at unsignalized intersections are
anticipated to continue to operate at LOS C or better with queues contained within existing storage
with the following exceptions:
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 63
Rest Church Road/I-81 Northbound Ramps (#3)
During the weekday p.m. peak hour, queues on the northbound off-ramp are anticipated to spill back
to mainline I-81 northbound under year 2034 background conditions. The queue is forecast to spill back
for 77 percent of the peak hour. This is consistent with the levels of queuing anticipated under year
2028 background traffic conditions. However, as aforementioned, the extent of this queuing is likely
exaggerated in the SimTraffic models due to a considerable amount of northbound off-ramp traffic
destined for US 11 northbound continuing to stack in the shared left-through-right lane (rather than
distributing among both ramp lanes as seen in the field).
US 11/Rest Church Road (#4)
The eastbound left-turn queues at the US 11/Rest Church Road intersection are anticipated to spill back
to the adjacent Rest Church Road/I-81 Northbound Ramps intersection during the weekday p.m. peak
hour. The movement is forecast to operate above capacity at LOS F with queues forecast to block the
upstream end of the lane (i.e., Upstream Block Time) approximately 64 percent of the time during the
weekday p.m. peak hour. The eastbound queues are anticipated to block the upstream intersection
approximately one percent of the time during the weekday a.m. peak hour; however, this minor
blockage can likely be addressed with minor changes to signal coordination.
The northbound through movement is anticipated to operate at LOS F with queues spilling back over
1,000 feet during the weekday p.m. peak hour. The overall intersection is anticipated to operate above
capacity at LOS E.
POTENTIAL MITIGATION
To alleviate the forecast delay and queueing issues projected at the study intersections under year 2034
background traffic conditions, the three mitigation strategies recommended under year 2028 traffic
conditions (shown in Table 6) were explored. Table 14 the anticipated operations at the signalized
study intersections with these improvements. With these improvements, updates to signal timing and
coordination were also assumed. Appendix M contains the Synchro and SimTraffic output worksheets.
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 64
Table 14. Year 2034 Background Traffic Conditions – Mitigated
Intersection Information
PM Peak Hour1
Mitigation Strategy #1 Mitigation Strategy #2 Mitigation Strategy #3
Intersection
(#) Traffic Control Approach Lane Group Turn-lane
lengths LOS Back of
Queue (ft)
Delay
(sec) LOS Back of
Queue (ft)
Delay
(sec) LOS Back of
Queue (ft)
Delay
(sec)
Rest Church Road/I-81
Southbound Ramps
(#2)
Signalized
EB EBTR - C 179 24.0 C 162 24.0 C 167 24.0
EB Approach C - 24.0 C - 24.0 C - 24.0
WB WBL - D 371 36.1 C 362 31.0 D 356 40.4
WBT - A 185 3.9 A 201 3.5 A 158 7.6
WB Approach C - 22.5 B - 19.4 C - 26.5
SB SBLT - D 179 36.5 D 169 36.5 D 189 36.5
SBR 640’ C 119 29.8 C 121 29.8 C 123 29.8
SB Approach C - 32.9 C - 32.9 C - 32.9
Overall C - 25.3 C - 23.8 C - 27.3
Rest Church Road/I-81
Northbound Ramps
(#3)
Signalized
EB EBL - B 224 16.3 B 198 11.1 B 195 15.6
EBT - B 132 11.7 A 134 8.4 A 93 8.5
EB Approach B - 13.4 A - 9.4 B - 11.2
WB WBT - C 201 22.9 B 206 19.2 B 199 19.5
WBR - C 129 35.0 C 114 30.8 C 111 31.3
WB Approach C - 26.4 C - 22.6 C - 22.9
NB
NBL 300’ N/A N/A N/A C 260 32.3 C 135 29.5
NBLTR or LT or TR - D 391 36.7 C 167 23.5 C 202 29.6
NBR 480’ C 333 21.1 C 137 23.4 C 193 27.5
NB Approach C - 29.2 C - 26.2 C - 28.2
Overall C - 24.4 C - 20.8 C - 22.1
US 11 (Martinsburg
Pike)/Rest Church Road
(#4)
Signalized
EB EBLT - D 188 42.6 D 202 44.0 D 183 45.2
EBTR - B 180 15.1 B 168 17.4 C 212 31.4
EB Approach C - 24.4 C - 26.3 D - 36.0
WB
WBL 250’ C 47 33.6 C 57 33.6 C 49 33.6
WBT - D 202 49.7 D 212 49.7 D 197 49.7
WBR - C 95 33.3 C 107 33.3 C 89 33.3
WB Approach D - 43.3 D - 43.3 D - 43.3
NB
NBL 150’ D 150 44.7 D 150 44.7 D 150 44.7
NBT - D 530 38.4 D 522 38.4 D 569 38.4
NBR 280’ B 113 19.7 B 113 19.7 B 182 19.7
NB Approach D - 39.9 D - 39.9 D - 39.9
SB
SBL 240’ D 96 37.1 D 110 37.1 D 99 37.1
SBT - C 161 27.9 C 152 27.9 C 158 27.9
SBR 290’ C 111 24.7 C 135 24.7 C 108 24.7
SB Approach C - 27.5 C - 27.5 C - 27.5
Overall C - 32.8 C - 33.4 D - 36.3
1 Maximum SimTraffic queues reported.
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 65
As shown, the mitigation strategies employed are anticipated to alleviate queueing and delay issues
projected under year 2034 background traffic conditions:
▪ Queue Spillback on Rest Church Road from US 11 to I-81 Ramps
o Under each of the mitigation scenarios, the queue spillback from the eastbound
approach to US 11 is anticipated to be substantially reduced during the peak hour with
the conversion of the eastbound through lane to a shared left-through lane.
▪ Queue Spillback from I-81 Northbound Off-Ramp to I-81 Mainline
o Similarly, each mitigation scenario is anticipated to eliminate spill back of queues on the
I-81 Northbound Off-Ramp to the I-81 mainline. Maximum queues under Mitigation
Strategy #2 and Mitigation Strategy #3 are anticipated to reduce queuing on the off-
ramp by approximately half relative to Mitigation Strategy #1.
▪ Overall intersection and approach delays
o Under each mitigation scenario, all intersection approaches are anticipated to operate
at LOS D or better. Nominal differences are anticipated between Mitigation Strategy #2
and Mitigation Strategy #3, and either would likely represent suitable mitigation
strategies under year 2034 background traffic conditions.
YEAR 2034 TOTAL TRAFFIC CONDITIONS
To estimate traffic volumes at study intersections under year 2034 total traffic conditions (i.e., six years
post-build out of the Fruit Hill Property development), the site trips shown in Figure 14 through Figure
18 were added to the year 2034 background traffic volumes shown in Figure 22. Figure 24 illustrates
the estimated year 2034 total traffic volumes and intersection operations. Figure 25 shows the lane
group LOS for the weekday a.m. and weekday p.m. peak hours. Table 15 summarizes the Synchro 11
peak hour levels of service, 95th percentile back of queue, and delay for each lane group by intersection.
No changes to existing signal timing provided were assumed. If appropriate, signal timing updates will
be recommended as potential mitigation measures to account for projected traffic volumes.
The queues reported for the signalized intersections were estimated using maximum queues from
SimTraffic, as the Synchro model was unable to fully estimate the extent of forecast queues. Appendix
N contains the year 2034 total traffic conditions operational worksheets.
SITE
N
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 24Year 2034 Total Traffic Operations
Weekday AM & PM Peak Hours
Frederick County, VA 24
Fruit Hill Property January 2023
Figure
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
32
1
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AM1
WEEKDAY PMWEEKDAY AM2
WEEKDAY PMWEEKDAY AM3
WEEKDAY PMWEEKDAY AM4
CM = INTERSECTION MOVEMENT (UNSIGNALIZED)
LOS = INTERSECTION MOVEMENT LEVEL OF SERVICE
(SIGNALIZED)/INTERSECTION MOVEMENT
LEVEL OF SERVICE (UNSIGNALIZED)
Del = INTERSECTION AVERAGE CONTROL DELAY
(SIGNALIZED)/INTERSECTION MOVEMENT
CONTROL DELAY (UNSIGNALIZED)
V/C = INTERSECTION VOLUME-TO-CAPACITY RATIO
PROPOSED
RELOCATION
OF ZACHARY
ANN LN
857120148260405116
293
191
16
127
45
LOS=C
Del=28.1
V/C=0.62
216325159
275
488
129
LOS=C
Del=20.8
V/C=0.522112282223
249
398
306
LOS=C
Del=28.6
V/C=0.64
1784061177179290411
144
119
23
246
138
LOS=F
Del=130.6
V/C=1.06
262413298
261
509
205
LOS=D
Del=37.1
V/C=1.021493244410
297
399
372
LOS=C
Del=28.1
V/C=0.69
21393157
11
158
172
CM=NB
LOS=C
Del=19.4
V/C=0.6511240144
21
352
60
CM=NB
LOS=E
Del=36.9
V/C=0.10
SITE
N
C:\Users\local_abutsick\Temp\AcPublish_20096\26732 - ReportFigs - final.dwg Jan 09, 2023 - 3:08pm - abutsick Layout Tab: 25Year 2034 Total Lane Group Levels of Service
Weekday AM & PM Peak Hours
Frederick County, VA 25
Fruit Hill Property January 2023
Figure
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
32
1
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AM1
WEEKDAY PMWEEKDAY AM2
WEEKDAY PMWEEKDAY AM3
WEEKDAY PMWEEKDAY AM4
X - LANE GROUP LEVEL OF SERVICE ECC
C
BB
CCC
B
CA
CC F
DC
F
CDD
CDCCCB
C
CB
BCC
B
BA
DD B
DB
C
CDE
CECPROPOSED
RELOCATION
OF ZACHARY
ANN LN
EC
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 68
Table 15. 2034 Total Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back
of Queue, and Delay for Each Lane Group by Intersection
Intersection Information AM Peak Hour PM Peak Hour
Intersection
(#)
Traffic Control Approach Lane
Group
Turn-lane
lengths LOS
Back
of
Queue
(feet) 1
Delay
(sec) LOS
Back
of
Queue
(feet) 1
Delay
(sec)
Route 669 (Rest Church
Road)/
Zachary Ann Lane
[RELOCATED]
(#1)
Two-way
Stop-Controlled
EB EBT - - 0 0.0 - 0 0.0
EBR - - 0 0.0 - 0 0.0
EB Approach - - 0.0 - - 0.0
WB WBL 200’ A 30 8.8 A 18 9.6
WBT - - 0 0.0 - 0 0.0
WB Approach - - 7.5 - - 4.6
NB NBL - E 8 36.9 C 5 17.4
NBR 200’ B 40 13.7 C 120 19.4
NB Approach B - 14.7 C - 19.3
Rest Church Road/I-81
Southbound Ramps
(#2)
Signalized
EB EBTR - C 240 25.8 C 257 33.1
EB Approach C - 25.8 C - 33.1
WB WBL - D 324 36.8 C 347 30.4
WBT - B 184 11.6 B 470 14.8
WB Approach C - 25.8 C - 22.9
SB SBLT - D 232 43.1 C 166 30.7
SBR 640’ C 191 29.1 C 175 28.1
SB Approach C - 35.1 C - 29.1
Overall C - 28.6 C - 28.1
Rest Church Road/I-81
Northbound Ramps
(#3)
Signalized
EB EBL - B 228 15.5 F 376 93.5
EBT - B 129 12.4 B 240 15.6
EB Approach B - 13.5 E - 57.1
WB WBT - B 184 12.9 C 229 29.9
WBR - B 73 13.0 C 132 23.6
WB Approach B - 12.9 C - 28.1
NB NBLTR - D 607 41.8 D 928 40.3
NBR 480’ C 468 28.9 B 480 19.1
NB Approach C - 35.6 C - 30.2
Overall C - 20.8 D - 37.1
US 11 (Martinsburg
Pike)/Rest Church Road
(#4)
Signalized
EB EBL - C 171 29.6 F 242 541.8
EBTR - B 213 16.9 C 251 20.5
EB Approach B - 19.4 F - 338.3
WB
WBL 250’ E 54 75.4 D 58 45.9
WBT - C 110 28.6 C 201 28.8
WBR - C 50 27.3 C 115 26.5
WB Approach C - 32.3 C - 28.9
NB
NBL 150’ D 131 38.3 D 150 54.2
NBT - C 111 24.9 E 1,017 58.9
NBR 280’ C 26 23.2 C 254 22.1
NB Approach C - 31.1 D - 56.8
SB
SBL 240’ E 167 55.6 D 115 42.0
SBT - C 232 31.6 C 170 30.8
SBR 290’ C 157 25.6 C 146 27.0
SB Approach C - 33.0 C - 30.4
Overall C - 28.1 F - 130.6
1 Maximum queues reported from SimTraffic at signalized intersections due to 95th percentile queues from Synchro
exceeding capacity at one or more signalized intersections within the coordinated system.
As shown, all signalized study intersections and critical movements at unsignalized intersections are
forecast to continue to operate at LOS D or better with queues contained within existing/proposed lane
storage with the following exceptions:
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 69
Rest Church Road/Zachary Ann Lane [RELOCATED] (#1)
The critical northbound left-turn movement from the relocated Zachary Ann Lane is forecast to operate
at LOS E during the weekday a.m. peak hour with control delays of 36.9 seconds per vehicle. The
movement is anticipated to serve 11 vehicles and queues are anticipated to be less than one vehicle on
average during the weekday a.m. peak hour. During the weekday p.m. peak hour, the critical
northbound right-turn movement is forecast to operate at LOS C.
Rest Church Road/I-81 Northbound Ramps (#3)
Similar to year 2034 background traffic conditions, the maximum queues for the northbound approach
(ramp from I-81) are forecast to spill back close to I-81 Northbound during the weekday p.m. peak hour.
The northbound queue is anticipated to spill back to the mainline approximately 77 percent of the
weekday p.m. peak hour. The northbound queue is anticipated to spill back approximately two percent
of the weekday a.m. peak hour. However, as aforementioned, the SimTraffic model likely overestimates
the projected queuing on the northbound approach due to the artificial stacking of vehicles destined
for US 11 northbound in the shared left-through-right lane on the ramp. The signal is still forecast to
operate below capacity.
The maximum queues on the westbound approach are also anticipated to spill back towards US 11
approximately six percent of the weekday p.m. peak hour.
US 11/Rest Church Road (#4)
Without signal timing changes relative to existing conditions, the signalized intersection is forecast t o
operate above capacity at LOS F during the weekday p.m. peak hour. Similar to both existing and year
2034 background traffic conditions, the eastbound left-turn queues are forecast to spill back to the
upstream Rest Church Road/I-81 Northbound Ramps intersection, blocking the upstream signal
approximately 61 percent of the weekday p.m. peak hour and two percent of the weekday a.m. peak
hour. Queues on the northbound approach are anticipated to extend beyond 1,000 upstream of the
signal on US 11.
MITIGATION
Similar to year 2034 background traffic conditions, the three improvement strategies in Table 6 were
evaluated for their ability to offset the impacts to the surrounding roadway network related to the
addition of site-generated trips. Table 16 and Table 17 illustrate the anticipated operations of the three
signalized study intersections during the weekday a.m. and weekday p.m. peak hours, respectively,
under these scenarios. The analysis of weekday a.m. peak hour conditions were added to this mitigation
evaluation (relative to previous mitigation scenarios only evaluating the weekday p.m. peak hour) due
to the forecast increase in queuing on the northbound approach of the I-81 northbound off-ramp
between 2034 background and 2034 total traffic conditions (i.e., the queues are projected to spill back
during the weekday a.m. peak hour when previous scenarios projected northbound queues would be
contained during the a.m. peak). With these improvements, updates to signal timing and coordination
were also assumed. Appendix O contains the Synchro and SimTraffic output worksheets.
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 70
Table 16. Year 2034 Total Traffic Conditions – Mitigated – Weekday AM Peak Hour
Intersection Information
AM Peak Hour1
Mitigation Strategy #1 Mitigation Strategy #2 Mitigation Strategy #3
Intersection
(#) Traffic Control Approach Lane Group Turn-lane
lengths LOS Back of
Queue (ft)
Delay
(sec) LOS Back of
Queue (ft)
Delay
(sec) LOS Back of
Queue (ft)
Delay
(sec)
Rest Church Road/I-81
Southbound Ramps
(#2)
Signalized
EB EBTR - C 232 26.2 C 241 26.2 C 247 26.2
EB Approach C - 26.2 C - 26.2 C - 26.2
WB WBL - D 341 50.7 D 332 43.7 D 342 45.2
WBT - A 245 5.4 A 228 8.5 A 220 7.5
WB Approach C - 31.0 C - 28.7 C - 28.8
SB SBLT - D 226 37.1 D 222 37.1 D 211 37.1
SBR 640’ C 164 28.0 C 160 28.0 C 155 28.0
SB Approach C - 31.9 C - 31.9 C - 31.9
Overall C - 29.9 C - 28.8 C - 29.0
Rest Church Road/I-81
Northbound Ramps
(#3)
Signalized
EB EBL - B 263 15.5 B 269 18.8 B 261 13.6
EBT - B 139 11.3 B 139 13.0 A 127 9.2
EB Approach C - 12.8 B - 15.1 B - 10.9
WB WBT - C 203 21.3 C 210 24.2 B 196 19.5
WBR - D 91 35.9 C 84 34.9 C 84 25.5
WB Approach C - 24.3 C - 26.4 C - 20.8
NB
NBL 300’ N/A N/A N/A D 296 36.0 C 250 32.8
NBLTR or LT or TR - C 463 33.2 C 384 22.3 C 313 32.8
NBR 480’ C 382 26.3 C 201 22.3 C 181 27.6
NB Approach C - 29.9 C - 27.8 C - 29.7
Overall C - 23.1 C - 23.8 C - 21.1
US 11 (Martinsburg
Pike)/Rest Church Road
(#4)
Signalized
EB EBLT - C 171 27.1 C 209 28.9 C 190 26.2
EBTR - C 208 20.1 D 168 36.9 C 209 29.3
EB Approach C - 21.3 D - 35.5 C - 28.7
WB
WBL 250’ C 34 33.2 C 57 33.2 C 50 33.2
WBT - D 104 35.3 D 212 35.3 D 102 35.3
WBR - C 48 32.7 C 107 32.7 C 48 32.7
WB Approach C - 34.5 C - 34.5 C - 34.5
NB
NBL 150’ D 136 36.4 D 150 36.4 D 136 36.4
NBT - C 142 25.2 C 522 25.2 C 99 25.2
NBR 280’ C 24 23.5 C 113 23.5 C 24 23.5
NB Approach C - 30.4 C - 30.4 C - 30.4
SB
SBL 240’ C 171 34.8 C 110 34.8 C 177 34.8
SBT - C 203 27.8 C 152 27.8 C 204 27.8
SBR 290’ C 140 23.7 C 135 23.7 C 138 23.7
SB Approach C - 27.0 C - 27.0 C - 27.0
Overall C - 26.2 C - 31.0 C - 28.7
1 Maximum SimTraffic queues reported.
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 71
Table 17. Year 2034 Total Traffic Conditions – Mitigated – Weekday PM Peak Hour
Intersection Information
PM Peak Hour1
Mitigation Strategy #1 Mitigation Strategy #2 Mitigation Strategy #3
Intersection
(#) Traffic Control Approach Lane Group Turn-lane
lengths LOS Back of
Queue (ft)
Delay
(sec) LOS Back of
Queue (ft)
Delay
(sec) LOS Back of
Queue (ft)
Delay
(sec)
Rest Church Road/I-81
Southbound Ramps
(#2)
Signalized
EB EBTR - C 237 27.5 C 263 27.5 C 286 27.5
EB Approach C - 27.5 C - 27.5 C - 27.5
WB WBL - D 339 40.9 D 342 39.4 C 368 34.0
WBT - A 224 4.2 A 221 4.6 A 247 2.7
WB Approach C - 23.1 C - 22.6 C - 18.9
SB SBLT - C 176 34.9 C 175 34.9 D 177 34.9
SBR 640’ C 144 29.9 C 154 29.9 C 142 29.9
SB Approach C - 31.8 C - 31.8 C - 31.8
Overall C - 26.6 C - 26.4 C - 24.9
Rest Church Road/I-81
Northbound Ramps
(#3)
Signalized
EB EBL - D 343 38.5 C 294 25.8 B 285 14.8
EBT - B 150 11.3 A 148 9.9 A 122 6.0
EB Approach C - 25.8 B - 18.4 B - 10.7
WB WBT - C 213 34.3 C 206 26.1 C 204 20.3
WBR - D 162 41.8 D 134 37.2 C 147 32.2
WB Approach D - 36.5 C - 29.3 C - 23.7
NB
NBL 300’ N/A N/A N/A D 345 47.3 D 202 35.7
NBLTR or LT or TR - E 614 56.4 C 139 22.8 D 277 36.0
NBR 480’ C 450 20.8 C 106 22.7 C 156 28.5
NB Approach D - 39.4 C - 32.3 C - 31.4
Overall C - 34.5 C - 27.2 C - 22.6
US 11 (Martinsburg
Pike)/Rest Church Road
(#4)
Signalized
EB EBLT - D 184 38.2 D 192 40.3 D 206 40.0
EBTR - B 193 14.6 B 161 15.4 B 206 20.0
EB Approach C - 22.5 C - 23.7 C - 26.7
WB
WBL 250’ C 51 33.0 C 52 33.0 C 44 33.0
WBT - D 211 44.4 D 210 44.4 D 180 44.4
WBR - C 89 32.7 C 88 32.7 C 98 32.7
WB Approach D - 39.8 D - 39.8 D - 39.8
NB
NBL 150’ D 150 44.8 D 150 44.8 D 150 44.8
NBT - D 611 37.8 D 641 37.8 D 474 37.8
NBR 280’ B 230 20.0 B 160 20.0 B 183 20.0
NB Approach D - 39.5 D - 39.5 D - 39.5
SB
SBL 240’ D 117 45.0 D 115 45.0 D 110 45.0
SBT - C 172 28.7 C 174 28.7 C 165 28.7
SBR 290’ C 116 25.7 C 110 25.7 C 121 25.7
SB Approach C - 29.4 C - 29.4 C - 29.4
Overall C - 31.9 C - 32.3 C - 33.2
Fruit Hill Property January 2023
Transportation Impact Analysis
Kittelson & Associates, Inc. 72
As shown, the mitigation strategies employed are anticipated to alleviate queueing and delay issues
projected under year 2034 total traffic conditions:
▪ Queue Spillback on Rest Church Road from US 11 to I-81 Ramps
o Under each of the mitigation scenarios, the queue spillback from the eastbound
approach to US 11 is anticipated to be substantially reduced during the peak hour with
the conversion of the eastbound through lane to a shared left-through lane.
▪ Queue Spillback from I-81 Northbound Off-Ramp to I-81 Mainline
o Similarly, each mitigation scenario is anticipated to eliminate spill back of queues on the
I-81 Northbound Off-Ramp to the I-81 mainline. Maximum queues under Mitigation
Strategy #2 and Mitigation Strategy #3 are anticipated to reduce queuing on the off-
ramp by approximately half relative to Mitigation Strategy #1 during the weekday p.m.
peak hour. During the weekday a.m. peak hour, Mitigation Strategy #2 and Mitigation
Strategy #3 are anticipated to reduce queuing on the off-ramp on the order of 20 to 30
percent relative to Mitigation Strategy #1.
▪ Overall intersection and approach delays
o Under each mitigation scenario, all intersection approaches are anticipated to operate
at LOS D or better. Nominal differences are anticipated between Mitigation Strategy #2
and Mitigation Strategy #3, and either would likely represent suitable mitigation
strategies under year 2034 total traffic conditions.
Conclusions and Recommendations
Broad Run Estates January 2023
Conclusions and Recommendations
Kittelson & Associates, Inc. 74
CONCLUSIONS AND RECOMMENDATIONS
Based on the results of the transportation impact analysis, the transportation system can accommodate
full build-out of the proposed development. The findings of this analysis and our recommendations are
discussed below.
Existing Conditions
▪ All study intersections and critical movements currently operate at LOS C or better with
queues stored within existing lanes with the following exception:
o US 11/Rest Church Road (Study Intersection #4): The eastbound left-turn operates
at LOS E with queues spilling back to the adjacent Rest Church Road/I-81
Northbound Ramps intersection during the weekday p.m. peak hour. The queues
block the upstream end of the lane approximately 21 percent of the time during the
weekday p.m. peak hour.
▪ Signal re-timing alone (i.e., no physical changes to the travelled way) is not
anticipated to fully prevent the spill back of eastbound left-turn movements
at the US 11/Rest Church Road intersection.
▪ Queue spillbacks can be mitigated by adding capacity to the eastbound left-
turn movement through conversion of the existing eastbound through lane
to a shared left/through lane. This would also require:
• Restriping of the eastbound approach lanes
• Conversion of the Rest Church Road approaches to operate under
“split” signal phasing
• Replacing the existing three-section signal head for the eastbound
through lane with a four-section head (three ball indicators and one,
green left-turn arrow indicator)
• Potential widening of US 11 to the north of Rest Church Road to add
a second northbound lane that ends/merges a minimum of 495 feet
north of the existing commercial driveway on the east side of US 11.
• Adjustments to coordination with the adjacent signalized
intersections at the I-81 interchange.
▪ If implemented, the eastbound queues would be anticipated to be
contained within the existing lane storage. Minimal impacts are anticipated
at adjacent intersection due to the conversion of the Rest Church Road
approaches to split-phased at the US 11/Rest Church Road intersection.
Fruit Hill Property January 2023
Conclusions and Recommendations
Kittelson & Associates, Inc. 75
o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Given the
current lane configuration on the northbound approach, the SimTraffic software
used to model maximum queues at signalized intersections likely overestimates the
levels of queueing on the northbound approach.
▪ A review of the SimTraffic model illustrated a majority of the northbound
right-turning traffic from the off-ramp ultimately destined for US 11
northbound stacked in the shared left-through-right lane on the off-ramp.
However, field observations showed a majority of the northbound right-
turns from the off-ramp used the exclusive right-turn lane (often
immediately cutting across three lanes to reach the left-turn lane onto US
11 northbound from Rest Church Road).
▪ To help “encourage” more vehicles turning left onto US 11 to utilize the
exclusive right-turn lane on the off-ramp, the default “Mandatory Distance”
and “Positioning Distance” parameters were reduced in the SimTraffic
Simulation Settings. Even with these adjustments, however, a considerable
amount of northbound off-ramp traffic destined for US 11 northbound
continues to stack in the shared left-through-right lane in the SimTraffic
model. This should be considered as a potential limitation of the model
under the current lane configuration.
2028 Background Traffic Conditions
▪ A one percent annual growth rate was applied to account for near-term regional traffic
growth.
▪ In-process developments included in the background 2028 analysis include:
o Arogas Parcel – 22,570 square feet of shopping center in the northeast quadrant of
the US 11/Rest Church Road intersection
o Parcel 33-A-12 – 150,000 square feet of industrial development in the southwest
quadrant of the US 11/Rest Church Road intersection
o Light Property – 105,500 square feet of industrial development along Woodbine
Road to the southeast of the US 11/Rest Church Road intersection
o Whitehall Commerce Center – Undeveloped portions of the larger site located west
of US 11 along Rest Church Road include 162,000 square feet of industrial
development
▪ No transportation improvements were identified for inclusion in the background 2028
analysis.
▪ All signalized study intersections and critical movements at unsignalized intersections are
forecast to continue to operate at LOS C or better with queues stored within existing lanes
with the following exceptions:
Fruit Hill Property January 2023
Conclusions and Recommendations
Kittelson & Associates, Inc. 76
o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): With the
increase in volumes on both Rest Church Road and the I-81 northbound off-ramp
due to regional growth and trips from in-process developments, queues on the
northbound off-ramp are anticipated to spill back on I-81 under the existing signal
timing during the weekday p.m. peak hour.
▪ Note: As aforementioned, the SimTraffic model is likely overestimating
forecast northbound queues under the current lane configuration due to
limitations within the modeling software with respect to driver lane choice.
▪ By adding an exclusive northbound left-turn lane and converting the existing
shared left/through/right lane to a shared left/through lane, additional
capacity can be added to the northbound left-turn movement and reduce
queue spillback.
• The potential for adding an exclusive northbound left-turn lane and
converting the shared left/through/right lane to a shared
through/right lane was also evaluated. This also represents a viable
mitigation strategy; however, the conversion of the existing shared
lane to a shared left/through is anticipated to result in greater
reduction in maximum queues and delays on the off-ramp under
year 2028 background traffic conditions.
o US 11/Rest Church Road (Study Intersection #4): Similar to existing conditions, the
eastbound left-turn queues at the US 11/Rest Church Road intersection are
anticipated to spill back to the adjacent Rest Church Road/I-81 Northbound Ramps
intersection during the weekday p.m. peak hour. The movement is forecast to
operate above capacity at LOS F. The queues are forecast to block the upstream end
of the lane approximately 62 percent of the time during the weekday p.m. peak
hour.
▪ Converting the eastbound through lane to a shared left/through lane and
making the associated signal improvements is anticipated to reduce
queuing on the eastbound approach to within the existing lane storage.
Proposed Development
▪ The proposed Fruit Hill Property development consists of one 100-room hotel, one 5,000
square-foot restaurant, one 300,000 square-foot data center, and four industrial buildings
totaling to 2,125,500 square feet.
▪ Access to the development is proposed via a relocated Zachary Ann Lane. The Applicant is
proposing to relocate Zachary Ann Lane further west as a part of this project to improve
spacing from adjacent commercial driveways and the adjacent I-81 interchange.
Fruit Hill Property January 2023
Conclusions and Recommendations
Kittelson & Associates, Inc. 77
▪ The development is estimated to generate approximately 4,330 net new weekday daily
trips, 430 weekday a.m. (317 in, 113 out), and 452 weekday p.m. (146 in, 306 out) peak
hour trips when built out in year 2028.
2028 Total Traffic Conditions
▪ All signalized study intersections and critical movements at unsignalized intersections are
forecast to operate at LOS D or better with queues stored within existing lanes with the
following exceptions:
o Rest Church Road/Zachary Ann Lane [RELOCATED] (Study Intersection #1): The
critical northbound left-turn movement from the relocated Zachary Ann Lane is
forecast to operate at LOS E during the weekday a.m. peak hour with control delays
of 36.1 seconds per vehicle.
▪ The movement is anticipated to serve 11 vehicles and queues are
anticipated to be less than one vehicle on average during the weekday a.m.
peak hour. During the weekday p.m. peak hour, the critical northbound
right-turn movement is forecast to operate at LOS C.
o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Similar to year
2028 background traffic conditions, the maximum queues for the northbound
approach (ramp from I-81) are forecast to spill back close to I-81 during the weekday
p.m. peak hour. The signal is still forecast to operate below capacity.
▪ Note: As aforementioned, the SimTraffic model is likely overestimating
forecast northbound queues under the current lane configuration due to
limitations within the modeling software with respect to driver lane choice.
▪ The site is anticipated to add 72 northbound left-turns to this approach.
o US 11/Rest Church Road (Study Intersection #4): Without signal timing changes
relative to existing conditions, the signalized intersection is forecast to operate
above capacity at LOS F during the weekday p.m. peak hour. Similar to both existing
and year 2028 background traffic conditions, the eastbound left-turn queues are
forecast to spill back to the upstream Rest Church Road/I-81 Northbound Ramps
intersection.
▪ The site is anticipated to add eight (8) trips to this movement during the
weekday p.m. peak hour.
2028 Total Traffic Mitigation
▪ As shown to be effective under existing and year 2028 background traffic conditions, the
following improvement strategies are anticipated offset the impacts to the surrounding
roadway network related to the addition of site-generated trips:
o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3)
Fruit Hill Property January 2023
Conclusions and Recommendations
Kittelson & Associates, Inc. 78
▪ Widen the northbound off-ramp to three approach lanes. By adding an
exclusive northbound left-turn lane and converting the existing shared
left/through/right lane to a shared left/through lane, additional capacity can
be added to the northbound left-turn movement and reduce queue
spillback.
• The potential for adding an exclusive northbound left-turn lane and
converting the shared left/through/right lane to a shared
through/right lane was also evaluated. This also represents a viable
mitigation strategy; however, the conversion of the existing shared
lane to a shared left/through is anticipated to result in greater
reduction in maximum queues and delays on the off-ramp under
year 2028 total traffic conditions.
o US 11/Rest Church Road (Study Intersection #4)
▪ Convert the eastbound through lane to a shared left/through lane and
convert the Rest Church Road approach phasing to split phase (as evaluated
under existing and year 2028 background traffic conditions)
▪ While more drastic improvements (e.g., converting the signals to roundabouts or other
alternative intersection forms) were initially considered at each of the study intersections
warranting mitigation, the existing intersection spacing and proximity to the bridge over I -
81 would require substantial impacts to accommodate alternative intersection forms.
Turn Lane Warrant Evaluation
▪ An evaluation of VDOT right-turn lane warrants for two-lane roadways illustrated a right-
turn lane is not forecast to be warranted on Rest Church Road at the relocated Zachary Ann
Lane under year 2028 total traffic conditions.
▪ An evaluation of the VDOT left-turn lane warrants for two-lane roadways illustrated a left-
turn lane is forecast to be warranted on Rest Church Road at the relocated Zachary Ann
Lane. The turn lane should have a minimum of 200 feet of storage and a 200-foot taper.
Access Management Evaluation
▪ The proposed relocation of Zachary Ann Lane (to be relocated by the Applicant as a part of
this application) meets/exceeds VDOT standards for access spacing on Rest Church Road
(local street), including the minimum spacing requirement from an interchange.
▪ Relocating Zachary Ann Lane is anticipated to improve both the operations and safety of
the Rest Church corridor relative to existing conditions, where the Flying J Travel Ce nter
currently has four commercial access points within close proximity to the I -81 interchange.
Shifting truck egress from the Flying J further west will help more clearly delineate decision
points for drivers along Rest Church Road.
Fruit Hill Property January 2023
Conclusions and Recommendations
Kittelson & Associates, Inc. 79
▪ Relocating Zachary Ann Lane is also anticipated to better serve future development in the
area. The Flying J Travel Center has previously expressed interest in expanding to the north
side of Rest Church Road. A fourth, southbound leg at the relocated Zachary Ann Lane could
serve as a singular access point for both the potential Flying J and any future development
on the north side of Rest Church Road.
▪ Given the projected volumes on Rest Church Road, it is not anticipated any cross-section
improvements would be required on Rest Church Road with build-out of the Fruit Hill
Property on the south side of Rest Church Road.
Year 2034 Background Traffic Conditions
▪ A one percent annual growth rate was applied to year 2028 background traffic volumes to
account for near-term regional traffic growth between 2028 and 2034.
▪ No additional in-process developments beyond those included in the 2028 traffic analysis
were identified for inclusion in the 2034 traffic analysis.
▪ No transportation improvements were identified for inclusion in the background 2034
analysis.
▪ All study intersections and critical movements are forecast to continue to operate at LOS C
or better with queues stored within existing lanes with the following exceptions:
o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Similar to year
2028 background traffic conditions, the maximum queues for the northbound
approach (ramp from I-81) are forecast to spill back close to I-81 during the weekday
p.m. peak hour.
▪ Note: As aforementioned, the SimTraffic model is likely overestimating
forecast northbound queues under the current lane configuration due to
limitations within the modeling software with respect to driver lane choice.
▪ Similar to year 2028 traffic conditions, the queueing issues are forecast to
be addressed by adding an exclusive northbound left-turn lane and
converting the existing shared left/through/right lane to either a shared
left/through or a through/right lane.
• Converting the existing shared lane on the ramp either a shared
left/through or through/right represent viable strategies under year
2034 background traffic conditions. Marginal differences in
maximum queue lengths and delay are expected on the northbound
ramp between the two strategies. These estimated values are highly
dependent on the signal timing and coordination pattern employed.
o US 11/Rest Church Road (Study Intersection #4): The eastbound left-turn queues
at the US 11/Rest Church Road intersection are anticipated to spill back to the
adjacent Rest Church Road/I-81 Northbound Ramps intersection during the
Fruit Hill Property January 2023
Conclusions and Recommendations
Kittelson & Associates, Inc. 80
weekday p.m. peak hour. The movement is forecast to operate above capacity at
LOS F. The queues are forecast to block the upstream end of the lane approximately
64 percent of the time during the weekday p.m. peak hour. The overall intersection
is anticipated to operate near capacity at LOS E.
▪ Similar to year 2028 traffic conditions, the queue spillback and high delays
are anticipated to be addressed through conversion of the eastbound
through lane to a shared left/through and implementing associated signal
improvements.
Year 2034 Total Traffic Conditions
▪ All study intersections and critical movements are forecast to operate at LOS D or better
with queues stored within existing lanes with the following exceptions:
o Rest Church Road/Zachary Ann Lane [RELOCATED] (Study Intersection #1): The
critical northbound left-turn movement from the relocated Zachary Ann Lane is
forecast to operate at LOS E during the weekday a.m. peak hour with control delays
of 36.9 seconds per vehicle.
▪ The movement is anticipated to serve 11 vehicles and queues are
anticipated to be less than one vehicle on average during the weekday a.m.
peak hour. During the weekday p.m. peak hour, the critical northbound
right-turn movement is forecast to operate at LOS C.
o Rest Church Road/I-81 Northbound Ramps (Study Intersection #3): Similar to year
2034 background traffic conditions, the maximum queues for the northbound
approach (ramp from I-81) are forecast to spill back close to I-81 during the weekday
p.m. peak hour. The signal is still forecast to operate below capacity.
▪ Note: As aforementioned, the SimTraffic model is likely overestimating
forecast northbound queues under the current lane configuration due to
limitations within the modeling software with respect to driver lane choice.
▪ Similar to year 2034 background traffic conditions, the queueing spillback
forecast on the northbound approach can be mitigated by adding an
exclusive northbound left-turn lane and converting the existing shared left-
through-right lane to either a shared left/through or through/right lane.
• Converting the existing shared lane on the ramp either a shared
left/through or through/right represent viable strategies under year
2034 background traffic conditions. Marginal differences in
maximum queue lengths and delay are expected on the northbound
ramp between the two strategies. These estimated values are highly
dependent on the signal timing and coordination pattern employed.
Fruit Hill Property January 2023
Conclusions and Recommendations
Kittelson & Associates, Inc. 81
o US 11/Rest Church Road (Study Intersection #4): Without signal timing changes
relative to existing conditions, the signalized intersection is forecast to operate
above capacity at LOS F during the weekday p.m. peak hour. Similar to both existing
and year 2034 background traffic conditions, the eastbound left-turn queues are
forecast to spill back to the upstream Rest Church Road/I-81 Northbound Ramps
intersection.
▪ As shown effective under existing and pre-build-out traffic conditions, the
queueing and delay concerns are anticipated to be addressed through
conversion of the eastbound through lane to a shared left/through and
implementing associated signal improvements.
RECOMMENDATIONS
As a result of the forecast impacts of the proposed Fruit Hill Property development on the surrounding
roadway network, the following improvements are recommended for consideration:
▪ Convert the eastbound through lane at the US 11/Rest Church Road intersection to a shared
left/through lane. Appropriate adjustments to signal timing/coordination on Rest Church
Road and roadway improvements to US 11 will be required, including converting the Rest
Church Road approaches at US 11 to split phasing.
o The need for this mitigation strategy is shown to be warranted under existing
conditions. The site-related trips added to the network at this intersection
represent approximately two percent of the total entering vehicles upon build-out
in year 2028.
▪ Construct a northbound left-turn lane with at least 300 feet of storage and a 200-foot taper
on the northbound off-ramp of I-81 at Rest Church Road.
o The need for this mitigation strategy was shown to be warranted under year 2028
background (pre-build-out) traffic conditions. The site-related trips added to the
network at this intersection represent approximately 16.5 percent of the total
entering vehicles upon build-out in year 2028.
▪ Construct a westbound left-turn lane with at least 200 feet of storage and a 200-foot taper
on Rest Church Road at the relocated Zachary Ann Lane. If feasible, this left-turn lane can
be extended upstream to the existing left-turn lane onto the [existing] Zachary Ann Lane to
create longer storage and greater deceleration distance for future growth.
References
Fruit Hill Property January 2023
References
Kittelson & Associates, Inc. 83
REFERENCES
1. Frederick County. Frederick County Zoning Map. Accessed December 20, 2021.
https://fredcogis.fcva.us/PlanningAccessTerminal/
2. Transportation Research Board. Highway Capacity Manual, 6th Edition. 2016.
3. Virginia Department of Transportation. Traffic Operations and Safety Analysis Manual –
Version 2.0. February 2020.
4. Institute of Transportation Engineers. Trip Generation, 11th Edition. 2021.
5. Virginia Department of Transportation. Road Design Manual. July 2021.
Appendix A
Scoping Letter
It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding
geographic scope, alternate methodology, or other issues can be answered at the scoping meeting.
PRE-SCOPE OF WORK MEETING FORM
Information on the Project
Traffic Impact Analysis Base Assumptions
The applicant is responsible for entering the relevant information and submitting the form to VDOT and the
locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline,
the scope of work meeting may be postponed.
Contact Information
Consultant Name:
Tele:
E-mail:
Andrew Butsick, PE & John Callow - Kittelson & Associates, Inc.
(703) 885-8970
abutsick@kittelson.com
Developer/Owner Name:
Tele:
E-mail:
Bob Dwyer - Equus Development, L.P.
(610) 996-6600
bob@landtrustprop.com
Project Information
Project Name: Fruit Hill Property Locality/County: Frederick
Project Location:
(Attach regional and site
specific location map) See Figure 1 - attached
Submission Type Comp Plan Rezoning Site Plan Subd Plat
Project Description:
(Including details on the land
use, acreage, phasing, access
location, etc. Attach additional
sheet if necessary)
The Fruit Hill Property is a proposed commercial/industrial development located in
the southwest quadrant of the Route 669 (Rest Church Road)/Zachary Ann Lane
intersection in Frederick County, VA. The proposed development consists of one
100-room hotel room, one 5,000 S.F. restaurant, one 300,000 S.F. data center
building, and four industrial warehousing buildings totaling to 2,125,500 S.F.
Access to the site is proposed via a relocated Zachary Ann Lane. The existing
Zachary Ann Lane access point on Route 669 (Rest Church Road) would be
removed, and existing access to the Pilot/Flying J Travel Center would be provided
via a new driveway off of the relocated Zachary Ann Lane. All trips to the proposed
site and parcels south of the site on Zachary Ann Lane would also be accessed
through the relocated Zachary Ann Lane. A conceptual site plan is shown in Figure
2.
Proposed Use(s):
(Check all that apply; attach
additional pages as necessary)
Residential Commercial Mixed Use Other
It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding
geographic scope, alternate methodology, or other issues can be answered at the scoping meeting.
Residential Uses(s)
Number of Units:
ITE LU Code(s):
Commercial Use(s)
ITE LU Code(s): 310
932
(see attached
Trip Gen table)
Square Ft or Other Variable:
Rooms
1,000 S.F.
GFA
Other Use(s)
ITE LU Code(s): 150
160
Independent Variable(s): 1,000 S.F.
GFA
Total Peak Hour Trip
Projection: Less than 100 100 – 499 500 – 999 1,000 or more
Traffic Impact Analysis Assumptions
Study Period Existing Year: 2021 Build-out Year: 2028 Design Year: 2034
Study Area Boundaries
(Attach map)
North: VA/WV border South: Route 669 (Rest Church Road)
East: US 11 (Martinsburg Pike) West: Route 670 (Ruebuck Road)
External Factors That
Could Affect Project
(Planned road improvements,
other nearby developments)
In-Process/Approved Developments:
Arogas Parcel - 22,570 SF of shopping center
Parcel 33-A-12 - 150,000 SF of industrial development
Light Property - 102,500 SF of industrial development
Whitehall Commerce Center (undeveloped portions) - 162,000 SF of general light
industrial development
Consistency With
Comprehensive Plan
(Land use, transportation plan)
Yes
Available Traffic Data
(Historical, forecasts)
2019 AADT Volumes from VDOT
Route 669 (Rest Church Road) [Welltown Rd to I-81 Ramps] - 1,700 vpd
Route 669 (Rest Church Road) [I-81 Ramps to US 11] - 5,600 vpd
Ramp to I-81 SB (from Rest Church Road to I-81 SB) - 4,600 vpd
Ramp to I-81 NB (from Rest Church Road to I-81 NB) - 2,600 vpd
Ramp from I-81 SB (from I-81 to Rest Church Road) - 2,600 vpd
Ramp from I-81 NB (from I-81 to Rest Church Road) - 4,100 vpd
Trip Distribution
(Attach sketch)
Road Name: See Figure 3 Road Name:
Road Name: Road Name:
Annual Vehicle Trip 1% (see attached Peak Period for Study
(check all that apply) AM PM SAT
It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding
geographic scope, alternate methodology, or other issues can be answered at the scoping meeting.
Growth Rate: historical
AADTs) Peak Hour of the Generator 6-9am 4-7pm
Study Intersections
and/or Road Segments
(Attach additional sheets as
necessary)
1.Route 669 (Rest Church Road)
/Zachary Ann Lane 6.
2.Route 669 (Rest Church Road)
/I-81 SB Ramps 7.
3.Route 669 (Rest Church
Road)/I-81 NB Ramps 8.
4.US 11 (Martinsburg Pike)/Route
669 (Rest Church Road) 9.
5. 10.
Trip Adjustment Factors
Internal allowance: Yes No
Reduction: 5% of hotel trips to
restaurant% trips
Pass-by allowance: Yes No
Reduction: 15% of restaurant trips
considered pass-by on Route 669 (Rest
Church Road)
28% of restaurant trips considered diverted
trips from I-81% trips
Software Methodology Synchro HCS (v.2000/+) aaSIDRA CORSIM Other
Traffic Signal Proposed
or Affected
(Analysis software to be used,
progression speed, cycle length)
Analysis Software: Synchro v11, Sim Traffic (oversaturated conditions)
Results: HCM Methodology
Synchro 11 files will be backsaved to Synchro 10
Improvement(s)
Assumed or to be
Considered
Realignment of Zachary Ann Lane with build-out of the proposed development to
increase spacing from the I-81 interchange
Background Traffic
Studies Considered
Developments to be considered to be build-out by 2028:
Arogas Parcel - 22,570 SF of shopping center
Parcel 33-A-12 - 150,000 SF of general light industrial development
Light Property - 102,500 SF of general light industrial development
Whitehall Commerce Center (undeveloped portions) - 162,000 SF of general light
industrial development
Plan Submission Master Development Plan (MDP) Generalized Development Plan (GDP)
Preliminary/Sketch Plan Other Plan type (Final Site, Subd. Plan)
Additional Issues to be
Addressed
Queuing analysis Actuation/Coordination Weaving analysis
Merge analysis Bike/Ped Accommodations Intersection(s)
TDM Measures Other Access Management Evaluation, Turn Lane
Evaluations
It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding
geographic scope, alternate methodology, or other issues can be answered at the scoping meeting.
NOTES on ASSUMPTIONS: All parameters of the study will be compliant with the provisions and analysis
procedures established in VDOT's Traffic Operations and Safety Analysis Manual (TOSAM).
Turning movement counts were collected at listed study intersections in October 2021. The volumes illustrated
traffic volumes to the east of I-81 have exceeded pre-pandemic levels, while volumes to the west are still lower
than pre-pandemic levels. To account for this disparity, the higher of the October 2021 turning movements
counts and 2016 turning movement counts in the Hillwood Whitehall TIA (provided by VDOT) will be used to
establish existing year 2021 individual turning movement volumes at the I-81 ramp terminal intersections on
Route 669 (Rest Church Road). Engineering judgement will be applied to blend volumes between adjacent
intersections (where only October 2021 turning movement counts are available).
The access management evaluation will include an evaluation of the relationship the relocated Zachary Ann
Lane and the commercial entrances along Route 669 (Rest Church Road). If appropriate, mitigation measures
will be considered along Route 669 (Rest Church Road).
SITE
50
522
50
11
81
81
11
37
522
259
7
- Study Intersections##
N
C:\Users\abutsick\appdata\local\temp\AcPublish_2948\26732 - ScopingFigs.dwg Feb 08, 2022 - 3:30pm - abutsick Layout Tab: 01Site Vicnity Map
Frederick County, VA 1
Fruit Hill Property February 2022
Figure
FREDERICK COUNTY, VA
SITE
- Future Study Intersections
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
PROPOSED
RELOCATION
OF ZACHARY
ANN LN
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
DZACHARY ANN LNSTAYMAN DRRUEBUCK RD
V
I
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
C:\Users\abutsick\appdata\local\temp\AcPublish_2948\26732 - ScopingFigs.dwg Feb 08, 2022 - 3:31pm - abutsick Layout Tab: 02
2FIGUREFruit Hill PropertyFebruary 2022Conceptual Site PlanProvided by Dice Engineering (Sept. 2021)Frederick County, VA
SITE
N
C:\Users\abutsick\appdata\local\temp\AcPublish_2948\26732 - ScopingFigs.dwg Feb 08, 2022 - 3:31pm - abutsick Layout Tab: 03Assumed Site Trip Distribution
Frederick County, VA 3
Fruit Hill Property February 2022
Figure
- ESTIMATED TRIP DISTRIBUTION:
WAREHOUSING/DATA CENTER/HOTEL (RESTAURANT)
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
PROPOSED
RELOCATION
OF ZACHARY
ANN LN
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
DZACHARY ANN LNRUEBUCK RD
V
I
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
Fruit Hill Property
ITE Trip Gen 11th Ed
Total In Out Total In Out
Warehousing 150 2,125.500 1,000 S.F.3,397 361 278 83 383 107 276
Data Center 160 300.000 1,000 S.F.297 33 18 15 27 8 19
Hotel 310 100 Rooms 660 43 24 19 46 23 23
(33)(2)(1)(1)(2)(1)(1)
High-Turnover (Sit-Down) Restaurant 932 5.000 1,000 S.F.536 48 26 22 45 27 18
(230)(20)(10)(10)(20)(10)(10)
4,593 452 328 124 474 157 317
(33)(2)(1)(1)(2)(1)(1)
(230)(20)(10)(10)(20)(10)(10)
4,330 430 317 113 452 146 306
115% of pass-by trips considered pass-bys on Rest Church Road. Remaining 28% to be considered diverted trips from I-81
Peak Hour Adjacent Street
Weekday AM Peak Hour Weekday PM Peak HourWeekday
Daily
Passby (LUC 932)
Net New Trips
Land Use ITE Code Units
Passby (43% AM/PM)1
Total
Internal Trips (LUC 310)
Internal to Restaurant (5% AM/PM)
0
1,000
2,000
3,000
4,000
5,000
6,000
2013 2014 2015 2016 2017 2018 2019AADT (vpd)Historical VDOT AADT1
Rest Church Road (W of I-81)Rest Church Rd (E of I-81)
I-81 SB Off-Ramp (Exit 323)I-81 NB Off-Ramp (Exit 323)
I-81 SB On-Ramp (Exit 323)I-81 NB Off-Ramp (Exit 323)
1 https://www.virginiadot.org/info/ct-TrafficCounts.asp
Appendix B
2016 and 2021 Turning
Movement Counts
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Zachary Ann Ln -- Rest Church Rd QC JOB #: QC JOB #: 15604801
CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021
0 0
0 0 0
50 0 0 67
89 0.930.93 49
90 1 18 161
1 0 72
19 73
Peak-Hour: 7:00 AM -- 8:00 AMPeak-Hour: 7:00 AM -- 8:00 AM
Peak 15-Min: 7:15 AM -- 7:30 AMPeak 15-Min: 7:15 AM -- 7:30 AM
0 0
0 0 0
8 0 0 9
0 6.1
0 0 16.7 41
100 0 91.7
15.8 91.8
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Zachary Ann LnZachary Ann Ln
(Northbound)(Northbound)
Zachary Ann LnZachary Ann Ln
(Southbound)(Southbound)
Rest Church RdRest Church Rd
(Eastbound)(Eastbound)
Rest Church RdRest Church Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
6:00 AM 0 0 18 0 0 0 0 0 0 11 0 0 1 3 0 0 33
6:15 AM 0 0 20 0 0 0 0 0 0 19 1 0 4 8 0 0 52
6:30 AM 0 0 18 0 0 0 0 0 0 26 0 0 3 6 0 0 53
6:45 AM 0 0 20 0 0 0 0 0 0 14 1 0 4 9 0 0 48 186
7:00 AM 0 0 18 0 0 0 0 0 0 27 0 0 7 4 0 0 56 209
7:15 AM 0 0 17 0 0 0 0 0 0 26 0 0 6 13 0 0 62 219
7:30 AM 1 0 18 0 0 0 0 0 0 20 0 0 2 17 0 0 58 224
7:45 AM 0 0 19 0 0 0 0 0 0 16 1 0 3 15 0 0 54 230
8:00 AM 1 0 14 0 0 0 0 0 0 15 1 0 0 9 0 0 40 214
8:15 AM 0 0 20 0 0 0 0 0 0 20 1 0 1 7 0 0 49 201
8:30 AM 0 0 16 0 0 0 0 0 0 20 0 0 4 10 0 0 50 193
8:45 AM 0 0 26 0 0 0 0 0 0 16 0 0 4 10 0 0 56 195
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 0 68 0 0 0 0 0 0 104 0 0 24 52 0 0 248
Heavy Trucks 0 0 64 0 0 0 0 0 0 0 4 0 68
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Zachary Ann Ln -- Rest Church Rd QC JOB #: QC JOB #: 15604802
CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021
0 0
0 0 0
103 0 0 113
109 0.900.90 102
109 0 11 208
1 0 98
10 99
Peak-Hour: 4:15 PM -- 5:15 PMPeak-Hour: 4:15 PM -- 5:15 PM
Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM
0 0
0 0 0
1.9 0 0 4.4
3.7 2
3.7 0 27.3 42.8
0 0 86.7
30 85.9
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Zachary Ann LnZachary Ann Ln
(Northbound)(Northbound)
Zachary Ann LnZachary Ann Ln
(Southbound)(Southbound)
Rest Church RdRest Church Rd
(Eastbound)(Eastbound)
Rest Church RdRest Church Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 0 0 21 0 0 0 0 0 0 24 0 0 0 37 0 0 82
4:15 PM 0 0 24 0 0 0 0 0 0 25 0 0 3 18 0 0 70
4:30 PM 0 0 28 0 0 0 0 0 0 25 0 0 6 26 0 1 86
4:45 PM 0 0 30 0 0 0 0 0 0 22 0 0 0 24 0 0 76 314
5:00 PM 1 0 16 0 0 0 0 0 0 37 0 0 1 34 0 0 89 321
5:15 PM 0 0 14 0 0 0 0 0 0 35 0 0 0 18 0 0 67 318
5:30 PM 0 0 9 0 0 0 0 0 0 24 0 0 1 25 0 0 59 291
5:45 PM 1 0 22 0 0 0 0 0 0 26 0 0 1 28 0 0 78 293
6:00 PM 0 0 25 0 0 0 0 0 0 12 0 0 1 23 0 0 61 265
6:15 PM 0 0 18 0 0 0 0 0 0 15 0 0 0 14 0 0 47 245
6:30 PM 0 0 17 0 0 0 0 0 0 12 0 0 2 16 0 0 47 233
6:45 PM 0 0 16 0 0 0 0 0 0 15 0 0 2 14 0 1 48 203
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 4 0 64 0 0 0 0 0 0 148 0 0 4 136 0 0 356
Heavy Trucks 0 0 52 0 0 0 0 0 0 4 0 0 56
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Zachary Ann Ln -- Rest Church Rd QC JOB #: QC JOB #: 15604803
CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Sat, Oct 30 2021
0 0
0 0 0
74 1 0 74
58 0.720.72 73
59 0 1 115
0 0 57
1 57
Peak-Hour: 1:00 PM -- 2:00 PMPeak-Hour: 1:00 PM -- 2:00 PM
Peak 15-Min: 1:15 PM -- 1:30 PMPeak 15-Min: 1:15 PM -- 1:30 PM
0 0
0 0 0
2.7 0 0 4.1
1.7 2.7
1.7 0 100 48.7
0 0 96.5
100 96.5
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Zachary Ann LnZachary Ann Ln
(Northbound)(Northbound)
Zachary Ann LnZachary Ann Ln
(Southbound)(Southbound)
Rest Church RdRest Church Rd
(Eastbound)(Eastbound)
Rest Church RdRest Church Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
11:00 AM 0 0 11 0 0 0 0 0 0 20 0 0 0 15 0 0 46
11:15 AM 0 0 13 0 0 0 0 0 0 17 0 0 0 20 0 0 50
11:30 AM 0 0 7 0 0 0 0 0 0 16 0 0 1 20 0 0 44
11:45 AM 0 0 10 0 0 0 0 0 0 13 0 0 0 22 0 0 45 185
12:00 PM 0 0 12 0 0 0 0 0 0 13 0 0 0 17 0 0 42 181
12:15 PM 0 0 8 0 0 0 0 0 0 14 0 0 1 18 0 0 41 172
12:30 PM 0 0 10 0 0 0 0 0 0 14 0 0 0 10 0 1 35 163
12:45 PM 0 0 10 0 0 0 0 0 0 15 1 0 0 15 0 0 41 159
1:00 PM 0 0 11 0 0 0 0 0 0 15 0 0 0 14 0 0 40 157
1:15 PM 0 0 20 0 0 0 0 0 0 19 0 0 1 26 0 0 66 182
1:30 PM 0 0 12 0 0 0 0 0 0 11 0 1 0 15 0 0 39 186
1:45 PM 0 0 14 0 0 0 0 0 0 13 0 0 0 18 0 0 45 190
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 0 80 0 0 0 0 0 0 76 0 0 4 104 0 0 264
Heavy Trucks 0 0 80 0 0 0 0 4 0 4 4 0 92
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: I-81 SB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 15604804
CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021
157 0
83 0 74
189 0 0 456
107 0.930.93 106
235 128 350 181
0 0 0
478 0
Peak-Hour: 7:00 AM -- 8:00 AMPeak-Hour: 7:00 AM -- 8:00 AM
Peak 15-Min: 7:30 AM -- 7:45 AMPeak 15-Min: 7:30 AM -- 7:45 AM
22.3 0
33.7 0 9.5
37 0 0 9.9
41.1 39.6
36.6 32.8 0.9 28.2
0 0 0
9.4 0
0
0 0
0
0 0 0
0 0
0 1
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
I-81 SB RampsI-81 SB Ramps
(Northbound)(Northbound)
I-81 SB RampsI-81 SB Ramps
(Southbound)(Southbound)
Rest Church RdRest Church Rd
(Eastbound)(Eastbound)
Rest Church RdRest Church Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
6:00 AM 0 0 0 0 8 0 11 0 0 18 22 0 55 11 0 0 125
6:15 AM 0 0 0 0 8 0 23 0 0 20 32 0 68 22 0 0 173
6:30 AM 0 0 0 0 16 0 19 0 0 28 41 0 72 23 0 0 199
6:45 AM 0 0 0 0 34 0 22 0 0 24 20 0 72 17 0 0 189 686
7:00 AM 0 0 0 0 25 0 16 0 0 27 30 0 82 21 0 0 201 762
7:15 AM 0 0 0 0 23 0 19 0 0 22 30 0 77 29 0 0 200 789
7:30 AM 0 0 0 0 11 0 22 0 0 29 36 0 100 31 0 0 229 819
7:45 AM 0 0 0 0 15 0 26 0 0 29 32 0 91 25 0 0 218 848
8:00 AM 0 0 0 0 12 0 7 0 0 21 29 0 70 24 0 0 163 810
8:15 AM 0 0 0 0 15 0 12 0 0 23 21 0 71 19 0 0 161 771
8:30 AM 0 0 0 0 21 1 20 0 0 21 27 0 62 39 0 1 192 734
8:45 AM 0 0 0 0 10 1 32 0 0 31 30 0 46 37 0 0 187 703
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 0 0 0 44 0 88 0 0 116 144 0 400 124 0 0 916
Heavy Trucks 0 0 0 0 0 24 0 52 52 0 36 0 164
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: I-81 SB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 15604805
CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021
204 0
110 1 93
280 0 0 423
171 0.880.88 170
308 137 253 264
0 0 0
391 0
Peak-Hour: 4:45 PM -- 5:45 PMPeak-Hour: 4:45 PM -- 5:45 PM
Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM
19.6 0
32.7 0 4.3
26.1 0 0 10.2
19.9 21.8
24.7 30.7 2.4 14.4
0 0 0
12.3 0
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
I-81 SB RampsI-81 SB Ramps
(Northbound)(Northbound)
I-81 SB RampsI-81 SB Ramps
(Southbound)(Southbound)
Rest Church RdRest Church Rd
(Eastbound)(Eastbound)
Rest Church RdRest Church Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 0 0 0 0 18 0 34 0 0 49 29 0 55 43 0 0 228
4:15 PM 0 0 0 0 16 0 25 0 0 47 33 0 56 52 0 0 229
4:30 PM 0 0 0 0 12 0 26 0 0 41 35 0 57 49 0 0 220
4:45 PM 0 0 0 0 20 0 25 0 0 41 34 0 51 40 0 0 211 888
5:00 PM 0 0 0 0 21 0 26 0 0 50 41 0 73 55 0 0 266 926
5:15 PM 0 0 0 0 22 1 32 0 0 46 28 0 66 36 0 0 231 928
5:30 PM 0 0 0 0 30 0 27 0 0 34 34 0 63 39 0 0 227 935
5:45 PM 0 0 0 0 16 0 34 0 0 41 20 0 55 43 0 0 209 933
6:00 PM 0 0 0 0 22 0 28 0 0 45 25 0 90 41 0 0 251 918
6:15 PM 0 0 0 0 22 0 20 0 0 31 30 0 59 35 0 0 197 884
6:30 PM 0 0 0 0 12 1 37 0 0 28 15 0 40 35 0 0 168 825
6:45 PM 0 0 0 0 12 0 15 0 0 31 32 0 29 27 0 0 146 762
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 0 0 0 84 0 104 0 0 200 164 0 292 220 0 0 1064
Heavy Trucks 0 0 0 4 0 36 0 44 32 0 48 0 164
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: I-81 NB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 15604807
CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021
0 156
0 0 0
433 64 92 476
131 0.990.99 384
195 0 0 324
49 0 193
0 242
Peak-Hour: 6:45 AM -- 7:45 AMPeak-Hour: 6:45 AM -- 7:45 AM
Peak 15-Min: 7:15 AM -- 7:30 AMPeak 15-Min: 7:15 AM -- 7:30 AM
0 24.4
0 0 0
9.5 54.7 3.3 3.2
5.3 3.1
21.5 0 0 3.7
59.2 0 2.6
0 14
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
I-81 NB RampsI-81 NB Ramps
(Northbound)(Northbound)
I-81 NB RampsI-81 NB Ramps
(Southbound)(Southbound)
Rest Church RdRest Church Rd
(Eastbound)(Eastbound)
Rest Church RdRest Church Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
6:00 AM 4 2 20 0 0 0 0 0 14 12 0 0 0 69 12 0 133
6:15 AM 11 0 24 0 0 0 0 0 14 14 0 0 0 72 8 0 143
6:30 AM 14 0 37 0 0 0 0 0 18 24 0 0 0 90 14 0 197
6:45 AM 9 0 57 0 0 0 0 0 15 41 0 0 0 84 23 0 229 702
7:00 AM 14 0 44 0 0 0 0 0 19 35 0 0 0 91 22 0 225 794
7:15 AM 17 0 57 0 0 0 0 0 16 30 0 0 0 89 22 0 231 882
7:30 AM 9 0 35 0 0 0 0 0 14 25 0 0 0 120 25 0 228 913
7:45 AM 15 0 18 0 0 0 0 0 17 28 0 0 0 104 20 0 202 886
8:00 AM 11 0 31 0 0 0 0 0 12 19 0 0 0 77 15 0 165 826
8:15 AM 16 0 22 0 0 0 0 0 18 21 0 0 0 77 25 0 179 774
8:30 AM 32 0 16 0 0 0 0 0 14 26 0 0 0 81 16 0 185 731
8:45 AM 18 2 28 0 0 0 0 0 15 32 0 0 0 57 20 0 172 701
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 68 0 228 0 0 0 0 0 64 120 0 0 0 356 88 0 924
Heavy Trucks 48 0 8 0 0 0 20 12 0 0 12 0 100
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: I-81 NB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 15604808
CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021
0 179
0 0 0
428 90 89 428
170 0.910.91 339
260 0 0 518
89 0 348
0 437
Peak-Hour: 5:15 PM -- 6:15 PMPeak-Hour: 5:15 PM -- 6:15 PM
Peak 15-Min: 6:00 PM -- 6:15 PMPeak 15-Min: 6:00 PM -- 6:15 PM
0 16.2
0 0 0
10.3 27.8 4.5 3
2.9 2.7
11.5 0 0 1.5
39.3 0 0.9
0 8.7
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
I-81 NB RampsI-81 NB Ramps
(Northbound)(Northbound)
I-81 NB RampsI-81 NB Ramps
(Southbound)(Southbound)
Rest Church RdRest Church Rd
(Eastbound)(Eastbound)
Rest Church RdRest Church Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 29 1 74 0 0 0 0 0 26 42 0 0 0 76 26 0 274
4:15 PM 41 0 69 0 0 0 0 0 28 27 0 0 0 66 18 0 249
4:30 PM 28 0 70 0 0 0 0 0 29 28 0 0 0 74 27 0 256
4:45 PM 21 0 76 0 0 0 0 0 27 38 0 0 0 69 23 0 254 1033
5:00 PM 29 0 65 0 0 0 0 0 23 49 0 0 0 101 23 0 290 1049
5:15 PM 23 0 92 0 0 0 0 0 25 46 0 0 0 75 23 0 284 1084
5:30 PM 19 0 87 0 0 0 0 0 18 47 0 0 0 79 23 0 273 1101
5:45 PM 21 0 84 0 0 0 0 0 23 35 0 0 0 80 17 0 260 1107
6:00 PM 26 0 85 0 0 0 0 0 24 42 0 0 0 105 26 0 308 1125
6:15 PM 25 0 83 0 0 0 0 0 15 37 0 0 0 70 20 0 250 1091
6:30 PM 20 0 61 0 0 0 0 0 15 26 0 0 0 53 19 0 194 1012
6:45 PM 15 0 48 0 0 0 0 0 23 21 0 0 0 43 13 0 163 915
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 104 0 340 0 0 0 0 0 96 168 0 0 0 420 104 0 1232
Heavy Trucks 32 0 0 0 0 0 28 4 0 0 8 8 80
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: I-81 NB Ramps -- Rest Church Rd QC JOB #: QC JOB #: 15604809
CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Sat, Oct 30 2021
0 135
0 0 0
321 80 55 297
123 0.900.90 242
203 0 0 299
79 0 176
0 255
Peak-Hour: 1:00 PM -- 2:00 PMPeak-Hour: 1:00 PM -- 2:00 PM
Peak 15-Min: 1:15 PM -- 1:30 PMPeak 15-Min: 1:15 PM -- 1:30 PM
0 22.2
0 0 0
11.5 33.8 5.5 2.7
5.7 2.1
16.7 0 0 4.3
40.5 0 3.4
0 14.9
0
0 0
3
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
I-81 NB RampsI-81 NB Ramps
(Northbound)(Northbound)
I-81 NB RampsI-81 NB Ramps
(Southbound)(Southbound)
Rest Church RdRest Church Rd
(Eastbound)(Eastbound)
Rest Church RdRest Church Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
11:00 AM 17 0 30 0 0 0 0 0 26 22 0 0 0 63 13 0 171
11:15 AM 18 0 36 0 0 0 0 0 14 24 0 1 0 72 21 0 186
11:30 AM 18 1 37 0 0 0 0 0 20 22 0 0 0 61 16 0 175
11:45 AM 18 0 40 0 0 0 0 0 11 29 0 0 0 64 16 0 178 710
12:00 PM 19 0 37 0 0 0 0 0 22 19 0 0 0 57 14 0 168 707
12:15 PM 25 0 41 0 0 0 0 0 17 17 0 0 0 58 14 0 172 693
12:30 PM 21 0 34 0 0 0 0 0 17 19 0 0 0 64 16 0 171 689
12:45 PM 21 1 51 0 0 0 0 0 23 24 0 0 0 49 10 0 179 690
1:00 PM 23 0 45 0 0 0 0 0 19 29 0 0 0 61 10 0 187 709
1:15 PM 19 0 44 0 0 0 0 0 25 32 0 0 0 72 18 0 210 747
1:30 PM 23 0 43 0 0 0 0 0 17 27 0 0 0 45 11 0 166 742
1:45 PM 14 0 44 0 0 0 0 0 19 35 0 0 0 64 16 0 192 755
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 76 0 176 0 0 0 0 0 100 128 0 0 0 288 72 0 840
Heavy Trucks 36 0 4 0 0 0 44 12 0 0 12 4 112
Buses
Pedestrians 4 0 0 0 4
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 11 -- Rest Church Rd QC JOB #: QC JOB #: 15604810
CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021
681 175
347 214 120
487 78 39 139
188 0.910.91 88
322 56 12 321
52 58 13
282 123
Peak-Hour: 6:45 AM -- 7:45 AMPeak-Hour: 6:45 AM -- 7:45 AM
Peak 15-Min: 7:30 AM -- 7:45 AMPeak 15-Min: 7:30 AM -- 7:45 AM
1.3 2.3
1.4 1.4 0.8
2.9 3.8 0 2.2
0 3.4
3.7 16.1 0 0.3
11.5 1.7 0
4.3 5.7
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
US 11US 11
(Northbound)(Northbound)
US 11US 11
(Southbound)(Southbound)
Rest Church RdRest Church Rd
(Eastbound)(Eastbound)
Rest Church RdRest Church Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
6:00 AM 9 12 5 0 9 31 58 0 4 13 10 0 4 10 6 0 171
6:15 AM 14 10 1 0 22 58 64 0 8 24 10 0 1 4 9 0 225
6:30 AM 9 6 2 0 15 43 79 0 13 32 16 0 9 12 7 0 243
6:45 AM 10 14 5 0 29 50 86 0 15 67 19 0 2 15 7 0 319 958
7:00 AM 12 10 3 0 21 48 80 0 24 46 11 0 4 20 9 0 288 1075
7:15 AM 16 11 4 0 34 45 80 0 22 44 15 0 5 23 11 0 310 1160
7:30 AM 14 23 1 0 36 71 101 0 17 31 11 0 1 30 12 0 348 1265
7:45 AM 6 14 2 0 18 53 99 0 23 10 17 0 4 20 9 0 275 1221
8:00 AM 10 29 1 0 10 31 74 0 26 9 17 0 5 10 11 0 233 1166
8:15 AM 11 23 2 0 25 50 77 0 14 11 14 0 3 14 9 0 253 1109
8:30 AM 10 30 0 0 16 53 66 0 19 10 12 0 3 17 15 0 251 1012
8:45 AM 16 25 0 0 9 37 43 0 28 17 16 0 1 16 10 0 218 955
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 56 92 4 0 144 284 404 0 68 124 44 0 4 120 48 0 1392
Heavy Trucks 12 0 0 4 8 12 0 0 8 0 4 0 48
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 11 -- Rest Church Rd QC JOB #: QC JOB #: 15604811
CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Thu, Oct 28 2021
457 726
211 173 73
429 276 126 312
151 0.900.90 162
503 76 24 234
56 324 10
273 390
Peak-Hour: 5:15 PM -- 6:15 PMPeak-Hour: 5:15 PM -- 6:15 PM
Peak 15-Min: 6:00 PM -- 6:15 PMPeak 15-Min: 6:00 PM -- 6:15 PM
1.5 0.8
2.4 1.2 0
3 0.7 0.8 2.2
1.3 3.7
1.4 3.9 0 1.3
3.6 0.9 10
1.8 1.5
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
US 11US 11
(Northbound)(Northbound)
US 11US 11
(Southbound)(Southbound)
Rest Church RdRest Church Rd
(Eastbound)(Eastbound)
Rest Church RdRest Church Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 16 61 1 0 11 44 57 0 76 22 16 0 2 25 25 0 356
4:15 PM 20 90 0 0 7 40 59 0 54 13 15 0 3 13 13 0 327
4:30 PM 14 82 1 0 6 66 67 0 75 20 15 0 5 22 16 0 389
4:45 PM 21 99 1 0 14 44 51 0 79 19 13 0 3 16 20 0 380 1452
5:00 PM 14 84 1 0 14 42 93 0 79 14 15 0 3 19 19 0 397 1493
5:15 PM 12 82 5 0 17 35 62 0 86 26 22 0 1 25 33 0 406 1572
5:30 PM 12 84 1 0 15 46 44 0 72 32 25 0 6 46 31 0 414 1597
5:45 PM 22 89 2 0 20 35 52 0 54 41 15 0 3 18 30 0 381 1598
6:00 PM 10 69 2 0 21 57 53 0 64 52 14 0 14 73 32 0 461 1662
6:15 PM 14 71 3 0 24 36 46 0 65 40 8 0 3 33 17 0 360 1616
6:30 PM 9 51 2 0 11 25 42 0 59 25 13 0 2 16 13 0 268 1470
6:45 PM 11 44 1 0 9 28 39 0 47 9 7 0 1 10 10 0 216 1305
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 40 276 8 0 84 228 212 0 256 208 56 0 56 292 128 0 1844
Heavy Trucks 0 0 0 0 0 4 4 0 4 0 12 4 28
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 11 -- Rest Church Rd QC JOB #: QC JOB #: 15604812
CITY/STATE: CITY/STATE: Frederick, VA DATE: DATE: Sat, Oct 30 2021
441 471
201 187 53
293 194 63 127
55 0.890.89 48
300 51 16 116
44 214 8
254 266
Peak-Hour: 1:00 PM -- 2:00 PMPeak-Hour: 1:00 PM -- 2:00 PM
Peak 15-Min: 1:15 PM -- 1:30 PMPeak 15-Min: 1:15 PM -- 1:30 PM
0.5 0.4
0.5 0.5 0
2.7 1 0 3.9
14.5 10.4
5 9.8 0 6.9
4.5 0 0
2.4 0.8
0
0 0
2
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
US 11US 11
(Northbound)(Northbound)
US 11US 11
(Southbound)(Southbound)
Rest Church RdRest Church Rd
(Eastbound)(Eastbound)
Rest Church RdRest Church Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
11:00 AM 11 45 0 0 18 41 57 0 34 6 15 0 3 6 21 0 257
11:15 AM 18 45 2 0 18 52 61 0 37 18 7 0 7 18 22 0 305
11:30 AM 16 47 1 0 15 47 46 0 30 12 16 0 6 16 19 0 271
11:45 AM 16 44 1 0 8 53 53 0 42 17 6 0 3 14 9 0 266 1099
12:00 PM 16 46 0 0 18 53 38 0 39 9 11 0 5 12 26 0 273 1115
12:15 PM 9 44 2 0 11 41 50 0 43 8 8 0 2 11 17 0 246 1056
12:30 PM 10 42 1 0 16 54 55 0 32 9 15 0 1 15 21 0 271 1056
12:45 PM 7 42 2 0 9 55 37 0 39 14 12 0 3 15 17 0 252 1042
1:00 PM 8 54 2 0 11 52 50 0 47 12 9 0 3 10 12 0 270 1039
1:15 PM 16 55 2 0 15 52 57 0 49 20 12 0 6 14 19 0 317 1110
1:30 PM 5 54 2 0 12 39 37 0 51 7 12 0 6 19 12 0 256 1095
1:45 PM 15 51 2 0 15 44 57 0 47 16 18 0 1 5 20 0 291 1134
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 64 220 8 0 60 208 228 0 196 80 48 0 24 56 76 0 1268
Heavy Trucks 4 0 0 0 4 0 4 16 0 0 8 0 36
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 11/8/2021 12:03 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
HILLWOOD WHITEHALL
January 2017
Project # HILW1604TRAFFIC IMPACT STUDY
NOT TO SCALE
100(100)
1
1,000
1
Rest Church Rd I-81 SBRamp2
I-81 NBRamp3
Route 114
6
89
7
5
Woodbine RdRoute 11Rest Church Rd Rest Church Rd
Rest Churc
h
R
d Route 11Martinsburg PikeRoute 659
Woodbine
R
d
Route 669Interstate 81SITE
0 (0)259 (66)126 (199)
166 (130)
79 (131)
75 (126)
71 (296)
55 (73)311 (158)172 (135)114 (152)2 (3)28 (58)45 (90)84 (310)56 (153)0 (2)52 (244)75 (73)
282 (176)
106 (245)
232 (84)
20 (87)
28 (122)0 (0)55 (235)2,320
2,360
6,370
7,900
6,730
2,240 9,780
5,120
5,120
370
4,340
6,370
6,610
6,710
FUTURE
INTERSECTION
FUTURE
INTERSECTION
FUTURE
INTERSECTION
FUTURE
INTERSECTION
FUTURE
INTERSECTION
2 3
1
9
January 9, 2017 Page | 28
Appendix C
Level of Service Description
Fruit Hill Property January 2023
Appendix C
Kittelson & Associates, Inc. C1
APPENDIX C LEVEL-OF-SERVICE CONCEPT
Level of service (LOS) is a concept developed to quantify the degree of comfort (including such elements
as travel time, number of stops, total amount of stopped delay, and impediments caused by oth er
vehicles) afforded to drivers as they travel through an intersection or roadway segment. Six grades are
used to denote the various level of service from “A” to “F”.2
Signalized Intersections
The six level-of-service grades are described qualitatively for signalized intersections in Table C1.
Additionally, Table C2 identifies the relationship between level of service and average control delay per
vehicle. Control delay is defined to include initial deceleration delay, queue move-up time, stopped
delay, and final acceleration delay. Using this definition, Level of Service “D” is generally considered to
represent the minimum acceptable design standard.
Table C1 Level-of-Service Definitions (Signalized Intersections)
Level of
Service
Average Delay per Vehicle
A
Very low average control delay, less than 10 seconds per vehicle. This occurs when progression is extremely
favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may
also contribute to low delay.
B
Average control delay is greater than 10 seconds per vehicle and less than or equal to 20 seconds per vehicle. This
generally occurs with good progression and/or short cycle lengths. More vehicles stop than for a level of service A,
causing higher levels of average delay.
C
Average control delay is greater than 20 seconds per vehicle and less than or equal to 35 seconds per vehicle. These
higher delays may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to
appear at this level. The number of vehicles stopping is significant at this level, although many still pass through the
intersection without stopping.
D
Average control delay is greater than 35 seconds per vehicle and less than or equal to 55 seconds per vehicle. The
influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable
progression, long cycle length, or high volume/capacity ratios. Many vehicles stop, and the proportion of vehicles not
stopping declines. Individual cycle failures are noticeable.
E
Average control delay is greater than 55 seconds per vehicle and less than or equal to 80 seconds per vehicle. This is
usually considered to be the limit of acceptable delay. These high delay values generally (but not always) indicate
poor progression, long cycle lengths, and high volume/capacity ratios. Individual cycle failures are frequent
occurrences.
F
Average control delay is in excess of 80 seconds per vehicle. This is considered to be unacceptable to most drivers.
This condition often occurs with oversaturation. It may also occur at high volume/capacity ratios below 1.0 with
many individual cycle failures. Poor progression and long cycle lengths may also contribute to such high delay values.
Most of the material in this Appendix is adapted from the Transportation Research Board, Highway Capacity Manual, (2016).
2 Most of the material in this Appendix is adapted from the Transportation Research Board, Highway Capacity Manual,
(2016).
Fruit Hill Property January 2023
Appendix C
Kittelson & Associates, Inc. C2
Table C2 Level-of-Service Criteria for Signalized Intersections
Level of
Service Average Control Delay per Vehicle (Seconds)
A <10.0
B >10 and (20
C >20 and (35
D >35 and (55
E >55 and (80
F >80
Unsignalized Intersections
Unsignalized intersections include two-way stop-controlled (TWSC) and all-way stop-controlled (AWSC)
intersections. The 2010 Highway Capacity Manual (HCM) provides models for estimating control delay
at both TWSC and AWSC intersections. A qualitative description of the various service levels associated
with an unsignalized intersection is presented in Table C3. A quantitative definition of level of service
for unsignalized intersections is presented in Table C4. Using this definition, Level of Service “E” is
generally considered to represent the minimum acceptable design standard.
Table C3 Level-of-Service Criteria for Unsignalized Intersections
Level of
Service
Average Delay per Vehicle to Minor Street
A
• Nearly all drivers find freedom of operation.
• Very seldom is there more than one vehicle in queue.
B • Some drivers begin to consider the delay an inconvenience.
• Occasionally there is more than one vehicle in queue.
C • Many times, there is more than one vehicle in queue.
• Most drivers feel restricted, but not objectionably so.
D • Often there is more than one vehicle in queue.
• Drivers feel quite restricted.
E
• Represents a condition in which the demand is near or equal to the probable maximum number of vehicles that can
be accommodated by the movement.
• There is almost always more than one vehicle in queue.
• Drivers find the delays approaching intolerable levels.
F
• Forced flow.
• Represents an intersection failure condition that is caused by geometric and/or operational constraints external to
the intersection.
Fruit Hill Property January 2023
Appendix C
Kittelson & Associates, Inc. C3
Table C4 Level-of-Service Criteria for Unsignalized Intersections
It should be noted that the level-of-service criteria for unsignalized intersections are somewhat
different than the criteria used for signalized intersections. The primary reason for this difference is
that drivers expect different levels of performance from different kinds of transportation facilities. The
expectation is that a signalized intersection is designed to carry higher traffic volumes than an
unsignalized intersection. Additionally, there are a number of driver behavior considerations that
combine to make delays at signalized intersections less galling than at unsignalized intersections. For
example, drivers at signalized intersections are able to relax during the red interval, while drivers on
the minor street approaches to TWSC intersections must remain attentive to the task of identifying
acceptable gaps and vehicle conflicts. Also, there is often much more variability in the amount of delay
experienced by individual drivers at unsignalized intersections than signalized intersections. For these
reasons, it is considered that the control delay threshold for any given level of servic e is less for an
unsignalized intersection than for a signalized intersection. While overall intersection level of service is
calculated for AWSC intersections, level of service is only calculated for the minor approaches and the
major street left turn movements at TWSC intersections. No delay is assumed to the major street
through movements. For TWSC intersections, the overall intersection level of service remains
undefined: level of service is only calculated for each minor street lane.
In the performance evaluation of TWSC intersections, it is important to consider other measures of
effectiveness (MOEs) in addition to delay, such as v/c ratios for individual movements, average queue
lengths, and 95th-percentile queue lengths. By focusing on a single MOE for the worst movement only,
such as delay for the minor-street left turn, users may make inappropriate traffic control decisions. The
potential for making such inappropriate decisions is likely to be particularly pronounced when the HCM
level-of-service thresholds are adopted as legal standards, as is the case in many public agencies.
Level of Service Average Control Delay per Vehicle (Seconds)
A <10.0
B >10.0 and (15.0
C >15.0 and (25.0
D >25.0 and (35.0
E >35.0 and (50.0
F >50.0
Appendix D
Existing Conditions
Operational Worksheets
HCM 6th TWSC Fruit Hill Property
1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday AM - 2021 Existing Page 1
Intersection
Int Delay, s/veh 4.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 116 1 24 53 1 98
Future Vol, veh/h 116 1 24 53 1 98
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 0 100 11 7 100 96
Mvmt Flow 129 1 27 59 1 109
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 130 0 243 130
Stage 1 - - - - 130 -
Stage 2 - - - - 113 -
Critical Hdwy - - 4.21 - 7.4 7.16
Critical Hdwy Stg 1 - - - - 6.4 -
Critical Hdwy Stg 2 - - - - 6.4 -
Follow-up Hdwy - - 2.299 - 4.4 4.164
Pot Cap-1 Maneuver - - 1402 - 574 719
Stage 1 - - - - 702 -
Stage 2 - - - - 717 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1402 - 563 719
Mov Cap-2 Maneuver - - - - 563 -
Stage 1 - - - - 702 -
Stage 2 - - - - 703 -
Approach EB WB NB
HCM Control Delay, s 0 2.4 10.9
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 717 - - 1402 -
HCM Lane V/C Ratio 0.153 - - 0.019 -
HCM Control Delay (s) 10.9 - - 7.6 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.5 - - 0.1 -
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday AM - 2021 Existing Page 2
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 329 372 131 106 128
v/c Ratio 0.28 0.74 0.08 0.39 0.43
Control Delay 11.2 42.0 8.4 34.3 10.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 11.2 42.0 8.4 34.3 10.6
Queue Length 50th (ft) 18 200 9 49 0
Queue Length 95th (ft) 46 280 45 91 43
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1180 667 1722 323 331
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.28 0.56 0.08 0.33 0.39
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday AM - 2021 Existing Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 126 166 331 117 0 0 0 0 93 2 114
Future Volume (vph) 0 126 166 331 117 0 0 0 0 93 2 114
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.91 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3456 1787 2597 1726 1214
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3456 1787 2597 1726 1214
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 0 142 187 372 131 0 0 0 0 104 2 128
RTOR Reduction (vph) 0 130 0 0 0 0 0 0 0 0 0 108
Lane Group Flow (vph) 0 199 0 372 131 0 0 0 0 0 106 20
Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 24.3 22.7 53.1 12.7 12.7
Effective Green, g (s) 24.3 22.7 53.1 12.7 12.7
Actuated g/C Ratio 0.30 0.28 0.66 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1049 507 1723 274 192
v/s Ratio Prot c0.06 c0.21 0.05 c0.06
v/s Ratio Perm 0.02
v/c Ratio 0.19 0.73 0.08 0.39 0.11
Uniform Delay, d1 20.6 25.9 4.8 30.2 28.8
Progression Factor 1.00 1.30 1.64 1.00 1.00
Incremental Delay, d2 0.4 5.7 0.1 1.2 0.3
Delay (s) 21.0 39.5 7.9 31.4 29.1
Level of Service C D A C C
Approach Delay (s) 21.0 31.3 0.0 30.2
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 27.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.44
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 52.7% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday AM - 2021 Existing Page 4
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 89 132 396 96 77 175
v/c Ratio 0.21 0.06 0.23 0.11 0.24 0.48
Control Delay 12.1 9.8 10.3 1.2 1.8 9.5
Queue Delay 0.0 0.0 0.2 0.0 0.0 0.0
Total Delay 12.1 9.8 10.5 1.2 1.8 9.5
Queue Length 50th (ft) 22 16 62 0 0 0
Queue Length 95th (ft) 46 31 83 0 0 49
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 480
Base Capacity (vph) 433 2328 1754 865 369 432
Starvation Cap Reductn 0 0 698 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.21 0.06 0.38 0.11 0.21 0.41
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday AM - 2021 Existing Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 88 131 0 0 392 95 56 0 193 0 0 0
Future Volume (vph) 88 131 0 0 392 95 56 0 193 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.96 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00
Satd. Flow (prot) 1165 3438 3505 1568 1158 1490
Flt Permitted 0.43 1.00 1.00 1.00 0.96 1.00
Satd. Flow (perm) 524 3438 3505 1568 1158 1490
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 89 132 0 0 396 96 57 0 195 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 50 0 67 151 0 0 0
Lane Group Flow (vph) 89 132 0 0 396 46 0 10 24 0 0 0
Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 54.2 54.2 38.4 38.4 10.9 10.9
Effective Green, g (s) 54.2 54.2 38.4 38.4 10.9 10.9
Actuated g/C Ratio 0.68 0.68 0.48 0.48 0.14 0.14
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 415 2329 1682 752 157 203
v/s Ratio Prot c0.02 0.04 c0.11
v/s Ratio Perm 0.12 0.03 0.01 c0.02
v/c Ratio 0.21 0.06 0.24 0.06 0.07 0.12
Uniform Delay, d1 5.0 4.3 12.2 11.1 30.1 30.3
Progression Factor 2.20 2.10 0.77 1.75 1.00 1.00
Incremental Delay, d2 0.3 0.0 0.3 0.1 0.4 0.5
Delay (s) 11.3 9.1 9.7 19.7 30.5 30.9
Level of Service B A A B C C
Approach Delay (s) 10.0 11.6 30.8 0.0
Approach LOS B B C A
Intersection Summary
HCM 2000 Control Delay 16.3 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.22
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 52.7% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday AM - 2021 Existing Page 6
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 86 271 13 97 43 57 64 14 132 235 381
v/c Ratio 0.40 0.28 0.08 0.25 0.11 0.34 0.11 0.02 0.65 0.37 0.48
Control Delay 32.3 15.5 34.7 34.3 0.6 39.2 20.8 0.1 51.0 23.2 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.3 15.5 34.7 34.3 0.6 39.2 20.8 0.1 51.0 23.2 4.8
Queue Length 50th (ft) 38 32 6 23 0 27 23 0 64 91 0
Queue Length 95th (ft) 48 53 23 46 0 62 51 0 #146 154 59
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 258 985 162 393 394 172 594 671 204 629 788
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.33 0.28 0.08 0.25 0.11 0.33 0.11 0.02 0.65 0.37 0.48
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday AM - 2021 Existing Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 78 188 58 12 88 39 52 58 13 120 214 347
Future Volume (vph) 78 188 58 12 88 39 52 58 13 120 214 347
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1736 3355 1805 3505 1615 1612 1863 1615 1787 1881 1599
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1736 3355 1805 3505 1615 1612 1863 1615 1787 1881 1599
Peak-hour factor, PHF 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) 86 207 64 13 97 43 57 64 14 132 235 381
RTOR Reduction (vph) 0 32 0 0 0 35 0 0 10 0 0 279
Lane Group Flow (vph) 86 239 0 13 97 8 57 64 4 132 235 102
Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1%
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 9.9 22.7 1.4 14.2 14.2 8.4 20.2 20.2 9.1 21.4 21.4
Effective Green, g (s) 9.9 22.7 1.4 14.2 14.2 8.4 20.2 20.2 9.1 21.4 21.4
Actuated g/C Ratio 0.12 0.28 0.02 0.18 0.18 0.11 0.25 0.25 0.11 0.27 0.27
Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 214 951 31 622 286 169 470 407 203 503 427
v/s Ratio Prot c0.05 c0.07 0.01 0.03 0.04 0.03 c0.07 c0.12
v/s Ratio Perm 0.00 0.00 0.06
v/c Ratio 0.40 0.25 0.42 0.16 0.03 0.34 0.14 0.01 0.65 0.47 0.24
Uniform Delay, d1 32.3 22.1 38.9 27.8 27.2 33.2 23.1 22.4 33.9 24.5 22.9
Progression Factor 0.85 0.76 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.6 0.2 18.0 0.2 0.1 1.6 0.6 0.0 8.0 3.1 1.3
Delay (s) 29.0 16.9 56.9 28.1 27.3 34.8 23.7 22.4 41.9 27.6 24.2
Level of Service C B E C C C C C D C C
Approach Delay (s) 19.8 30.3 28.3 28.4
Approach LOS B C C C
Intersection Summary
HCM 2000 Control Delay 26.4 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.45
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6
Intersection Capacity Utilization 50.7% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2021 Existing Weekday AM - 2021 Existing
Fruit Hill Property SimTraffic Report
Weekday AM - 2021 Existing Page 1
Intersection: 1: Zachary Ann Ln & Rest Church Rd
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 36 133
Average Queue (ft) 3 68
95th Queue (ft) 19 114
Link Distance (ft) 649
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB SB SB
Directions Served T T TR L T LT R
Maximum Queue (ft) 156 99 165 314 103 132 92
Average Queue (ft) 52 31 71 180 25 59 43
95th Queue (ft) 121 73 133 279 75 110 78
Link Distance (ft) 226 226 226 503 503 878
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 161 65 91 163 133 61 230 174
Average Queue (ft) 56 15 37 70 37 24 95 47
95th Queue (ft) 119 44 77 132 94 54 182 118
Link Distance (ft) 503 503 503 195 195 195 638
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2021 Existing Weekday AM - 2021 Existing
Fruit Hill Property SimTraffic Report
Weekday AM - 2021 Existing Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T TR L T T R L T R L T
Maximum Queue (ft) 136 115 131 39 88 84 49 110 74 22 150 170
Average Queue (ft) 63 51 61 10 38 30 22 34 20 4 75 71
95th Queue (ft) 121 98 113 32 77 70 47 79 52 17 129 131
Link Distance (ft) 195 195 195 427 427 427 945 980
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 101
Average Queue (ft) 49
95th Queue (ft) 85
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
HCM 6th TWSC Fruit Hill Property
1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday PM - 2021 Existing Page 1
Intersection
Int Delay, s/veh 2.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 136 0 4 143 2 68
Future Vol, veh/h 136 0 4 143 2 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 - - 110 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, % 1 0 100 1 0 82
Mvmt Flow 166 0 5 174 2 83
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 166 0 350 166
Stage 1 - - - - 166 -
Stage 2 - - - - 184 -
Critical Hdwy - - 5.1 - 6.4 7.02
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 3.1 - 3.5 4.038
Pot Cap-1 Maneuver - - 985 - 651 707
Stage 1 - - - - 868 -
Stage 2 - - - - 852 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 985 - 648 707
Mov Cap-2 Maneuver - - - - 648 -
Stage 1 - - - - 868 -
Stage 2 - - - - 848 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 10.8
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 705 - - 985 -
HCM Lane V/C Ratio 0.121 - - 0.005 -
HCM Control Delay (s) 10.8 - - 8.7 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.4 - - 0 -
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday PM - 2021 Existing Page 2
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 389 292 278 112 173
v/c Ratio 0.26 0.70 0.14 0.39 0.52
Control Delay 13.3 34.8 9.6 33.9 11.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 13.3 34.8 9.6 33.9 11.0
Queue Length 50th (ft) 29 144 14 52 0
Queue Length 95th (ft) 60 221 75 92 47
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1490 469 1919 479 442
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.26 0.62 0.14 0.23 0.39
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday PM - 2021 Existing Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 212 130 257 245 0 0 0 0 96 3 152
Future Volume (vph) 0 212 130 257 245 0 0 0 0 96 3 152
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 4023 1770 2911 1744 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 4023 1770 2911 1744 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 241 148 292 278 0 0 0 0 109 3 173
RTOR Reduction (vph) 0 97 0 0 0 0 0 0 0 0 0 145
Lane Group Flow (vph) 0 292 0 292 278 0 0 0 0 0 112 28
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 27.7 18.9 52.7 13.1 13.1
Effective Green, g (s) 27.7 18.9 52.7 13.1 13.1
Actuated g/C Ratio 0.35 0.24 0.66 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1392 418 1917 285 188
v/s Ratio Prot c0.07 c0.17 0.10 c0.06
v/s Ratio Perm 0.02
v/c Ratio 0.21 0.70 0.15 0.39 0.15
Uniform Delay, d1 18.4 27.9 5.2 29.9 28.7
Progression Factor 1.00 0.96 1.74 1.00 1.00
Incremental Delay, d2 0.3 5.0 0.1 1.2 0.5
Delay (s) 18.8 31.8 9.1 31.1 29.2
Level of Service B C A C C
Approach Delay (s) 18.8 20.7 0.0 29.9
Approach LOS B C A C
Intersection Summary
HCM 2000 Control Delay 22.2 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 52.8% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday PM - 2021 Existing Page 4
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 146 197 372 96 286 266
v/c Ratio 0.36 0.11 0.36 0.17 0.71 0.43
Control Delay 18.8 11.9 19.3 1.5 31.5 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.5 0.1
Total Delay 18.8 11.9 19.3 1.5 32.0 4.9
Queue Length 50th (ft) 39 27 46 0 114 0
Queue Length 95th (ft) 90 42 128 0 186 48
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 480
Base Capacity (vph) 417 1825 1039 575 500 719
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 2 0 0 42 50
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.35 0.11 0.36 0.17 0.62 0.40
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday PM - 2021 Existing Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 131 177 0 0 335 86 167 2 328 0 0 0
Future Volume (vph) 131 177 0 0 335 86 167 2 328 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.95 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1302 1504
Flt Permitted 0.39 1.00 1.00 1.00 0.97 1.00
Satd. Flow (perm) 579 3471 3539 1568 1302 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 146 197 0 0 372 96 186 2 364 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 68 0 26 190 0 0 0
Lane Group Flow (vph) 146 197 0 0 372 28 0 260 76 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 42.1 42.1 23.5 23.5 23.0 23.0
Effective Green, g (s) 42.1 42.1 23.5 23.5 23.0 23.0
Actuated g/C Ratio 0.53 0.53 0.29 0.29 0.29 0.29
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 411 1826 1039 460 374 432
v/s Ratio Prot c0.05 0.06 0.11
v/s Ratio Perm c0.14 0.02 0.20 0.05
v/c Ratio 0.36 0.11 0.36 0.06 0.69 0.18
Uniform Delay, d1 10.5 9.5 22.3 20.3 25.4 21.4
Progression Factor 1.36 1.06 0.75 0.93 1.00 1.00
Incremental Delay, d2 0.7 0.1 0.9 0.2 6.9 0.4
Delay (s) 15.0 10.2 17.6 19.1 32.3 21.8
Level of Service B B B B C C
Approach Delay (s) 12.3 17.9 27.3 0.0
Approach LOS B B C A
Intersection Summary
HCM 2000 Control Delay 20.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 52.8% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday PM - 2021 Existing Page 6
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 351 229 15 125 130 69 390 10 76 182 290
v/c Ratio 1.00 0.25 0.09 0.24 0.24 0.34 0.96 0.02 0.41 0.47 0.48
Control Delay 79.3 13.5 34.9 31.6 1.1 36.5 69.1 0.0 40.7 33.1 4.9
Queue Delay 30.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 109.6 13.5 34.9 31.6 1.1 36.5 69.1 0.0 40.7 33.1 4.9
Queue Length 50th (ft) 159 12 7 29 0 32 194 0 36 80 0
Queue Length 95th (ft) #306 35 24 52 0 66 #345 0 75 140 33
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 351 909 162 511 535 244 407 581 188 386 598
Starvation Cap Reductn 30 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 1.09 0.25 0.09 0.24 0.24 0.28 0.96 0.02 0.40 0.47 0.48
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2021 Existing
Fruit Hill Property Synchro 11 Report
Weekday PM - 2021 Existing Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 305 117 83 13 109 113 60 339 9 66 158 252
Future Volume (vph) 305 117 83 13 109 113 60 339 9 66 158 252
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1770 3274 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1770 3274 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Adj. Flow (vph) 351 134 95 15 125 130 69 390 10 76 182 290
RTOR Reduction (vph) 0 71 0 0 0 111 0 0 8 0 0 230
Lane Group Flow (vph) 351 158 0 15 125 19 69 390 2 76 182 60
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 15.9 20.5 7.2 11.8 11.8 9.6 17.3 17.3 8.4 16.6 16.6
Effective Green, g (s) 15.9 20.5 7.2 11.8 11.8 9.6 17.3 17.3 8.4 16.6 16.6
Actuated g/C Ratio 0.20 0.26 0.09 0.15 0.15 0.12 0.22 0.22 0.11 0.21 0.21
Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 351 838 162 511 238 206 406 314 185 386 328
v/s Ratio Prot c0.20 0.05 0.01 c0.04 0.04 c0.21 c0.04 0.10
v/s Ratio Perm 0.01 0.00 0.04
v/c Ratio 1.00 0.19 0.09 0.24 0.08 0.33 0.96 0.01 0.41 0.47 0.18
Uniform Delay, d1 32.0 23.3 33.4 30.2 29.4 32.3 31.0 24.6 33.5 27.8 26.1
Progression Factor 0.92 0.93 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 46.9 0.5 0.5 0.5 0.3 1.3 34.9 0.0 2.0 1.9 0.6
Delay (s) 76.3 22.1 33.9 30.7 29.7 33.6 65.9 24.6 35.5 29.7 26.7
Level of Service E C C C C C E C D C C
Approach Delay (s) 54.9 30.4 60.3 28.9
Approach LOS D C E C
Intersection Summary
HCM 2000 Control Delay 45.1 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6
Intersection Capacity Utilization 64.3% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2021 Existing Weekday PM - 2021 Existing
Fruit Hill Property SimTraffic Report
Weekday PM - 2021 Existing Page 1
Intersection: 1: Zachary Ann Ln & Rest Church Rd
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 27 111
Average Queue (ft) 2 55
95th Queue (ft) 17 95
Link Distance (ft) 649
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 110
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 135 109 143 256 216 55 130 122
Average Queue (ft) 52 43 63 139 48 3 63 52
95th Queue (ft) 108 86 120 221 138 32 112 92
Link Distance (ft) 226 226 226 503 503 503 878
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 169 74 100 156 159 64 499 390
Average Queue (ft) 71 24 42 72 62 26 231 149
95th Queue (ft) 135 61 83 132 122 53 452 357
Link Distance (ft) 503 503 503 195 195 195 638
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 3 0
Queuing Penalty (veh) 5 0
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2021 Existing Weekday PM - 2021 Existing
Fruit Hill Property SimTraffic Report
Weekday PM - 2021 Existing Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T TR L T T R L T R L T
Maximum Queue (ft) 227 213 201 39 80 100 87 150 425 134 91 145
Average Queue (ft) 166 86 72 9 33 39 43 63 202 11 37 70
95th Queue (ft) 241 198 159 32 71 81 74 149 378 78 77 127
Link Distance (ft) 195 195 195 427 427 427 945 980
Upstream Blk Time (%) 12 3 1
Queuing Penalty (veh) 21 5 2
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 0 21 0
Queuing Penalty (veh) 1 15 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 82
Average Queue (ft) 38
95th Queue (ft) 67
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 48
Appendix E
Existing Conditions –
Mitigation Operational
Worksheets
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1
Weekday PM - 2021 Existing - Mitigation Strategy #1 Synchro 11 Report
Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 389 292 278 112 173
v/c Ratio 0.26 0.69 0.14 0.39 0.52
Control Delay 13.4 31.4 12.2 34.0 11.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 13.4 31.4 12.2 34.0 11.0
Queue Length 50th (ft) 29 131 30 52 0
Queue Length 95th (ft) 60 206 90 92 47
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1481 552 1919 370 381
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.26 0.53 0.14 0.30 0.45
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1
Weekday PM - 2021 Existing - Mitigation Strategy #1 Synchro 11 Report
Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 212 130 257 245 0 0 0 0 96 3 152
Future Volume (vph) 0 212 130 257 245 0 0 0 0 96 3 152
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 4023 1770 2911 1744 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 4023 1770 2911 1744 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 241 148 292 278 0 0 0 0 109 3 173
RTOR Reduction (vph) 0 97 0 0 0 0 0 0 0 0 0 145
Lane Group Flow (vph) 0 292 0 292 278 0 0 0 0 0 112 28
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 27.6 19.1 52.8 13.0 13.0
Effective Green, g (s) 27.6 19.1 52.8 13.0 13.0
Actuated g/C Ratio 0.35 0.24 0.66 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1387 422 1921 283 187
v/s Ratio Prot c0.07 c0.17 0.10 c0.06
v/s Ratio Perm 0.02
v/c Ratio 0.21 0.69 0.14 0.40 0.15
Uniform Delay, d1 18.5 27.8 5.1 30.0 28.8
Progression Factor 1.00 0.86 2.23 1.00 1.00
Incremental Delay, d2 0.3 4.8 0.1 1.2 0.5
Delay (s) 18.9 28.6 11.5 31.2 29.3
Level of Service B C B C C
Approach Delay (s) 18.9 20.3 0.0 30.0
Approach LOS B C A C
Intersection Summary
HCM 2000 Control Delay 22.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 52.8% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1
Weekday PM - 2021 Existing - Mitigation Strategy #1 Synchro 11 Report
Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 3
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 146 197 372 96 286 266
v/c Ratio 0.35 0.11 0.36 0.17 0.72 0.43
Control Delay 17.7 12.1 17.7 1.4 32.3 4.9
Queue Delay 0.0 0.0 0.0 0.0 0.6 0.1
Total Delay 17.7 12.1 17.7 1.4 32.9 5.0
Queue Length 50th (ft) 37 25 45 0 114 0
Queue Length 95th (ft) 76 39 120 0 191 49
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 480
Base Capacity (vph) 427 1834 1038 574 484 703
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 40 46
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.34 0.11 0.36 0.17 0.64 0.40
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1
Weekday PM - 2021 Existing - Mitigation Strategy #1 Synchro 11 Report
Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 131 177 0 0 335 86 167 2 328 0 0 0
Future Volume (vph) 131 177 0 0 335 86 167 2 328 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.95 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1302 1504
Flt Permitted 0.39 1.00 1.00 1.00 0.97 1.00
Satd. Flow (perm) 579 3471 3539 1568 1302 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 146 197 0 0 372 96 186 2 364 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 68 0 26 190 0 0 0
Lane Group Flow (vph) 146 197 0 0 372 28 0 260 76 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 42.3 42.3 23.5 23.5 22.8 22.8
Effective Green, g (s) 42.3 42.3 23.5 23.5 22.8 22.8
Actuated g/C Ratio 0.53 0.53 0.29 0.29 0.29 0.29
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 414 1835 1039 460 371 428
v/s Ratio Prot c0.05 0.06 0.11
v/s Ratio Perm c0.14 0.02 0.20 0.05
v/c Ratio 0.35 0.11 0.36 0.06 0.70 0.18
Uniform Delay, d1 10.4 9.4 22.3 20.3 25.6 21.5
Progression Factor 1.30 1.11 0.69 0.88 1.00 1.00
Incremental Delay, d2 0.7 0.1 0.9 0.2 7.4 0.4
Delay (s) 14.2 10.5 16.2 18.2 32.9 22.0
Level of Service B B B B C C
Approach Delay (s) 12.1 16.6 27.6 0.0
Approach LOS B B C A
Intersection Summary
HCM 2000 Control Delay 19.9 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 52.8% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1
Weekday PM - 2021 Existing - Mitigation Strategy #1 Synchro 11 Report
Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 351 229 15 125 130 69 390 10 76 182 290
v/c Ratio 0.83 0.26 0.10 0.36 0.27 0.38 0.91 0.02 0.43 0.43 0.47
Control Delay 44.1 14.0 35.2 36.8 1.4 39.4 58.9 0.0 42.0 30.5 4.4
Queue Delay 40.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 84.2 14.0 35.2 36.8 1.4 39.4 58.9 0.0 42.0 30.5 4.4
Queue Length 50th (ft) 151 15 7 31 0 33 191 0 36 79 0
Queue Length 95th (ft) #265 36 24 55 0 69 #333 0 75 133 31
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 424 897 157 347 475 191 427 593 177 421 621
Starvation Cap Reductn 94 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 1.06 0.26 0.10 0.36 0.27 0.36 0.91 0.02 0.43 0.43 0.47
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Strategy #1
Weekday PM - 2021 Existing - Mitigation Strategy #1 Synchro 11 Report
Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 305 117 83 13 109 113 60 339 9 66 158 252
Future Volume (vph) 305 117 83 13 109 113 60 339 9 66 158 252
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1770 3274 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1770 3274 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Adj. Flow (vph) 351 134 95 15 125 130 69 390 10 76 182 290
RTOR Reduction (vph) 0 71 0 0 0 117 0 0 8 0 0 224
Lane Group Flow (vph) 351 158 0 15 125 13 69 390 2 76 182 66
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 19.2 20.2 7.0 8.0 8.0 8.6 18.2 18.2 8.0 18.1 18.1
Effective Green, g (s) 19.2 20.2 7.0 8.0 8.0 8.6 18.2 18.2 8.0 18.1 18.1
Actuated g/C Ratio 0.24 0.25 0.09 0.10 0.10 0.11 0.23 0.23 0.10 0.23 0.23
Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 424 826 157 347 161 184 427 331 177 421 358
v/s Ratio Prot c0.20 0.05 0.01 c0.04 0.04 c0.21 c0.04 0.10
v/s Ratio Perm 0.01 0.00 0.04
v/c Ratio 0.83 0.19 0.10 0.36 0.08 0.38 0.91 0.01 0.43 0.43 0.18
Uniform Delay, d1 28.8 23.5 33.6 33.6 32.7 33.2 30.1 23.9 33.9 26.5 25.0
Progression Factor 0.92 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 16.1 0.5 0.6 1.3 0.5 1.7 24.7 0.0 2.3 1.5 0.5
Delay (s) 42.6 22.9 34.1 34.9 33.1 35.0 54.9 23.9 36.1 28.0 25.5
Level of Service D C C C C C D C D C C
Approach Delay (s) 34.8 34.0 51.3 27.8
Approach LOS C C D C
Intersection Summary
HCM 2000 Control Delay 36.8 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6
Intersection Capacity Utilization 64.3% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2021 Existing - Mitigation Strategy #1 Weekday PM - 2021 Existing - Mitigation Strategy #1
Fruit Hill Property SimTraffic Report
Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 1
Intersection: 1: Zachary Ann Ln & Rest Church Rd
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 23 105
Average Queue (ft) 1 51
95th Queue (ft) 12 91
Link Distance (ft) 649
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 110
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 141 101 137 261 159 31 146 125
Average Queue (ft) 57 43 58 140 61 1 62 52
95th Queue (ft) 120 84 111 225 129 20 116 92
Link Distance (ft) 226 226 226 503 503 503 878
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 164 66 83 138 123 58 341 286
Average Queue (ft) 69 18 38 61 51 25 177 101
95th Queue (ft) 129 51 76 112 103 51 296 239
Link Distance (ft) 503 503 503 195 195 195 638
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2021 Existing - Mitigation Strategy #1 Weekday PM - 2021 Existing - Mitigation Strategy #1
Fruit Hill Property SimTraffic Report
Weekday PM - 2021 Existing - Mitigation Strategy #1 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T TR L T T R L T R L T
Maximum Queue (ft) 215 173 157 37 87 103 95 150 427 132 108 170
Average Queue (ft) 139 59 55 10 37 41 45 65 197 8 42 70
95th Queue (ft) 223 141 118 32 76 83 79 153 372 58 87 130
Link Distance (ft) 195 195 195 427 427 427 945 980
Upstream Blk Time (%) 3 0 0
Queuing Penalty (veh) 5 0 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 0 22 0 0
Queuing Penalty (veh) 1 16 0 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 90
Average Queue (ft) 39
95th Queue (ft) 71
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 23
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Scenario 2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 389 292 278 112 173
v/c Ratio 0.26 0.69 0.14 0.39 0.52
Control Delay 13.4 31.5 5.3 34.0 11.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 13.4 31.5 5.3 34.0 11.0
Queue Length 50th (ft) 29 156 48 52 0
Queue Length 95th (ft) 60 209 43 92 47
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1481 552 1919 370 381
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.26 0.53 0.14 0.30 0.45
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Scenario 2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 212 130 257 245 0 0 0 0 96 3 152
Future Volume (vph) 0 212 130 257 245 0 0 0 0 96 3 152
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 4023 1770 2911 1744 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 4023 1770 2911 1744 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 241 148 292 278 0 0 0 0 109 3 173
RTOR Reduction (vph) 0 97 0 0 0 0 0 0 0 0 0 145
Lane Group Flow (vph) 0 292 0 292 278 0 0 0 0 0 112 28
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 27.6 19.1 52.8 13.0 13.0
Effective Green, g (s) 27.6 19.1 52.8 13.0 13.0
Actuated g/C Ratio 0.35 0.24 0.66 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1387 422 1921 283 187
v/s Ratio Prot c0.07 c0.17 0.10 c0.06
v/s Ratio Perm 0.02
v/c Ratio 0.21 0.69 0.14 0.40 0.15
Uniform Delay, d1 18.5 27.8 5.1 30.0 28.8
Progression Factor 1.00 0.86 0.96 1.00 1.00
Incremental Delay, d2 0.3 4.8 0.1 1.2 0.5
Delay (s) 18.9 28.7 5.0 31.2 29.3
Level of Service B C A C C
Approach Delay (s) 18.9 17.2 0.0 30.0
Approach LOS B B A C
Intersection Summary
HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 52.8% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Scenario 2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 3
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 146 197 372 96 286 266
v/c Ratio 0.35 0.11 0.36 0.17 0.72 0.43
Control Delay 6.5 3.7 25.7 4.0 32.3 4.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 6.5 3.7 25.7 4.0 32.3 4.9
Queue Length 50th (ft) 9 6 91 0 114 0
Queue Length 95th (ft) 16 10 145 4 191 49
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 480
Base Capacity (vph) 427 1834 1038 574 484 703
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.34 0.11 0.36 0.17 0.59 0.38
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Scenario 2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 131 177 0 0 335 86 167 2 328 0 0 0
Future Volume (vph) 131 177 0 0 335 86 167 2 328 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.95 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1302 1504
Flt Permitted 0.39 1.00 1.00 1.00 0.97 1.00
Satd. Flow (perm) 579 3471 3539 1568 1302 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 146 197 0 0 372 96 186 2 364 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 68 0 26 190 0 0 0
Lane Group Flow (vph) 146 197 0 0 372 28 0 260 76 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 42.3 42.3 23.5 23.5 22.8 22.8
Effective Green, g (s) 42.3 42.3 23.5 23.5 22.8 22.8
Actuated g/C Ratio 0.53 0.53 0.29 0.29 0.29 0.29
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 414 1835 1039 460 371 428
v/s Ratio Prot c0.05 0.06 0.11
v/s Ratio Perm c0.14 0.02 0.20 0.05
v/c Ratio 0.35 0.11 0.36 0.06 0.70 0.18
Uniform Delay, d1 10.4 9.4 22.3 20.3 25.6 21.5
Progression Factor 0.35 0.33 1.01 3.63 1.00 1.00
Incremental Delay, d2 0.7 0.1 0.9 0.2 7.4 0.4
Delay (s) 4.4 3.2 23.4 74.0 32.9 22.0
Level of Service A A C E C C
Approach Delay (s) 3.7 33.8 27.6 0.0
Approach LOS A C C A
Intersection Summary
HCM 2000 Control Delay 23.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 52.8% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Scenario 2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 197 383 15 125 130 69 390 10 76 182 290
v/c Ratio 0.68 0.63 0.08 0.36 0.35 0.38 0.68 0.02 0.42 0.32 0.42
Control Delay 44.9 26.9 33.9 36.8 2.6 39.4 32.1 0.0 41.8 24.1 5.1
Queue Delay 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.0 26.9 33.9 36.8 2.6 39.4 32.1 0.0 41.8 24.1 5.1
Queue Length 50th (ft) 97 73 7 31 0 33 174 0 36 72 0
Queue Length 95th (ft) 162 115 24 55 0 69 260 0 75 121 49
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 317 663 180 347 373 191 574 597 179 568 685
Starvation Cap Reductn 2 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.63 0.58 0.08 0.36 0.35 0.36 0.68 0.02 0.42 0.32 0.42
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2021 Existing - Mitigation Scenario 2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 305 117 83 13 109 113 60 339 9 66 158 252
Future Volume (vph) 305 117 83 13 109 113 60 339 9 66 158 252
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1610 3173 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1610 3173 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Adj. Flow (vph) 351 134 95 15 125 130 69 390 10 76 182 290
RTOR Reduction (vph) 0 38 0 0 0 117 0 0 7 0 0 202
Lane Group Flow (vph) 197 345 0 15 125 13 69 390 3 76 182 88
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 14.5 14.5 8.0 8.0 8.0 8.6 24.4 24.4 8.1 24.4 24.4
Effective Green, g (s) 14.5 14.5 8.0 8.0 8.0 8.6 24.4 24.4 8.1 24.4 24.4
Actuated g/C Ratio 0.18 0.18 0.10 0.10 0.10 0.11 0.30 0.30 0.10 0.30 0.30
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 291 575 180 347 161 184 573 443 179 568 482
v/s Ratio Prot c0.12 0.11 0.01 c0.04 0.04 c0.21 c0.04 0.10
v/s Ratio Perm 0.01 0.00 0.06
v/c Ratio 0.68 0.60 0.08 0.36 0.08 0.38 0.68 0.01 0.42 0.32 0.18
Uniform Delay, d1 30.6 30.1 32.7 33.6 32.7 33.2 24.4 19.4 33.8 21.4 20.5
Progression Factor 1.09 0.84 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 11.4 4.6 0.4 1.3 0.5 1.7 6.4 0.0 2.2 1.5 0.8
Delay (s) 44.8 29.8 33.1 34.9 33.1 35.0 30.8 19.4 36.0 22.9 21.3
Level of Service D C C C C C C B D C C
Approach Delay (s) 34.9 34.0 31.2 23.9
Approach LOS C C C C
Intersection Summary
HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.59
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 55.9% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2021 Existing - Mitigation Scenario 2 Weekday PM - 2021 Existing - Mitigation Scenario 2
Fruit Hill Property SimTraffic Report
Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 144 100 141 269 136 31 146 108
Average Queue (ft) 53 42 61 128 46 1 64 50
95th Queue (ft) 113 86 114 231 111 12 116 88
Link Distance (ft) 226 226 226 503 503 503 878
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 154 65 82 175 154 70 362 305
Average Queue (ft) 60 14 28 79 69 30 182 100
95th Queue (ft) 122 46 68 141 133 61 295 233
Link Distance (ft) 503 503 503 195 195 195 638
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2021 Existing - Mitigation Scenario 2 Weekday PM - 2021 Existing - Mitigation Scenario 2
Fruit Hill Property SimTraffic Report
Weekday PM - 2021 Existing - Mitigation Scenario 2 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 176 178 174 44 87 99 73 149 257 53 102 147
Average Queue (ft) 98 96 80 9 32 40 38 50 132 5 38 56
95th Queue (ft) 148 147 146 30 73 81 64 122 227 35 80 112
Link Distance (ft) 195 195 195 415 415 415 945 977
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 0 5 0
Queuing Penalty (veh) 0 4 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 66
Average Queue (ft) 31
95th Queue (ft) 57
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 4
Appendix F
In-Process Site Trips
SITE
C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:01pm - abutsick Layout Tab: F1Net New Site-Generated Trips
Arogas Parcel
Frederick County, VA F1
Fruit Hill Property April 2022
FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
321
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AM1 71
4
78
4
4
315
1
8
- ESTIMATED TRIP DISTRIBUTION*
*TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA
AROGAS PARCEL
1 71
4
78
4
4
315
1
8
SITE
C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:01pm - abutsick Layout Tab: F2Pass-by Trips
Arogas Parcel
Frederick County, VA F2
Fruit Hill Property April 2022
FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
321
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AM44
44
4
4
8
1
8
- ESTIMATED TRIP DISTRIBUTION*
*TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA
AROGAS PARCEL
1111
1111
11
11
22
3
22
NO PASS-BY TRIPS
ASSOCIATED WITH
THIS INTERSECTION
NO PASS-BY TRIPS
ASSOCIATED WITH
THIS INTERSECTION -1-3
SITE
C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:01pm - abutsick Layout Tab: F3Net-New Site-Generated Trips
Parcel 33-A-12
Frederick County, VA F3
Fruit Hill Property April 2022
FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
321
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AM- ESTIMATED TRIP DISTRIBUTION*
*TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA
PARCEL 33-A-12
5
1 345
5
1
3439
6
5
1111073
1
4 51
29
4
56
33
29
629111
SITE
C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:01pm - abutsick Layout Tab: F4Net-New Site-Generated Trips
Light Property
Frederick County, VA F4
Fruit Hill Property April 2022
FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
321
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AM- ESTIMATED TRIP DISTRIBUTION*
*TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA
LIGHT
PROPERTY
3 320
3
33
23
20
43616
3 233
3
2326
3
3
61749
SITE
C:\Users\abutsick\appdata\local\temp\AcPublish_14568\26732 - ReportFigs.dwg Apr 12, 2022 - 3:01pm - abutsick Layout Tab: F5Net-New Site-Generated Trips
Whitehall Commerce Center (Undeveloped Portions)
Frederick County, VA F5
Fruit Hill Property April 2022
FigureWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AMWEEKDAY PMWEEKDAY AM1 2 3 4
N
669
REST
C
H
U
R
C
H
R
D
MACBE
T
H
L
N
670
81
11
MARTINSBURG PKWOOD
B
I
N
E
R
D
321
ZACHARY ANN LNSTAYMAN DRRUEBUCK RD
4
VI
R
G
I
N
I
AWE
S
T
V
I
R
G
I
N
I
A
WEEKDAY PMWEEKDAY AM- ESTIMATED TRIP DISTRIBUTION*
*TO MATCH ASSUMPTIONS IN 2017 WHITEHALL COMMERCE CENTER TIA
WHITEHALL
COMMERCE
CENTER
5
1 375
5
1
3742
6
5
51179
11
1
1
4 51
32
4
56
36
32
1211
68
9
Appendix G
2028 Background Traffic
Conditions Operational
Worksheets
HCM 6th TWSC Fruit Hill Property
1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Background Page 1
Intersection
Int Delay, s/veh 4.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 138 1 26 59 1 105
Future Vol, veh/h 138 1 26 59 1 105
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 0 100 11 7 100 96
Mvmt Flow 153 1 29 66 1 117
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 154 0 278 154
Stage 1 - - - - 154 -
Stage 2 - - - - 124 -
Critical Hdwy - - 4.21 - 7.4 7.16
Critical Hdwy Stg 1 - - - - 6.4 -
Critical Hdwy Stg 2 - - - - 6.4 -
Follow-up Hdwy - - 2.299 - 4.4 4.164
Pot Cap-1 Maneuver - - 1373 - 545 695
Stage 1 - - - - 683 -
Stage 2 - - - - 707 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1373 - 534 695
Mov Cap-2 Maneuver - - - - 534 -
Stage 1 - - - - 683 -
Stage 2 - - - - 692 -
Approach EB WB NB
HCM Control Delay, s 0 2.3 11.3
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 693 - - 1373 -
HCM Lane V/C Ratio 0.17 - - 0.021 -
HCM Control Delay (s) 11.3 - - 7.7 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.6 - - 0.1 -
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Background Page 2
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 367 422 143 232 137
v/c Ratio 0.35 0.78 0.09 0.75 0.42
Control Delay 13.0 45.1 10.0 47.6 9.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 13.0 45.1 10.0 47.6 9.8
Queue Length 50th (ft) 24 228 13 110 0
Queue Length 95th (ft) 52 312 50 #205 45
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1058 667 1670 323 338
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.35 0.63 0.09 0.72 0.41
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Background Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 149 178 376 127 0 0 0 0 205 2 122
Future Volume (vph) 0 149 178 376 127 0 0 0 0 205 2 122
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.92 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3467 1787 2597 1725 1214
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3467 1787 2597 1725 1214
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 0 167 200 422 143 0 0 0 0 230 2 137
RTOR Reduction (vph) 0 148 0 0 0 0 0 0 0 0 0 112
Lane Group Flow (vph) 0 220 0 422 143 0 0 0 0 0 232 25
Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 21.0 24.3 51.4 14.4 14.4
Effective Green, g (s) 21.0 24.3 51.4 14.4 14.4
Actuated g/C Ratio 0.26 0.30 0.64 0.18 0.18
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 910 542 1668 310 218
v/s Ratio Prot c0.06 c0.24 0.06 c0.13
v/s Ratio Perm 0.02
v/c Ratio 0.24 0.78 0.09 0.75 0.11
Uniform Delay, d1 23.2 25.4 5.4 31.1 27.5
Progression Factor 1.00 1.40 1.75 1.00 1.00
Incremental Delay, d2 0.6 7.3 0.1 10.1 0.3
Delay (s) 23.9 42.8 9.6 41.2 27.8
Level of Service C D A D C
Approach Delay (s) 23.9 34.4 0.0 36.2
Approach LOS C C A D
Intersection Summary
HCM 2000 Control Delay 31.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 54.4% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Background Page 4
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 95 262 447 124 93 283
v/c Ratio 0.23 0.11 0.26 0.14 0.29 0.62
Control Delay 15.4 13.8 10.3 1.6 2.2 10.6
Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0
Total Delay 15.4 13.8 10.6 1.6 2.2 10.6
Queue Length 50th (ft) 32 45 71 0 0 0
Queue Length 95th (ft) m52 m66 94 0 0 66
Internal Link Dist (ft) 481 191 884
Turn Bay Length (ft) 480
Base Capacity (vph) 415 2304 1732 857 374 513
Starvation Cap Reductn 0 0 696 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.23 0.11 0.43 0.14 0.25 0.55
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Background Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 94 259 0 0 443 123 60 0 312 0 0 0
Future Volume (vph) 94 259 0 0 443 123 60 0 312 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.95 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00
Satd. Flow (prot) 1165 3438 3505 1568 1186 1490
Flt Permitted 0.41 1.00 1.00 1.00 0.97 1.00
Satd. Flow (perm) 497 3438 3505 1568 1186 1490
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 95 262 0 0 447 124 61 0 315 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 65 0 80 242 0 0 0
Lane Group Flow (vph) 95 262 0 0 447 59 0 13 41 0 0 0
Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 53.6 53.6 37.9 37.9 11.5 11.5
Effective Green, g (s) 53.6 53.6 37.9 37.9 11.5 11.5
Actuated g/C Ratio 0.67 0.67 0.47 0.47 0.14 0.14
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 395 2303 1660 742 170 214
v/s Ratio Prot c0.02 0.08 c0.13
v/s Ratio Perm 0.14 0.04 0.01 c0.03
v/c Ratio 0.24 0.11 0.27 0.08 0.08 0.19
Uniform Delay, d1 5.2 4.7 12.7 11.5 29.7 30.2
Progression Factor 2.66 2.71 0.74 0.90 1.00 1.00
Incremental Delay, d2 0.4 0.1 0.4 0.2 0.4 0.9
Delay (s) 14.3 12.9 9.7 10.6 30.1 31.1
Level of Service B B A B C C
Approach Delay (s) 13.2 9.9 30.8 0.0
Approach LOS B A C A
Intersection Summary
HCM 2000 Control Delay 16.8 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 54.4% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Background Page 6
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 118 511 16 133 47 80 74 21 154 269 409
v/c Ratio 0.52 0.49 0.10 0.34 0.12 0.47 0.13 0.03 0.77 0.44 0.51
Control Delay 36.2 12.7 35.0 35.6 0.6 43.7 21.1 0.1 61.7 24.6 5.0
Queue Delay 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.2 13.3 35.0 35.6 0.6 43.7 21.1 0.1 61.7 24.6 5.0
Queue Length 50th (ft) 51 23 8 32 0 38 27 0 77 107 0
Queue Length 95th (ft) 64 74 26 60 0 81 57 0 #177 177 61
Internal Link Dist (ft) 191 394 1361 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 258 1051 162 393 394 171 581 661 200 613 796
Starvation Cap Reductn 0 223 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.46 0.62 0.10 0.34 0.12 0.47 0.13 0.03 0.77 0.44 0.51
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Background Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 107 281 184 15 121 43 73 67 19 140 245 372
Future Volume (vph) 107 281 184 15 121 43 73 67 19 140 245 372
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1736 3194 1805 3505 1615 1612 1863 1615 1787 1881 1599
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1736 3194 1805 3505 1615 1612 1863 1615 1787 1881 1599
Peak-hour factor, PHF 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) 118 309 202 16 133 47 80 74 21 154 269 409
RTOR Reduction (vph) 0 115 0 0 0 39 0 0 16 0 0 303
Lane Group Flow (vph) 118 396 0 16 133 8 80 74 5 154 269 106
Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1%
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 10.6 23.4 1.4 14.2 14.2 8.4 19.6 19.6 9.0 20.7 20.7
Effective Green, g (s) 10.6 23.4 1.4 14.2 14.2 8.4 19.6 19.6 9.0 20.7 20.7
Actuated g/C Ratio 0.13 0.29 0.02 0.18 0.18 0.11 0.25 0.25 0.11 0.26 0.26
Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 230 934 31 622 286 169 456 395 201 486 413
v/s Ratio Prot c0.07 c0.12 0.01 0.04 0.05 0.04 c0.09 c0.14
v/s Ratio Perm 0.01 0.00 0.07
v/c Ratio 0.51 0.42 0.52 0.21 0.03 0.47 0.16 0.01 0.77 0.55 0.26
Uniform Delay, d1 32.3 22.9 39.0 28.1 27.2 33.7 23.7 22.9 34.5 25.7 23.5
Progression Factor 0.90 0.68 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.3 0.4 26.0 0.4 0.1 2.8 0.8 0.1 16.8 4.5 1.5
Delay (s) 31.3 16.1 65.0 28.5 27.3 36.6 24.5 22.9 51.3 30.1 25.0
Level of Service C B E C C D C C D C C
Approach Delay (s) 18.9 31.2 29.8 31.5
Approach LOS B C C C
Intersection Summary
HCM 2000 Control Delay 27.0 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6
Intersection Capacity Utilization 60.3% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2028 Background Weekday AM - 2028 Background
Fruit Hill Property SimTraffic Report
Weekday AM - 2028 Background Page 1
Intersection: 1: Zachary Ann Ln & Rest Church Rd
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 44 153
Average Queue (ft) 5 70
95th Queue (ft) 25 119
Link Distance (ft) 649
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 141 100 193 311 119 10 257 112
Average Queue (ft) 55 40 87 200 36 1 123 44
95th Queue (ft) 118 82 158 284 90 9 216 84
Link Distance (ft) 226 226 226 504 504 504 878
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 145 101 131 176 130 69 228 184
Average Queue (ft) 64 42 72 81 42 27 95 64
95th Queue (ft) 123 85 117 148 103 57 178 135
Link Distance (ft) 504 504 504 198 198 198 913
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2028 Background Weekday AM - 2028 Background
Fruit Hill Property SimTraffic Report
Weekday AM - 2028 Background Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T TR L T T R L T R L T
Maximum Queue (ft) 182 178 207 52 105 95 51 129 86 27 177 206
Average Queue (ft) 85 84 121 16 46 37 23 52 30 7 89 89
95th Queue (ft) 154 148 192 44 90 79 49 101 68 23 159 170
Link Distance (ft) 198 198 198 427 427 427 1388 980
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 0 2
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 3 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 136
Average Queue (ft) 55
95th Queue (ft) 108
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Network Summary
Network wide Queuing Penalty: 6
HCM 6th TWSC Fruit Hill Property
1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background Page 1
Intersection
Int Delay, s/veh 2.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 150 0 4 164 2 73
Future Vol, veh/h 150 0 4 164 2 73
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 110 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 1 0 100 1 0 82
Mvmt Flow 170 0 5 186 2 83
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 170 0 366 170
Stage 1 - - - - 170 -
Stage 2 - - - - 196 -
Critical Hdwy - - 5.1 - 6.4 7.02
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 3.1 - 3.5 4.038
Pot Cap-1 Maneuver - - 981 - 638 703
Stage 1 - - - - 865 -
Stage 2 - - - - 842 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 981 - 635 703
Mov Cap-2 Maneuver - - - - 635 -
Stage 1 - - - - 865 -
Stage 2 - - - - 838 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 10.8
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 701 - - 981 -
HCM Lane V/C Ratio 0.122 - - 0.005 -
HCM Control Delay (s) 10.8 - - 8.7 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.4 - - 0 -
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background Page 2
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 421 435 314 166 185
v/c Ratio 0.38 0.78 0.17 0.51 0.51
Control Delay 17.1 40.6 14.0 34.3 9.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 17.1 40.6 14.0 34.3 9.5
Queue Length 50th (ft) 40 234 47 77 0
Queue Length 95th (ft) 65 #384 97 120 45
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1100 559 1850 479 451
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.38 0.78 0.17 0.35 0.41
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163
Future Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 4029 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 4029 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 262 158 435 314 0 0 0 0 162 3 185
RTOR Reduction (vph) 0 119 0 0 0 0 0 0 0 0 0 151
Lane Group Flow (vph) 0 302 0 435 314 0 0 0 0 0 166 34
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 19.5 25.3 50.9 14.9 14.9
Effective Green, g (s) 19.5 25.3 50.9 14.9 14.9
Actuated g/C Ratio 0.24 0.32 0.64 0.19 0.19
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 982 559 1852 324 214
v/s Ratio Prot c0.07 c0.25 0.11 c0.10
v/s Ratio Perm 0.03
v/c Ratio 0.31 0.78 0.17 0.51 0.16
Uniform Delay, d1 24.7 24.8 5.9 29.3 27.3
Progression Factor 1.00 1.20 2.11 1.00 1.00
Incremental Delay, d2 0.8 6.0 0.2 1.8 0.5
Delay (s) 25.5 35.9 12.7 31.1 27.8
Level of Service C D B C C
Approach Delay (s) 25.5 26.2 0.0 29.4
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 26.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 59.8% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background Page 4
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 156 260 531 221 327 310
v/c Ratio 0.45 0.15 0.55 0.37 0.76 0.46
Control Delay 25.5 13.5 23.3 4.9 32.3 4.7
Queue Delay 0.0 0.0 0.3 0.3 4.9 0.4
Total Delay 25.5 13.5 23.6 5.1 37.3 5.1
Queue Length 50th (ft) 50 41 123 0 127 0
Queue Length 95th (ft) 113 60 m182 m9 216 51
Internal Link Dist (ft) 481 191 846
Turn Bay Length (ft) 480
Base Capacity (vph) 352 1759 971 590 509 747
Starvation Cap Reductn 0 0 109 78 0 0
Spillback Cap Reductn 0 0 0 0 121 141
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.44 0.15 0.62 0.43 0.84 0.51
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 140 234 0 0 478 199 179 2 392 0 0 0
Future Volume (vph) 140 234 0 0 478 199 179 2 392 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.94 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1313 1504
Flt Permitted 0.29 1.00 1.00 1.00 0.97 1.00
Satd. Flow (perm) 433 3471 3539 1568 1313 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 156 260 0 0 531 221 199 2 436 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 160 0 31 215 0 0 0
Lane Group Flow (vph) 156 260 0 0 531 61 0 296 95 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 40.6 40.6 22.0 22.0 24.5 24.5
Effective Green, g (s) 40.6 40.6 22.0 22.0 24.5 24.5
Actuated g/C Ratio 0.51 0.51 0.28 0.28 0.31 0.31
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 345 1761 973 431 402 460
v/s Ratio Prot c0.06 0.07 c0.15
v/s Ratio Perm 0.17 0.04 0.23 0.06
v/c Ratio 0.45 0.15 0.55 0.14 0.74 0.21
Uniform Delay, d1 11.8 10.5 24.7 21.9 24.9 20.6
Progression Factor 1.67 1.13 0.80 0.77 1.00 1.00
Incremental Delay, d2 1.2 0.2 1.8 0.6 8.3 0.5
Delay (s) 21.0 12.0 21.6 17.4 33.1 21.0
Level of Service C B C B C C
Approach Delay (s) 15.4 20.4 27.2 0.0
Approach LOS B C C A
Intersection Summary
HCM 2000 Control Delay 21.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 59.8% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background Page 6
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 435 275 25 272 148 192 435 13 83 191 307
v/c Ratio 1.24 0.30 0.15 0.53 0.28 0.80 1.07 0.02 0.45 0.55 0.54
Control Delay 158.4 12.5 36.0 35.8 1.3 58.6 97.7 0.1 41.8 36.4 6.4
Queue Delay 1.1 0.0 0.0 0.2 0.0 0.7 0.0 0.0 0.0 0.0 0.0
Total Delay 159.5 12.5 36.0 36.0 1.3 59.2 97.7 0.1 41.8 36.4 6.4
Queue Length 50th (ft) ~275 18 12 66 0 94 ~246 0 40 87 0
Queue Length 95th (ft) #437 24 34 102 0 #192 #404 0 81 149 44
Internal Link Dist (ft) 191 394 1358 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 351 925 162 511 535 244 406 580 188 347 571
Starvation Cap Reductn 32 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 26 0 4 0 0 0 0 8
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 1.36 0.30 0.15 0.56 0.28 0.80 1.07 0.02 0.44 0.55 0.55
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2028 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270
Future Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1770 3262 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1770 3262 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 435 155 120 25 272 148 192 435 12 83 191 307
RTOR Reduction (vph) 0 89 0 0 0 126 0 0 10 0 0 250
Lane Group Flow (vph) 435 186 0 25 272 22 192 435 3 83 191 57
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 15.9 20.5 7.2 11.8 11.8 11.3 17.3 17.3 8.4 14.9 14.9
Effective Green, g (s) 15.9 20.5 7.2 11.8 11.8 11.3 17.3 17.3 8.4 14.9 14.9
Actuated g/C Ratio 0.20 0.26 0.09 0.15 0.15 0.14 0.22 0.22 0.11 0.19 0.19
Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 351 835 162 511 238 242 406 314 185 346 294
v/s Ratio Prot c0.25 0.06 0.01 c0.08 c0.11 c0.23 0.05 0.10
v/s Ratio Perm 0.01 0.00 0.04
v/c Ratio 1.24 0.22 0.15 0.53 0.09 0.79 1.07 0.01 0.45 0.55 0.19
Uniform Delay, d1 32.0 23.5 33.6 31.5 29.5 33.2 31.4 24.6 33.6 29.5 27.5
Progression Factor 0.95 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 128.5 0.6 0.9 1.9 0.4 17.0 65.0 0.0 2.4 3.2 0.7
Delay (s) 159.1 21.1 34.5 33.5 29.8 50.3 96.4 24.6 36.0 32.7 28.2
Level of Service F C C C C D F C D C C
Approach Delay (s) 105.6 32.3 81.1 30.8
Approach LOS F C F C
Intersection Summary
HCM 2000 Control Delay 67.0 HCM 2000 Level of Service E
HCM 2000 Volume to Capacity ratio 1.00
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6
Intersection Capacity Utilization 75.5% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Background Weekday PM - 2028 Background
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Background Page 1
Intersection: 1: Zachary Ann Ln & Rest Church Rd
Movement WB B14 NB
Directions Served L T LR
Maximum Queue (ft) 11 17 121
Average Queue (ft) 0 1 56
95th Queue (ft) 8 13 101
Link Distance (ft) 226 649
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 110
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 137 119 169 377 366 114 178 115
Average Queue (ft) 58 53 79 201 89 6 82 54
95th Queue (ft) 114 98 141 324 223 52 150 95
Link Distance (ft) 226 226 226 504 504 504 878
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 176 188 192 221 217 89 932 480
Average Queue (ft) 86 65 80 119 97 43 824 446
95th Queue (ft) 152 176 184 201 180 73 1136 587
Link Distance (ft) 504 504 504 198 198 198 875
Upstream Blk Time (%) 1 1 1 0 65
Queuing Penalty (veh) 1 1 2 1 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 65 4
Queuing Penalty (veh) 125 16
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Background Weekday PM - 2028 Background
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Background Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T TR L T T R L T R L T
Maximum Queue (ft) 250 241 249 55 177 181 112 150 1000 256 121 181
Average Queue (ft) 218 198 163 16 71 82 53 139 619 34 48 78
95th Queue (ft) 241 251 280 43 140 149 95 182 1168 173 99 147
Link Distance (ft) 198 198 198 427 427 427 1385 980
Upstream Blk Time (%) 62 26 14 3
Queuing Penalty (veh) 129 53 29 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 10 55 0 0 0
Queuing Penalty (veh) 40 99 1 0 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 132
Average Queue (ft) 50
95th Queue (ft) 93
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 496
Appendix H
2028 Background
Conditions – Mitigation
Operational Worksheets
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #1 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 421 435 314 166 185
v/c Ratio 0.35 0.78 0.16 0.58 0.54
Control Delay 16.9 46.9 4.1 39.6 11.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 16.9 46.9 4.1 39.6 11.3
Queue Length 50th (ft) 38 239 20 77 0
Queue Length 95th (ft) 69 323 31 134 51
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1190 688 1915 304 354
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.35 0.63 0.16 0.55 0.52
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #1 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163
Future Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 4029 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 4029 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 262 158 435 314 0 0 0 0 162 3 185
RTOR Reduction (vph) 0 116 0 0 0 0 0 0 0 0 0 155
Lane Group Flow (vph) 0 305 0 435 314 0 0 0 0 0 166 30
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 21.4 25.2 52.7 13.1 13.1
Effective Green, g (s) 21.4 25.2 52.7 13.1 13.1
Actuated g/C Ratio 0.27 0.31 0.66 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1077 557 1917 285 188
v/s Ratio Prot c0.08 c0.25 0.11 c0.10
v/s Ratio Perm 0.03
v/c Ratio 0.28 0.78 0.16 0.58 0.16
Uniform Delay, d1 23.2 24.9 5.2 30.9 28.7
Progression Factor 1.00 1.57 0.72 1.00 1.00
Incremental Delay, d2 0.7 6.3 0.2 3.6 0.6
Delay (s) 23.9 45.3 3.9 34.5 29.3
Level of Service C D A C C
Approach Delay (s) 23.9 27.9 0.0 31.7
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 27.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 59.8% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #1 Page 3
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 156 260 532 221 327 310
v/c Ratio 0.44 0.15 0.53 0.37 0.78 0.47
Control Delay 27.4 19.7 21.9 7.3 35.2 5.0
Queue Delay 0.0 0.0 0.3 0.3 0.0 0.0
Total Delay 27.4 19.7 22.3 7.6 35.2 5.0
Queue Length 50th (ft) 68 48 104 2 128 0
Queue Length 95th (ft) 140 107 m147 m36 227 54
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 480
Base Capacity (vph) 359 1792 1006 604 476 717
Starvation Cap Reductn 0 0 127 86 0 0
Spillback Cap Reductn 0 38 0 0 0 3
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.43 0.15 0.61 0.43 0.69 0.43
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #1 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 140 234 0 0 479 199 179 2 392 0 0 0
Future Volume (vph) 140 234 0 0 479 199 179 2 392 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.94 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1313 1504
Flt Permitted 0.30 1.00 1.00 1.00 0.97 1.00
Satd. Flow (perm) 442 3471 3539 1568 1313 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 156 260 0 0 532 221 199 2 436 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 158 0 30 218 0 0 0
Lane Group Flow (vph) 156 260 0 0 532 63 0 297 92 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 41.3 41.3 22.8 22.8 23.8 23.8
Effective Green, g (s) 41.3 41.3 22.8 22.8 23.8 23.8
Actuated g/C Ratio 0.52 0.52 0.29 0.29 0.30 0.30
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 351 1791 1008 446 390 447
v/s Ratio Prot c0.06 0.07 c0.15
v/s Ratio Perm 0.17 0.04 0.23 0.06
v/c Ratio 0.44 0.15 0.53 0.14 0.76 0.21
Uniform Delay, d1 11.4 10.1 24.1 21.3 25.5 21.0
Progression Factor 1.96 1.75 0.79 1.46 1.00 1.00
Incremental Delay, d2 1.1 0.2 1.5 0.5 10.0 0.5
Delay (s) 23.6 17.9 20.6 31.5 35.5 21.5
Level of Service C B C C D C
Approach Delay (s) 20.0 23.8 28.7 0.0
Approach LOS C C C A
Intersection Summary
HCM 2000 Control Delay 24.6 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 59.8% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #1 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 239 471 25 272 148 192 435 13 83 191 307
v/c Ratio 0.84 0.79 0.14 0.78 0.40 0.75 0.74 0.02 0.47 0.38 0.47
Control Delay 51.2 24.5 34.9 52.6 3.9 52.0 34.4 0.1 43.4 27.1 5.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0
Total Delay 51.2 24.5 34.9 52.6 3.9 52.5 34.4 0.1 43.4 27.1 5.9
Queue Length 50th (ft) 109 50 12 71 0 93 194 0 40 79 0
Queue Length 95th (ft) m#225 47 33 #125 6 #180 #299 0 82 134 54
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 291 613 180 347 373 266 584 603 177 497 647
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 6 0 0 0 0 1
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.82 0.77 0.14 0.78 0.40 0.74 0.74 0.02 0.47 0.38 0.48
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #1 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270
Future Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1610 3168 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1610 3168 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 435 155 120 25 272 148 192 435 12 83 191 307
RTOR Reduction (vph) 0 39 0 0 0 133 0 0 9 0 0 225
Lane Group Flow (vph) 239 432 0 25 272 15 192 435 4 83 191 82
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 14.2 14.2 8.0 8.0 8.0 12.0 24.8 24.8 8.0 21.3 21.3
Effective Green, g (s) 14.2 14.2 8.0 8.0 8.0 12.0 24.8 24.8 8.0 21.3 21.3
Actuated g/C Ratio 0.18 0.18 0.10 0.10 0.10 0.15 0.31 0.31 0.10 0.27 0.27
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 285 562 180 347 161 257 583 451 177 496 421
v/s Ratio Prot c0.15 0.14 0.01 c0.08 c0.11 c0.23 0.05 0.10
v/s Ratio Perm 0.01 0.00 0.05
v/c Ratio 0.84 0.77 0.14 0.78 0.09 0.75 0.75 0.01 0.47 0.39 0.19
Uniform Delay, d1 31.8 31.3 32.9 35.2 32.7 32.5 24.8 19.1 34.0 24.0 22.7
Progression Factor 0.81 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 18.5 6.6 0.7 12.7 0.5 11.9 8.4 0.0 2.7 2.3 1.0
Delay (s) 44.1 22.1 33.6 47.8 33.2 44.5 33.2 19.1 36.7 26.3 23.7
Level of Service D C C D C D C B D C C
Approach Delay (s) 29.5 42.2 36.3 26.4
Approach LOS C D D C
Intersection Summary
HCM 2000 Control Delay 33.0 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 66.5% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Background - Mitigation Strategy #1Weekday PM - 2028 Background - Mitigation Strategy #1
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Background - Mitigation Strategy #1 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 156 126 155 312 153 54 174 119
Average Queue (ft) 61 54 79 200 51 4 85 53
95th Queue (ft) 126 100 142 289 117 30 146 95
Link Distance (ft) 226 226 226 503 503 503 878
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 250 108 135 200 200 127 397 338
Average Queue (ft) 99 42 62 122 100 59 204 129
95th Queue (ft) 184 87 115 189 173 99 342 280
Link Distance (ft) 503 503 503 195 195 195 638
Upstream Blk Time (%) 0 1 0
Queuing Penalty (veh) 1 1 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Background - Mitigation Strategy #1Weekday PM - 2028 Background - Mitigation Strategy #1
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Background - Mitigation Strategy #1 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 194 188 166 47 160 198 83 150 395 128 101 144
Average Queue (ft) 113 105 75 12 70 93 42 111 176 8 42 65
95th Queue (ft) 177 166 142 36 132 168 71 176 323 57 86 122
Link Distance (ft) 195 195 195 415 415 415 945 977
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 1 0 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 4 9 0
Queuing Penalty (veh) 15 17 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 121
Average Queue (ft) 43
95th Queue (ft) 89
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 37
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #2 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 421 435 314 166 185
v/c Ratio 0.35 0.78 0.16 0.58 0.54
Control Delay 16.9 45.7 4.3 39.6 11.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 16.9 45.7 4.3 39.6 11.3
Queue Length 50th (ft) 38 241 13 77 0
Queue Length 95th (ft) 69 324 42 134 51
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1190 688 1915 304 354
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.35 0.63 0.16 0.55 0.52
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #2 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163
Future Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 4029 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 4029 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 262 158 435 314 0 0 0 0 162 3 185
RTOR Reduction (vph) 0 116 0 0 0 0 0 0 0 0 0 155
Lane Group Flow (vph) 0 305 0 435 314 0 0 0 0 0 166 30
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 21.4 25.2 52.7 13.1 13.1
Effective Green, g (s) 21.4 25.2 52.7 13.1 13.1
Actuated g/C Ratio 0.27 0.31 0.66 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1077 557 1917 285 188
v/s Ratio Prot c0.08 c0.25 0.11 c0.10
v/s Ratio Perm 0.03
v/c Ratio 0.28 0.78 0.16 0.58 0.16
Uniform Delay, d1 23.2 24.9 5.2 30.9 28.7
Progression Factor 1.00 1.49 0.77 1.00 1.00
Incremental Delay, d2 0.7 6.7 0.2 3.6 0.6
Delay (s) 23.9 43.9 4.2 34.5 29.3
Level of Service C D A C C
Approach Delay (s) 23.9 27.3 0.0 31.7
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 27.4 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 58.7% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #2 Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 156 260 532 221 199 220 218
v/c Ratio 0.40 0.13 0.45 0.33 0.63 0.41 0.41
Control Delay 21.5 13.3 21.2 6.0 35.7 6.0 5.9
Queue Delay 0.0 0.0 1.0 0.5 0.0 0.0 0.0
Total Delay 21.5 13.3 22.2 6.4 35.7 6.1 5.9
Queue Length 50th (ft) 50 41 82 8 86 1 0
Queue Length 95th (ft) 129 89 m195 m21 150 51 50
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 400 480
Base Capacity (vph) 407 1969 1177 669 372 593 592
Starvation Cap Reductn 0 0 384 175 0 0 0
Spillback Cap Reductn 0 109 0 0 0 6 6
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.38 0.14 0.67 0.45 0.53 0.37 0.37
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #2 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 140 234 0 0 479 199 179 2 392 0 0 0
Future Volume (vph) 140 234 0 0 479 199 179 2 392 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 1.00 0.85 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1280 1507 1504
Flt Permitted 0.33 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 480 3471 3539 1568 1280 1507 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 156 260 0 0 532 221 199 2 436 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 148 0 164 164 0 0 0
Lane Group Flow (vph) 156 260 0 0 532 73 199 56 54 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 45.4 45.4 26.6 26.6 19.7 19.7 19.7
Effective Green, g (s) 45.4 45.4 26.6 26.6 19.7 19.7 19.7
Actuated g/C Ratio 0.57 0.57 0.33 0.33 0.25 0.25 0.25
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 394 1969 1176 521 315 371 370
v/s Ratio Prot c0.05 0.07 c0.15 0.04
v/s Ratio Perm 0.17 0.05 c0.16 0.04
v/c Ratio 0.40 0.13 0.45 0.14 0.63 0.15 0.15
Uniform Delay, d1 9.2 8.1 21.0 18.7 26.9 23.6 23.6
Progression Factor 1.93 1.47 0.90 1.32 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.1 1.0 0.4 5.6 0.4 0.4
Delay (s) 18.6 12.0 19.8 25.2 32.6 24.0 23.9
Level of Service B B B C C C C
Approach Delay (s) 14.5 21.4 26.7 0.0
Approach LOS B C C A
Intersection Summary
HCM 2000 Control Delay 21.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 58.7% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #2 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 239 471 25 272 148 192 435 13 83 191 307
v/c Ratio 0.84 0.79 0.14 0.78 0.40 0.75 0.74 0.02 0.47 0.38 0.47
Control Delay 59.3 35.6 34.9 52.6 3.9 52.0 34.4 0.1 43.4 27.1 5.9
Queue Delay 0.0 0.0 0.0 2.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 59.3 35.6 34.9 54.7 3.9 52.0 34.4 0.1 43.4 27.1 5.9
Queue Length 50th (ft) 116 85 12 71 0 93 194 0 40 79 0
Queue Length 95th (ft) #238 168 33 #125 6 #180 #299 0 82 134 54
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 291 613 180 347 373 266 584 603 177 497 647
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 20 0 0 0 0 0 0 6
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.82 0.77 0.14 0.83 0.40 0.72 0.74 0.02 0.47 0.38 0.48
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #2 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270
Future Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1610 3168 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1610 3168 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 435 155 120 25 272 148 192 435 12 83 191 307
RTOR Reduction (vph) 0 39 0 0 0 133 0 0 9 0 0 225
Lane Group Flow (vph) 239 432 0 25 272 15 192 435 4 83 191 82
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 14.2 14.2 8.0 8.0 8.0 12.0 24.8 24.8 8.0 21.3 21.3
Effective Green, g (s) 14.2 14.2 8.0 8.0 8.0 12.0 24.8 24.8 8.0 21.3 21.3
Actuated g/C Ratio 0.18 0.18 0.10 0.10 0.10 0.15 0.31 0.31 0.10 0.27 0.27
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 285 562 180 347 161 257 583 451 177 496 421
v/s Ratio Prot c0.15 0.14 0.01 c0.08 c0.11 c0.23 0.05 0.10
v/s Ratio Perm 0.01 0.00 0.05
v/c Ratio 0.84 0.77 0.14 0.78 0.09 0.75 0.75 0.01 0.47 0.39 0.19
Uniform Delay, d1 31.8 31.3 32.9 35.2 32.7 32.5 24.8 19.1 34.0 24.0 22.7
Progression Factor 1.05 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 19.1 6.6 0.7 12.7 0.5 11.9 8.4 0.0 2.7 2.3 1.0
Delay (s) 52.6 34.6 33.6 47.8 33.2 44.5 33.2 19.1 36.7 26.3 23.7
Level of Service D C C D C D C B D C C
Approach Delay (s) 40.7 42.2 36.3 26.4
Approach LOS D D D C
Intersection Summary
HCM 2000 Control Delay 36.3 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 66.5% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Background - Mitigation Strategy #2Weekday PM - 2028 Background - Mitigation Strategy #2
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Background - Mitigation Strategy #2 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 146 108 169 334 120 39 168 135
Average Queue (ft) 61 50 74 202 31 2 84 54
95th Queue (ft) 124 92 136 302 86 25 142 98
Link Distance (ft) 226 226 226 496 496 496 878
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB NB
Directions Served L T T T T R L TR R
Maximum Queue (ft) 196 86 122 187 178 96 272 147 123
Average Queue (ft) 84 27 52 97 79 45 134 65 37
95th Queue (ft) 156 67 99 158 143 81 229 118 84
Link Distance (ft) 496 496 496 190 190 190 638
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 400 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Background - Mitigation Strategy #2Weekday PM - 2028 Background - Mitigation Strategy #2
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Background - Mitigation Strategy #2 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 200 191 183 47 169 186 85 150 436 81 100 159
Average Queue (ft) 125 114 87 12 74 92 42 111 187 7 42 67
95th Queue (ft) 186 173 157 35 138 165 70 174 346 56 83 126
Link Distance (ft) 190 190 190 415 415 415 945 977
Upstream Blk Time (%) 1 0 0
Queuing Penalty (veh) 2 0 1
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 4 11 0
Queuing Penalty (veh) 15 21 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 123
Average Queue (ft) 46
95th Queue (ft) 88
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 40
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #3 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 421 435 314 166 185
v/c Ratio 0.35 0.78 0.16 0.58 0.54
Control Delay 16.9 28.0 6.0 39.6 11.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 16.9 28.0 6.0 39.6 11.3
Queue Length 50th (ft) 38 202 49 77 0
Queue Length 95th (ft) 69 259 25 134 51
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1190 688 1915 304 354
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.35 0.63 0.16 0.55 0.52
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #3 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163
Future Volume (vph) 0 231 139 383 276 0 0 0 0 143 3 163
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 4029 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 4029 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 262 158 435 314 0 0 0 0 162 3 185
RTOR Reduction (vph) 0 116 0 0 0 0 0 0 0 0 0 155
Lane Group Flow (vph) 0 305 0 435 314 0 0 0 0 0 166 30
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 21.4 25.2 52.7 13.1 13.1
Effective Green, g (s) 21.4 25.2 52.7 13.1 13.1
Actuated g/C Ratio 0.27 0.31 0.66 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1077 557 1917 285 188
v/s Ratio Prot c0.08 c0.25 0.11 c0.10
v/s Ratio Perm 0.03
v/c Ratio 0.28 0.78 0.16 0.58 0.16
Uniform Delay, d1 23.2 24.9 5.2 30.9 28.7
Progression Factor 1.00 0.75 1.08 1.00 1.00
Incremental Delay, d2 0.7 7.1 0.2 3.6 0.6
Delay (s) 23.9 25.6 5.8 34.5 29.3
Level of Service C C A C C
Approach Delay (s) 23.9 17.3 0.0 31.7
Approach LOS C B A C
Intersection Summary
HCM 2000 Control Delay 22.5 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 59.8% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #3 Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 156 260 532 221 99 102 436
v/c Ratio 0.37 0.12 0.41 0.31 0.39 0.40 0.65
Control Delay 5.6 1.6 18.1 5.5 30.5 30.7 7.6
Queue Delay 0.0 0.0 0.7 0.5 0.0 0.0 0.0
Total Delay 5.6 1.6 18.8 6.0 30.5 30.7 7.6
Queue Length 50th (ft) 7 5 77 8 45 46 0
Queue Length 95th (ft) 23 7 m126 m21 84 85 65
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 400 480
Base Capacity (vph) 449 2106 1311 720 342 345 758
Starvation Cap Reductn 0 0 436 216 0 0 0
Spillback Cap Reductn 0 53 0 0 0 0 7
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.35 0.13 0.61 0.44 0.29 0.30 0.58
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #3 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 140 234 0 0 479 199 179 2 392 0 0 0
Future Volume (vph) 140 234 0 0 479 199 179 2 392 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00
Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1216 1227 1583
Flt Permitted 0.34 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 505 3471 3539 1568 1216 1227 1583
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 156 260 0 0 532 221 199 2 436 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 139 0 0 346 0 0 0
Lane Group Flow (vph) 156 260 0 0 532 82 99 102 90 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 48.5 48.5 29.6 29.6 16.6 16.6 16.6
Effective Green, g (s) 48.5 48.5 29.6 29.6 16.6 16.6 16.6
Actuated g/C Ratio 0.61 0.61 0.37 0.37 0.21 0.21 0.21
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 425 2104 1309 580 252 254 328
v/s Ratio Prot c0.05 0.07 c0.15
v/s Ratio Perm 0.17 0.05 0.08 0.08 0.06
v/c Ratio 0.37 0.12 0.41 0.14 0.39 0.40 0.28
Uniform Delay, d1 7.7 6.7 18.7 16.7 27.4 27.4 26.6
Progression Factor 0.40 0.20 0.85 1.26 1.00 1.00 1.00
Incremental Delay, d2 0.7 0.1 0.7 0.4 2.1 2.2 1.0
Delay (s) 3.7 1.4 16.6 21.5 29.5 29.6 27.6
Level of Service A A B C C C C
Approach Delay (s) 2.3 18.0 28.2 0.0
Approach LOS A B C A
Intersection Summary
HCM 2000 Control Delay 18.0 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.41
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 59.8% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #3 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 239 471 25 272 148 192 435 13 83 191 307
v/c Ratio 0.84 0.79 0.14 0.78 0.40 0.75 0.74 0.02 0.47 0.38 0.47
Control Delay 55.1 26.1 34.9 52.6 3.9 52.0 34.4 0.1 43.4 27.1 5.9
Queue Delay 0.0 0.0 0.0 2.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.1 26.1 34.9 54.8 3.9 52.0 34.4 0.1 43.4 27.1 5.9
Queue Length 50th (ft) 117 76 12 71 0 93 194 0 40 79 0
Queue Length 95th (ft) #234 117 33 #125 6 #180 #299 0 82 134 54
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 291 613 180 347 373 266 584 603 177 497 647
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 21 0 0 0 0 0 0 4
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.82 0.77 0.14 0.83 0.40 0.72 0.74 0.02 0.47 0.38 0.48
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2028 Background - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Background - Mitigation Strategy #3 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270
Future Volume (vph) 383 136 106 22 239 130 169 383 11 73 168 270
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1610 3168 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1610 3168 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 435 155 120 25 272 148 192 435 12 83 191 307
RTOR Reduction (vph) 0 39 0 0 0 133 0 0 9 0 0 225
Lane Group Flow (vph) 239 432 0 25 272 15 192 435 4 83 191 82
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 14.2 14.2 8.0 8.0 8.0 12.0 24.8 24.8 8.0 21.3 21.3
Effective Green, g (s) 14.2 14.2 8.0 8.0 8.0 12.0 24.8 24.8 8.0 21.3 21.3
Actuated g/C Ratio 0.18 0.18 0.10 0.10 0.10 0.15 0.31 0.31 0.10 0.27 0.27
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 285 562 180 347 161 257 583 451 177 496 421
v/s Ratio Prot c0.15 0.14 0.01 c0.08 c0.11 c0.23 0.05 0.10
v/s Ratio Perm 0.01 0.00 0.05
v/c Ratio 0.84 0.77 0.14 0.78 0.09 0.75 0.75 0.01 0.47 0.39 0.19
Uniform Delay, d1 31.8 31.3 32.9 35.2 32.7 32.5 24.8 19.1 34.0 24.0 22.7
Progression Factor 0.95 0.55 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 18.0 6.6 0.7 12.7 0.5 11.9 8.4 0.0 2.7 2.3 1.0
Delay (s) 48.4 24.0 33.6 47.8 33.2 44.5 33.2 19.1 36.7 26.3 23.7
Level of Service D C C D C D C B D C C
Approach Delay (s) 32.2 42.2 36.3 26.4
Approach LOS C D D C
Intersection Summary
HCM 2000 Control Delay 33.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 66.5% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Background - Mitigation Strategy #3Weekday PM - 2028 Background - Mitigation Strategy #3
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Background - Mitigation Strategy #3 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 137 122 193 345 122 10 163 115
Average Queue (ft) 60 55 79 168 42 1 85 54
95th Queue (ft) 120 100 150 301 97 9 144 93
Link Distance (ft) 226 226 226 496 496 496 878
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB NB
Directions Served L T T T T R L LT R
Maximum Queue (ft) 142 53 57 162 158 91 131 194 180
Average Queue (ft) 57 6 13 86 64 43 51 93 78
95th Queue (ft) 113 30 45 141 122 77 105 169 144
Link Distance (ft) 496 496 496 190 190 190 638
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 400 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Background - Mitigation Strategy #3Weekday PM - 2028 Background - Mitigation Strategy #3
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Background - Mitigation Strategy #3 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 179 207 207 45 163 165 92 150 446 135 97 147
Average Queue (ft) 113 142 127 12 69 82 44 114 186 9 43 64
95th Queue (ft) 175 200 209 35 131 143 77 175 364 65 84 119
Link Distance (ft) 190 190 190 415 415 415 945 977
Upstream Blk Time (%) 0 1 2
Queuing Penalty (veh) 0 2 5
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 3 12 0
Queuing Penalty (veh) 13 22 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 108
Average Queue (ft) 44
95th Queue (ft) 82
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 43
Appendix I
Year 2028 Total Traffic
Operational Worksheets
HCM 6th TWSC Fruit Hill Property
1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Total Page 1
Intersection
Int Delay, s/veh 8.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 136 21 351 57 11 233
Future Vol, veh/h 136 21 351 57 11 233
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 200 - 200 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 0 100 11 7 100 96
Mvmt Flow 151 23 390 63 12 259
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 174 0 1006 163
Stage 1 - - - - 163 -
Stage 2 - - - - 843 -
Critical Hdwy - - 4.21 - 7.4 7.16
Critical Hdwy Stg 1 - - - - 6.4 -
Critical Hdwy Stg 2 - - - - 6.4 -
Follow-up Hdwy - - 2.299 - 4.4 4.164
Pot Cap-1 Maneuver - - 1350 - 180 686
Stage 1 - - - - 675 -
Stage 2 - - - - 293 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1350 - 128 686
Mov Cap-2 Maneuver - - - - 128 -
Stage 1 - - - - 675 -
Stage 2 - - - - 208 -
Approach EB WB NB
HCM Control Delay, s 0 7.5 14.4
HCM LOS B
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 128 686 - - 1350 -
HCM Lane V/C Ratio 0.095 0.377 - - 0.289 -
HCM Control Delay (s) 36.1 13.4 - - 8.7 -
HCM Lane LOS E B - - A -
HCM 95th %tile Q(veh) 0.3 1.8 - - 1.2 -
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Total Page 2
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 509 422 335 232 308
v/c Ratio 0.46 0.78 0.20 0.75 0.66
Control Delay 14.1 38.2 11.4 47.4 11.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 14.1 38.2 11.4 47.4 11.2
Queue Length 50th (ft) 35 209 54 110 0
Queue Length 95th (ft) 71 m290 m81 #205 70
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1108 667 1668 323 477
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.46 0.63 0.20 0.72 0.65
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Total Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 215 238 376 298 0 0 0 0 205 2 274
Future Volume (vph) 0 215 238 376 298 0 0 0 0 205 2 274
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.92 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3477 1787 2597 1725 1214
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3477 1787 2597 1725 1214
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 0 242 267 422 335 0 0 0 0 230 2 308
RTOR Reduction (vph) 0 197 0 0 0 0 0 0 0 0 0 253
Lane Group Flow (vph) 0 312 0 422 335 0 0 0 0 0 232 55
Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 21.0 24.3 51.4 14.4 14.4
Effective Green, g (s) 21.0 24.3 51.4 14.4 14.4
Actuated g/C Ratio 0.26 0.30 0.64 0.18 0.18
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 912 542 1668 310 218
v/s Ratio Prot c0.09 c0.24 0.13 c0.13
v/s Ratio Perm 0.05
v/c Ratio 0.34 0.78 0.20 0.75 0.25
Uniform Delay, d1 23.9 25.4 5.9 31.1 28.2
Progression Factor 1.00 1.14 1.83 1.00 1.00
Incremental Delay, d2 1.0 6.9 0.3 10.1 0.8
Delay (s) 24.9 35.9 11.0 41.2 29.0
Level of Service C D B D C
Approach Delay (s) 24.9 24.9 0.0 34.2
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 27.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 60.9% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Total Page 4
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 155 269 467 124 277 252
v/c Ratio 0.40 0.12 0.32 0.16 0.80 0.55
Control Delay 17.1 13.1 13.0 2.0 30.0 9.0
Queue Delay 0.0 0.0 0.4 0.0 0.0 0.0
Total Delay 17.1 13.1 13.4 2.0 30.0 9.0
Queue Length 50th (ft) 48 42 82 0 44 0
Queue Length 95th (ft) m73 m60 96 0 #171 62
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 480
Base Capacity (vph) 391 2212 1478 754 367 488
Starvation Cap Reductn 0 0 553 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.40 0.12 0.50 0.16 0.75 0.52
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Total Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 153 266 0 0 462 123 212 0 312 0 0 0
Future Volume (vph) 153 266 0 0 462 123 212 0 312 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.97 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00
Satd. Flow (prot) 1165 3438 3505 1568 1148 1490
Flt Permitted 0.39 1.00 1.00 1.00 0.96 1.00
Satd. Flow (perm) 477 3438 3505 1568 1148 1490
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 155 269 0 0 467 124 214 0 315 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 72 0 152 209 0 0 0
Lane Group Flow (vph) 155 269 0 0 467 52 0 125 43 0 0 0
Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 51.5 51.5 33.8 33.8 13.6 13.6
Effective Green, g (s) 51.5 51.5 33.8 33.8 13.6 13.6
Actuated g/C Ratio 0.64 0.64 0.42 0.42 0.17 0.17
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 388 2213 1480 662 195 253
v/s Ratio Prot c0.05 0.08 0.13
v/s Ratio Perm c0.21 0.03 0.11 0.03
v/c Ratio 0.40 0.12 0.32 0.08 0.64 0.17
Uniform Delay, d1 6.4 5.5 15.4 13.8 30.9 28.4
Progression Factor 2.24 2.21 0.77 1.07 1.00 1.00
Incremental Delay, d2 0.8 0.1 0.5 0.2 9.5 0.7
Delay (s) 15.2 12.3 12.4 15.0 40.4 29.0
Level of Service B B B B D C
Approach Delay (s) 13.3 13.0 35.0 0.0
Approach LOS B B C A
Intersection Summary
HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 60.9% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Total Page 6
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 122 514 16 133 47 90 74 21 154 269 420
v/c Ratio 0.53 0.49 0.10 0.34 0.12 0.53 0.13 0.03 0.77 0.44 0.52
Control Delay 34.1 12.6 35.0 35.6 0.6 46.0 21.1 0.1 61.9 24.7 5.0
Queue Delay 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.1 13.3 35.0 35.6 0.6 46.0 21.1 0.1 61.9 24.7 5.0
Queue Length 50th (ft) 49 38 8 33 0 43 27 0 77 107 0
Queue Length 95th (ft) m57 m74 26 60 0 #97 57 0 #177 177 61
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 258 1054 162 391 393 172 580 661 200 610 802
Starvation Cap Reductn 0 256 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.47 0.64 0.10 0.34 0.12 0.52 0.13 0.03 0.77 0.44 0.52
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2028 Total Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 111 281 187 15 121 43 82 67 19 140 245 382
Future Volume (vph) 111 281 187 15 121 43 82 67 19 140 245 382
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1736 3190 1805 3505 1615 1612 1863 1615 1787 1881 1599
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1736 3190 1805 3505 1615 1612 1863 1615 1787 1881 1599
Peak-hour factor, PHF 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) 122 309 205 16 133 47 90 74 21 154 269 420
RTOR Reduction (vph) 0 119 0 0 0 39 0 0 16 0 0 312
Lane Group Flow (vph) 122 395 0 16 133 8 90 74 5 154 269 108
Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1%
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 10.7 23.5 1.4 14.2 14.2 8.5 19.5 19.5 9.0 20.5 20.5
Effective Green, g (s) 10.7 23.5 1.4 14.2 14.2 8.5 19.5 19.5 9.0 20.5 20.5
Actuated g/C Ratio 0.13 0.29 0.02 0.18 0.18 0.11 0.24 0.24 0.11 0.26 0.26
Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 232 937 31 622 286 171 454 393 201 482 409
v/s Ratio Prot c0.07 c0.12 0.01 0.04 0.06 0.04 c0.09 c0.14
v/s Ratio Perm 0.01 0.00 0.07
v/c Ratio 0.53 0.42 0.52 0.21 0.03 0.53 0.16 0.01 0.77 0.56 0.26
Uniform Delay, d1 32.3 22.8 39.0 28.1 27.2 33.8 23.8 22.9 34.5 25.8 23.7
Progression Factor 0.83 0.69 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.4 0.4 26.0 0.4 0.1 3.8 0.8 0.1 16.8 4.6 1.6
Delay (s) 29.2 16.1 65.0 28.5 27.3 37.6 24.6 23.0 51.3 30.4 25.3
Level of Service C B E C C D C C D C C
Approach Delay (s) 18.6 31.2 30.7 31.7
Approach LOS B C C C
Intersection Summary
HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.59
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6
Intersection Capacity Utilization 60.4% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2028 Total Weekday AM - 2028 Total
Fruit Hill Property SimTraffic Report
Weekday AM - 2028 Total Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB B14 WB WB WB SB SB
Directions Served T T TR T L T T LT R
Maximum Queue (ft) 203 134 221 3 315 168 48 240 180
Average Queue (ft) 92 53 106 0 196 68 2 114 74
95th Queue (ft) 176 108 183 3 282 136 24 198 136
Link Distance (ft) 227 227 227 408 503 503 503 878
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 217 103 124 174 176 70 559 444
Average Queue (ft) 101 35 68 90 65 31 315 227
95th Queue (ft) 184 79 108 157 134 61 519 422
Link Distance (ft) 503 503 503 195 195 195 638
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 2 0
Queuing Penalty (veh) 3 0
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2028 Total Weekday AM - 2028 Total
Fruit Hill Property SimTraffic Report
Weekday AM - 2028 Total Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T TR L T T R L T R L T
Maximum Queue (ft) 170 195 213 53 98 112 55 118 96 21 166 201
Average Queue (ft) 93 99 128 15 41 43 25 51 27 4 83 92
95th Queue (ft) 152 175 205 42 80 90 52 99 67 17 150 168
Link Distance (ft) 195 195 195 427 427 427 945 980
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 0 3
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 0 0 0 0
Queuing Penalty (veh) 0 0 2 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 151
Average Queue (ft) 60
95th Queue (ft) 112
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Zone Summary
Zone wide Queuing Penalty: 9
HCM 6th TWSC Fruit Hill Property
1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Total Page 1
Intersection
Int Delay, s/veh 10.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 148 11 157 162 21 389
Future Vol, veh/h 148 11 157 162 21 389
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 200 - 200 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 1 0 100 1 0 82
Mvmt Flow 168 13 178 184 24 442
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 181 0 715 175
Stage 1 - - - - 175 -
Stage 2 - - - - 540 -
Critical Hdwy - - 5.1 - 6.4 7.02
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 3.1 - 3.5 4.038
Pot Cap-1 Maneuver - - 970 - 400 698
Stage 1 - - - - 860 -
Stage 2 - - - - 588 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 970 - 326 698
Mov Cap-2 Maneuver - - - - 326 -
Stage 1 - - - - 860 -
Stage 2 - - - - 480 -
Approach EB WB NB
HCM Control Delay, s 0 4.7 18.5
HCM LOS C
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 326 698 - - 970 -
HCM Lane V/C Ratio 0.073 0.633 - - 0.184 -
HCM Control Delay (s) 16.9 18.6 - - 9.5 -
HCM Lane LOS C C - - A -
HCM 95th %tile Q(veh) 0.2 4.5 - - 0.7 -
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Total Page 2
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 777 435 405 166 266
v/c Ratio 0.69 0.78 0.22 0.50 0.61
Control Delay 23.9 35.3 15.9 33.9 10.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 23.9 35.3 15.9 33.9 10.3
Queue Length 50th (ft) 97 231 72 76 0
Queue Length 95th (ft) 135 m#377 m117 120 55
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1128 555 1844 479 510
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.69 0.78 0.22 0.35 0.52
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Total Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234
Future Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3982 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3982 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 450 327 435 405 0 0 0 0 162 3 266
RTOR Reduction (vph) 0 159 0 0 0 0 0 0 0 0 0 216
Lane Group Flow (vph) 0 618 0 435 405 0 0 0 0 0 166 50
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 19.5 25.1 50.7 15.1 15.1
Effective Green, g (s) 19.5 25.1 50.7 15.1 15.1
Actuated g/C Ratio 0.24 0.31 0.63 0.19 0.19
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 970 555 1844 328 217
v/s Ratio Prot c0.16 c0.25 0.14 c0.10
v/s Ratio Perm 0.04
v/c Ratio 0.64 0.78 0.22 0.51 0.23
Uniform Delay, d1 27.1 25.0 6.2 29.1 27.5
Progression Factor 1.00 1.03 2.29 1.00 1.00
Incremental Delay, d2 3.2 5.2 0.2 1.7 0.7
Delay (s) 30.3 30.9 14.5 30.8 28.3
Level of Service C C B C C
Approach Delay (s) 30.3 23.0 0.0 29.2
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 70.1% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Total Page 4
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 321 278 541 221 373 344
v/c Ratio 0.96 0.17 0.73 0.44 0.83 0.47
Control Delay 71.0 15.8 29.0 6.0 40.2 4.5
Queue Delay 0.0 0.0 1.3 0.4 31.2 0.5
Total Delay 71.0 15.8 30.3 6.4 71.4 5.0
Queue Length 50th (ft) ~162 37 130 0 160 0
Queue Length 95th (ft) m#292 m71 m183 m9 #310 54
Internal Link Dist (ft) 481 191 836
Turn Bay Length (ft) 480
Base Capacity (vph) 336 1649 743 503 482 768
Starvation Cap Reductn 0 0 71 65 0 0
Spillback Cap Reductn 0 0 0 0 121 146
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.96 0.17 0.81 0.50 1.03 0.55
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Total Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0
Future Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.96 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1277 1504
Flt Permitted 0.24 1.00 1.00 1.00 0.96 1.00
Satd. Flow (perm) 348 3471 3539 1568 1277 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 321 278 0 0 541 221 279 2 436 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 175 0 15 227 0 0 0
Lane Group Flow (vph) 321 278 0 0 541 46 0 358 117 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 38.0 38.0 16.8 16.8 27.1 27.1
Effective Green, g (s) 38.0 38.0 16.8 16.8 27.1 27.1
Actuated g/C Ratio 0.48 0.48 0.21 0.21 0.34 0.34
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 336 1648 743 329 432 509
v/s Ratio Prot c0.16 0.08 0.15
v/s Ratio Perm c0.30 0.03 0.28 0.08
v/c Ratio 0.96 0.17 0.73 0.14 0.83 0.23
Uniform Delay, d1 16.0 12.0 29.5 25.7 24.3 19.0
Progression Factor 2.16 1.22 0.81 0.86 1.00 1.00
Incremental Delay, d2 32.6 0.2 5.0 0.7 13.7 0.5
Delay (s) 67.2 14.8 28.7 22.9 38.0 19.4
Level of Service E B C C D B
Approach Delay (s) 42.9 27.0 29.1 0.0
Approach LOS D C C A
Intersection Summary
HCM 2000 Control Delay 32.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.96
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 70.1% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Total Page 6
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 444 285 25 272 148 198 435 13 83 191 310
v/c Ratio 1.20 0.22 0.15 0.53 0.28 0.81 0.94 0.02 0.45 0.58 0.56
Control Delay 145.4 11.3 36.0 35.8 1.3 60.7 62.5 0.1 41.8 38.0 6.8
Queue Delay 1.0 0.0 0.0 0.2 0.0 0.8 0.0 0.0 0.0 0.0 0.1
Total Delay 146.4 11.3 36.0 36.1 1.3 61.5 62.5 0.1 41.8 38.0 6.9
Queue Length 50th (ft) ~281 14 12 66 0 97 ~246 0 40 87 0
Queue Length 95th (ft) m#431 m16 34 102 0 #199 #404 0 81 149 46
Internal Link Dist (ft) 191 394 1365 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 369 1289 163 511 535 244 465 615 188 344 569
Starvation Cap Reductn 32 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 29 0 4 0 0 0 0 8
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 1.32 0.22 0.15 0.56 0.28 0.82 0.94 0.02 0.44 0.56 0.55
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2028 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2028 Total Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273
Future Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1770 3251 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1770 3251 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 444 155 130 25 272 148 198 435 12 83 191 310
RTOR Reduction (vph) 0 91 0 0 0 119 0 0 10 0 0 249
Lane Group Flow (vph) 444 194 0 25 272 29 198 435 3 83 191 61
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 10.9 23.9 2.9 15.9 15.9 11.3 19.8 19.8 6.8 15.8 15.8
Effective Green, g (s) 10.9 23.9 2.9 15.9 15.9 11.3 19.8 19.8 6.8 15.8 15.8
Actuated g/C Ratio 0.14 0.30 0.04 0.20 0.20 0.14 0.25 0.25 0.08 0.20 0.20
Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 241 971 65 689 320 242 465 360 150 367 312
v/s Ratio Prot c0.25 0.06 0.01 c0.08 c0.12 c0.23 0.05 0.10
v/s Ratio Perm 0.02 0.00 0.04
v/c Ratio 1.84 0.20 0.38 0.39 0.09 0.82 0.94 0.01 0.55 0.52 0.20
Uniform Delay, d1 34.5 20.9 37.7 27.9 26.2 33.4 29.5 22.7 35.1 28.7 26.8
Progression Factor 1.03 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 393.6 0.5 7.7 0.8 0.3 19.8 27.0 0.0 5.4 2.5 0.6
Delay (s) 429.2 20.8 45.4 28.6 26.4 53.1 56.5 22.7 40.5 31.2 27.4
Level of Service F C D C C D E C D C C
Approach Delay (s) 269.6 28.8 54.8 30.5
Approach LOS F C D C
Intersection Summary
HCM 2000 Control Delay 109.2 HCM 2000 Level of Service F
HCM 2000 Volume to Capacity ratio 1.01
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6
Intersection Capacity Utilization 76.0% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Total Weekday PM - 2028 Total
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Total Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB B14 B14 WB WB WB SB SB
Directions Served T T TR T T L T T LT R
Maximum Queue (ft) 253 195 233 9 8 401 432 127 152 154
Average Queue (ft) 128 79 125 0 0 199 134 10 77 68
95th Queue (ft) 221 149 204 7 8 333 280 65 133 119
Link Distance (ft) 227 227 227 396 396 504 504 504 878
Upstream Blk Time (%) 1 0 0 0 0
Queuing Penalty (veh) 1 0 0 0 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 379 134 142 229 224 109 928 480
Average Queue (ft) 200 48 59 141 126 48 845 441
95th Queue (ft) 331 104 114 225 214 85 1122 609
Link Distance (ft) 504 504 504 198 198 198 865
Upstream Blk Time (%) 0 2 1 0 69
Queuing Penalty (veh) 0 4 3 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 64 4
Queuing Penalty (veh) 125 17
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Total Weekday PM - 2028 Total
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Total Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T TR L T T R L T R L T
Maximum Queue (ft) 248 243 254 61 151 180 109 150 691 184 117 175
Average Queue (ft) 215 196 161 20 70 90 49 129 324 13 49 82
95th Queue (ft) 243 257 274 48 127 154 90 181 674 90 95 154
Link Distance (ft) 198 198 198 427 427 427 1393 980
Upstream Blk Time (%) 57 27 11
Queuing Penalty (veh) 122 58 23
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 10 29 0 0
Queuing Penalty (veh) 42 54 0 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 131
Average Queue (ft) 52
95th Queue (ft) 96
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 452
Appendix J
2028 Total Traffic Conditions –
Mitigation Scenario Operational
Worksheets
Queues
2: I-81 SB Ramps & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #1 Synchro 11 Report
Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 777 435 405 166 266
v/c Ratio 0.61 0.82 0.21 0.58 0.65
Control Delay 20.9 28.5 0.8 39.4 12.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 20.9 28.5 0.8 39.4 12.2
Queue Length 50th (ft) 91 227 1 77 0
Queue Length 95th (ft) 132 m287 m1 134 63
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1276 595 1913 304 421
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.61 0.73 0.21 0.55 0.63
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis
2: I-81 SB Ramps & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #1 Synchro 11 Report
Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234
Future Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3982 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3982 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 450 327 435 405 0 0 0 0 162 3 266
RTOR Reduction (vph) 0 154 0 0 0 0 0 0 0 0 0 222
Lane Group Flow (vph) 0 623 0 435 405 0 0 0 0 0 166 44
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 22.6 23.9 52.6 13.2 13.2
Effective Green, g (s) 22.6 23.9 52.6 13.2 13.2
Actuated g/C Ratio 0.28 0.30 0.66 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1124 528 1913 287 190
v/s Ratio Prot c0.16 c0.25 0.14 c0.10
v/s Ratio Perm 0.04
v/c Ratio 0.55 0.82 0.21 0.58 0.23
Uniform Delay, d1 24.4 26.1 5.5 30.8 29.0
Progression Factor 1.00 0.75 0.11 1.00 1.00
Incremental Delay, d2 2.0 6.8 0.2 3.4 0.9
Delay (s) 26.4 26.4 0.8 34.2 29.8
Level of Service C C A C C
Approach Delay (s) 26.4 14.1 0.0 31.5
Approach LOS C B A C
Intersection Summary
HCM 2000 Control Delay 22.4 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 70.1% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queues
3: I-81 NB Ramps & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #1 Synchro 11 Report
Page 3
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 321 278 541 221 373 344
v/c Ratio 0.85 0.16 0.73 0.44 0.91 0.49
Control Delay 30.8 2.5 30.9 8.9 53.8 5.2
Queue Delay 0.0 0.0 0.7 0.4 0.0 0.0
Total Delay 30.8 2.5 31.5 9.3 53.8 5.2
Queue Length 50th (ft) 38 7 108 2 174 0
Queue Length 95th (ft) #213 8 #175 m37 #347 58
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 480
Base Capacity (vph) 382 1750 740 503 419 710
Starvation Cap Reductn 0 0 43 60 0 0
Spillback Cap Reductn 0 46 0 0 0 4
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.84 0.16 0.78 0.50 0.89 0.49
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis
3: I-81 NB Ramps & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #1 Synchro 11 Report
Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0
Future Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.96 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1277 1504
Flt Permitted 0.24 1.00 1.00 1.00 0.96 1.00
Satd. Flow (perm) 348 3471 3539 1568 1277 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 321 278 0 0 541 221 279 2 436 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 175 0 15 238 0 0 0
Lane Group Flow (vph) 321 278 0 0 541 46 0 358 106 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Split NA Perm
Protected Phases 5 2 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 40.4 40.4 16.8 16.8 24.7 24.7
Effective Green, g (s) 40.4 40.4 16.8 16.8 24.7 24.7
Actuated g/C Ratio 0.50 0.50 0.21 0.21 0.31 0.31
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 378 1752 743 329 394 464
v/s Ratio Prot c0.16 0.08 0.15 c0.28
v/s Ratio Perm c0.27 0.03 0.07
v/c Ratio 0.85 0.16 0.73 0.14 0.91 0.23
Uniform Delay, d1 14.4 10.7 29.5 25.7 26.6 20.6
Progression Factor 0.74 0.22 0.85 1.49 1.00 1.00
Incremental Delay, d2 14.0 0.2 4.7 0.7 25.2 0.5
Delay (s) 24.6 2.5 29.7 39.1 51.8 21.1
Level of Service C A C D D C
Approach Delay (s) 14.3 32.4 37.1 0.0
Approach LOS B C D A
Intersection Summary
HCM 2000 Control Delay 28.8 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.93
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 70.1% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queues
4: US 11 & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #1 Synchro 11 Report
Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 244 485 25 272 148 198 435 13 83 191 310
v/c Ratio 0.66 0.64 0.13 0.74 0.39 0.76 0.79 0.02 0.47 0.50 0.54
Control Delay 35.8 24.2 34.7 48.6 3.8 52.0 39.0 0.1 43.4 32.4 7.3
Queue Delay 0.6 0.1 0.0 0.0 0.0 2.5 0.0 0.0 0.0 0.0 0.0
Total Delay 36.4 24.3 34.7 48.6 3.8 54.5 39.0 0.1 43.4 32.4 7.3
Queue Length 50th (ft) 109 53 12 71 0 95 203 0 40 83 0
Queue Length 95th (ft) m182 m93 33 #125 6 #184 #342 0 82 141 57
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 367 763 192 369 382 272 552 583 177 419 596
Starvation Cap Reductn 17 17 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 22 0 0 0 0 4
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.70 0.65 0.13 0.74 0.39 0.79 0.79 0.02 0.47 0.46 0.52
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis
4: US 11 & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #1 Synchro 11 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273
Future Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1610 3162 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1610 3162 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 444 155 130 25 272 148 198 435 12 83 191 310
RTOR Reduction (vph) 0 43 0 0 0 132 0 0 9 0 0 239
Lane Group Flow (vph) 244 442 0 25 272 16 198 435 4 83 191 71
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 16.6 16.6 8.5 8.5 8.5 12.2 23.5 23.5 6.4 18.2 18.2
Effective Green, g (s) 16.6 16.6 8.5 8.5 8.5 12.2 23.5 23.5 6.4 18.2 18.2
Actuated g/C Ratio 0.21 0.21 0.11 0.11 0.11 0.15 0.29 0.29 0.08 0.23 0.23
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 334 656 191 368 171 262 552 427 141 423 360
v/s Ratio Prot c0.15 0.14 0.01 c0.08 c0.12 c0.23 0.05 0.10
v/s Ratio Perm 0.01 0.00 0.04
v/c Ratio 0.73 0.67 0.13 0.74 0.09 0.76 0.79 0.01 0.59 0.45 0.20
Uniform Delay, d1 29.6 29.2 32.4 34.7 32.3 32.5 26.0 20.0 35.5 26.6 25.0
Progression Factor 0.91 0.79 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 12.0 5.4 0.7 9.1 0.5 12.4 8.5 0.0 7.2 1.6 0.6
Delay (s) 38.8 28.5 33.1 43.8 32.8 44.9 34.4 20.0 42.8 28.2 25.5
Level of Service D C C D C D C C D C C
Approach Delay (s) 31.9 39.5 37.3 28.9
Approach LOS C D D C
Intersection Summary
HCM 2000 Control Delay 34.0 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 66.8% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Total - Mitigation Strategy #1 Weekday PM - 2028 Total - Mitigation Strategy #1
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Total - Mitigation Strategy #1 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB B14 WB WB WB SB SB
Directions Served T T TR T L T T LT R
Maximum Queue (ft) 210 183 258 17 370 158 11 192 141
Average Queue (ft) 117 84 130 1 148 46 0 87 64
95th Queue (ft) 193 154 215 13 291 126 8 156 111
Link Distance (ft) 226 226 226 1072 503 503 503 878
Upstream Blk Time (%) 0 0 1 0
Queuing Penalty (veh) 0 0 1 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 275 62 92 206 204 125 583 448
Average Queue (ft) 121 11 20 117 104 62 308 221
95th Queue (ft) 229 42 61 192 181 109 494 401
Link Distance (ft) 503 503 503 195 195 195 638
Upstream Blk Time (%) 1 0 0
Queuing Penalty (veh) 2 1 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 1 0
Queuing Penalty (veh) 2 0
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Total - Mitigation Strategy #1 Weekday PM - 2028 Total - Mitigation Strategy #1
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Total - Mitigation Strategy #1 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 180 179 194 47 148 187 86 149 500 84 112 152
Average Queue (ft) 101 106 80 13 62 93 41 115 222 7 43 70
95th Queue (ft) 162 161 154 34 125 163 67 175 492 49 90 128
Link Distance (ft) 195 195 195 415 415 415 945 977
Upstream Blk Time (%) 0 0 0 1
Queuing Penalty (veh) 0 0 1 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 5 14 0
Queuing Penalty (veh) 21 26 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 112
Average Queue (ft) 45
95th Queue (ft) 86
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 55
Queues
2: I-81 SB Ramps & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #2 Synchro 11 Report
Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 777 435 405 166 266
v/c Ratio 0.61 0.82 0.21 0.58 0.65
Control Delay 20.9 31.6 1.1 39.4 12.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 20.9 31.6 1.1 39.4 12.2
Queue Length 50th (ft) 91 227 1 77 0
Queue Length 95th (ft) 132 m302 m1 134 63
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1276 595 1913 304 421
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.61 0.73 0.21 0.55 0.63
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis
2: I-81 SB Ramps & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #2 Synchro 11 Report
Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234
Future Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3982 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3982 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 450 327 435 405 0 0 0 0 162 3 266
RTOR Reduction (vph) 0 154 0 0 0 0 0 0 0 0 0 222
Lane Group Flow (vph) 0 623 0 435 405 0 0 0 0 0 166 44
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 22.6 23.9 52.6 13.2 13.2
Effective Green, g (s) 22.6 23.9 52.6 13.2 13.2
Actuated g/C Ratio 0.28 0.30 0.66 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1124 528 1913 287 190
v/s Ratio Prot c0.16 c0.25 0.14 c0.10
v/s Ratio Perm 0.04
v/c Ratio 0.55 0.82 0.21 0.58 0.23
Uniform Delay, d1 24.4 26.1 5.5 30.8 29.0
Progression Factor 1.00 0.81 0.15 1.00 1.00
Incremental Delay, d2 2.0 8.1 0.2 3.4 0.9
Delay (s) 26.4 29.2 1.0 34.2 29.8
Level of Service C C A C C
Approach Delay (s) 26.4 15.6 0.0 31.5
Approach LOS C B A C
Intersection Summary
HCM 2000 Control Delay 23.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 62.6% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues
3: I-81 NB Ramps & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #2 Synchro 11 Report
Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 321 278 541 221 279 220 218
v/c Ratio 0.77 0.15 0.63 0.40 0.82 0.39 0.39
Control Delay 20.0 1.9 27.6 8.7 47.9 5.8 5.7
Queue Delay 0.0 0.0 0.6 0.3 0.0 0.0 0.0
Total Delay 20.0 1.9 28.2 9.0 47.9 5.9 5.7
Queue Length 50th (ft) 28 6 106 2 127 1 0
Queue Length 95th (ft) #177 7 168 m37 #250 52 51
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 300 480
Base Capacity (vph) 433 1897 862 549 361 581 581
Starvation Cap Reductn 0 0 94 74 0 0 0
Spillback Cap Reductn 0 45 0 0 0 2 2
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.74 0.15 0.70 0.47 0.77 0.38 0.38
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis
3: I-81 NB Ramps & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #2 Synchro 11 Report
Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0
Future Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 1.00 0.85 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1280 1507 1504
Flt Permitted 0.27 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 391 3471 3539 1568 1280 1507 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 321 278 0 0 541 221 279 2 436 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 167 0 160 160 0 0 0
Lane Group Flow (vph) 321 278 0 0 541 54 279 60 58 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Split NA Perm
Protected Phases 5 2 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 43.7 43.7 19.5 19.5 21.4 21.4 21.4
Effective Green, g (s) 43.7 43.7 19.5 19.5 21.4 21.4 21.4
Actuated g/C Ratio 0.55 0.55 0.24 0.24 0.27 0.27 0.27
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 415 1896 862 382 342 403 402
v/s Ratio Prot c0.15 0.08 0.15 c0.22 0.04
v/s Ratio Perm c0.27 0.03 0.04
v/c Ratio 0.77 0.15 0.63 0.14 0.82 0.15 0.15
Uniform Delay, d1 12.3 9.0 27.0 23.7 27.5 22.4 22.3
Progression Factor 0.63 0.19 0.88 1.59 1.00 1.00 1.00
Incremental Delay, d2 7.6 0.1 2.6 0.6 15.5 0.4 0.3
Delay (s) 15.3 1.9 26.3 38.4 43.0 22.7 22.7
Level of Service B A C D D C C
Approach Delay (s) 9.1 29.8 30.6 0.0
Approach LOS A C C A
Intersection Summary
HCM 2000 Control Delay 24.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 62.6% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues
4: US 11 & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #2 Synchro 11 Report
Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 244 485 25 272 148 198 435 13 83 191 310
v/c Ratio 0.66 0.64 0.13 0.74 0.39 0.76 0.79 0.02 0.47 0.50 0.54
Control Delay 37.8 26.4 34.7 48.6 3.8 52.0 39.0 0.1 43.4 32.4 7.3
Queue Delay 0.6 0.1 0.0 0.0 0.0 2.8 0.0 0.0 0.0 0.0 0.0
Total Delay 38.4 26.5 34.7 48.6 3.8 54.9 39.0 0.1 43.4 32.4 7.3
Queue Length 50th (ft) 105 54 12 71 0 95 203 0 40 83 0
Queue Length 95th (ft) #210 104 33 #125 6 #184 #342 0 82 141 57
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 367 763 192 369 382 272 552 583 177 419 596
Starvation Cap Reductn 18 19 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 24 0 0 0 0 4
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.70 0.65 0.13 0.74 0.39 0.80 0.79 0.02 0.47 0.46 0.52
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis
4: US 11 & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #2 Synchro 11 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273
Future Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1610 3162 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1610 3162 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 444 155 130 25 272 148 198 435 12 83 191 310
RTOR Reduction (vph) 0 43 0 0 0 132 0 0 9 0 0 239
Lane Group Flow (vph) 244 442 0 25 272 16 198 435 4 83 191 71
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 16.6 16.6 8.5 8.5 8.5 12.2 23.5 23.5 6.4 18.2 18.2
Effective Green, g (s) 16.6 16.6 8.5 8.5 8.5 12.2 23.5 23.5 6.4 18.2 18.2
Actuated g/C Ratio 0.21 0.21 0.11 0.11 0.11 0.15 0.29 0.29 0.08 0.23 0.23
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 334 656 191 368 171 262 552 427 141 423 360
v/s Ratio Prot c0.15 0.14 0.01 c0.08 c0.12 c0.23 0.05 0.10
v/s Ratio Perm 0.01 0.00 0.04
v/c Ratio 0.73 0.67 0.13 0.74 0.09 0.76 0.79 0.01 0.59 0.45 0.20
Uniform Delay, d1 29.6 29.2 32.4 34.7 32.3 32.5 26.0 20.0 35.5 26.6 25.0
Progression Factor 0.96 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 12.8 5.4 0.7 9.1 0.5 12.4 8.5 0.0 7.2 1.6 0.6
Delay (s) 41.0 31.0 33.1 43.8 32.8 44.9 34.4 20.0 42.8 28.2 25.5
Level of Service D C C D C D C C D C C
Approach Delay (s) 34.4 39.5 37.3 28.9
Approach LOS C D D C
Intersection Summary
HCM 2000 Control Delay 34.8 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 66.8% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Total - Mitigation Strategy #2 Weekday PM - 2028 Total - Mitigation Strategy #2
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Total - Mitigation Strategy #2 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB B14 WB WB WB SB SB
Directions Served T T TR T L T T LT R
Maximum Queue (ft) 205 193 259 11 337 171 44 166 176
Average Queue (ft) 114 81 133 1 145 43 2 79 70
95th Queue (ft) 190 152 217 14 271 123 29 138 126
Link Distance (ft) 226 226 226 1072 496 496 496 878
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 0 1
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB NB
Directions Served L T T T T R L TR R
Maximum Queue (ft) 257 84 90 206 199 137 295 395 220
Average Queue (ft) 116 8 18 108 97 58 172 94 41
95th Queue (ft) 214 46 61 184 173 106 288 246 113
Link Distance (ft) 496 496 496 190 190 190 638
Upstream Blk Time (%) 1 1 0
Queuing Penalty (veh) 2 1 0
Storage Bay Dist (ft) 300 480
Storage Blk Time (%) 1 0
Queuing Penalty (veh) 4 0
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Total - Mitigation Strategy #2 Weekday PM - 2028 Total - Mitigation Strategy #2
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Total - Mitigation Strategy #2 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 202 185 157 42 178 214 81 150 507 157 120 178
Average Queue (ft) 122 106 70 12 66 98 42 115 218 9 43 73
95th Queue (ft) 182 168 126 33 139 183 68 177 483 71 88 142
Link Distance (ft) 190 190 190 415 415 415 945 977
Upstream Blk Time (%) 1 0 0 1
Queuing Penalty (veh) 1 0 0 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 7 13 0 0 0
Queuing Penalty (veh) 27 26 0 0 1
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 144
Average Queue (ft) 48
95th Queue (ft) 98
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Zone Summary
Zone wide Queuing Penalty: 64
Queues
2: I-81 SB Ramps & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #3 Synchro 11 Report
Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 777 435 405 166 266
v/c Ratio 0.61 0.82 0.21 0.58 0.65
Control Delay 20.9 34.1 1.1 39.4 12.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 20.9 34.1 1.1 39.4 12.2
Queue Length 50th (ft) 91 231 1 77 0
Queue Length 95th (ft) 132 324 1 134 63
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1276 595 1913 304 421
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.61 0.73 0.21 0.55 0.63
Intersection Summary
HCM Signalized Intersection Capacity Analysis
2: I-81 SB Ramps & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #3 Synchro 11 Report
Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234
Future Volume (vph) 0 396 288 383 356 0 0 0 0 143 3 234
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3982 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3982 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 450 327 435 405 0 0 0 0 162 3 266
RTOR Reduction (vph) 0 154 0 0 0 0 0 0 0 0 0 222
Lane Group Flow (vph) 0 623 0 435 405 0 0 0 0 0 166 44
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 22.6 23.9 52.6 13.2 13.2
Effective Green, g (s) 22.6 23.9 52.6 13.2 13.2
Actuated g/C Ratio 0.28 0.30 0.66 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1124 528 1913 287 190
v/s Ratio Prot c0.16 c0.25 0.14 c0.10
v/s Ratio Perm 0.04
v/c Ratio 0.55 0.82 0.21 0.58 0.23
Uniform Delay, d1 24.4 26.1 5.5 30.8 29.0
Progression Factor 1.00 0.84 0.15 1.00 1.00
Incremental Delay, d2 2.0 9.5 0.2 3.4 0.9
Delay (s) 26.4 31.4 1.1 34.2 29.8
Level of Service C C A C C
Approach Delay (s) 26.4 16.8 0.0 31.5
Approach LOS C B A C
Intersection Summary
HCM 2000 Control Delay 23.5 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 62.2% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues
3: I-81 NB Ramps & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #3 Synchro 11 Report
Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 321 278 541 221 139 142 436
v/c Ratio 0.69 0.13 0.48 0.34 0.57 0.58 0.65
Control Delay 11.1 1.5 23.5 8.1 37.9 38.2 8.2
Queue Delay 0.0 0.0 0.6 0.4 0.0 0.0 0.0
Total Delay 11.1 1.5 24.1 8.5 37.9 38.2 8.2
Queue Length 50th (ft) 13 5 102 2 64 65 0
Queue Length 95th (ft) 25 6 165 m37 123 125 73
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 300 480
Base Capacity (vph) 502 2127 1120 647 278 280 698
Starvation Cap Reductn 0 0 259 144 0 0 0
Spillback Cap Reductn 0 41 0 0 0 0 5
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.64 0.13 0.63 0.44 0.50 0.51 0.63
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis
3: I-81 NB Ramps & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #3 Synchro 11 Report
Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0
Future Volume (vph) 289 250 0 0 487 199 251 2 392 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00
Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1216 1225 1583
Flt Permitted 0.31 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 460 3471 3539 1568 1216 1225 1583
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 321 278 0 0 541 221 279 2 436 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 151 0 0 348 0 0 0
Lane Group Flow (vph) 321 278 0 0 541 70 139 142 88 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Split NA Perm
Protected Phases 5 2 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 49.0 49.0 25.3 25.3 16.1 16.1 16.1
Effective Green, g (s) 49.0 49.0 25.3 25.3 16.1 16.1 16.1
Actuated g/C Ratio 0.61 0.61 0.32 0.32 0.20 0.20 0.20
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 463 2125 1119 495 244 246 318
v/s Ratio Prot c0.13 0.08 0.15 0.11 c0.12
v/s Ratio Perm c0.29 0.04 0.06
v/c Ratio 0.69 0.13 0.48 0.14 0.57 0.58 0.28
Uniform Delay, d1 9.1 6.5 22.1 19.6 28.8 28.9 27.0
Progression Factor 0.49 0.20 0.93 1.74 1.00 1.00 1.00
Incremental Delay, d2 3.9 0.1 1.1 0.5 5.0 5.2 1.0
Delay (s) 8.3 1.4 21.7 34.5 33.8 34.0 28.0
Level of Service A A C C C C C
Approach Delay (s) 5.1 25.4 30.3 0.0
Approach LOS A C C A
Intersection Summary
HCM 2000 Control Delay 21.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 62.2% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues
4: US 11 & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #3 Synchro 11 Report
Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 244 485 25 272 148 198 435 13 83 191 310
v/c Ratio 0.66 0.64 0.13 0.74 0.39 0.76 0.79 0.02 0.47 0.50 0.54
Control Delay 35.9 23.4 34.7 48.6 3.8 52.0 39.0 0.1 43.4 32.4 7.3
Queue Delay 0.6 0.1 0.0 0.0 0.0 2.5 0.0 0.0 0.0 0.0 0.0
Total Delay 36.5 23.6 34.7 48.6 3.8 54.5 39.0 0.1 43.4 32.4 7.3
Queue Length 50th (ft) 105 52 12 71 0 95 203 0 40 83 0
Queue Length 95th (ft) #209 83 33 #125 6 #184 #342 0 82 141 57
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 367 763 192 369 382 272 552 583 177 419 596
Starvation Cap Reductn 17 20 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 22 0 0 0 0 4
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.70 0.65 0.13 0.74 0.39 0.79 0.79 0.02 0.47 0.46 0.52
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis
4: US 11 & Rest Church Rd 12/13/2022
Scenario 1 Fruit Hill Property 5:38 pm 12/02/2021 Weekday PM - 2028 Total - Mitigation Strategy #3 Synchro 11 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273
Future Volume (vph) 391 136 114 22 239 130 174 383 11 73 168 273
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1610 3162 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1610 3162 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 444 155 130 25 272 148 198 435 12 83 191 310
RTOR Reduction (vph) 0 43 0 0 0 132 0 0 9 0 0 239
Lane Group Flow (vph) 244 442 0 25 272 16 198 435 4 83 191 71
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 16.6 16.6 8.5 8.5 8.5 12.2 23.5 23.5 6.4 18.2 18.2
Effective Green, g (s) 16.6 16.6 8.5 8.5 8.5 12.2 23.5 23.5 6.4 18.2 18.2
Actuated g/C Ratio 0.21 0.21 0.11 0.11 0.11 0.15 0.29 0.29 0.08 0.23 0.23
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 334 656 191 368 171 262 552 427 141 423 360
v/s Ratio Prot c0.15 0.14 0.01 c0.08 c0.12 c0.23 0.05 0.10
v/s Ratio Perm 0.01 0.00 0.04
v/c Ratio 0.73 0.67 0.13 0.74 0.09 0.76 0.79 0.01 0.59 0.45 0.20
Uniform Delay, d1 29.6 29.2 32.4 34.7 32.3 32.5 26.0 20.0 35.5 26.6 25.0
Progression Factor 0.92 0.76 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 11.7 5.4 0.7 9.1 0.5 12.4 8.5 0.0 7.2 1.6 0.6
Delay (s) 38.9 27.6 33.1 43.8 32.8 44.9 34.4 20.0 42.8 28.2 25.5
Level of Service D C C D C D C C D C C
Approach Delay (s) 31.4 39.5 37.3 28.9
Approach LOS C D D C
Intersection Summary
HCM 2000 Control Delay 33.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 66.8% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Total - Mitigation Strategy #3 Weekday PM - 2028 Total - Mitigation Strategy #3
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Total - Mitigation Strategy #3 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB B14 WB WB WB SB SB
Directions Served T T TR T L T T LT R
Maximum Queue (ft) 217 197 244 2 374 165 32 169 159
Average Queue (ft) 115 80 131 0 165 51 1 85 71
95th Queue (ft) 190 155 215 2 293 132 18 146 123
Link Distance (ft) 226 226 226 1072 496 496 496 878
Upstream Blk Time (%) 0 0 1 0
Queuing Penalty (veh) 1 0 1 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB NB
Directions Served L T T T T R L LT R
Maximum Queue (ft) 264 74 92 188 184 127 220 270 170
Average Queue (ft) 113 13 17 95 84 56 71 133 76
95th Queue (ft) 206 48 61 171 160 105 155 231 135
Link Distance (ft) 496 496 496 190 190 190 638
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 1 1 0
Storage Bay Dist (ft) 300 480
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2028 Total - Mitigation Strategy #3 Weekday PM - 2028 Total - Mitigation Strategy #3
Fruit Hill Property SimTraffic Report
Weekday PM - 2028 Total - Mitigation Strategy #3 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 176 204 208 55 153 188 82 150 440 156 101 180
Average Queue (ft) 100 128 107 14 65 92 43 117 194 9 44 74
95th Queue (ft) 161 184 191 40 129 163 72 178 367 71 87 141
Link Distance (ft) 190 190 190 415 415 415 945 977
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 1 2
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 5 11 0 0
Queuing Penalty (veh) 22 22 0 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 106
Average Queue (ft) 45
95th Queue (ft) 83
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 51
Appendix K
Turn Lane Warrants
Rest Church Road/Zachary Ann Lane
Year 2028 Total Traffic Conditions
-Weekday AM -Weekday PM -Saturday Midday
Rest Church Road/Zachary Ann Lane
Year 2028 Total Traffic Conditions
-Weekday AM -Weekday PM -Saturday Midday
Appendix L
Year 2034 Background Traffic
Operational Worksheets
HCM 6th TWSC Fruit Hill Property
1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Background Page 1
Intersection
Int Delay, s/veh 4.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 146 1 27 62 1 112
Future Vol, veh/h 146 1 27 62 1 112
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 0 100 11 7 100 96
Mvmt Flow 162 1 30 69 1 124
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 163 0 292 163
Stage 1 - - - - 163 -
Stage 2 - - - - 129 -
Critical Hdwy - - 4.21 - 7.4 7.16
Critical Hdwy Stg 1 - - - - 6.4 -
Critical Hdwy Stg 2 - - - - 6.4 -
Follow-up Hdwy - - 2.299 - 4.4 4.164
Pot Cap-1 Maneuver - - 1363 - 534 686
Stage 1 - - - - 675 -
Stage 2 - - - - 703 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1363 - 522 686
Mov Cap-2 Maneuver - - - - 522 -
Stage 1 - - - - 675 -
Stage 2 - - - - 688 -
Approach EB WB NB
HCM Control Delay, s 0 2.3 11.4
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 684 - - 1363 -
HCM Lane V/C Ratio 0.184 - - 0.022 -
HCM Control Delay (s) 11.4 - - 7.7 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.7 - - 0.1 -
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Background Page 2
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 388 447 152 239 146
v/c Ratio 0.38 0.80 0.09 0.77 0.43
Control Delay 13.4 45.3 11.0 49.3 9.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 13.4 45.3 11.0 49.3 9.8
Queue Length 50th (ft) 26 241 13 114 0
Queue Length 95th (ft) 54 330 52 #215 46
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1032 667 1668 323 346
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.38 0.67 0.09 0.74 0.42
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Background Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 157 189 398 135 0 0 0 0 211 2 130
Future Volume (vph) 0 157 189 398 135 0 0 0 0 211 2 130
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.92 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3467 1787 2597 1725 1214
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3467 1787 2597 1725 1214
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 0 176 212 447 152 0 0 0 0 237 2 146
RTOR Reduction (vph) 0 158 0 0 0 0 0 0 0 0 0 120
Lane Group Flow (vph) 0 230 0 447 152 0 0 0 0 0 239 26
Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 20.2 25.1 51.4 14.4 14.4
Effective Green, g (s) 20.2 25.1 51.4 14.4 14.4
Actuated g/C Ratio 0.25 0.31 0.64 0.18 0.18
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 875 560 1668 310 218
v/s Ratio Prot c0.07 c0.25 0.06 c0.14
v/s Ratio Perm 0.02
v/c Ratio 0.26 0.80 0.09 0.77 0.12
Uniform Delay, d1 23.9 25.1 5.4 31.2 27.5
Progression Factor 1.00 1.39 1.92 1.00 1.00
Incremental Delay, d2 0.7 8.0 0.1 11.9 0.3
Delay (s) 24.7 43.0 10.5 43.1 27.8
Level of Service C D B D C
Approach Delay (s) 24.7 34.8 0.0 37.3
Approach LOS C C A D
Intersection Summary
HCM 2000 Control Delay 32.6 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 55.9% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Background Page 4
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 101 271 474 130 199 194
v/c Ratio 0.25 0.12 0.28 0.15 0.57 0.50
Control Delay 15.8 13.9 10.8 1.7 13.1 9.7
Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0
Total Delay 15.8 13.9 11.1 1.7 13.1 9.7
Queue Length 50th (ft) 34 47 76 0 7 0
Queue Length 95th (ft) m54 m67 100 0 67 55
Internal Link Dist (ft) 481 191 884
Turn Bay Length (ft) 480
Base Capacity (vph) 406 2290 1714 849 399 441
Starvation Cap Reductn 0 0 692 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.25 0.12 0.46 0.15 0.50 0.44
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Background Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 100 268 0 0 469 129 64 0 325 0 0 0
Future Volume (vph) 100 268 0 0 469 129 64 0 325 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.90 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.98 1.00
Satd. Flow (prot) 1165 3438 3505 1568 1316 1490
Flt Permitted 0.39 1.00 1.00 1.00 0.98 1.00
Satd. Flow (perm) 483 3438 3505 1568 1316 1490
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 101 271 0 0 474 130 65 0 328 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 69 0 156 165 0 0 0
Lane Group Flow (vph) 101 271 0 0 474 61 0 43 29 0 0 0
Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 53.3 53.3 37.5 37.5 11.8 11.8
Effective Green, g (s) 53.3 53.3 37.5 37.5 11.8 11.8
Actuated g/C Ratio 0.67 0.67 0.47 0.47 0.15 0.15
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 386 2290 1642 735 194 219
v/s Ratio Prot c0.02 0.08 c0.14
v/s Ratio Perm 0.15 0.04 0.03 0.02
v/c Ratio 0.26 0.12 0.29 0.08 0.22 0.13
Uniform Delay, d1 5.4 4.8 13.1 11.7 30.1 29.6
Progression Factor 2.61 2.65 0.75 0.80 1.00 1.00
Incremental Delay, d2 0.4 0.1 0.4 0.2 1.2 0.6
Delay (s) 14.5 12.9 10.2 9.6 31.3 30.2
Level of Service B B B A C C
Approach Delay (s) 13.3 10.0 30.7 0.0
Approach LOS B B C A
Intersection Summary
HCM 2000 Control Delay 16.9 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 55.9% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Background Page 6
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 123 529 18 140 49 84 78 22 163 286 434
v/c Ratio 0.53 0.50 0.11 0.36 0.12 0.50 0.14 0.03 0.80 0.47 0.54
Control Delay 34.0 12.2 35.2 35.8 0.7 44.5 21.2 0.1 65.8 25.2 5.1
Queue Delay 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.0 12.9 35.2 35.8 0.7 44.5 21.2 0.1 65.8 25.2 5.1
Queue Length 50th (ft) 50 37 8 34 0 40 28 0 82 115 0
Queue Length 95th (ft) 55 82 28 62 0 85 60 0 #189 188 63
Internal Link Dist (ft) 191 394 1361 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 258 1052 162 392 394 171 576 658 203 610 811
Starvation Cap Reductn 0 227 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.48 0.64 0.11 0.36 0.12 0.49 0.14 0.03 0.80 0.47 0.54
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Background Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 112 293 188 16 127 45 76 71 20 148 260 395
Future Volume (vph) 112 293 188 16 127 45 76 71 20 148 260 395
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1736 3198 1805 3505 1615 1612 1863 1615 1787 1881 1599
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1736 3198 1805 3505 1615 1612 1863 1615 1787 1881 1599
Peak-hour factor, PHF 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) 123 322 207 18 140 49 84 78 22 163 286 434
RTOR Reduction (vph) 0 112 0 0 0 40 0 0 17 0 0 322
Lane Group Flow (vph) 123 417 0 18 140 9 84 78 5 163 286 112
Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1%
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 10.7 23.5 1.4 14.2 14.2 8.4 19.4 19.4 9.1 20.6 20.6
Effective Green, g (s) 10.7 23.5 1.4 14.2 14.2 8.4 19.4 19.4 9.1 20.6 20.6
Actuated g/C Ratio 0.13 0.29 0.02 0.18 0.18 0.11 0.24 0.24 0.11 0.26 0.26
Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 232 939 31 622 286 169 451 391 203 484 411
v/s Ratio Prot c0.07 c0.13 0.01 0.04 0.05 0.04 c0.09 c0.15
v/s Ratio Perm 0.01 0.00 0.07
v/c Ratio 0.53 0.44 0.58 0.23 0.03 0.50 0.17 0.01 0.80 0.59 0.27
Uniform Delay, d1 32.3 22.9 39.0 28.2 27.2 33.8 24.0 23.0 34.6 26.0 23.7
Progression Factor 0.81 0.64 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.7 0.5 36.4 0.4 0.1 3.1 0.8 0.1 21.0 5.2 1.6
Delay (s) 28.9 15.0 75.4 28.6 27.3 36.9 24.8 23.1 55.6 31.2 25.3
Level of Service C B E C C D C C E C C
Approach Delay (s) 17.6 32.3 30.1 32.8
Approach LOS B C C C
Intersection Summary
HCM 2000 Control Delay 27.4 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6
Intersection Capacity Utilization 61.6% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2034 Background Weekday AM - 2034 Background
Fruit Hill Property SimTraffic Report
Weekday AM - 2034 Background Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 140 101 210 327 110 5 250 84
Average Queue (ft) 58 43 89 207 40 0 121 40
95th Queue (ft) 120 84 161 300 92 5 207 74
Link Distance (ft) 226 226 226 504 504 504 878
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 160 104 132 194 181 68 252 229
Average Queue (ft) 69 41 75 89 49 29 107 73
95th Queue (ft) 133 87 119 163 120 58 202 164
Link Distance (ft) 504 504 504 198 198 198 913
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2034 Background Weekday AM - 2034 Background
Fruit Hill Property SimTraffic Report
Weekday AM - 2034 Background Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T TR L T T R L T R L T
Maximum Queue (ft) 188 189 204 57 112 93 54 134 94 27 173 288
Average Queue (ft) 97 87 114 15 48 36 24 54 31 6 98 112
95th Queue (ft) 163 155 186 44 94 76 50 107 72 22 174 286
Link Distance (ft) 198 198 198 427 427 427 1388 980
Upstream Blk Time (%) 0 0 1 0
Queuing Penalty (veh) 1 0 2 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 0 1 0
Queuing Penalty (veh) 0 7 1
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 162
Average Queue (ft) 60
95th Queue (ft) 123
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Zone Summary
Zone wide Queuing Penalty: 11
HCM 6th TWSC Fruit Hill Property
1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background Page 1
Intersection
Int Delay, s/veh 2.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 159 0 5 174 2 77
Future Vol, veh/h 159 0 5 174 2 77
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 110 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 1 0 100 1 0 82
Mvmt Flow 181 0 6 198 2 88
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 181 0 391 181
Stage 1 - - - - 181 -
Stage 2 - - - - 210 -
Critical Hdwy - - 5.1 - 6.4 7.02
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 3.1 - 3.5 4.038
Pot Cap-1 Maneuver - - 970 - 617 692
Stage 1 - - - - 855 -
Stage 2 - - - - 830 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 970 - 613 692
Mov Cap-2 Maneuver - - - - 613 -
Stage 1 - - - - 855 -
Stage 2 - - - - 825 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 11
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 690 - - 970 -
HCM Lane V/C Ratio 0.13 - - 0.006 -
HCM Control Delay (s) 11 - - 8.7 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.4 - - 0 -
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background Page 2
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 446 453 332 172 197
v/c Ratio 0.43 0.78 0.18 0.52 0.52
Control Delay 17.7 39.8 14.7 34.4 9.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 17.7 39.8 14.7 34.4 9.5
Queue Length 50th (ft) 42 244 61 80 0
Queue Length 95th (ft) 69 #410 102 123 47
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1045 583 1844 479 460
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.43 0.78 0.18 0.36 0.43
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173
Future Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 4027 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 4027 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 278 168 453 332 0 0 0 0 169 3 197
RTOR Reduction (vph) 0 130 0 0 0 0 0 0 0 0 0 160
Lane Group Flow (vph) 0 316 0 453 332 0 0 0 0 0 172 37
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 18.2 26.4 50.7 15.1 15.1
Effective Green, g (s) 18.2 26.4 50.7 15.1 15.1
Actuated g/C Ratio 0.23 0.33 0.63 0.19 0.19
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 916 584 1844 328 217
v/s Ratio Prot c0.08 c0.26 0.11 c0.10
v/s Ratio Perm 0.03
v/c Ratio 0.35 0.78 0.18 0.52 0.17
Uniform Delay, d1 25.9 24.1 6.1 29.2 27.2
Progression Factor 1.00 1.21 2.17 1.00 1.00
Incremental Delay, d2 1.0 5.5 0.2 2.0 0.5
Delay (s) 26.9 34.7 13.3 31.2 27.7
Level of Service C C B C C
Approach Delay (s) 26.9 25.6 0.0 29.3
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 26.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 60.7% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background Page 4
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 166 272 557 228 346 326
v/c Ratio 0.50 0.16 0.60 0.39 0.78 0.47
Control Delay 28.2 13.7 24.8 5.1 34.1 4.7
Queue Delay 0.0 0.0 0.3 0.2 8.8 0.5
Total Delay 28.2 13.7 25.1 5.4 42.9 5.2
Queue Length 50th (ft) 58 42 134 0 135 0
Queue Length 95th (ft) 120 61 m190 m13 234 53
Internal Link Dist (ft) 481 191 846
Turn Bay Length (ft) 480
Base Capacity (vph) 337 1732 935 582 508 757
Starvation Cap Reductn 0 0 72 68 0 0
Spillback Cap Reductn 0 0 0 0 127 149
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.49 0.16 0.65 0.44 0.91 0.54
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0
Future Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.94 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1312 1504
Flt Permitted 0.27 1.00 1.00 1.00 0.97 1.00
Satd. Flow (perm) 398 3471 3539 1568 1312 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 166 272 0 0 557 228 211 2 459 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 168 0 30 223 0 0 0
Lane Group Flow (vph) 166 272 0 0 557 60 0 316 103 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 39.9 39.9 21.1 21.1 25.2 25.2
Effective Green, g (s) 39.9 39.9 21.1 21.1 25.2 25.2
Actuated g/C Ratio 0.50 0.50 0.26 0.26 0.31 0.31
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 331 1731 933 413 413 473
v/s Ratio Prot c0.07 0.08 c0.16
v/s Ratio Perm 0.18 0.04 0.24 0.07
v/c Ratio 0.50 0.16 0.60 0.15 0.76 0.22
Uniform Delay, d1 12.5 10.9 25.7 22.5 24.7 20.1
Progression Factor 1.76 1.12 0.81 0.82 1.00 1.00
Incremental Delay, d2 1.5 0.2 2.2 0.6 9.6 0.5
Delay (s) 23.5 12.4 23.2 19.2 34.3 20.6
Level of Service C B C B C C
Approach Delay (s) 16.6 22.0 27.7 0.0
Approach LOS B C C A
Intersection Summary
HCM 2000 Control Delay 22.8 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 60.7% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background Page 6
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 458 290 26 280 157 197 461 13 88 203 326
v/c Ratio 1.30 0.31 0.16 0.55 0.29 0.81 1.14 0.02 0.47 0.59 0.57
Control Delay 184.0 12.7 36.2 36.1 1.4 60.3 118.6 0.1 42.8 37.6 7.6
Queue Delay 1.1 0.0 0.0 0.3 0.0 0.8 0.0 0.0 0.0 0.0 0.1
Total Delay 185.1 12.7 36.2 36.5 1.4 61.1 118.6 0.1 42.8 37.6 7.6
Queue Length 50th (ft) ~296 21 12 69 0 97 ~273 0 42 94 0
Queue Length 95th (ft) #449 26 35 105 0 #198 #435 0 85 157 54
Internal Link Dist (ft) 191 394 1358 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 351 929 162 511 535 244 406 580 188 346 570
Starvation Cap Reductn 33 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 34 0 4 0 0 0 0 9
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 1.44 0.31 0.16 0.59 0.29 0.82 1.14 0.02 0.47 0.59 0.58
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Background
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287
Future Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1770 3263 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1770 3263 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 458 164 126 26 280 157 197 461 12 88 203 326
RTOR Reduction (vph) 0 94 0 0 0 134 0 0 10 0 0 265
Lane Group Flow (vph) 458 196 0 26 280 23 197 461 3 88 203 61
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 15.9 20.5 7.2 11.8 11.8 11.3 17.3 17.3 8.4 14.9 14.9
Effective Green, g (s) 15.9 20.5 7.2 11.8 11.8 11.3 17.3 17.3 8.4 14.9 14.9
Actuated g/C Ratio 0.20 0.26 0.09 0.15 0.15 0.14 0.22 0.22 0.11 0.19 0.19
Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 351 836 162 511 238 242 406 314 185 346 294
v/s Ratio Prot c0.26 0.06 0.01 c0.08 c0.11 c0.25 0.05 0.11
v/s Ratio Perm 0.01 0.00 0.04
v/c Ratio 1.30 0.23 0.16 0.55 0.10 0.81 1.14 0.01 0.48 0.59 0.21
Uniform Delay, d1 32.0 23.5 33.6 31.6 29.5 33.3 31.4 24.6 33.7 29.7 27.5
Progression Factor 0.95 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 155.1 0.7 1.0 2.1 0.4 19.4 87.0 0.0 2.6 3.9 0.7
Delay (s) 185.4 21.4 34.6 33.7 29.9 52.7 118.3 24.6 36.3 33.6 28.3
Level of Service F C C C C D F C D C C
Approach Delay (s) 121.8 32.5 97.3 31.2
Approach LOS F C F C
Intersection Summary
HCM 2000 Control Delay 76.3 HCM 2000 Level of Service E
HCM 2000 Volume to Capacity ratio 1.05
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6
Intersection Capacity Utilization 78.0% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Background Weekday PM - 2034 Background
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Background Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 149 110 157 387 326 111 174 121
Average Queue (ft) 62 54 74 210 97 8 83 55
95th Queue (ft) 125 96 128 322 249 60 148 96
Link Distance (ft) 226 226 226 504 504 504 878
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 191 166 170 215 211 107 934 480
Average Queue (ft) 92 60 74 126 96 47 877 460
95th Queue (ft) 167 161 171 205 185 87 1082 566
Link Distance (ft) 504 504 504 198 198 198 875
Upstream Blk Time (%) 0 0 0 0 0 77
Queuing Penalty (veh) 0 0 1 1 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 71 4
Queuing Penalty (veh) 146 18
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Background Weekday PM - 2034 Background
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Background Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T TR L T T R L T R L T
Maximum Queue (ft) 251 236 253 59 155 170 105 150 1187 280 109 172
Average Queue (ft) 217 201 168 19 69 84 53 138 853 47 47 84
95th Queue (ft) 240 252 281 50 129 147 91 180 1505 209 93 148
Link Distance (ft) 198 198 198 427 427 427 1385 980
Upstream Blk Time (%) 64 30 16 16
Queuing Penalty (veh) 141 65 34 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 9 63 0
Queuing Penalty (veh) 38 116 1
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 130
Average Queue (ft) 53
95th Queue (ft) 102
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 560
Appendix M
Year 2034 Background Traffic
Conditions – Mitigation Scenario
Operational Worksheets
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #1 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 446 453 332 172 197
v/c Ratio 0.37 0.80 0.17 0.63 0.57
Control Delay 16.8 38.1 4.0 42.5 12.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 16.8 38.1 4.0 42.5 12.0
Queue Length 50th (ft) 41 181 19 81 0
Queue Length 95th (ft) 71 212 m30 141 54
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1198 683 1935 283 352
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.37 0.66 0.17 0.61 0.56
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #1 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173
Future Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 4027 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 4027 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 278 168 453 332 0 0 0 0 169 3 197
RTOR Reduction (vph) 0 123 0 0 0 0 0 0 0 0 0 166
Lane Group Flow (vph) 0 323 0 453 332 0 0 0 0 0 172 31
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 21.4 25.7 53.2 12.6 12.6
Effective Green, g (s) 21.4 25.7 53.2 12.6 12.6
Actuated g/C Ratio 0.27 0.32 0.67 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1077 568 1935 274 181
v/s Ratio Prot c0.08 c0.26 0.11 c0.10
v/s Ratio Perm 0.03
v/c Ratio 0.30 0.80 0.17 0.63 0.17
Uniform Delay, d1 23.3 24.8 5.1 31.5 29.2
Progression Factor 1.00 1.19 0.73 1.00 1.00
Incremental Delay, d2 0.7 6.7 0.2 5.0 0.6
Delay (s) 24.0 36.1 3.9 36.5 29.8
Level of Service C D A D C
Approach Delay (s) 24.0 22.5 0.0 32.9
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 25.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 60.7% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #1 Page 3
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 166 272 557 228 346 326
v/c Ratio 0.50 0.15 0.55 0.38 0.80 0.48
Control Delay 20.1 12.7 24.1 7.7 37.3 5.0
Queue Delay 0.0 0.0 0.5 0.3 0.0 0.0
Total Delay 20.1 12.7 24.6 8.0 37.3 5.0
Queue Length 50th (ft) 55 40 114 5 137 0
Queue Length 95th (ft) m126 70 m169 m44 #271 55
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 480
Base Capacity (vph) 333 1763 1005 608 475 727
Starvation Cap Reductn 0 0 152 92 0 0
Spillback Cap Reductn 0 58 0 0 0 5
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.50 0.16 0.65 0.44 0.73 0.45
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #1 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0
Future Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.94 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1312 1504
Flt Permitted 0.28 1.00 1.00 1.00 0.97 1.00
Satd. Flow (perm) 417 3471 3539 1568 1312 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 166 272 0 0 557 228 211 2 459 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 163 0 30 226 0 0 0
Lane Group Flow (vph) 166 272 0 0 557 65 0 316 100 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 40.6 40.6 22.7 22.7 24.5 24.5
Effective Green, g (s) 40.6 40.6 22.7 22.7 24.5 24.5
Actuated g/C Ratio 0.51 0.51 0.28 0.28 0.31 0.31
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 330 1761 1004 444 401 460
v/s Ratio Prot c0.06 0.08 0.16
v/s Ratio Perm c0.19 0.04 0.24 0.07
v/c Ratio 0.50 0.15 0.55 0.15 0.79 0.22
Uniform Delay, d1 12.0 10.5 24.4 21.4 25.4 20.6
Progression Factor 1.23 1.09 0.87 1.61 1.00 1.00
Incremental Delay, d2 1.5 0.2 1.6 0.5 11.4 0.5
Delay (s) 16.3 11.7 22.9 35.0 36.7 21.1
Level of Service B B C C D C
Approach Delay (s) 13.4 26.4 29.2 0.0
Approach LOS B C C A
Intersection Summary
HCM 2000 Control Delay 24.4 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 60.7% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #1 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 252 496 26 280 157 197 461 13 88 203 326
v/c Ratio 0.84 0.78 0.14 0.81 0.42 0.75 0.82 0.02 0.50 0.43 0.51
Control Delay 48.7 17.7 35.0 54.6 4.7 51.7 40.2 0.1 44.5 29.0 6.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0
Total Delay 48.7 17.7 35.0 54.6 4.7 52.5 40.2 0.1 44.5 29.0 6.3
Queue Length 50th (ft) 115 21 12 73 0 95 214 0 43 87 0
Queue Length 95th (ft) m#232 29 34 #131 12 #183 #357 0 86 145 57
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 311 652 180 347 373 272 563 590 177 471 644
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 9 0 0 0 0 1
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.81 0.76 0.14 0.81 0.42 0.75 0.82 0.02 0.50 0.43 0.51
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #1 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287
Future Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1610 3169 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1610 3169 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 458 164 126 26 280 157 197 461 12 88 203 326
RTOR Reduction (vph) 0 39 0 0 0 141 0 0 9 0 0 243
Lane Group Flow (vph) 252 457 0 26 280 16 197 461 4 88 203 83
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 15.0 15.0 8.0 8.0 8.0 12.2 24.0 24.0 8.0 20.3 20.3
Effective Green, g (s) 15.0 15.0 8.0 8.0 8.0 12.2 24.0 24.0 8.0 20.3 20.3
Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.15 0.30 0.30 0.10 0.25 0.25
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 301 594 180 347 161 262 564 436 177 472 401
v/s Ratio Prot c0.16 0.14 0.01 c0.08 c0.11 c0.25 0.05 0.11
v/s Ratio Perm 0.01 0.00 0.05
v/c Ratio 0.84 0.77 0.14 0.81 0.10 0.75 0.82 0.01 0.50 0.43 0.21
Uniform Delay, d1 31.3 30.9 32.9 35.2 32.7 32.5 26.0 19.7 34.1 25.0 23.5
Progression Factor 0.80 0.29 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 17.4 6.2 0.8 14.5 0.6 12.2 12.4 0.0 3.0 2.8 1.2
Delay (s) 42.6 15.1 33.6 49.7 33.3 44.7 38.4 19.7 37.1 27.9 24.7
Level of Service D B C D C D D B D C C
Approach Delay (s) 24.4 43.3 39.9 27.5
Approach LOS C D D C
Intersection Summary
HCM 2000 Control Delay 32.8 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 68.5% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Background - Mitigation Strategy #1Weekday PM - 2034 Background - Mitigation Strategy #1
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Background - Mitigation Strategy #1 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 152 127 179 371 185 81 179 119
Average Queue (ft) 63 55 77 212 80 4 88 56
95th Queue (ft) 125 102 142 314 164 41 150 95
Link Distance (ft) 226 226 226 503 503 503 878
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 224 101 132 201 204 129 391 333
Average Queue (ft) 90 40 61 130 108 61 210 132
95th Queue (ft) 171 85 111 194 178 104 339 271
Link Distance (ft) 503 503 503 195 195 195 638
Upstream Blk Time (%) 1 0
Queuing Penalty (veh) 2 1
Storage Bay Dist (ft) 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Background - Mitigation Strategy #1Weekday PM - 2034 Background - Mitigation Strategy #1
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Background - Mitigation Strategy #1 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 188 181 180 47 176 202 95 150 530 113 96 161
Average Queue (ft) 109 99 67 12 78 100 45 118 220 7 43 75
95th Queue (ft) 169 161 135 36 155 186 78 176 432 57 84 136
Link Distance (ft) 195 195 195 415 415 415 945 977
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 1 0 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 5 17 0
Queuing Penalty (veh) 19 31 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 111
Average Queue (ft) 47
95th Queue (ft) 88
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 54
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #2 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 446 453 332 172 197
v/c Ratio 0.37 0.80 0.17 0.63 0.57
Control Delay 16.8 33.2 3.6 42.5 12.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 16.8 33.2 3.6 42.5 12.0
Queue Length 50th (ft) 41 124 15 81 0
Queue Length 95th (ft) 71 188 27 141 54
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1198 683 1935 283 352
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.37 0.66 0.17 0.61 0.56
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #2 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173
Future Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 4027 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 4027 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 278 168 453 332 0 0 0 0 169 3 197
RTOR Reduction (vph) 0 123 0 0 0 0 0 0 0 0 0 166
Lane Group Flow (vph) 0 323 0 453 332 0 0 0 0 0 172 31
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 21.4 25.7 53.2 12.6 12.6
Effective Green, g (s) 21.4 25.7 53.2 12.6 12.6
Actuated g/C Ratio 0.27 0.32 0.67 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1077 568 1935 274 181
v/s Ratio Prot c0.08 c0.26 0.11 c0.10
v/s Ratio Perm 0.03
v/c Ratio 0.30 0.80 0.17 0.63 0.17
Uniform Delay, d1 23.3 24.8 5.1 31.5 29.2
Progression Factor 1.00 0.96 0.67 1.00 1.00
Incremental Delay, d2 0.7 7.2 0.2 5.0 0.6
Delay (s) 24.0 31.0 3.5 36.5 29.8
Level of Service C C A D C
Approach Delay (s) 24.0 19.4 0.0 32.9
Approach LOS C B A C
Intersection Summary
HCM 2000 Control Delay 23.8 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 60.1% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #2 Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 166 272 557 228 211 232 229
v/c Ratio 0.44 0.14 0.50 0.35 0.65 0.42 0.41
Control Delay 13.8 9.3 20.6 7.2 35.4 5.8 5.6
Queue Delay 0.0 0.0 0.5 0.3 0.0 0.0 0.0
Total Delay 13.8 9.3 21.1 7.5 35.4 5.8 5.7
Queue Length 50th (ft) 46 38 105 5 91 1 0
Queue Length 95th (ft) m83 63 m148 m37 156 51 50
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 300 480
Base Capacity (vph) 397 1936 1124 653 388 617 616
Starvation Cap Reductn 0 0 218 126 0 0 0
Spillback Cap Reductn 0 52 0 0 0 3 3
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.42 0.14 0.61 0.43 0.54 0.38 0.37
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #2 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0
Future Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 1.00 0.85 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1280 1507 1504
Flt Permitted 0.30 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 447 3471 3539 1568 1280 1507 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 166 272 0 0 557 228 211 2 459 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 156 0 171 170 0 0 0
Lane Group Flow (vph) 166 272 0 0 557 72 211 61 59 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Split NA Perm
Protected Phases 5 2 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 44.6 44.6 25.4 25.4 20.5 20.5 20.5
Effective Green, g (s) 44.6 44.6 25.4 25.4 20.5 20.5 20.5
Actuated g/C Ratio 0.56 0.56 0.32 0.32 0.26 0.26 0.26
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 380 1935 1123 497 328 386 385
v/s Ratio Prot c0.06 0.08 c0.16 c0.16 0.04
v/s Ratio Perm 0.18 0.05 0.04
v/c Ratio 0.44 0.14 0.50 0.15 0.64 0.16 0.15
Uniform Delay, d1 9.8 8.5 22.1 19.5 26.5 23.1 23.0
Progression Factor 1.03 0.97 0.81 1.55 1.00 1.00 1.00
Incremental Delay, d2 1.0 0.1 1.2 0.5 5.8 0.4 0.4
Delay (s) 11.1 8.4 19.2 30.8 32.3 23.5 23.4
Level of Service B A B C C C C
Approach Delay (s) 9.4 22.6 26.2 0.0
Approach LOS A C C A
Intersection Summary
HCM 2000 Control Delay 20.8 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 60.1% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #2 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 252 496 26 280 157 197 461 13 88 203 326
v/c Ratio 0.84 0.78 0.14 0.81 0.42 0.75 0.82 0.02 0.50 0.43 0.51
Control Delay 50.2 19.7 35.0 54.6 4.7 51.7 40.2 0.1 44.5 29.0 6.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0
Total Delay 50.2 19.7 35.0 54.6 4.7 52.5 40.2 0.1 44.5 29.0 6.3
Queue Length 50th (ft) 104 23 12 73 0 95 214 0 43 87 0
Queue Length 95th (ft) #236 48 34 #131 12 #183 #357 0 86 145 57
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 311 652 180 347 373 272 563 590 177 471 644
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 9 0 0 0 0 1
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.81 0.76 0.14 0.81 0.42 0.75 0.82 0.02 0.50 0.43 0.51
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #2 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287
Future Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1610 3169 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1610 3169 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 458 164 126 26 280 157 197 461 12 88 203 326
RTOR Reduction (vph) 0 39 0 0 0 141 0 0 9 0 0 243
Lane Group Flow (vph) 252 457 0 26 280 16 197 461 4 88 203 83
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 15.0 15.0 8.0 8.0 8.0 12.2 24.0 24.0 8.0 20.3 20.3
Effective Green, g (s) 15.0 15.0 8.0 8.0 8.0 12.2 24.0 24.0 8.0 20.3 20.3
Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.15 0.30 0.30 0.10 0.25 0.25
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 301 594 180 347 161 262 564 436 177 472 401
v/s Ratio Prot c0.16 0.14 0.01 c0.08 c0.11 c0.25 0.05 0.11
v/s Ratio Perm 0.01 0.00 0.05
v/c Ratio 0.84 0.77 0.14 0.81 0.10 0.75 0.82 0.01 0.50 0.43 0.21
Uniform Delay, d1 31.3 30.9 32.9 35.2 32.7 32.5 26.0 19.7 34.1 25.0 23.5
Progression Factor 0.83 0.36 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 18.1 6.3 0.8 14.5 0.6 12.2 12.4 0.0 3.0 2.8 1.2
Delay (s) 44.0 17.4 33.6 49.7 33.3 44.7 38.4 19.7 37.1 27.9 24.7
Level of Service D B C D C D D B D C C
Approach Delay (s) 26.3 43.3 39.9 27.5
Approach LOS C D D C
Intersection Summary
HCM 2000 Control Delay 33.4 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 68.5% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Background - Mitigation Strategy #2Weekday PM - 2034 Background - Mitigation Strategy #2
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Background - Mitigation Strategy #2 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 161 132 162 362 201 112 169 121
Average Queue (ft) 69 58 84 214 87 5 89 56
95th Queue (ft) 133 105 151 326 179 47 147 98
Link Distance (ft) 226 226 226 496 496 496 878
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB NB
Directions Served L T T T T R L TR R
Maximum Queue (ft) 198 105 134 187 206 114 260 167 137
Average Queue (ft) 83 35 61 114 97 57 129 67 38
95th Queue (ft) 160 81 111 180 173 98 222 122 87
Link Distance (ft) 496 496 496 190 190 190 638
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 1
Storage Bay Dist (ft) 300 480
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Background - Mitigation Strategy #2Weekday PM - 2034 Background - Mitigation Strategy #2
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Background - Mitigation Strategy #2 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 202 192 168 57 165 212 107 150 522 113 110 152
Average Queue (ft) 123 107 75 12 72 100 44 119 224 8 43 72
95th Queue (ft) 189 174 141 38 133 183 74 179 441 64 86 132
Link Distance (ft) 190 190 190 415 415 415 945 977
Upstream Blk Time (%) 1 0 0 0
Queuing Penalty (veh) 2 0 0 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 5 17 0
Queuing Penalty (veh) 21 31 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 135
Average Queue (ft) 50
95th Queue (ft) 94
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 56
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #3 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 446 453 332 172 197
v/c Ratio 0.37 0.80 0.17 0.63 0.57
Control Delay 16.8 42.6 7.8 42.5 12.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 16.8 42.6 7.8 42.5 12.0
Queue Length 50th (ft) 41 252 12 81 0
Queue Length 95th (ft) 71 336 85 141 54
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1198 683 1935 283 352
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.37 0.66 0.17 0.61 0.56
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #3 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173
Future Volume (vph) 0 245 148 399 292 0 0 0 0 149 3 173
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 4027 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 4027 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 278 168 453 332 0 0 0 0 169 3 197
RTOR Reduction (vph) 0 123 0 0 0 0 0 0 0 0 0 166
Lane Group Flow (vph) 0 323 0 453 332 0 0 0 0 0 172 31
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 21.4 25.7 53.2 12.6 12.6
Effective Green, g (s) 21.4 25.7 53.2 12.6 12.6
Actuated g/C Ratio 0.27 0.32 0.67 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1077 568 1935 274 181
v/s Ratio Prot c0.08 c0.26 0.11 c0.10
v/s Ratio Perm 0.03
v/c Ratio 0.30 0.80 0.17 0.63 0.17
Uniform Delay, d1 23.3 24.8 5.1 31.5 29.2
Progression Factor 1.00 1.32 1.47 1.00 1.00
Incremental Delay, d2 0.7 7.6 0.2 5.0 0.6
Delay (s) 24.0 40.4 7.6 36.5 29.8
Level of Service C D A D C
Approach Delay (s) 24.0 26.5 0.0 32.9
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 27.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 60.7% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #3 Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 166 272 557 228 105 108 459
v/c Ratio 0.40 0.13 0.43 0.32 0.41 0.42 0.66
Control Delay 18.7 9.8 21.4 7.6 30.5 30.6 7.5
Queue Delay 0.0 0.0 0.9 0.5 0.0 0.0 0.0
Total Delay 18.7 9.8 22.2 8.2 30.5 30.6 7.6
Queue Length 50th (ft) 46 38 100 5 48 49 0
Queue Length 95th (ft) m111 58 m182 m37 86 89 66
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 300 480
Base Capacity (vph) 435 2090 1286 715 354 357 786
Starvation Cap Reductn 0 0 434 213 0 0 0
Spillback Cap Reductn 0 28 0 0 0 0 9
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.38 0.13 0.65 0.45 0.30 0.30 0.59
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #3 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0
Future Volume (vph) 149 245 0 0 501 205 190 2 413 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00
Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1216 1227 1583
Flt Permitted 0.33 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 480 3471 3539 1568 1216 1227 1583
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 166 272 0 0 557 228 211 2 459 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 145 0 0 362 0 0 0
Lane Group Flow (vph) 166 272 0 0 557 83 105 108 97 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Split NA Perm
Protected Phases 5 2 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 48.2 48.2 29.1 29.1 16.9 16.9 16.9
Effective Green, g (s) 48.2 48.2 29.1 29.1 16.9 16.9 16.9
Actuated g/C Ratio 0.60 0.60 0.36 0.36 0.21 0.21 0.21
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 414 2091 1287 570 256 259 334
v/s Ratio Prot c0.05 0.08 0.16 0.09 c0.09
v/s Ratio Perm c0.19 0.05 0.06
v/c Ratio 0.40 0.13 0.43 0.15 0.41 0.42 0.29
Uniform Delay, d1 8.0 6.9 19.2 17.1 27.2 27.3 26.5
Progression Factor 1.85 1.23 0.97 1.81 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.1 0.8 0.4 2.2 2.3 1.0
Delay (s) 15.6 8.5 19.5 31.3 29.5 29.6 27.5
Level of Service B A B C C C C
Approach Delay (s) 11.2 22.9 28.2 0.0
Approach LOS B C C A
Intersection Summary
HCM 2000 Control Delay 22.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.44
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 60.7% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #3 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 252 496 26 280 157 197 461 13 88 203 326
v/c Ratio 0.84 0.78 0.14 0.81 0.42 0.75 0.82 0.02 0.50 0.43 0.51
Control Delay 51.1 32.2 35.0 54.6 4.7 51.7 40.2 0.1 44.5 29.0 6.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0
Total Delay 51.1 32.2 35.0 54.6 4.7 54.6 40.2 0.1 44.5 29.0 6.3
Queue Length 50th (ft) 115 68 12 73 0 95 214 0 43 87 0
Queue Length 95th (ft) #220 128 34 #131 12 #183 #357 0 86 145 57
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 311 652 180 347 373 272 563 590 177 471 644
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 25 0 0 0 0 7
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.81 0.76 0.14 0.81 0.42 0.80 0.82 0.02 0.50 0.43 0.51
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Background - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Background - Mitigation Strategy #3 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287
Future Volume (vph) 403 144 111 23 246 138 173 406 11 77 179 287
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1610 3169 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1610 3169 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 458 164 126 26 280 157 197 461 12 88 203 326
RTOR Reduction (vph) 0 39 0 0 0 141 0 0 9 0 0 243
Lane Group Flow (vph) 252 457 0 26 280 16 197 461 4 88 203 83
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 15.0 15.0 8.0 8.0 8.0 12.2 24.0 24.0 8.0 20.3 20.3
Effective Green, g (s) 15.0 15.0 8.0 8.0 8.0 12.2 24.0 24.0 8.0 20.3 20.3
Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.15 0.30 0.30 0.10 0.25 0.25
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 301 594 180 347 161 262 564 436 177 472 401
v/s Ratio Prot c0.16 0.14 0.01 c0.08 c0.11 c0.25 0.05 0.11
v/s Ratio Perm 0.01 0.00 0.05
v/c Ratio 0.84 0.77 0.14 0.81 0.10 0.75 0.82 0.01 0.50 0.43 0.21
Uniform Delay, d1 31.3 30.9 32.9 35.2 32.7 32.5 26.0 19.7 34.1 25.0 23.5
Progression Factor 0.90 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 17.0 6.3 0.8 14.5 0.6 12.2 12.4 0.0 3.0 2.8 1.2
Delay (s) 45.2 31.4 33.6 49.7 33.3 44.7 38.4 19.7 37.1 27.9 24.7
Level of Service D C C D C D D B D C C
Approach Delay (s) 36.0 43.3 39.9 27.5
Approach LOS D D D C
Intersection Summary
HCM 2000 Control Delay 36.3 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 68.5% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Background - Mitigation Strategy #3Weekday PM - 2034 Background - Mitigation Strategy #3
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Background - Mitigation Strategy #3 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 144 116 167 356 158 29 189 123
Average Queue (ft) 64 55 78 196 55 1 85 57
95th Queue (ft) 128 99 137 303 122 18 148 97
Link Distance (ft) 226 226 226 496 496 496 878
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB NB
Directions Served L T T T T R L LT R
Maximum Queue (ft) 195 77 93 199 189 111 135 202 193
Average Queue (ft) 85 33 42 111 92 54 49 92 81
95th Queue (ft) 157 66 82 175 158 96 102 172 146
Link Distance (ft) 496 496 496 190 190 190 638
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 1 0
Storage Bay Dist (ft) 300 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Background - Mitigation Strategy #3Weekday PM - 2034 Background - Mitigation Strategy #3
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Background - Mitigation Strategy #3 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 183 212 228 49 172 197 89 150 569 182 99 158
Average Queue (ft) 119 149 135 12 70 98 44 114 239 12 45 77
95th Queue (ft) 183 205 226 36 138 181 75 179 521 89 85 140
Link Distance (ft) 190 190 190 415 415 415 945 977
Upstream Blk Time (%) 0 2 3 1
Queuing Penalty (veh) 0 4 7 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 6 17 0
Queuing Penalty (veh) 25 32 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 108
Average Queue (ft) 48
95th Queue (ft) 88
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 68
Appendix N
Year 2034 Total Traffic
Operational Worksheets
HCM 6th TWSC Fruit Hill Property
1: Zachary Ann Ln & Rest Church Rd Weekday AM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total Page 1
Intersection
Int Delay, s/veh 8.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 144 21 352 60 11 240
Future Vol, veh/h 144 21 352 60 11 240
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 200 - 200 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 0 100 11 7 100 96
Mvmt Flow 160 23 391 67 12 267
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 183 0 1021 172
Stage 1 - - - - 172 -
Stage 2 - - - - 849 -
Critical Hdwy - - 4.21 - 7.4 7.16
Critical Hdwy Stg 1 - - - - 6.4 -
Critical Hdwy Stg 2 - - - - 6.4 -
Follow-up Hdwy - - 2.299 - 4.4 4.164
Pot Cap-1 Maneuver - - 1340 - 176 677
Stage 1 - - - - 668 -
Stage 2 - - - - 291 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1340 - 125 677
Mov Cap-2 Maneuver - - - - 125 -
Stage 1 - - - - 668 -
Stage 2 - - - - 206 -
Approach EB WB NB
HCM Control Delay, s 0 7.5 14.7
HCM LOS B
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 125 677 - - 1340 -
HCM Lane V/C Ratio 0.098 0.394 - - 0.292 -
HCM Control Delay (s) 36.9 13.7 - - 8.8 -
HCM Lane LOS E B - - A -
HCM 95th %tile Q(veh) 0.3 1.9 - - 1.2 -
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total Page 2
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 531 447 344 239 317
v/c Ratio 0.49 0.80 0.21 0.77 0.66
Control Delay 14.5 39.0 12.0 49.3 11.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 14.5 39.0 12.0 49.3 11.3
Queue Length 50th (ft) 38 224 56 114 0
Queue Length 95th (ft) 73 m308 m84 #215 71
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1085 667 1668 323 485
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.49 0.67 0.21 0.74 0.65
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282
Future Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.92 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3476 1787 2597 1725 1214
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3476 1787 2597 1725 1214
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 0 251 280 447 344 0 0 0 0 237 2 317
RTOR Reduction (vph) 0 209 0 0 0 0 0 0 0 0 0 260
Lane Group Flow (vph) 0 322 0 447 344 0 0 0 0 0 239 57
Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 20.2 25.1 51.4 14.4 14.4
Effective Green, g (s) 20.2 25.1 51.4 14.4 14.4
Actuated g/C Ratio 0.25 0.31 0.64 0.18 0.18
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 877 560 1668 310 218
v/s Ratio Prot c0.09 c0.25 0.13 c0.14
v/s Ratio Perm 0.05
v/c Ratio 0.37 0.80 0.21 0.77 0.26
Uniform Delay, d1 24.6 25.1 5.9 31.2 28.2
Progression Factor 1.00 1.16 1.92 1.00 1.00
Incremental Delay, d2 1.2 7.6 0.3 11.9 0.9
Delay (s) 25.8 36.8 11.6 43.1 29.1
Level of Service C D B D C
Approach Delay (s) 25.8 25.8 0.0 35.1
Approach LOS C C A D
Intersection Summary
HCM 2000 Control Delay 28.6 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 62.4% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total Page 4
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 161 278 493 130 284 262
v/c Ratio 0.42 0.13 0.34 0.17 0.81 0.55
Control Delay 17.5 13.1 13.3 2.0 31.8 8.9
Queue Delay 0.0 0.0 0.5 0.0 0.0 0.0
Total Delay 17.5 13.1 13.8 2.0 31.8 8.9
Queue Length 50th (ft) 50 44 87 0 47 0
Queue Length 95th (ft) m75 m61 102 0 #181 64
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 480
Base Capacity (vph) 384 2205 1469 751 367 496
Starvation Cap Reductn 0 0 551 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.42 0.13 0.54 0.17 0.77 0.53
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0
Future Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.97 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00
Satd. Flow (prot) 1165 3438 3505 1568 1149 1490
Flt Permitted 0.38 1.00 1.00 1.00 0.96 1.00
Satd. Flow (perm) 465 3438 3505 1568 1149 1490
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 161 278 0 0 493 130 218 0 328 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 76 0 151 217 0 0 0
Lane Group Flow (vph) 161 278 0 0 493 54 0 133 45 0 0 0
Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 51.3 51.3 33.5 33.5 13.8 13.8
Effective Green, g (s) 51.3 51.3 33.5 33.5 13.8 13.8
Actuated g/C Ratio 0.64 0.64 0.42 0.42 0.17 0.17
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 382 2204 1467 656 198 257
v/s Ratio Prot c0.05 0.08 0.14
v/s Ratio Perm c0.22 0.03 0.12 0.03
v/c Ratio 0.42 0.13 0.34 0.08 0.67 0.18
Uniform Delay, d1 6.6 5.6 15.7 14.0 31.0 28.2
Progression Factor 2.24 2.20 0.78 0.92 1.00 1.00
Incremental Delay, d2 0.8 0.1 0.5 0.2 10.8 0.7
Delay (s) 15.5 12.4 12.9 13.0 41.8 28.9
Level of Service B B B B D C
Approach Delay (s) 13.5 12.9 35.6 0.0
Approach LOS B B D A
Intersection Summary
HCM 2000 Control Delay 20.8 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 62.4% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total Page 6
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 127 532 18 140 49 93 78 22 163 286 445
v/c Ratio 0.55 0.50 0.11 0.36 0.12 0.54 0.14 0.03 0.81 0.47 0.55
Control Delay 34.5 13.5 35.2 35.9 0.7 46.9 21.2 0.1 66.4 25.3 5.1
Queue Delay 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.5 14.3 35.2 35.9 0.7 46.9 21.2 0.1 66.4 25.3 5.1
Queue Length 50th (ft) 50 43 8 34 0 45 28 0 82 115 0
Queue Length 95th (ft) m59 m81 28 62 0 #100 60 0 #189 188 63
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 258 1056 162 391 393 173 576 657 202 606 816
Starvation Cap Reductn 0 255 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.49 0.66 0.11 0.36 0.12 0.54 0.14 0.03 0.81 0.47 0.55
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405
Future Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1736 3194 1805 3505 1615 1612 1863 1615 1787 1881 1599
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1736 3194 1805 3505 1615 1612 1863 1615 1787 1881 1599
Peak-hour factor, PHF 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) 127 322 210 18 140 49 93 78 22 163 286 445
RTOR Reduction (vph) 0 114 0 0 0 40 0 0 17 0 0 332
Lane Group Flow (vph) 127 418 0 18 140 9 93 78 5 163 286 113
Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1%
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 10.8 23.6 1.4 14.2 14.2 8.5 19.3 19.3 9.1 20.4 20.4
Effective Green, g (s) 10.8 23.6 1.4 14.2 14.2 8.5 19.3 19.3 9.1 20.4 20.4
Actuated g/C Ratio 0.14 0.30 0.02 0.18 0.18 0.11 0.24 0.24 0.11 0.25 0.25
Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 234 942 31 622 286 171 449 389 203 479 407
v/s Ratio Prot c0.07 c0.13 0.01 0.04 0.06 0.04 c0.09 c0.15
v/s Ratio Perm 0.01 0.00 0.07
v/c Ratio 0.54 0.44 0.58 0.23 0.03 0.54 0.17 0.01 0.80 0.60 0.28
Uniform Delay, d1 32.3 22.9 39.0 28.2 27.2 33.9 24.0 23.1 34.6 26.2 23.9
Progression Factor 0.83 0.72 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.8 0.4 36.4 0.4 0.1 4.4 0.8 0.1 21.0 5.4 1.7
Delay (s) 29.6 16.9 75.4 28.6 27.3 38.3 24.9 23.2 55.6 31.6 25.6
Level of Service C B E C C D C C E C C
Approach Delay (s) 19.4 32.3 31.1 33.0
Approach LOS B C C C
Intersection Summary
HCM 2000 Control Delay 28.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6
Intersection Capacity Utilization 61.7% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2034 Total Weekday AM - 2034 Total
Fruit Hill Property SimTraffic Report
Weekday AM - 2034 Total Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB B14 WB WB WB SB SB
Directions Served T T TR T L T T LT R
Maximum Queue (ft) 207 131 240 16 324 184 71 232 191
Average Queue (ft) 89 56 114 1 200 76 4 121 71
95th Queue (ft) 177 106 196 16 298 148 33 205 124
Link Distance (ft) 227 227 227 408 503 503 503 878
Upstream Blk Time (%) 0 1
Queuing Penalty (veh) 0 1
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 228 92 129 184 169 73 607 468
Average Queue (ft) 103 36 66 91 66 33 346 258
95th Queue (ft) 188 76 111 159 133 62 579 462
Link Distance (ft) 503 503 503 195 195 195 638
Upstream Blk Time (%) 0 0 2
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 5 0
Queuing Penalty (veh) 8 1
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2034 Total Weekday AM - 2034 Total
Fruit Hill Property SimTraffic Report
Weekday AM - 2034 Total Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T TR L T T R L T R L T
Maximum Queue (ft) 171 197 213 54 92 110 50 131 111 26 167 232
Average Queue (ft) 94 99 124 15 43 45 23 59 29 5 86 94
95th Queue (ft) 153 175 200 42 83 88 48 113 79 20 154 185
Link Distance (ft) 195 195 195 427 427 427 945 980
Upstream Blk Time (%) 0 0 2
Queuing Penalty (veh) 0 1 3
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 1 0 1 0
Queuing Penalty (veh) 0 0 4 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 157
Average Queue (ft) 60
95th Queue (ft) 116
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Zone Summary
Zone wide Queuing Penalty: 18
HCM 6th TWSC Fruit Hill Property
1: Zachary Ann Ln & Rest Church Rd Weekday PM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total Page 1
Intersection
Int Delay, s/veh 10.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 157 11 158 172 21 393
Future Vol, veh/h 157 11 158 172 21 393
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 200 - 200 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 1 0 100 1 0 82
Mvmt Flow 178 13 180 195 24 447
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 191 0 740 185
Stage 1 - - - - 185 -
Stage 2 - - - - 555 -
Critical Hdwy - - 5.1 - 6.4 7.02
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 3.1 - 3.5 4.038
Pot Cap-1 Maneuver - - 961 - 387 688
Stage 1 - - - - 852 -
Stage 2 - - - - 579 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 961 - 315 688
Mov Cap-2 Maneuver - - - - 315 -
Stage 1 - - - - 852 -
Stage 2 - - - - 471 -
Approach EB WB NB
HCM Control Delay, s 0 4.6 19.3
HCM LOS C
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 315 688 - - 961 -
HCM Lane V/C Ratio 0.076 0.649 - - 0.187 -
HCM Control Delay (s) 17.4 19.4 - - 9.6 -
HCM Lane LOS C C - - A -
HCM 95th %tile Q(veh) 0.2 4.8 - - 0.7 -
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total Page 2
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 804 453 423 172 277
v/c Ratio 0.75 0.79 0.23 0.51 0.62
Control Delay 26.3 35.4 16.5 33.7 10.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 26.3 35.4 16.5 33.7 10.2
Queue Length 50th (ft) 102 240 77 78 0
Queue Length 95th (ft) 142 m#395 m120 121 55
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1068 576 1832 479 518
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.75 0.79 0.23 0.36 0.53
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244
Future Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3982 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3982 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 466 338 453 423 0 0 0 0 169 3 277
RTOR Reduction (vph) 0 162 0 0 0 0 0 0 0 0 0 224
Lane Group Flow (vph) 0 642 0 453 423 0 0 0 0 0 172 53
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 18.2 26.1 50.4 15.4 15.4
Effective Green, g (s) 18.2 26.1 50.4 15.4 15.4
Actuated g/C Ratio 0.23 0.33 0.63 0.19 0.19
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 905 577 1833 335 222
v/s Ratio Prot c0.16 c0.26 0.15 c0.10
v/s Ratio Perm 0.05
v/c Ratio 0.71 0.79 0.23 0.51 0.24
Uniform Delay, d1 28.5 24.4 6.4 28.9 27.3
Progression Factor 1.00 1.05 2.29 1.00 1.00
Incremental Delay, d2 4.7 4.7 0.2 1.8 0.8
Delay (s) 33.1 30.4 14.8 30.7 28.1
Level of Service C C B C C
Approach Delay (s) 33.1 22.9 0.0 29.1
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 28.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 72.9% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total Page 4
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 331 290 566 228 394 358
v/c Ratio 1.05 0.18 0.76 0.45 0.86 0.47
Control Delay 93.7 16.4 30.5 6.1 42.3 4.5
Queue Delay 0.0 0.0 1.8 0.4 53.4 0.6
Total Delay 93.7 16.4 32.3 6.5 95.7 5.1
Queue Length 50th (ft) ~180 41 137 0 173 0
Queue Length 95th (ft) m#281 m70 m191 m14 #337 55
Internal Link Dist (ft) 481 191 836
Turn Bay Length (ft) 480
Base Capacity (vph) 316 1621 743 509 484 777
Starvation Cap Reductn 0 0 71 68 0 0
Spillback Cap Reductn 0 0 0 0 130 157
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 1.05 0.18 0.84 0.52 1.11 0.58
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0
Future Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.96 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1280 1504
Flt Permitted 0.22 1.00 1.00 1.00 0.96 1.00
Satd. Flow (perm) 323 3471 3539 1568 1280 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 331 290 0 0 566 228 291 2 459 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 180 0 16 234 0 0 0
Lane Group Flow (vph) 331 290 0 0 566 48 0 378 124 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 37.4 37.4 16.8 16.8 27.7 27.7
Effective Green, g (s) 37.4 37.4 16.8 16.8 27.7 27.7
Actuated g/C Ratio 0.47 0.47 0.21 0.21 0.35 0.35
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 317 1622 743 329 443 520
v/s Ratio Prot c0.16 0.08 0.16
v/s Ratio Perm c0.33 0.03 0.30 0.08
v/c Ratio 1.04 0.18 0.76 0.15 0.85 0.24
Uniform Delay, d1 16.7 12.4 29.7 25.8 24.3 18.6
Progression Factor 2.25 1.24 0.81 0.89 1.00 1.00
Incremental Delay, d2 56.0 0.2 5.7 0.7 16.0 0.5
Delay (s) 93.5 15.6 29.9 23.6 40.3 19.1
Level of Service F B C C D B
Approach Delay (s) 57.1 28.1 30.2 0.0
Approach LOS E C C A
Intersection Summary
HCM 2000 Control Delay 37.1 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 1.02
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 72.9% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total Page 6
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 467 299 26 280 157 202 461 13 88 203 330
v/c Ratio 1.33 0.24 0.16 0.55 0.29 0.83 0.95 0.02 0.47 0.59 0.58
Control Delay 195.5 10.9 36.2 36.1 1.4 62.2 65.4 0.1 42.8 37.8 7.8
Queue Delay 1.1 0.0 0.0 0.4 0.0 0.9 0.0 0.0 0.0 0.0 0.1
Total Delay 196.6 10.9 36.2 36.5 1.4 63.1 65.4 0.1 42.8 37.8 7.9
Queue Length 50th (ft) ~306 14 12 69 0 100 ~273 0 42 94 0
Queue Length 95th (ft) m#450 m15 35 105 0 #204 #435 0 85 157 56
Internal Link Dist (ft) 191 394 1365 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 351 1261 162 511 535 244 484 626 188 344 569
Starvation Cap Reductn 32 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 37 0 4 0 0 0 0 9
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 1.46 0.24 0.16 0.59 0.29 0.84 0.95 0.02 0.47 0.59 0.59
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Total
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290
Future Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1770 3253 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1770 3253 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 467 164 135 26 280 157 202 461 12 88 203 330
RTOR Reduction (vph) 0 96 0 0 0 126 0 0 10 0 0 262
Lane Group Flow (vph) 467 203 0 26 280 31 202 461 3 88 203 68
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 10.1 23.1 2.9 15.9 15.9 11.4 20.6 20.6 6.8 16.5 16.5
Effective Green, g (s) 10.1 23.1 2.9 15.9 15.9 11.4 20.6 20.6 6.8 16.5 16.5
Actuated g/C Ratio 0.13 0.29 0.04 0.20 0.20 0.14 0.26 0.26 0.08 0.21 0.21
Clearance Time (s) 7.1 5.5 6.8 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 223 939 65 689 320 244 484 374 150 384 326
v/s Ratio Prot c0.26 0.06 0.01 c0.08 c0.12 c0.25 0.05 0.11
v/s Ratio Perm 0.02 0.00 0.04
v/c Ratio 2.09 0.22 0.40 0.41 0.10 0.83 0.95 0.01 0.59 0.53 0.21
Uniform Delay, d1 35.0 21.6 37.7 27.9 26.2 33.3 29.2 22.1 35.2 28.3 26.3
Progression Factor 1.02 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 506.1 0.5 8.2 0.8 0.3 20.9 29.7 0.0 6.8 2.5 0.7
Delay (s) 541.8 20.5 45.9 28.8 26.5 54.2 58.9 22.1 42.0 30.8 27.0
Level of Service F C D C C D E C D C C
Approach Delay (s) 338.3 28.9 56.8 30.4
Approach LOS F C E C
Intersection Summary
HCM 2000 Control Delay 130.6 HCM 2000 Level of Service F
HCM 2000 Volume to Capacity ratio 1.06
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 26.6
Intersection Capacity Utilization 78.4% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Total Weekday PM - 2034 Total
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Total Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB B14 B14 WB WB WB SB SB
Directions Served T T TR T T L T T LT R
Maximum Queue (ft) 237 186 249 4 8 347 470 166 175 167
Average Queue (ft) 124 84 134 0 0 203 142 16 84 72
95th Queue (ft) 210 150 215 4 8 315 303 92 150 124
Link Distance (ft) 227 227 227 396 396 504 504 504 878
Upstream Blk Time (%) 0 0 1 0
Queuing Penalty (veh) 1 0 1 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 376 226 240 229 216 132 928 480
Average Queue (ft) 205 69 79 152 132 51 884 456
95th Queue (ft) 338 183 191 231 220 93 1027 590
Link Distance (ft) 504 504 504 198 198 198 865
Upstream Blk Time (%) 0 0 0 3 1 0 77
Queuing Penalty (veh) 0 0 0 6 4 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 71 4
Queuing Penalty (veh) 146 19
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Total Weekday PM - 2034 Total
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Total Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T TR L T T R L T R L T
Maximum Queue (ft) 247 242 251 58 189 201 115 150 1017 254 115 170
Average Queue (ft) 217 198 163 19 79 95 55 136 547 22 48 83
95th Queue (ft) 243 256 279 49 155 171 98 180 1172 134 94 146
Link Distance (ft) 198 198 198 427 427 427 1393 980
Upstream Blk Time (%) 61 27 12 4
Queuing Penalty (veh) 137 60 27 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 0 15 40 0
Queuing Penalty (veh) 0 65 77 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 146
Average Queue (ft) 60
95th Queue (ft) 112
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 543
Appendix O
Year 2034 Total Traffic
Conditions – Mitigation Scenario
Operational Worksheets
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #1 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 531 447 344 239 317
v/c Ratio 0.50 0.83 0.21 0.71 0.64
Control Delay 14.6 53.5 5.7 42.0 10.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 14.6 53.5 5.7 42.0 10.3
Queue Length 50th (ft) 39 238 23 110 0
Queue Length 95th (ft) 72 #335 55 183 68
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1070 600 1625 366 507
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.50 0.74 0.21 0.65 0.63
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #1 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282
Future Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.92 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3476 1787 2597 1725 1214
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3476 1787 2597 1725 1214
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 0 251 280 447 344 0 0 0 0 237 2 317
RTOR Reduction (vph) 0 211 0 0 0 0 0 0 0 0 0 255
Lane Group Flow (vph) 0 320 0 447 344 0 0 0 0 0 239 62
Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 19.8 24.2 50.1 15.7 15.7
Effective Green, g (s) 19.8 24.2 50.1 15.7 15.7
Actuated g/C Ratio 0.25 0.30 0.63 0.20 0.20
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 860 540 1626 338 238
v/s Ratio Prot c0.09 c0.25 0.13 c0.14
v/s Ratio Perm 0.05
v/c Ratio 0.37 0.83 0.21 0.71 0.26
Uniform Delay, d1 25.0 26.0 6.4 30.0 27.2
Progression Factor 1.00 1.57 0.79 1.00 1.00
Incremental Delay, d2 1.2 9.9 0.3 7.1 0.8
Delay (s) 26.2 50.7 5.4 37.1 28.0
Level of Service C D A D C
Approach Delay (s) 26.2 31.0 0.0 31.9
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 29.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 62.4% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #1 Page 3
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 161 278 493 130 284 262
v/c Ratio 0.44 0.13 0.40 0.20 0.73 0.50
Control Delay 19.9 13.3 23.8 6.3 21.5 6.6
Queue Delay 0.0 0.0 0.5 0.0 0.0 0.0
Total Delay 19.9 13.3 24.3 6.3 21.5 6.6
Queue Length 50th (ft) 66 55 93 0 46 0
Queue Length 95th (ft) m128 103 170 m9 125 53
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 480
Base Capacity (vph) 389 2060 1231 655 476 635
Starvation Cap Reductn 0 0 360 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.41 0.13 0.57 0.20 0.60 0.41
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #1 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0
Future Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.97 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00
Satd. Flow (prot) 1165 3438 3505 1568 1149 1490
Flt Permitted 0.36 1.00 1.00 1.00 0.96 1.00
Satd. Flow (perm) 439 3438 3505 1568 1149 1490
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 161 278 0 0 493 130 218 0 328 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 84 0 144 206 0 0 0
Lane Group Flow (vph) 161 278 0 0 493 46 0 140 56 0 0 0
Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 48.0 48.0 28.1 28.1 17.1 17.1
Effective Green, g (s) 48.0 48.0 28.1 28.1 17.1 17.1
Actuated g/C Ratio 0.60 0.60 0.35 0.35 0.21 0.21
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 369 2062 1231 550 245 318
v/s Ratio Prot c0.06 0.08 0.14
v/s Ratio Perm c0.20 0.03 0.12 0.04
v/c Ratio 0.44 0.13 0.40 0.08 0.57 0.18
Uniform Delay, d1 8.1 7.0 19.6 17.3 28.2 25.7
Progression Factor 1.80 1.60 1.04 2.05 1.00 1.00
Incremental Delay, d2 0.9 0.1 0.8 0.3 5.1 0.6
Delay (s) 15.5 11.3 21.3 35.9 33.2 26.3
Level of Service B B C D C C
Approach Delay (s) 12.8 24.3 29.9 0.0
Approach LOS B C C A
Intersection Summary
HCM 2000 Control Delay 23.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 62.4% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #1 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 114 545 18 140 49 93 78 22 163 286 445
v/c Ratio 0.37 0.78 0.10 0.40 0.14 0.51 0.18 0.04 0.58 0.53 0.57
Control Delay 29.4 19.6 34.2 37.5 0.8 43.7 27.7 0.1 39.5 28.9 5.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0
Total Delay 29.4 19.6 34.2 37.5 0.8 44.1 27.7 0.1 39.5 28.9 5.9
Queue Length 50th (ft) 51 36 8 35 0 44 32 0 75 123 0
Queue Length 95th (ft) m96 53 28 63 0 90 70 0 133 200 68
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 325 737 180 350 361 189 440 541 328 539 775
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 9 0 0 0 0 6
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.35 0.74 0.10 0.40 0.14 0.52 0.18 0.04 0.50 0.53 0.58
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #1 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405
Future Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1579 3063 1805 3505 1615 1612 1863 1615 1787 1881 1599
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1579 3063 1805 3505 1615 1612 1863 1615 1787 1881 1599
Peak-hour factor, PHF 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) 127 322 210 18 140 49 93 78 22 163 286 445
RTOR Reduction (vph) 0 108 0 0 0 44 0 0 17 0 0 318
Lane Group Flow (vph) 114 437 0 18 140 5 93 78 5 163 286 127
Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 15.5 15.5 8.0 8.0 8.0 9.1 18.9 18.9 12.6 22.9 22.9
Effective Green, g (s) 15.5 15.5 8.0 8.0 8.0 9.1 18.9 18.9 12.6 22.9 22.9
Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.11 0.24 0.24 0.16 0.29 0.29
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 305 593 180 350 161 183 440 381 281 538 457
v/s Ratio Prot 0.07 c0.14 0.01 c0.04 0.06 0.04 c0.09 c0.15
v/s Ratio Perm 0.00 0.00 0.08
v/c Ratio 0.37 0.74 0.10 0.40 0.03 0.51 0.18 0.01 0.58 0.53 0.28
Uniform Delay, d1 28.0 30.3 32.7 33.8 32.5 33.3 24.4 23.4 31.2 24.0 22.1
Progression Factor 0.93 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.0 5.0 0.5 1.6 0.2 3.0 0.9 0.1 3.6 3.7 1.5
Delay (s) 27.1 20.1 33.2 35.3 32.7 36.4 25.2 23.5 34.8 27.8 23.7
Level of Service C C C D C D C C C C C
Approach Delay (s) 21.3 34.5 30.4 27.0
Approach LOS C C C C
Intersection Summary
HCM 2000 Control Delay 26.2 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 59.2% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2034 Total - Mitigation Strategy #1 Weekday AM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property SimTraffic Report
Weekday AM - 2034 Total - Mitigation Strategy #1 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 186 137 232 341 245 88 226 164
Average Queue (ft) 83 53 113 206 78 6 114 72
95th Queue (ft) 162 102 190 303 172 44 191 127
Link Distance (ft) 227 227 227 503 503 503 878
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 263 118 139 203 206 91 463 382
Average Queue (ft) 131 43 74 126 105 41 239 154
95th Queue (ft) 236 91 122 193 191 74 394 317
Link Distance (ft) 503 503 503 195 195 195 638
Upstream Blk Time (%) 1 1 0
Queuing Penalty (veh) 1 1 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2034 Total - Mitigation Strategy #1 Weekday AM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property SimTraffic Report
Weekday AM - 2034 Total - Mitigation Strategy #1 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 171 185 208 34 103 104 48 136 142 24 171 203
Average Queue (ft) 65 92 113 10 38 42 24 60 34 6 79 102
95th Queue (ft) 132 158 186 30 81 89 47 116 95 20 140 174
Link Distance (ft) 195 195 195 415 415 415 945 977
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 0 1
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 1 0 0 0
Queuing Penalty (veh) 1 0 0 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 140
Average Queue (ft) 58
95th Queue (ft) 110
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Zone Summary
Zone wide Queuing Penalty: 6
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #2 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 531 447 344 239 317
v/c Ratio 0.50 0.83 0.21 0.71 0.64
Control Delay 14.6 46.5 9.0 42.0 10.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 14.6 46.5 9.0 42.0 10.3
Queue Length 50th (ft) 39 245 32 110 0
Queue Length 95th (ft) 72 #337 77 183 68
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1070 600 1625 366 507
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.50 0.74 0.21 0.65 0.63
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #2 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282
Future Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.92 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3476 1787 2597 1725 1214
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3476 1787 2597 1725 1214
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 0 251 280 447 344 0 0 0 0 237 2 317
RTOR Reduction (vph) 0 211 0 0 0 0 0 0 0 0 0 255
Lane Group Flow (vph) 0 320 0 447 344 0 0 0 0 0 239 62
Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 19.8 24.2 50.1 15.7 15.7
Effective Green, g (s) 19.8 24.2 50.1 15.7 15.7
Actuated g/C Ratio 0.25 0.30 0.63 0.20 0.20
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 860 540 1626 338 238
v/s Ratio Prot c0.09 c0.25 0.13 c0.14
v/s Ratio Perm 0.05
v/c Ratio 0.37 0.83 0.21 0.71 0.26
Uniform Delay, d1 25.0 26.0 6.4 30.0 27.2
Progression Factor 1.00 1.31 1.28 1.00 1.00
Incremental Delay, d2 1.2 9.6 0.3 7.1 0.8
Delay (s) 26.2 43.7 8.5 37.1 28.0
Level of Service C D A D C
Approach Delay (s) 26.2 28.4 0.0 31.9
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 28.8 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 62.1% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #2 Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 161 278 493 130 218 164 164
v/c Ratio 0.49 0.15 0.47 0.22 0.72 0.21 0.21
Control Delay 23.1 14.4 26.0 5.5 39.7 0.6 0.6
Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 0.0
Total Delay 23.1 14.4 26.4 5.5 39.7 0.6 0.6
Queue Length 50th (ft) 60 52 123 0 95 0 0
Queue Length 95th (ft) m118 90 166 m0 166 0 0
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 300 480
Base Capacity (vph) 343 1875 1048 582 358 834 834
Starvation Cap Reductn 0 0 177 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.47 0.15 0.57 0.22 0.61 0.20 0.20
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #2 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0
Future Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 1.00 0.85 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1165 3438 3505 1568 1135 1490 1490
Flt Permitted 0.33 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 408 3438 3505 1568 1135 1490 1490
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 161 278 0 0 493 130 218 0 328 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 91 0 120 120 0 0 0
Lane Group Flow (vph) 161 278 0 0 493 39 218 44 44 0 0 0
Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 43.6 43.6 23.9 23.9 21.5 21.5 21.5
Effective Green, g (s) 43.6 43.6 23.9 23.9 21.5 21.5 21.5
Actuated g/C Ratio 0.55 0.55 0.30 0.30 0.27 0.27 0.27
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 331 1873 1047 468 305 400 400
v/s Ratio Prot c0.07 0.08 0.14 0.03
v/s Ratio Perm c0.20 0.02 c0.19 0.03
v/c Ratio 0.49 0.15 0.47 0.08 0.71 0.11 0.11
Uniform Delay, d1 10.4 9.0 22.9 20.2 26.5 22.0 22.0
Progression Factor 1.69 1.43 1.00 1.72 1.00 1.00 1.00
Incremental Delay, d2 1.3 0.1 1.3 0.3 9.5 0.3 0.3
Delay (s) 18.8 13.0 24.2 34.9 36.0 22.3 22.3
Level of Service B B C C D C C
Approach Delay (s) 15.1 26.4 27.8 0.0
Approach LOS B C C A
Intersection Summary
HCM 2000 Control Delay 23.8 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 62.1% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #2 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 114 545 18 140 49 93 78 22 163 286 445
v/c Ratio 0.37 0.78 0.10 0.40 0.14 0.51 0.18 0.04 0.58 0.53 0.57
Control Delay 31.3 32.4 34.2 37.5 0.8 43.7 27.7 0.1 39.5 28.9 5.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.3 32.4 34.2 37.5 0.8 43.7 27.7 0.1 39.5 28.9 5.9
Queue Length 50th (ft) 50 67 8 35 0 44 32 0 75 123 0
Queue Length 95th (ft) 89 119 28 63 0 90 70 0 133 200 68
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 325 737 180 350 361 189 440 541 328 539 775
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.35 0.74 0.10 0.40 0.14 0.49 0.18 0.04 0.50 0.53 0.57
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #2 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405
Future Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1579 3063 1805 3505 1615 1612 1863 1615 1787 1881 1599
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1579 3063 1805 3505 1615 1612 1863 1615 1787 1881 1599
Peak-hour factor, PHF 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) 127 322 210 18 140 49 93 78 22 163 286 445
RTOR Reduction (vph) 0 108 0 0 0 44 0 0 17 0 0 318
Lane Group Flow (vph) 114 437 0 18 140 5 93 78 5 163 286 127
Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 15.5 15.5 8.0 8.0 8.0 9.1 18.9 18.9 12.6 22.9 22.9
Effective Green, g (s) 15.5 15.5 8.0 8.0 8.0 9.1 18.9 18.9 12.6 22.9 22.9
Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.11 0.24 0.24 0.16 0.29 0.29
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 305 593 180 350 161 183 440 381 281 538 457
v/s Ratio Prot 0.07 c0.14 0.01 c0.04 0.06 0.04 c0.09 c0.15
v/s Ratio Perm 0.00 0.00 0.08
v/c Ratio 0.37 0.74 0.10 0.40 0.03 0.51 0.18 0.01 0.58 0.53 0.28
Uniform Delay, d1 28.0 30.3 32.7 33.8 32.5 33.3 24.4 23.4 31.2 24.0 22.1
Progression Factor 0.99 1.05 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.0 5.0 0.5 1.6 0.2 3.0 0.9 0.1 3.6 3.7 1.5
Delay (s) 28.9 36.9 33.2 35.3 32.7 36.4 25.2 23.5 34.8 27.8 23.7
Level of Service C D C D C D C C C C C
Approach Delay (s) 35.5 34.5 30.4 27.0
Approach LOS D C C C
Intersection Summary
HCM 2000 Control Delay 31.0 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 59.2% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2034 Total - Mitigation Strategy #2 Weekday AM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property SimTraffic Report
Weekday AM - 2034 Total - Mitigation Strategy #2 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 214 164 241 332 228 114 222 160
Average Queue (ft) 92 54 113 205 74 7 116 74
95th Queue (ft) 177 110 194 299 170 50 189 127
Link Distance (ft) 227 227 227 496 496 496 878
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB NB
Directions Served L T T T T R L TR R
Maximum Queue (ft) 269 118 139 210 210 84 296 384 201
Average Queue (ft) 125 36 72 124 99 40 180 70 44
95th Queue (ft) 226 86 122 195 188 71 288 206 122
Link Distance (ft) 496 496 496 190 190 190 638
Upstream Blk Time (%) 1 1
Queuing Penalty (veh) 2 2
Storage Bay Dist (ft) 300 480
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 1 0
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2034 Total - Mitigation Strategy #2 Weekday AM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property SimTraffic Report
Weekday AM - 2034 Total - Mitigation Strategy #2 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 195 192 209 40 88 102 46 133 124 26 165 186
Average Queue (ft) 91 104 126 10 37 42 22 62 34 5 78 99
95th Queue (ft) 168 169 191 31 76 85 46 118 84 20 137 165
Link Distance (ft) 190 190 190 415 415 415 945 977
Upstream Blk Time (%) 0 0 2
Queuing Penalty (veh) 1 0 3
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 148
Average Queue (ft) 60
95th Queue (ft) 111
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 11
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #3 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 531 447 344 239 317
v/c Ratio 0.50 0.83 0.21 0.71 0.64
Control Delay 14.6 48.2 7.9 42.0 10.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 14.6 48.2 7.9 42.0 10.3
Queue Length 50th (ft) 39 245 29 110 0
Queue Length 95th (ft) 72 #336 85 183 68
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1070 600 1625 366 507
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.50 0.74 0.21 0.65 0.63
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #3 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282
Future Volume (vph) 0 223 249 398 306 0 0 0 0 211 2 282
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.92 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3476 1787 2597 1725 1214
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3476 1787 2597 1725 1214
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 0 251 280 447 344 0 0 0 0 237 2 317
RTOR Reduction (vph) 0 211 0 0 0 0 0 0 0 0 0 255
Lane Group Flow (vph) 0 320 0 447 344 0 0 0 0 0 239 62
Heavy Vehicles (%) 0% 39% 36% 1% 39% 0% 0% 0% 0% 5% 0% 33%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 19.8 24.2 50.1 15.7 15.7
Effective Green, g (s) 19.8 24.2 50.1 15.7 15.7
Actuated g/C Ratio 0.25 0.30 0.63 0.20 0.20
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 860 540 1626 338 238
v/s Ratio Prot c0.09 c0.25 0.13 c0.14
v/s Ratio Perm 0.05
v/c Ratio 0.37 0.83 0.21 0.71 0.26
Uniform Delay, d1 25.0 26.0 6.4 30.0 27.2
Progression Factor 1.00 1.35 1.11 1.00 1.00
Incremental Delay, d2 1.2 10.1 0.3 7.1 0.8
Delay (s) 26.2 45.2 7.5 37.1 28.0
Level of Service C D A D C
Approach Delay (s) 26.2 28.8 0.0 31.9
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 29.0 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 62.4% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #3 Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 161 278 493 130 109 109 328
v/c Ratio 0.42 0.13 0.39 0.19 0.51 0.51 0.57
Control Delay 16.5 10.2 21.4 4.3 36.6 36.6 7.6
Queue Delay 0.0 0.0 0.5 0.0 0.0 0.0 0.0
Total Delay 16.5 10.2 21.8 4.3 36.6 36.6 7.6
Queue Length 50th (ft) 55 49 92 0 50 50 0
Queue Length 95th (ft) m106 77 146 m0 98 98 62
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 300 480
Base Capacity (vph) 417 2119 1278 674 260 260 627
Starvation Cap Reductn 0 0 378 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.39 0.13 0.55 0.19 0.42 0.42 0.52
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #3 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0
Future Volume (vph) 159 275 0 0 488 129 216 0 325 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00
Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 1165 3438 3505 1568 1078 1078 1568
Flt Permitted 0.36 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 446 3438 3505 1568 1078 1078 1568
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 161 278 0 0 493 130 218 0 328 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 83 0 0 263 0 0 0
Lane Group Flow (vph) 161 278 0 0 493 47 109 109 65 0 0 0
Heavy Vehicles (%) 55% 5% 0% 0% 3% 3% 59% 0% 3% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s) 49.3 49.3 29.2 29.2 15.8 15.8 15.8
Effective Green, g (s) 49.3 49.3 29.2 29.2 15.8 15.8 15.8
Actuated g/C Ratio 0.62 0.62 0.36 0.36 0.20 0.20 0.20
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 381 2118 1279 572 212 212 309
v/s Ratio Prot c0.06 0.08 0.14
v/s Ratio Perm c0.20 0.03 c0.10 0.10 0.04
v/c Ratio 0.42 0.13 0.39 0.08 0.51 0.51 0.21
Uniform Delay, d1 7.5 6.4 18.8 16.6 28.7 28.7 26.9
Progression Factor 1.71 1.42 1.00 1.52 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.1 0.8 0.2 4.1 4.1 0.7
Delay (s) 13.6 9.2 19.5 25.5 32.8 32.8 27.6
Level of Service B A B C C C C
Approach Delay (s) 10.9 20.8 29.7 0.0
Approach LOS B C C A
Intersection Summary
HCM 2000 Control Delay 21.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 62.4% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #3 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 114 545 18 140 49 93 78 22 163 286 445
v/c Ratio 0.37 0.78 0.10 0.40 0.14 0.51 0.18 0.04 0.58 0.53 0.57
Control Delay 28.4 26.5 34.2 37.5 0.8 43.7 27.7 0.1 39.5 28.9 5.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.4 26.5 34.2 37.5 0.8 43.7 27.7 0.1 39.5 28.9 5.9
Queue Length 50th (ft) 49 48 8 35 0 44 32 0 75 123 0
Queue Length 95th (ft) 94 110 28 63 0 90 70 0 133 200 68
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 325 737 180 350 361 189 440 541 328 539 775
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.35 0.74 0.10 0.40 0.14 0.49 0.18 0.04 0.50 0.53 0.57
Intersection Summary
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday AM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday AM - 2034 Total - Mitigation Strategy #3 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405
Future Volume (vph) 116 293 191 16 127 45 85 71 20 148 260 405
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1579 3063 1805 3505 1615 1612 1863 1615 1787 1881 1599
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1579 3063 1805 3505 1615 1612 1863 1615 1787 1881 1599
Peak-hour factor, PHF 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) 127 322 210 18 140 49 93 78 22 163 286 445
RTOR Reduction (vph) 0 108 0 0 0 44 0 0 17 0 0 318
Lane Group Flow (vph) 114 437 0 18 140 5 93 78 5 163 286 127
Heavy Vehicles (%) 4% 0% 16% 0% 3% 0% 12% 2% 0% 1% 1% 1%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 15.5 15.5 8.0 8.0 8.0 9.1 18.9 18.9 12.6 22.9 22.9
Effective Green, g (s) 15.5 15.5 8.0 8.0 8.0 9.1 18.9 18.9 12.6 22.9 22.9
Actuated g/C Ratio 0.19 0.19 0.10 0.10 0.10 0.11 0.24 0.24 0.16 0.29 0.29
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 305 593 180 350 161 183 440 381 281 538 457
v/s Ratio Prot 0.07 c0.14 0.01 c0.04 0.06 0.04 c0.09 c0.15
v/s Ratio Perm 0.00 0.00 0.08
v/c Ratio 0.37 0.74 0.10 0.40 0.03 0.51 0.18 0.01 0.58 0.53 0.28
Uniform Delay, d1 28.0 30.3 32.7 33.8 32.5 33.3 24.4 23.4 31.2 24.0 22.1
Progression Factor 0.90 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 5.0 0.5 1.6 0.2 3.0 0.9 0.1 3.6 3.7 1.5
Delay (s) 26.2 29.3 33.2 35.3 32.7 36.4 25.2 23.5 34.8 27.8 23.7
Level of Service C C C D C D C C C C C
Approach Delay (s) 28.7 34.5 30.4 27.0
Approach LOS C C C C
Intersection Summary
HCM 2000 Control Delay 28.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 59.2% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2034 Total - Mitigation Strategy #3 Weekday AM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property SimTraffic Report
Weekday AM - 2034 Total - Mitigation Strategy #3 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB B14 WB WB WB SB SB
Directions Served T T TR T L T T LT R
Maximum Queue (ft) 229 140 245 2 342 220 81 211 155
Average Queue (ft) 90 54 115 0 214 53 5 113 71
95th Queue (ft) 184 106 201 2 312 139 48 186 127
Link Distance (ft) 227 227 227 408 496 496 496 878
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 1 1
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB NB
Directions Served L T T T T R L LT R
Maximum Queue (ft) 261 95 127 193 196 84 250 313 181
Average Queue (ft) 111 34 61 113 90 37 72 152 70
95th Queue (ft) 212 75 110 180 169 66 182 265 130
Link Distance (ft) 496 496 496 190 190 190 638
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 1 1
Storage Bay Dist (ft) 300 480
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 2
Queuing and Blocking Report Fruit Hill Property
Weekday AM - 2034 Total - Mitigation Strategy #3 Weekday AM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property SimTraffic Report
Weekday AM - 2034 Total - Mitigation Strategy #3 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 164 190 209 50 102 96 48 136 99 24 177 204
Average Queue (ft) 70 127 149 9 41 39 23 60 31 6 80 101
95th Queue (ft) 154 195 220 32 82 81 48 117 77 20 140 174
Link Distance (ft) 190 190 190 415 415 415 945 977
Upstream Blk Time (%) 0 0 4
Queuing Penalty (veh) 0 1 8
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 1 0 0 0
Queuing Penalty (veh) 1 0 0 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 138
Average Queue (ft) 60
95th Queue (ft) 107
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 14
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #1 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 804 453 423 172 277
v/c Ratio 0.64 0.84 0.22 0.60 0.66
Control Delay 22.0 42.8 4.3 40.3 12.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 22.0 42.8 4.3 40.3 12.4
Queue Length 50th (ft) 98 158 25 80 0
Queue Length 95th (ft) 138 m198 m31 138 65
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1251 595 1913 304 430
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.64 0.76 0.22 0.57 0.64
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #1 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244
Future Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3982 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3982 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 466 338 453 423 0 0 0 0 169 3 277
RTOR Reduction (vph) 0 155 0 0 0 0 0 0 0 0 0 231
Lane Group Flow (vph) 0 649 0 453 423 0 0 0 0 0 172 46
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 22.0 24.5 52.6 13.2 13.2
Effective Green, g (s) 22.0 24.5 52.6 13.2 13.2
Actuated g/C Ratio 0.28 0.31 0.66 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1095 542 1913 287 190
v/s Ratio Prot c0.16 c0.26 0.15 c0.10
v/s Ratio Perm 0.04
v/c Ratio 0.59 0.84 0.22 0.60 0.24
Uniform Delay, d1 25.1 25.9 5.5 30.9 29.0
Progression Factor 1.00 1.34 0.73 1.00 1.00
Incremental Delay, d2 2.4 6.2 0.1 3.9 0.9
Delay (s) 27.5 40.9 4.2 34.9 29.9
Level of Service C D A C C
Approach Delay (s) 27.5 23.1 0.0 31.8
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 26.6 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 72.9% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #1 Page 3
Lane Group EBL EBT WBT WBR NBT NBR
Lane Group Flow (vph) 331 290 566 228 394 358
v/c Ratio 0.90 0.17 0.81 0.46 0.94 0.50
Control Delay 43.4 11.5 35.3 9.3 58.6 5.2
Queue Delay 0.0 0.0 1.7 0.4 0.0 0.0
Total Delay 43.4 11.5 37.0 9.7 58.6 5.2
Queue Length 50th (ft) 150 53 115 4 189 0
Queue Length 95th (ft) #255 83 #212 m43 #374 60
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 480
Base Capacity (vph) 367 1726 698 492 420 720
Starvation Cap Reductn 0 0 43 58 0 0
Spillback Cap Reductn 0 47 0 0 0 4
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.90 0.17 0.86 0.53 0.94 0.50
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #1 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0
Future Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 0.96 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.96 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1280 1504
Flt Permitted 0.21 1.00 1.00 1.00 0.96 1.00
Satd. Flow (perm) 304 3471 3539 1568 1280 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 331 290 0 0 566 228 291 2 459 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 183 0 16 245 0 0 0
Lane Group Flow (vph) 331 290 0 0 566 45 0 378 113 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Split NA Perm
Protected Phases 5 2 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 39.8 39.8 15.8 15.8 25.3 25.3
Effective Green, g (s) 39.8 39.8 15.8 15.8 25.3 25.3
Actuated g/C Ratio 0.50 0.50 0.20 0.20 0.32 0.32
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 367 1726 698 309 404 475
v/s Ratio Prot c0.18 0.08 0.16 c0.30
v/s Ratio Perm c0.27 0.03 0.08
v/c Ratio 0.90 0.17 0.81 0.15 0.94 0.24
Uniform Delay, d1 16.6 11.0 30.7 26.5 26.6 20.2
Progression Factor 1.08 1.01 0.87 1.55 1.00 1.00
Incremental Delay, d2 20.7 0.2 7.6 0.7 29.8 0.5
Delay (s) 38.5 11.3 34.3 41.8 56.4 20.8
Level of Service D B C D E C
Approach Delay (s) 25.8 36.5 39.4 0.0
Approach LOS C D D A
Intersection Summary
HCM 2000 Control Delay 34.5 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.97
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 72.9% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #1 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 257 509 26 280 157 202 461 13 88 203 330
v/c Ratio 0.71 0.67 0.13 0.75 0.41 0.76 0.83 0.02 0.50 0.53 0.56
Control Delay 34.2 11.6 34.8 49.6 4.5 51.8 42.5 0.1 44.5 33.5 7.5
Queue Delay 0.8 0.1 0.0 0.0 0.0 3.8 0.0 0.0 0.0 0.0 0.0
Total Delay 35.0 11.7 34.8 49.6 4.5 55.7 42.5 0.1 44.5 33.5 7.5
Queue Length 50th (ft) 103 20 12 73 0 97 220 0 43 89 0
Queue Length 95th (ft) m#212 m39 34 #131 12 #187 #373 0 86 149 58
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 364 757 193 372 383 277 554 585 177 414 608
Starvation Cap Reductn 17 17 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 30 0 0 0 0 5
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.74 0.69 0.13 0.75 0.41 0.82 0.83 0.02 0.50 0.49 0.55
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #1 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290
Future Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1610 3163 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1610 3163 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 467 164 135 26 280 157 202 461 12 88 203 330
RTOR Reduction (vph) 0 42 0 0 0 140 0 0 9 0 0 255
Lane Group Flow (vph) 257 467 0 26 280 17 202 461 4 88 203 75
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 16.4 16.4 8.6 8.6 8.6 12.4 23.6 23.6 6.4 18.1 18.1
Effective Green, g (s) 16.4 16.4 8.6 8.6 8.6 12.4 23.6 23.6 6.4 18.1 18.1
Actuated g/C Ratio 0.20 0.20 0.11 0.11 0.11 0.16 0.30 0.30 0.08 0.23 0.23
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 330 648 194 373 173 266 554 429 141 421 358
v/s Ratio Prot c0.16 0.15 0.01 c0.08 c0.12 c0.25 0.05 0.11
v/s Ratio Perm 0.01 0.00 0.05
v/c Ratio 0.78 0.72 0.13 0.75 0.10 0.76 0.83 0.01 0.62 0.48 0.21
Uniform Delay, d1 30.1 29.7 32.3 34.7 32.2 32.4 26.3 19.9 35.6 26.9 25.1
Progression Factor 0.78 0.27 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 14.9 6.7 0.7 9.8 0.5 12.5 11.4 0.0 9.4 1.8 0.6
Delay (s) 38.2 14.6 33.0 44.4 32.7 44.8 37.8 20.0 45.0 28.7 25.7
Level of Service D B C D C D D B D C C
Approach Delay (s) 22.5 39.8 39.5 29.4
Approach LOS C D D C
Intersection Summary
HCM 2000 Control Delay 31.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 68.8% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Total - Mitigation Strategy #1 Weekday PM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Total - Mitigation Strategy #1 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB SB SB
Directions Served T T TR L T T LT R
Maximum Queue (ft) 237 221 225 339 224 118 176 144
Average Queue (ft) 118 89 131 212 102 6 82 71
95th Queue (ft) 203 175 206 305 198 51 147 120
Link Distance (ft) 226 226 226 503 503 503 878
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 1 0 0
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB
Directions Served L T T T T R LTR R
Maximum Queue (ft) 343 122 150 213 208 162 614 450
Average Queue (ft) 170 52 74 141 131 70 314 227
95th Queue (ft) 288 99 126 211 207 123 532 415
Link Distance (ft) 503 503 503 195 195 195 638
Upstream Blk Time (%) 3 2 0 1
Queuing Penalty (veh) 7 5 0 0
Storage Bay Dist (ft) 480
Storage Blk Time (%) 2 0
Queuing Penalty (veh) 5 0
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Total - Mitigation Strategy #1 Weekday PM - 2034 Total - Mitigation Strategy #1
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Total - Mitigation Strategy #1 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 184 193 186 51 177 211 89 150 611 230 117 172
Average Queue (ft) 96 100 75 14 74 103 45 124 251 17 46 78
95th Queue (ft) 162 164 151 40 147 176 74 178 527 110 92 139
Link Distance (ft) 195 195 195 415 415 415 945 977
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 1 1 1
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 0 6 19 0
Queuing Penalty (veh) 0 26 36 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 116
Average Queue (ft) 51
95th Queue (ft) 94
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 84
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #2 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 804 453 423 172 277
v/c Ratio 0.64 0.84 0.22 0.60 0.66
Control Delay 22.0 42.0 4.8 40.3 12.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 22.0 42.0 4.8 40.3 12.4
Queue Length 50th (ft) 98 159 26 80 0
Queue Length 95th (ft) 138 m229 m38 138 65
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1251 595 1913 304 430
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.64 0.76 0.22 0.57 0.64
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #2 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244
Future Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3982 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3982 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 466 338 453 423 0 0 0 0 169 3 277
RTOR Reduction (vph) 0 155 0 0 0 0 0 0 0 0 0 231
Lane Group Flow (vph) 0 649 0 453 423 0 0 0 0 0 172 46
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 22.0 24.5 52.6 13.2 13.2
Effective Green, g (s) 22.0 24.5 52.6 13.2 13.2
Actuated g/C Ratio 0.28 0.31 0.66 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1095 542 1913 287 190
v/s Ratio Prot c0.16 c0.26 0.15 c0.10
v/s Ratio Perm 0.04
v/c Ratio 0.59 0.84 0.22 0.60 0.24
Uniform Delay, d1 25.1 25.9 5.5 30.9 29.0
Progression Factor 1.00 1.20 0.81 1.00 1.00
Incremental Delay, d2 2.4 8.2 0.2 3.9 0.9
Delay (s) 27.5 39.4 4.6 34.9 29.9
Level of Service C D A C C
Approach Delay (s) 27.5 22.6 0.0 31.8
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 26.4 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 64.3% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #2 Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 331 290 566 228 291 232 229
v/c Ratio 0.81 0.15 0.65 0.41 0.85 0.41 0.40
Control Delay 30.4 10.3 26.9 8.2 52.3 5.9 5.7
Queue Delay 0.0 0.0 0.8 0.4 0.0 0.0 0.0
Total Delay 30.4 10.3 27.7 8.5 52.3 5.9 5.8
Queue Length 50th (ft) 125 52 112 4 135 1 0
Queue Length 95th (ft) #294 82 162 m39 #267 53 52
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 480
Base Capacity (vph) 417 1897 865 555 356 585 584
Starvation Cap Reductn 0 0 98 79 0 0 0
Spillback Cap Reductn 0 50 0 0 0 3 3
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.79 0.16 0.74 0.48 0.82 0.40 0.39
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #2 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0
Future Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.95 0.95
Frt 1.00 1.00 1.00 0.85 1.00 0.85 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1280 1507 1504
Flt Permitted 0.25 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 367 3471 3539 1568 1280 1507 1504
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 331 290 0 0 566 228 291 2 459 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 172 0 168 168 0 0 0
Lane Group Flow (vph) 331 290 0 0 566 56 291 64 61 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Split NA Perm
Protected Phases 5 2 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 43.7 43.7 19.5 19.5 21.4 21.4 21.4
Effective Green, g (s) 43.7 43.7 19.5 19.5 21.4 21.4 21.4
Actuated g/C Ratio 0.55 0.55 0.24 0.24 0.27 0.27 0.27
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 406 1896 862 382 342 403 402
v/s Ratio Prot c0.16 0.08 0.16 c0.23 0.04
v/s Ratio Perm c0.28 0.04 0.04
v/c Ratio 0.82 0.15 0.66 0.15 0.85 0.16 0.15
Uniform Delay, d1 12.6 9.0 27.2 23.7 27.8 22.4 22.4
Progression Factor 1.25 1.09 0.85 1.54 1.00 1.00 1.00
Incremental Delay, d2 10.0 0.1 2.9 0.6 19.5 0.4 0.4
Delay (s) 25.8 9.9 26.1 37.2 47.3 22.8 22.7
Level of Service C A C D D C C
Approach Delay (s) 18.4 29.3 32.3 0.0
Approach LOS B C C A
Intersection Summary
HCM 2000 Control Delay 27.2 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 64.3% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #2 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 257 509 26 280 157 202 461 13 88 203 330
v/c Ratio 0.71 0.67 0.13 0.75 0.41 0.76 0.83 0.02 0.50 0.53 0.56
Control Delay 35.8 12.3 34.8 49.6 4.5 51.8 42.5 0.1 44.5 33.5 7.5
Queue Delay 0.8 0.1 0.0 0.0 0.0 2.3 0.0 0.0 0.0 0.0 0.0
Total Delay 36.7 12.4 34.8 49.6 4.5 54.1 42.5 0.1 44.5 33.5 7.5
Queue Length 50th (ft) 106 19 12 73 0 97 220 0 43 89 0
Queue Length 95th (ft) #232 39 34 #131 12 #187 #373 0 86 149 58
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 364 757 193 372 383 277 554 585 177 414 608
Starvation Cap Reductn 17 18 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 21 0 0 0 0 4
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.74 0.69 0.13 0.75 0.41 0.79 0.83 0.02 0.50 0.49 0.55
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #2 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290
Future Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1610 3163 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1610 3163 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 467 164 135 26 280 157 202 461 12 88 203 330
RTOR Reduction (vph) 0 42 0 0 0 140 0 0 9 0 0 255
Lane Group Flow (vph) 257 467 0 26 280 17 202 461 4 88 203 75
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 16.4 16.4 8.6 8.6 8.6 12.4 23.6 23.6 6.4 18.1 18.1
Effective Green, g (s) 16.4 16.4 8.6 8.6 8.6 12.4 23.6 23.6 6.4 18.1 18.1
Actuated g/C Ratio 0.20 0.20 0.11 0.11 0.11 0.16 0.30 0.30 0.08 0.23 0.23
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 330 648 194 373 173 266 554 429 141 421 358
v/s Ratio Prot c0.16 0.15 0.01 c0.08 c0.12 c0.25 0.05 0.11
v/s Ratio Perm 0.01 0.00 0.05
v/c Ratio 0.78 0.72 0.13 0.75 0.10 0.76 0.83 0.01 0.62 0.48 0.21
Uniform Delay, d1 30.1 29.7 32.3 34.7 32.2 32.4 26.3 19.9 35.6 26.9 25.1
Progression Factor 0.81 0.29 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 15.9 6.7 0.7 9.8 0.5 12.5 11.4 0.0 9.4 1.8 0.6
Delay (s) 40.3 15.4 33.0 44.4 32.7 44.8 37.8 20.0 45.0 28.7 25.7
Level of Service D B C D C D D B D C C
Approach Delay (s) 23.7 39.8 39.5 29.4
Approach LOS C D D C
Intersection Summary
HCM 2000 Control Delay 32.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 68.8% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Total - Mitigation Strategy #2 Weekday PM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Total - Mitigation Strategy #2 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB B14 WB WB WB SB SB
Directions Served T T TR T L T T LT R
Maximum Queue (ft) 216 193 254 9 342 221 144 175 154
Average Queue (ft) 114 83 129 0 217 101 11 86 75
95th Queue (ft) 189 156 216 7 322 197 70 147 133
Link Distance (ft) 226 226 226 1072 496 496 496 878
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 0 1
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB NB
Directions Served L T T T T R L TR R
Maximum Queue (ft) 294 110 148 206 203 134 345 139 106
Average Queue (ft) 160 43 70 133 119 69 182 67 37
95th Queue (ft) 269 92 126 199 189 115 305 114 79
Link Distance (ft) 496 496 496 190 190 190 638 638
Upstream Blk Time (%) 2 1
Queuing Penalty (veh) 4 3
Storage Bay Dist (ft) 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Total - Mitigation Strategy #2 Weekday PM - 2034 Total - Mitigation Strategy #2
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Total - Mitigation Strategy #2 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 192 185 161 52 168 210 88 150 641 106 115 174
Average Queue (ft) 121 102 65 13 72 101 45 122 258 9 46 80
95th Queue (ft) 180 166 125 37 140 176 75 181 554 65 91 145
Link Distance (ft) 190 190 190 415 415 415 945 977
Upstream Blk Time (%) 1 0 0 0
Queuing Penalty (veh) 2 0 0 0
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 9 18 0 0
Queuing Penalty (veh) 36 36 0 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 110
Average Queue (ft) 51
95th Queue (ft) 93
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 82
Queues Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #3 Page 1
Lane Group EBT WBL WBT SBT SBR
Lane Group Flow (vph) 804 453 423 172 277
v/c Ratio 0.64 0.84 0.22 0.60 0.66
Control Delay 22.0 37.2 2.8 40.3 12.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 22.0 37.2 2.8 40.3 12.4
Queue Length 50th (ft) 98 119 7 80 0
Queue Length 95th (ft) 138 #203 30 138 65
Internal Link Dist (ft) 202 481 849
Turn Bay Length (ft) 640
Base Capacity (vph) 1251 595 1913 304 430
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.64 0.76 0.22 0.57 0.64
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
2: I-81 SB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #3 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244
Future Volume (vph) 0 410 297 399 372 0 0 0 0 149 3 244
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.2 6.1 6.2 8.0 8.0
Lane Util. Factor 0.91 1.00 0.95 1.00 1.00
Frt 0.94 1.00 1.00 1.00 0.85
Flt Protected 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3982 1770 2911 1743 1154
Flt Permitted 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3982 1770 2911 1743 1154
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 0 466 338 453 423 0 0 0 0 169 3 277
RTOR Reduction (vph) 0 155 0 0 0 0 0 0 0 0 0 231
Lane Group Flow (vph) 0 649 0 453 423 0 0 0 0 0 172 46
Heavy Vehicles (%) 0% 17% 29% 2% 24% 0% 0% 0% 0% 4% 0% 40%
Turn Type NA Prot NA Split NA Perm
Protected Phases 2 1 6 3 3
Permitted Phases 3
Actuated Green, G (s) 22.0 24.5 52.6 13.2 13.2
Effective Green, g (s) 22.0 24.5 52.6 13.2 13.2
Actuated g/C Ratio 0.28 0.31 0.66 0.16 0.16
Clearance Time (s) 6.2 6.1 6.2 8.0 8.0
Vehicle Extension (s) 5.0 4.0 5.0 4.0 4.0
Lane Grp Cap (vph) 1095 542 1913 287 190
v/s Ratio Prot c0.16 c0.26 0.15 c0.10
v/s Ratio Perm 0.04
v/c Ratio 0.59 0.84 0.22 0.60 0.24
Uniform Delay, d1 25.1 25.9 5.5 30.9 29.0
Progression Factor 1.00 0.93 0.45 1.00 1.00
Incremental Delay, d2 2.4 9.9 0.2 3.9 0.9
Delay (s) 27.5 34.0 2.7 34.9 29.9
Level of Service C C A C C
Approach Delay (s) 27.5 18.9 0.0 31.8
Approach LOS C B A C
Intersection Summary
HCM 2000 Control Delay 24.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.3
Intersection Capacity Utilization 63.6% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #3 Page 3
Lane Group EBL EBT WBT WBR NBL NBT NBR
Lane Group Flow (vph) 331 290 566 228 145 148 459
v/c Ratio 0.72 0.14 0.51 0.35 0.61 0.62 0.68
Control Delay 17.7 6.4 21.9 7.5 40.4 40.7 8.5
Queue Delay 0.0 0.0 0.5 0.4 0.0 0.0 0.1
Total Delay 17.7 6.4 22.4 7.8 40.4 40.7 8.6
Queue Length 50th (ft) 116 47 106 4 68 69 0
Queue Length 95th (ft) 184 55 153 m39 130 132 77
Internal Link Dist (ft) 481 191 609
Turn Bay Length (ft) 480
Base Capacity (vph) 507 2142 1109 648 262 264 702
Starvation Cap Reductn 0 0 214 128 0 0 0
Spillback Cap Reductn 0 62 0 0 0 0 8
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.65 0.14 0.63 0.44 0.55 0.56 0.66
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
3: I-81 NB Ramps & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #3 Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0
Future Volume (vph) 298 261 0 0 509 205 262 2 413 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00
Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 1399 3471 3539 1568 1216 1225 1583
Flt Permitted 0.30 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 436 3471 3539 1568 1216 1225 1583
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 331 290 0 0 566 228 291 2 459 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 156 0 0 369 0 0 0
Lane Group Flow (vph) 331 290 0 0 566 72 145 148 90 0 0 0
Heavy Vehicles (%) 29% 4% 0% 0% 2% 3% 41% 0% 2% 0% 0% 0%
Turn Type pm+pt NA NA Perm Split NA Perm
Protected Phases 5 2 6 4 4
Permitted Phases 2 6 4
Actuated Green, G (s) 49.4 49.4 25.1 25.1 15.7 15.7 15.7
Effective Green, g (s) 49.4 49.4 25.1 25.1 15.7 15.7 15.7
Actuated g/C Ratio 0.62 0.62 0.31 0.31 0.20 0.20 0.20
Clearance Time (s) 8.2 8.2 8.2 8.2 6.7 6.7 6.7
Vehicle Extension (s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 463 2143 1110 491 238 240 310
v/s Ratio Prot c0.14 0.08 0.16 0.12 c0.12
v/s Ratio Perm c0.30 0.05 0.06
v/c Ratio 0.71 0.14 0.51 0.15 0.61 0.62 0.29
Uniform Delay, d1 9.2 6.4 22.4 19.7 29.3 29.4 27.4
Progression Factor 1.13 0.92 0.85 1.61 1.00 1.00 1.00
Incremental Delay, d2 4.4 0.1 1.2 0.5 6.4 6.6 1.1
Delay (s) 14.8 6.0 20.3 32.2 35.7 36.0 28.5
Level of Service B A C C D D C
Approach Delay (s) 10.7 23.7 31.4 0.0
Approach LOS B C C A
Intersection Summary
HCM 2000 Control Delay 22.6 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 23.1
Intersection Capacity Utilization 63.6% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
Queues Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #3 Page 5
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 257 509 26 280 157 202 461 13 88 203 330
v/c Ratio 0.71 0.67 0.13 0.75 0.41 0.76 0.83 0.02 0.50 0.53 0.56
Control Delay 35.9 16.4 34.8 49.6 4.5 51.8 42.5 0.1 44.5 33.5 7.5
Queue Delay 0.8 0.2 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0
Total Delay 36.7 16.5 34.8 49.6 4.5 53.1 42.5 0.1 44.5 33.5 7.5
Queue Length 50th (ft) 126 24 12 73 0 97 220 0 43 89 0
Queue Length 95th (ft) #231 153 34 #131 12 #187 #373 0 86 149 58
Internal Link Dist (ft) 191 394 920 966
Turn Bay Length (ft) 250 150 280 240 290
Base Capacity (vph) 364 757 193 372 383 277 554 585 177 414 608
Starvation Cap Reductn 17 19 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 13 0 0 0 0 2
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.74 0.69 0.13 0.75 0.41 0.77 0.83 0.02 0.50 0.49 0.54
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Fruit Hill Property
4: US 11 & Rest Church Rd Weekday PM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property Synchro 11 Report
Weekday PM - 2034 Total - Mitigation Strategy #3 Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290
Future Volume (vph) 411 144 119 23 246 138 178 406 11 77 179 290
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Lane Util. Factor 0.91 0.91 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1610 3163 1805 3471 1615 1719 1881 1455 1770 1863 1583
Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1610 3163 1805 3471 1615 1719 1881 1455 1770 1863 1583
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Adj. Flow (vph) 467 164 135 26 280 157 202 461 12 88 203 330
RTOR Reduction (vph) 0 42 0 0 0 140 0 0 9 0 0 255
Lane Group Flow (vph) 257 467 0 26 280 17 202 461 4 88 203 75
Heavy Vehicles (%) 2% 3% 4% 0% 4% 0% 5% 1% 11% 2% 2% 2%
Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm
Protected Phases 8 8 4 4 5 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s) 16.4 16.4 8.6 8.6 8.6 12.4 23.6 23.6 6.4 18.1 18.1
Effective Green, g (s) 16.4 16.4 8.6 8.6 8.6 12.4 23.6 23.6 6.4 18.1 18.1
Actuated g/C Ratio 0.20 0.20 0.11 0.11 0.11 0.16 0.30 0.30 0.08 0.23 0.23
Clearance Time (s) 5.5 5.5 5.2 5.2 5.2 7.6 5.8 5.8 8.5 6.2 6.2
Vehicle Extension (s) 4.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 5.0
Lane Grp Cap (vph) 330 648 194 373 173 266 554 429 141 421 358
v/s Ratio Prot c0.16 0.15 0.01 c0.08 c0.12 c0.25 0.05 0.11
v/s Ratio Perm 0.01 0.00 0.05
v/c Ratio 0.78 0.72 0.13 0.75 0.10 0.76 0.83 0.01 0.62 0.48 0.21
Uniform Delay, d1 30.1 29.7 32.3 34.7 32.2 32.4 26.3 19.9 35.6 26.9 25.1
Progression Factor 0.85 0.45 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 14.5 6.7 0.7 9.8 0.5 12.5 11.4 0.0 9.4 1.8 0.6
Delay (s) 40.0 20.0 33.0 44.4 32.7 44.8 37.8 20.0 45.0 28.7 25.7
Level of Service D B C D C D D B D C C
Approach Delay (s) 26.7 39.8 39.5 29.4
Approach LOS C D D C
Intersection Summary
HCM 2000 Control Delay 33.2 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 25.0
Intersection Capacity Utilization 68.8% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Total - Mitigation Strategy #3 Weekday PM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Total - Mitigation Strategy #3 Page 1
Intersection: 2: I-81 SB Ramps & Rest Church Rd
Movement EB EB EB B14 WB WB WB SB SB
Directions Served T T TR T L T T LT R
Maximum Queue (ft) 212 210 269 17 368 247 100 177 142
Average Queue (ft) 113 89 134 1 209 107 6 84 71
95th Queue (ft) 188 168 218 11 322 221 55 147 117
Link Distance (ft) 226 226 226 1072 496 496 496 878
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 0 1
Storage Bay Dist (ft) 640
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: I-81 NB Ramps & Rest Church Rd
Movement EB EB EB WB WB WB NB NB NB
Directions Served L T T T T R L LT R
Maximum Queue (ft) 285 99 122 188 204 147 202 277 156
Average Queue (ft) 131 43 51 113 108 65 86 127 76
95th Queue (ft) 242 83 99 182 180 112 163 229 126
Link Distance (ft) 496 496 496 190 190 190 638 638
Upstream Blk Time (%) 0 1 0
Queuing Penalty (veh) 1 2 0
Storage Bay Dist (ft) 480
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report Fruit Hill Property
Weekday PM - 2034 Total - Mitigation Strategy #3 Weekday PM - 2034 Total - Mitigation Strategy #3
Fruit Hill Property SimTraffic Report
Weekday PM - 2034 Total - Mitigation Strategy #3 Page 2
Intersection: 4: US 11 & Rest Church Rd
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L LT TR L T T R L T R L T
Maximum Queue (ft) 194 206 206 44 137 180 98 150 474 183 110 165
Average Queue (ft) 103 136 119 12 63 91 45 115 207 11 47 74
95th Queue (ft) 174 198 209 35 117 158 76 178 386 79 91 136
Link Distance (ft) 190 190 190 415 415 415 945 977
Upstream Blk Time (%) 0 1 1
Queuing Penalty (veh) 0 1 2
Storage Bay Dist (ft) 250 150 280 240
Storage Blk Time (%) 4 14 0
Queuing Penalty (veh) 16 27 0
Intersection: 4: US 11 & Rest Church Rd
Movement SB
Directions Served R
Maximum Queue (ft) 121
Average Queue (ft) 51
95th Queue (ft) 92
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 290
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 52