HomeMy WebLinkAboutZMA202100008 Study 2022-02-08Old Ivy Residences
Traffic Impact Analysis
Albemarle County, Virginia
July 19, 2021
Revised November 15, 2021
Revised February 4, 2022
Ty O
UO THOMAS DOWNE RUFF a
Lic�No. 055085
Prepared For:
Greystar Real Estate Partners
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February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
TABLE OF CONTENTS
TABLEOF CONTENTS........................................................................................................................I
APPENDICES..................................................................................................................................II
LISTOF TABLES.............................................................................................................................III
LISTOF FIGURES.......................................................................................................................... IV
1 EXECUTIVE SUMMARY.............................................................................................................1-1
1.1 PROJECT OVERVIEW............................................................................................................ 1-1
1.2 PROJECT SCOPE.................................................................................................................. 1-2
1.3 STUDY FINDINGS................................................................................................................ 1-3
1.4 RECOMMENDATIONS............................................................................................................ 1-4
2 ANALYSIS OF EXISTING CONDITIONS....................................................................................2-1
2.1 CAPACITY ANALYSES............................................................................................................2-1
2.2 EXISTING CONDITIONS.........................................................................................................2-3
2.3 2021 EXISTING CONDITIONS ANALYSIS....................................................................................2-4
3 ANALYSIS OF BACKGROUND CONDITIONS.............................................................................3-1
3.1 2025 BACKGROUND TRAFFIC GROWTH.....................................................................................3-1
3.2 2025 BACKGROUND CONDITIONS ANALYSIS..............................................................................3-1
4 SITE TRIP GENERATION AND DISTRIBUTION........................................................................4-1
4.1 TRIP GENERATION...............................................................................................................4-1
4.2 SITE TRIP DISTRIBUTION......................................................................................................4-1
4.3 SITE TRIP ASSIGNMENT........................................................................................................4-1
5 ANALYSIS OF FUTURE CONDITIONS WITH DEVELOPMENT....................................................5-1
5.1 2025 TOTAL TRAFFIC VOLUMES............................................................................................. 5-1
5.2 2025 FUTURE CONDITIONS ANALYSIS...................................................................................... 5-1
5.3 YEAR-TO-YEAR ANALYSIS COMPARISON.................................................................................... 5-3
6 TURN LANE WARRANT ANALYSIS...........................................................................................6-1
6.1 2025 FUTURE CONDITIONS ANALYSIS...................................................................................... 6-1
7 CONCLUSIONS AND RECOMMENDATIONS..............................................................................7-1
7.1 STUDY FINDINGS................................................................................................................7-1
7.2 RECOMMENDATIONS............................................................................................................ 7-2
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February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
APPENDICES
Appendix A — Traffic Counts
Appendix B — Synchro Analysis for 2021 Existing Conditions
Appendix C — Synchro Analysis for 2025 Background Conditions
Appendix D — Synchro Analysis for 2025 Total Future Conditions
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February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
LIST OF TABLES
TABLE 1-1: TRIP GENERATION COMPARISON...................................................................................1-1
TABLE 2-1: LEVEL OF SERVICE DEFINITIONS...................................................................................2-1
TABLE 2-2: SIGNALIZED AND UNSIGNALIZED INTERSECTION LEVEL OF SERVICE CRITERIA ..........................2-2
TABLE 2-3: LOS, DELAY, AND QUEUE LENGTH SUMMARY 2021 EXISTING CONDITIONS.............................2-5
TABLE 3-1: LOS, DELAY, AND QUEUE LENGTH SUMMARY 2025 BACKGROUND CONDITIONS .......................3-2
TABLE 4-1: TRIP GENERATION SUMMARY.......................................................................................4-1
TABLE 5-1: LOS, DELAY, AND QUEUE LENGTH SUMMARY 2025 FUTURE CONDITIONS...............................5-2
TABLE 5-2: LOS, DELAY, AND QUEUE LENGTH SUMMARY 2025 FUTURE CONDITIONS...............................5-4
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February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
LIST OF FIGURES
FIGURE 1-1: VICINITY MAP
FIGURE 1-2: CONCEPTUAL PLAN
FIGURE 1-3: STUDY INTERSECTIONS
FIGURE 2-1: 2021 EXISTING VOLUMES
FIGURE 2-2: 2021 ADJUSTED EXISTING VOLUMES
FIGURE 2-3: EXISTING GEOMETRY
FIGURE 3-1: 2025 BACKGROUND VOLUMES
FIGURE 4-1: GLOBAL TRIP DISTRIBUTION
FIGURE 4-2: TRIP DISTRIBUTION
FIGURE 4-3: GENERATED TRIPS
FIGURE 5-1: 2025 FUTURE VOLUMES
FIGURE 5-2: FUTURE GEOMETRY
FIGURE 6-1: 2025 FUTURE VOLUMES —AM PEAK, LEFT TURN WARRANT EB OLD Ivy ROAD AT PROPOSED SITE ENTRANCE
FIGURE 6-2: 2025 FUTURE VOLUMES — PM PEAK, LEFTTURN WARRANT EB OLD Ivy ROAD AT PROPOSED SITE ENTRANCE
FIGURE 6-3: 2025 FUTURE VOLUMES, RIGHT TURN WARRANT WB OLD Ivy ROAD AT PROPOSED SITE ENTRANCE
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February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
1 EXECUTIVE SUMMARY
This report presents the findings of the traffic impact analysis (TIA) prepared for the proposed Old Ivy
Residences residential development in Albemarle County, Virginia. The TIA has been prepared in
accordance with the procedures outlined in the Virginia Department of Transportation's (VDOT) Traffic
Impact Analysis Regulations and the Traffic Operations and SafetyAnaiysisManual version 2.0 (TO5AM).
A scoping meeting with Albemarle County, the City of Charlottesville, and VDOT was held on April 29,
2021, to determine the scope of the TIA. It was determined that, based on the size of the proposed
development, a VDOT Chapter 527 TIA was not required. However, Albemarle County requested the
completion of a TIA to determine the impacts of the proposed site entrance and the surrounding roadway
network to the site entrance.
1.1 PROJECT OVERVIEW
The proposed development is located north of Old Ivy Road, south of Leonard Sandridge Parkway, east
of US Route 29/Route 250, and west of Harvest Drive as shown in Figure 1-1 (all figures are located at
the end of their respective chapter).
The proposed development will consist of 80 single family detached homes, 60 single family detached
duets, 335 units of multi -family housing, and 50 units of multifamily housing townhomes; this is the
maximum development allowed under zoning. Access to the site will be provided via one (1) entrance on
Old Ivy Road. The conceptual site plan can be found in Figure 1-2.
When complete, the proposed development will generate a total of 4,326 average daily trips, 284 AM peak
hour trips (67 in and 217 out), and 349 PM peak Hour trips (220 in and 129 out), as shown in Table 1-1.
Table 1-1: Trip Generation Comparison
LAD USE
rrE CODE
AMOUNT
UNITS
WEEKDAY
AM
PEAK HOUR
PM
PEAK HOUR
ADT
IN
OUT
TOTAL
IN
OUT
TOTAL
Single -Family Detached Housing
210
80
DwellingUnits
847
15
47
62
52
30
82
Single -Family Detached Homing- Duets
210
60
DwellingUnits
650
12
35
47
39
23
62
Multi -Family Housin Low -Rise - Apartments
220
335
DwellingUnit5
2,492
35
116
150
109
64
173
Multi -Family HousingLDw-Rise-Townhorne5
220
50
DwellingUnits
337
6
19
25
20
12
32
TOTAL
525
DwellingUnits
4,326
67
217
284
220
129
349
SOURCE: InsUb to of Transparta8on Engineers' Trip Generation Manual 10th Edition (2017)
As agreed upon during the scoping meeting with Albemarle County and VDOT, the study limits include
the following existing intersections (see Figure 1-3):
1. Ivy Road and Canterbury Road/Route 846 (signalized)
2. Old Ivy Road and US Route 29/Route 250 Off -Ramp (unsignalized)
3. Old Ivy Road and Faulconer Drive (unsignalized)
4. Old Ivy Road and US Route 29/Route 250 On -Ramp (unsignalized)
5. Old Ivy Road and Ivy Road (signalized)
6. Proposed Site Entrance and Old Ivy Road (unsignalized) — 2025 Build Conditions Only
For purposes of this analysis, the development was assumed to be complete and occupied by 2025.
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February 2022 Old Ivy Residences Traffic Impact Analysis — Albemarle County, VA
It is specifically noted that this study was prepared during the COVID-19 pandemic and traffic patterns
and volumes were atypical. In order to accommodate for the discrepancy, a 10% adjustment factor was
applied to the field counts.
Based on the 2018 VDOT STARS study for US Route 250 (Ivy Road) there are several proposed
improvements regarding signal timings, median improvements, and pavement striping. As of July 2021,
none of the proposed improvements had been implemented and no funding has been identified. It is not
anticipated that the proposed improvements will be implemented prior to the development of the site (i.e.
2025).
1.2 PROJECT SCOPE
Per the scope of services, the following steps were taken to determine the potential traffic impacts
associated with the proposed project:
1. Data Collection — Peak hour (7-9 AM and 4-6 PM) directional turning movement counts were performed
on Thursday, May 6, 2021, at five (5) intersections within the study area. The raw data collected has
been included in Appendix A.
2. Background Traffic Growth — A 1% growth rate was applied to the existing 2021 volumes to reach the
background 2025 volumes.
3. Trip Generation — Traffic generated by the proposed development was estimated using the 101h edition
of the Institute of Transportation Engineers' (ITE) Trio Generation Manual.
4. Traffic Distributions — The distribution of trips generated by the proposed development was based on
the existing traffic volumes, the nature of the use, the surrounding roadway network, and local
knowledge of traffic patterns in the area.
5. Traffic Projections — Future traffic volumes were determined using the existing traffic counts, a 1%
background growth rate, and the trips generated by the proposed site.
6. Operational and Queuing Analysis — Level of service, delay, and queuing calculations were completed
at the study intersections for 2021 existing, 2025 background, and 2025 future conditions using
SYNCHRO Version 10 with SimTraffic. The 95"' percentile queue lengths (SYNCHRO) and maximum
queues (SimTraffic) were reviewed at the study intersections.
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February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
1.3 STUDY FINDINGS
Based on the operational analyses the following is offered:
Under the 2021 existing and 2025 background conditions:
• The signalized intersection of Ivy Road and Canterbury Road operates at an overall LOS D
in the AM and PM peaks, with queues in both mainline approaches and the southbound
approach that create access issues to nearby entrances and intersections.
o At the unsignalized intersection of Old Ivy Road and US Route 29/250 Off -Ramp, the
combination of queues from the Ivy Road/Canterbury Road signal and the high volume
from the US Route 29/250 Off -Ramp block access for the eastbound and westbound
movements of Old Ivy Road, effectively creating a 4-way stop intersection. The US Route
29/250 Off Ramp experiences queues that extend to mainline US Route 29/250.
o The unsignalized intersection of Old Ivy Road and Faulconer Road sees queuing issues for
southbound traffic attempting to make a left onto Old Ivy Road during both peak hours.
The queues at Old Ivy Road extend downstream into the US Route 29/250 Off -Ramp,
which could create safety and operational issues on the ramp.
o The unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp does not
have any operational or queuing issues of note, with maximum queues of approximately
300' in the EB direction which do not interfere with other intersections or access points.
o The signalized intersection of Ivy Road and Old Ivy Road operates at an overall LOS B in
both the AM and PM peak. The only queuing issues noted are for through movement
queues blocking access to nearby commercial entrances.
o On either end of the study corridor, there are narrow railroad bridges over Old Ivy Road
that severely limit the ability to widen the roadway and sometimes require vehicles to
operate as if there were only a single lane. This constraint impacts the intersections of
Old Ivy Road at Ivy Road, Old Ivy Road at US Route 29/250 Off -Ramp, and Ivy Road at
Canterbury Road.
• Under 2025 total future conditions with the traffic from the proposed Old Ivy Road Development:
o Overall, all existing intersections see an increase in delays and queuing with the addition
of the proposed site traffic.
o The signalized intersection of Ivy Road and Canterbury Road continues to create
operational issues for the US Route 29/250 Off -Ramp, Old Ivy Road, and Faulconer Road.
Without improvements to the signalized intersection or the off -ramp, operations on Old
Ivy Road will not improve.
o At the unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp, the
additional site traffic does not significantly increase delays along Old Ivy Road.
o At the signalized intersection of Old Ivy Road and Ivy Road, the increased traffic volumes
do not significantly change the operations of the existing signal.
o The proposed site entrance does not introduce any queueing or delays for mainline Old
Ivy Road and the proposed turn lanes can fully accommodate the site -generated traffic.
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February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
1.4 RECOMMENDATIONS
In order to accommodate the increased traffic volumes associated with the proposed Old Ivy Residences
residential development, the following operational and capacity improvements are recommended:
1. Install an eastbound left turn lane on Old Ivy Road at the proposed site entrance, minimum 100'
storage and 100' taper.
2. Install a westbound right turn lane on Old Ivy Road at the proposed site entrance, minimum 100'
storage and 100' taper.
3. Install a westbound right turn lane on Old Ivy Road at the US Route 29/250 on -ramp.
All recommended improvements are on Old Ivy Road across the frontage of property controlled by the
development of Old Ivy Residences. The proposed improvements are expected to be constructable within
existing right-of-way and along the development frontage.
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Aped medta: 284 du (3 bltlgs x 48 du ea&: 2 bltlgs x 80 du) /
= SFO 30'x50' Im: 40 du
� SFD 405tT0' lot n du
Duet M0 'lot: 58 du(N lots)
ii TH 21'45': 43 du /
Total: 442 du
PatMm Summary:
Apartments: 400 spaces (Ratio: 1.52 spaceeldu) � ♦/
SFD/Due . 285 spaces (Ratio: 1 50 spaces(du]
T0181: 685 spaces (Ratio: 1.55 spacesltu) / ♦ /
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OLD IVY ROAD CONCEPTUAL PLANNING SITE STUDY: APTS REVISED
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0 Old Ivy Residences — Traffic Impact Analysis
TIMMONS GROUP p y
Albemarle County, Virginia
Figure
1-2
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February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
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February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
2 ANALYSIS OF EXISTING CONDITIONS
2.1 CAPACITY ANALYSES
Capacity analysis allows traffic engineers to determine the impacts of traffic on the surrounding roadway
network. The Transportation Research Board's (TRB) Highway Capacity Manual (HCM) methodologies
govern how the capacity analyses are conducted and how the results are interpreted. There are six letter
grades of Levels of Service (LOS) from A to F, with LOS A representing the best operating conditions and
LOS F the worst operating conditions. Table 2-1 shows in detail how each of these levels of service are
interpreted.
Table 2-1: Level of Service Definitions
Level of Roadway Segments or
Service Controlled Access Highways Intersections
A Free flow, low traffic
density.
6
rR
C
E
F
Delay is not unreasonable,
stable traffic flow.
Stable condition,
movements somewhat
restricted dueto higher
volumes, but not
objectionable for motorists.
Movements more restricted,
queues and delays may
occur during short peaks,
but lower demands occur
often enough to permit
clearing, thus preventing
excessive backups.
Actual capacity of the
roadway i nvl over del ay to
all motorists dueto
congestion.
Forced flow with demand
volumes greater than
capacity resulting in
complete congestion.
Volumes drop to zero in
extreme cases.
No vehicle waits longer than
one signal indication.
On a rare occasion motorists
wa it through more than one
signal indication.
Intermittently drivers wait
through more than one signal
indication, and occasionally
backups may develop behind
left turning vehicles, traffic
flow still stable and
acceptable.
Delays at intersections may
become extensive with some,
especial ly left -turning
vehicles waiting two or more
signal indications, but
enough cycles with lower
demand occur to permit
periodic clearance, thus
preventing excessive backups.
Very long queues may create
lengthly delays, especially for
left -turning vehicles.
Backups from locations
downstrea m restri ct or
prevent movement of vehi cl es
out of approach creating a
storage a res during part or
all of an hour.
SOURCE: 'A Policyon Design of Design of Urban Highways and Arterial
5treets"-AASHTO, 1973 based upon material published in "Highway
Capacity Manual", National Academy of Sciences, 1965.
2-1
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February 2022 Old Ivy Residences TrafFc Impact Analysis — Albemarle County, VA
For signalized and unsignalized intersections, level of service is defined in terms of delay, a measure of
driver discomfort, frustration, fuel consumption and lost travel time. Table 2-2 summarizes the delay
associated with each LOS category:
Table 2-2: Signalized and Unsignalized Intersection Level of Service Criteria
Signalized Intersections
Unsignalized Intersections
Level of
Service
Control Delay per
Vehicle (sec/veh)
Level of
Service
Average Control
Delay (sec/veh)
A
<<-10
A
0to10
B
>10to<-20
B
>10to<-15
C
>20to<-35
C
>15to<-25
D
>35to!555
D
>25to<-35
E
>55to<-80
E
>35to<-50
F
>80
F
>50
Source: Exhibit 16-2 and Exhibit 17-2 from
TRB's 'Highway Capacity Manual 2000"
Generally, the standard acceptable minimum for the overall intersection is LOS D, while the standard
acceptable minimum for an individual traffic movement is LOS E.
Capacity analyses were performed to assess existing (2021), background (2025), and future (2025)
operational conditions. The signalized and unsignalized intersections were analyzed using SYNCHRO
Version 10 based on HCM 2000 methodologies with the following assumptions:
• Level terrain;
12-foot lane widths;
• No parking activity or bus stops;
• Existing peak hour factor as determined by the traffic counts (by intersection) for existing
scenario;
• The higher of the existing peak hour factor as determined by traffic counts (by intersection) or a
peak hour factor of 0.92.
Heavy vehicle percentage as determined by the traffic counts (by movement); and
Traffic signals timing data provided by VDOT on May 18, 2021.
HCM 2000 methodologies were utilized for analysis as opposed to the latest HCM Sixth Edition or HCM
2010 methodologies. This selection is due to the non-standard NEMA phasing that is present at all of the
signalized intersections. The HCM Sixth Edition and HCM 2010 methodologies only provide measures of
effectiveness for signalized intersections following strict NEMA phasing.
Queuing analysis allows traffic engineers to identify where vehicles queues are not adequately
accommodated by existing storage bays and impact adjacent travel lanes.
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February 2022 Old Ivy Residences Traffic Impact Analysis — Albemarle County, VA
Queuing analyses were conducted using both the HCM 2000 methodology (as calculated by SYNCHRO)
and SimTraffic simulations. The Synchro 95"' percentile queue is the maximum back of queue for a
particular lane within a lane group considering 95"' percentile traffic volumes. The SimTraffic maximum
queues are the average maximum queues after 10 runs of 60 minutes each.
Note that it is possible for the 95th percentile queue to be higher than the SimTraffic maximum queue
due to the method in which each software calculates its respective value. The 95th percentile queue is
based on an HCM formula while the SimTraffic maximum queue varies based on simulation results.
2.2 EQSTING CONDITIONS
Existing count data was obtained from directional turning movement (DTM) counts at the five (5) study
intersections:
1. Ivy Road and Canterbury Road/Route 846 (signalized)
2. Old Ivy Road and US Route 29/Route 250 Off -Ramp (unsignalized)
3. Old Ivy Road and Faulconer Drive (unsignalized)
4. Old Ivy Road and US Route 29/Route 250 On -Ramp (unsignalized)
5. Old Ivy Road and Ivy Road (signalized)
The turning movement counts were collected on Thursday, May 6, 2021, between 7 — 9 AM and 4 — 6 PM.
The data collection provided pedestrian counts for the entire duration and heavy vehicles by movement
for the peak hours. The 2021 existing volumes are shown on Figure 2-1 (all figures located at the end of
the chapter). The complete count data for the turning movement counts is provided in Appendix A.
It is noted that this study was prepared during the COVID-19 pandemic and traffic patterns and volumes
were atypical. In order to accommodate for the discrepancy, a 10% adjustment factor was applied to the
field counts. The 2021 adjusted existing volumes are shown on Figure 2-2.
The existing roadways within the study area include the following:
Old Ivv Road is a two-lane, undivided major collector with a posted speed limit of 35 mph.
According to 2019 VDOT count data, Old Ivy Road services 8,300 vehicles per day.
• Ivv Road (US Route 250) is a two-lane, undivided minor arterial with a posted speed limit of 35
mph. According to 2019 VDOT count data, Ivy Road services 13,000 vehicles per day between
Dick Woods Road and US Route 29 and 58,000 vehicles per day between US Route 29 and the
Charlottesville city limits.
• Falconer Drive is a two-lane, undivided local road with a posted speed limit of 30 mph. According
to 2019 VDOT count data, Faulconer Drive services 1,300 vehicles per day.
The existing roadway geometry for each study intersection can be found on Figure 2-3.
Per a 2018 STARS study for Ivy Road there are several proposed improvements regarding signal timings
and pavement striping. As of May of 2021, none of the proposed improvements have been implemented
and it is not anticipated that they will be implemented prior to the development of the site.
Due to software limitations, to accurately model intersections with significant spillback, a three-way stop
geometry was utilized for SimTraffic and the field conditions geometry was used for LOS conditions for
the intersection of Old Ivy Road and US Route 29/250 Off -Ramp.
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February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
2.3 2021 EXISTING CONDITIONS ANALYSIS
Table 2-3 summarizes the 2021 existing intersection LOS, delay, and queues based on the 2021 adjusted
existing traffic volumes shown on Figure 2-2 and the existing intersection geometry and traffic controls
shown on Figure 2-3. The corresponding SYNCHRO worksheets are included in Appendix B.
Level of service calculations for the five (5) existing intersections within the study area were performed
using the methodology described above. To evaluate the impacts of the traffic generated by the proposed
development, analyses were completed for the AM and PM peak hours:
1. Weekday AM peak hour of the adjacent street (8:00 AM — 9:00 AM); and
2. Weekday PM peak hour of the adjacent street (4:30 PM — 5:30 PM).
The signalized intersection of Ivy Road and Canterbury Road operates at an overall LOS D in the AM with
a delay of 48.2 seconds/vehicle and at LOS D in the PM peak with a delay of 45.9 seconds/vehicle. There
are multiple movements that operate at LOS E and F during both peak hours. The maximum queue for
the eastbound left is 394 feet in the AM peak and 554 feet in the PM peak. For the westbound through -
right approach, the maximum queue in the AM peak is 629 feet and the maximum queue in the PM peak
is 610 feet. The queues for the mainline through and turning movements extend beyond the existing
storage length and may create operational issues with other intersections along Ivy Road. The
southbound approach has queues in excess of 200 feet during both peak hours, which indicates that
queues from Ivy Road are impacting Old Ivy Road on the western end.
At the unsignalized intersection of Old Ivy Road and US Route 29/250 Off -Ramp, the eastbound approach
operates at LOS F in the AM peak with 87.3 seconds/vehicle of delay and LOS D in the PM peak with 27.5
seconds/vehicle delay. The westbound approach operates at LOS F in the AM and LOS E in the PM peak
with a delay of 167.7 seconds/vehicle in the AM peak and 47.1 seconds/vehicle in the PM peak. Although
the southbound approach operates at LOS A during both peak hours, the maximum queue is 1,160 feet
in the AM peak and 1,156 feet in the PM peak due to the operations of the Ivy Road at Canterbury Road
signal.
At the unsignalized intersection of Old Ivy Road and Faulconer Road, the southbound approach operates
at LOS F in the AM peak and LOS C in the PM peak with a delay of 349.1 seconds/vehicle in the AM peak
and 20 seconds/vehicle in the PM peak. In the AM peak, the maximum queue in the southbound direction
is 325 feet and 121 feet in the PM peak. The eastbound and westbound approaches of Old Ivy Road
operate at LOS A during both peak hours.
At the unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp, the mainline eastbound
and westbound approaches operate at LOS A during both peak hours. The northbound approach operates
at LOS A during the AM peak hour and at LOS F during the PM peak hour. However, the maximum queue
on the northbound approach during either peak hour is 21 feet, or approximately 1 vehicle. There are no
queuing issues at this intersection.
The signalized intersection of Ivy Road and Old Ivy Road operates at an overall LOS B in both the AM and
PM peak with a delay of 13.3 seconds/vehicle in the AM peak and 13.2 seconds/vehicle in the PM peak.
All movements and approaches operate at LOS C or better during both peak hours. The only queuing
issues noted at this intersection are the through maneuvers blocking access to entrances along Ivy Road.
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February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Table 2-3: LOS, Delay, and Queue Length Summary 2021 Existing Conditions
Effective
AM PEAK HOUR
PM PEAK HOUR
Delay'
(sec/veh)
LOS`
SYNCHRO SimTraffic
PeMaximum
Queue
�QueeueR Length (ft)
Delay
(sec/veh)
SYNCHRO
LOS' PercentileMaximum
Lennuth ft
SimTraffic
Queue
length (R)
Intersection and
Type of Control
Movement and
Approach
Turn
lane
Storage
(ft)
LEVY Road(E-W) at
EB Left
58.4
E
#460 394
56.8
E #523
554
Cantebury Road/Route 846(N-S)
EB Thru
17.8
B
477 321
16.9
8 464
374
Signalized
EB Right
450
9.9
A
0 26
9.7
A 0
32
EHAPproachl
1 33.2
C
-- --
32.5
C -
--
W B Left
200
1 19.1
B
17 199
18.5
B 23
200
WBThru-Right
64.5
E
#850 629
58.4
E #821
610
WBApproach
62.8
E
-- --
56.2-'
E --
--
NB Lek-Thru
55.4
E
59 80
55.2
E 51
84
NB Right
180
53.8
D
0 52
53.9
Dr26
64
NBApproach
54.7
D
-- --
54.5
D
--
SBThru-Left
58.9
E
132 212
67.3
E
214
SB Right
75
J 54.7
D
#440 76
53.9
D
75
SBApproach
55.3
E
-- --
55.6
E
Overall
48.2
D
-- --
45.9
D2.Old
Ivy Road (E-W) at
EB Thru-Right
87.3
F
123 116
27.5
D
93
29 Off Ramp/Route 846 (N-5)
EBApproac87.3
F
-- --
275
D
--
Unsignalized
WE Left-Thru
167.7
F
98 75
47.1
1 E ''. 83
118
WBApproach
7677
F
-- --
471
E.. --
--
NB L-T-R
0.7
A
2 71
0.9
A 3
69
NBApproach
0.7
A
-- --
0.9
A --
--
SB L-T-R
190
1.5
A
2 1160
0.3
A 1
1156
SBApproach
1.5
A
-- --
0.3--
3.Old Ivy Road (E-W) at
EB Left-Thru
2.6
A
9 ill
0.7
A 2
53
Faulconer Road/Commercial Ent
EB Right
150
0.0
A
0 0
0.0
A 0
0
U-19nalized
EBApproach
26
A
-- --
0.7
A --
--
WB L-T-R
0.0
A
0 0
0.0
A 0
0
WBApproach
0.0
A
-- --
0.0
A --
--
NB L-T-R
25.3
D
2 30
1 11.7
1 B 1
28
NBApproach
25.3
D
-- --
17.7
B --
--
SBLeft-Thru
349.1
F
506 325
20.0
C 45
121
SB Right
190
0.0
A
0 88
0.0
A 0
30
SBApproach
349.1
F
-- --
10.0
C -
--
4. Old Ivy Road (E-W) at
EB L-T-R
7.4
A
46 166
8.8
A 52
279
Route 29 On -Ramp/
EBApproach
74
1 A
I -- --
8.8
A --
--
WB Lek-Thru
0.0
t
0 0
0.0
t 0
3
Commercial Entrance(N-S)
L47signahzed
WE Right
50
0.0
A
0 44
0.0
A 0
49
WBApproach
0.0
t
-- --
0.0
t --
--
NB L-T-R
0.0
t
0 0
57.5
t 1
21
NEApproachl
0.0
A
-- --
57.5
F --
--
5.IvV Road(E-W) at
EB Left
90
7.9
A
43 81
1 8.0
A 32
72
Old Ivy Road (N-S)
EBThru
13.3
B
#421 241
10.1
B 253
153
Signalized
EBApproach
12.7
B
-- --
9.9
A --
WBThru
9.2
A
169 174
14.5
B #467WB
Right
7.6
A
29 66
7.5
A 39
WbApproach
8.8
A
-- --
12.5
BNB
L-T-R
32.7
C
20 39
28.5
C 0
d328
NBApproach
32.7
C
-- --
28.5
C -SB
L-T-R
23.7
C
98 178
23.8
C 82
SBApproach
23.7
C
-- --
238
C --Overall
13.3
' Overall intersection LOS and delay reported for signalized interserllons and roundabou6' only
t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes.
# - 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
2-5 TIMMONS GROUP ..••••a
YOUR VISION ACHIEVED THROUGH OURS. R 0 a
February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
PAGE INTENTIONALLY BLANK
2-6 TIMMONS GROUP �.••••�
YOUR VISION ACHIEVED THROUGH OURS. R . •
n
E
C
2
O
fV
vm
o(3)
O
-LL
o
�.
ao
�V'
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37 (92)
Old Garth
28 (50)
Old I T
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Road
`
() 59 f
Road (2) 106
(1919) 30
m.+
(420) 426
I
"o
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v
O �
v
ti
L 93 (62)
c ^
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Ivy Road
C- 23 (36)
0
(382) 341 - o
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�
(18)9ZI
-,mom
N ti
O
n
rV E
0,
o�
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0 (0)
(416) 383
(141) 236
(0)1�
o00
otio
(] 0
O N
m ti
1P I�
r y L 117 (238)
Ivy Road U 292 (603)
(36) 60 t r
(431) 545
N O 1�1
LEGEND:
Existing Road
— —gi�pp—
Proposed Road
�b
Signalized Intersection
Stop Controlled Intersection
f
Stop Sign Location
4—
Lane Configuration
00
AM Peak Hour Volumes
(00)
PM Peak Hour Volumes
.00000 2021 Existing Volumes
0 Old Ivy Residences — Traffic Impact Analysis
TIMMONS GROUP p y
Albemarle County, Virginia
Figure
2-1
O 1)
2 &
n
ro
m
C cy)n
O o v ® E
N @
p
Of
0GlL
ra
O G
0�0
37 20
( ) t 96 (223)
1 �.
�17(55)
-041
(0) 1) �79(125)
T (0) 0
Old Garth .I
`31 (55)
(0)
Old I
Od (35) 65
Road (32) 117 * r (458) i
I
(21) 33
(462) 469 (155) 260 260 —� I r
O P
o
(S) 11 m O (0) 1 O O O
fy
00
N�
OHO
'p CIO/
O
O (D
v
LL
p
� Df
�m
O
L102(68)
� 543 (617)
1m lm
r y
L 129 (262)
I�+ Im
Ivy Road Y 1 I.
i 25 (40)
Ivy Road
321 (663)
0
0
(420) 375
(40) 66 o
t
(627) 597 —�
(474) 600
o O
(20)10�
Nmv
ry
.moo m
F OP
v
LEGEND:
Existing Road
a1
— Proposed Road
— —�p
100
�6 Signalized Intersection
U
Stop Controlled Intersection
f Stop Sign Location
4— Lane Configuration
00 AM Peak Hour Volumes
(00) PM Peak Hour Volumes
2021 Adjusted Existing Volumes
.00000 •
Fi
Figure
9
Old I Residences — Traffic Impact Analysis
� p y
TIMMONS GROUP
2-2
Albemarle County, Virginia
n
a
N E 2 O
C O
�.
+ )
Of
0
rn
ra
LL
I] 7 i
o ,_
Q� 0
Ir
t S'=50'
+
Old Garth
Old I
7
oa F
Road
4
.1r*
S'=150'
7
+ +
v
1
O
rr00
p
Qf
I I
O
Oa
Ivy Road r Z'
.-S'=200'
'^'
Ivy Road I
o
t LMT
S'=250' } °
S'=90'-J
°
ltr
S'=450'00
0
I I
n
LEGEND:
Existing Road
9
�y Signalized Intersection
Stop Controlled Intersection
UMO
f Stop Sign Location
S' Effective Storage (in feet)*
LMT Lane Must Turn
j' Lane Configuration
* Per TOSAM guidelines, effective storage equals
the full width storage
length + 1/2 the taper length
Existing Geometry
.00000 •
Fi
Figure
9
Old
I �
Residences — Traffic Impact Analysis
p y
TIMMONS GROUP
2-3
Albemarle County, Virginia
February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
PAGE INTENTIONALLY BLANK
z-lo TIMMONS GROUP �.••••�
YOUR VISION ACHIEVED THROUGH OURS. R . •
February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
3 ANALYSIS OF BACKGROUND CONDITIONS
3.1 2025 BACKGROUND TRAFFIC GROWTH
The background 2025 volumes were analyzed assuming the existing intersection geometry in conjunction
with projected background traffic volumes. The background traffic volumes were developed based on a
1% annual growth rate. The growth rate was compounded annually for the 4-year period from 2021 to
2025. The resulting 2025 existing volumes plus background growth are shown on Figure 3-1.
3.2 2025 BACKGROUND CONDITIONS ANALYSIS
Table 3-1 summarizes the 2025 background intersection LOS, delay, and queues based on the 2025
background traffic volumes shown on Figure 3-1 and the existing intersection geometry and traffic controls
shown on Figure 2-3. The corresponding SYNCHRO worksheets are included in Appendix C.
The signalized intersection of Ivy Road and Canterbury Road continues to operate at an overall LOS D in
both peak hours with a delay of 53 seconds/vehicle in the AM peak and 54 seconds/vehicle in the PM
peak. The mainline eastbound and westbound approaches operate at LOS C or worse during both peak
hours with queues that are in excess of 400 feet during both peak hours. The southbound approach has
queues in excess of 200 feet during both peak hours, which indicates that queues from Ivy Road are
impacting Old Ivy Road on the western end.
At the unsignalized intersection of Old Ivy Road and the US Route 29/250 Off -Ramp the eastbound and
westbound approaches operate at LOS F during both peak hours with queues in excess of 100 feet during
both peak hours. Although the southbound approach operates at LOS A during both peak hours, the
maximum queue is 1,164 feet in the AM peak and 1,147 feet in the PM peak due to the operations of the
Ivy Road at Canterbury Road signal.
At the unsignalized intersection of Old Ivy Road and Faulconer Road the southbound approach operates
at LOS F in the AM peak and LOS D in the PM peak with a delay of 85.7 seconds/vehicle in the AM peak
and 25.1 seconds/vehicle in the PM peak. In the southbound direction the maximum queue is 138 feet in
the PM peak and 232 feet in the AM peak. The eastbound and westbound approaches of Old Ivy Road
operate at LOS A during both peak hours.
At the unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp, the mainline eastbound
and westbound approaches operate at LOS A during both peak hours. The northbound approach operates
at LOS A during the AM peak hour and at LOS F during the PM peak hour. However, the maximum queue
on the northbound approach during either peak hour is 38 feet, or approximately 2 vehicles. There are
no queuing issues at this intersection.
The signalized intersection of Ivy Road and Old Ivy Road operates at an overall LOS B in both the AM and
PM peak hours. All movements and approaches operate at LOS C or better during both peak hours. The
only queuing issues noted at this intersection are the through maneuvers blocking access to entrances
along Ivy Road.
All operational and queuing issues noted in the 2021 existing conditions are found to be equal or worse
under the 2025 background conditions.
3-1 TIMMONS GROUP �.••••�
YOUR VISION ACHIEVED THROUGH OURS. R . •
February 2022 Old Ivy Residences TrafFc Impact Analysis - Albemarle County, VA
Table 3-1: LOS, Delay, and Queue Length Summary 2025 Background Conditions
Effective
AM PEAK HOUR
PM PEAK HOUR
Delay '
(sec/veh)
WS`
SYNCHRO
Percentile
Queue
Length R
SimTraffc
Maximum
Length ft
9 ()
Delay l
(sec/veh)
LOS'
SYNCHRO
Percentile
Queue
Len th R
SimTraffic
Maximum
Length ft
( )
Intersection and
Type of Control
Movement and
Approach
Turn
Lane
St(rfta)ge
l.Ivy Road(E-W)at
EB Left
56.9
E
#484
456
53.8
D
#550
609
Cantebury Road/Route 846 (N-5)
EBThru
18.2
B
499
420
18.8
B
493
415
Signalized
EB Right
450
9.9
A
0
29
10.4
B
0
31
EBApproach
32.9
C
--
--
32.4
C
--
--
WBLeR
200
20.0
B
1 IB
199
20.4
C
23
200
638
980.6
22WBThruRight
F
0
WBApproach
78.4
E
--
--
88.3
F
--
--
NB Left-Thru
55.4
E
60
90
55.2
E
51
82
NB Right
180
53.8
D
0
41
53.9
D
0
66
NBApproach
54.7
D
--
--
54.5
D
--
SBThru-Left
59.9
E
135
213
56.8
E
119
214
SB Right
75
56.6
E
#511
76
50.2
D
#576
76
SBApproach
57.1
E
--
--
51.0
D
--
--
Overall
53.0
D
--
--
54.0
D
--
--
2.01d Ivy Road (E-W) at
EB Thru-Right
69.8
1 F
1 105
138
1 30.2
1 D
30
80
29 Off Ramp/Route 846 (N-S)
EBApproach
69.8
F
--
--
30.2
D
--
--
U-finalized
WB LeR-Thru
108.1
F
77
86
I 58.7
I F
101
141
WBApproach
108.1
F
--
--
58.7
F
--
--
NB L-T-R
0.7
A
2
73
0.9
A
3
71
NBApproach
0.7
A
--
--
0.9
A
--
--
5B L-T-R
190
1.5
A
5
1164
0.3
A
1
1147
SBApproach
1.5
A
--
--
0.3
A
--
--
3.Old Ivy Road (E-W) at
EB Left-Thru
2.3
A
7
87
0.8
A
2
58
Faulconer Road/Commercial Ent
EB Right
150
0.0
A
0
3
0.0
A
0
0
L,hSignalized
EBApproach
2.3
A
--
--
0.0
A
--
--
WBL-T-R
0.0
A
0
6
0.0
A
0
2
WBApproach
0.0
A
--
--
0.0
A
--
--
NB L-T-R
19.4
C
1
28
12.3
B
1
28
NBApproach
19.4
C
--
--
12.3
B
--
SB Left-Thru
85.7
F
221
232
25.1
, D
65
138
SB Right
190
0.0
A
0
46
- 00
A-
0--
47--
SBApproach
8..7
F
--
--
25.1
D
4. Old Ivy Road (E-W) at
EB L-T-R
7.0
A
39
160
9.1
A
57
310
Route 29 On -Ramp/
EBApprci
ZO
A
--
--
9.1
A
--
--
Commercial Entrance (N-S)
WB LeR-Thru
0.0
A
0
0
0.0
t
0
5
Lh7signalized
WB Right
50
0.0
A
0
0
0.0
A
0
44
WBApproach
DO
A
--
--
0.0
t
--
--
NB L-T-R
0.0
A
0
38
64.8
t
1
17
NBApproach
0.0
A
--
--
64.8
F
--
--
5.IvyRoad(E-W)at
EB Left
90
7.9
A
46
89
8.3
A
34
78
Old Ivy Road (N-5)
EBThru
13.7
B
#452
254
10.3
1 B
260
190
Signalized
EBApprctach
13.1
B
--
--
10.2
B
--
--
WBThru
9.2
A
178
158
15.1
B
#481
322
WB Right
7.6
A
29
77
7.7
A
41
92
Wb Approach
8.8
A
--
--
13.0
B
--
--
NB LET-R
_
-- --
33.9
C
20
50
28.6
C
0
49
NBApproach
33.9
C
--
--
28.6
C
--
--
58 L-T-R
24.5
C
103
185
23.8
C
83
160
SBApprai
14.5
C
--
--
23.8
C
--
--
Overall
23.6
B
--
I --
1 23.5
1 B
--
I --
' Overall intersedlon LOS and delayreported for signalized intersections and roundabouts only
t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes.
# - 95th percentile volume exceeds capatlty, queue may be longer. Queue shown is maximum after two cycles.
3-2 TIMMONS GROUP a1116660
YOUR VISION ACHIEVED THROUGH OURS. r 0
n
E
C
2
O
fV
vm
o(3)
O
-LL
o
L39(22)
18 (57)
43 (113)
Old Garth
.J 1 �.
`32 (57)
Old I T
—0(0)
od
() 68
Road ) 122
(2222) 34 �
(51515) 488 �
I
00
O
00
V.
1 O
v
o
L 106 (71)
�+
565 (642)
Ivy Road J
s z6 (41)
,
0
o
(437) 390
-
(652) 622 —�
(21)10
—'N
n m ZnZI
O
n
rV E
0,
oC
�0
L 100 (232)
82 (130)
0 (0)
(477) 438 --f
(161) 271
(0)1�
000
O H O
0/
O LL
m
1M Im
r y L 134 (273)
Ivy Road O 334 (690)
(42) 69 (493) 624 t o O
mom
LEGEND:
Existing Road
— —gi�pp—
Proposed Road
�b
Signalized Intersection
Stop Controlled Intersection
f
Stop Sign Location
4—
Lane Configuration
00
AM Peak Hour Volumes
(00)
PM Peak Hour Volumes
.00000 2025 Background Volumes
0 Old Ivy Residences — Traffic Impact Analysis
TIMMONS GROUP p y
Albemarle County, Virginia
Figure
3-1
February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
PAGE INTENTIONALLY BLANK
3-4 TIMMONS GROUP �.••••�
YOUR VISION ACHIEVED THROUGH OURS. R . •
February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
4 SITE TRIP GENERATION AND DISTRIBUTION
4.1 TRIP GENERATION
The site -generated traffic volumes shown in Table 4-1 were estimated using the 10th edition of the
Institute of Transportation Engineers' (ITE) Trip Generation Manua/and were calculated using the number
of dwelling units as the independent variable.
Table 4-1: Trip Generation Summary
LAND USE
ITE CODE
AMOUNT
UMrS
WEEKDAY
AM PEAK HOUR
PM
PEAK HOUR
IN
OUT
TOTAL
IN
our
TOTAL
Sin le-Famil Detached Housi
210
80
Dwelli Units
15
47
62
52
30
82
Sin le-Famil Detached Housi - Duets
210
60
DwellingUnits
E4,326
12
35
47
39
23
62
Multi-Famil Housin Low -Rise - A rtaients
220
335
DwellingUnits
35
116
150
109
64
173
Multi-Famil Housin Low-Rise-Townhomes
220
50
DwellingUnits
6
19
25
20
12
32
TUrAL
525
Dwell Units
67
21
2284
220
129
349
SOURCE: Institute of Transportation Engineers' Trip Generation Manual SOth Edition (2017)
When complete, the proposed development will generate a total of 4,326 average daily trips, 284 AM peak
hour trips (67 in and 217 out), and 349 PM peak Hour trips (220 in and 129 out), as shown in Table 4-1.
4.2 SITE TRIP DISTRIBUTION
The distribution of site trips generated by the proposed residential development was based on the existing
traffic volumes, the nature of the use, the surrounding roadway network, and local knowledge of traffic
patterns in the area.
The global trip distributions are shown on Figure 4-1 and the proposed trip distributions by study
intersection are shown on Figure 4-2.
4.3 SITE TRIP ASSIGNMENT
The trip distribution percentages for the site trips were applied to the trip generation volumes shown in
Table 4-1 to calculate the site trips for the surrounding roadway network. The resulting site generated
trips are shown on Figure 4-3.
4-1 TIMMONS GROUP �.••••�
YOUR VISION ACHIEVED THROUGH OURS. R . •
February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
PAGE INTENTIONALLY BLANK
4-2 TIMMONS GROUP �.••••�
YOUR VISION ACHIEVED THROUGH OURS. R . •
4
A
2
O
n
fV l=
N to
O
C
0
a 0
W 0
Io
y
Old Garth
j- (30%)
Old I
T (30%)
oa
F
I'
�.
Road
30%-.
a
�
00
1
O
Ivy Road
O
�-- (30%)
(30%)
60%� i
60% 1
LEGEND:
Existing Road
o
Signalized Intersection
Stop Controlled Intersection
j
Stop Sign Location
r-
Lane Configuration
00%
Entering Peak Hour Trips
(00%)
Exiting Peak Hour Trips
.00*00� Trip Distribution
TIMMONS GROUP Old Ivy Residences — Traffic Impact Analysis
Albemarle County, Virginia
Figure
4-2
n
O fV E
O C
2 Yro oOf 0 �
L
W 0
OI
Y
Old Garth ` 65 (39) Old Ivy T 65 (39)
oa Road (66) 20 —.
y
O
O1 0
m m
Ivy Road L 10 (33)
0
(33) 10
L 65 (39)
65 (39)
(132) 40 'i'
(132) 401
qI
N
~ L 27 (88)
LEGEND:
Existing Road
Signalized Intersection
Stop Controlled Intersection
j
Stop Sign Location
r-
Lane Configuration
00
AM Peak Hour Trips
(00)
PM Peak Hour Trips
.00*00 Generated Trips
TIMMONS GROUP Old Ivy Residences — Traffic Impact Analysis
Albemarle County, Virginia
Figure
4-3
February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
PAGE INTENTIONALLY BLANK
4-6 TIMMONS GROUP �.••••�
YOUR VISION ACHIEVED THROUGH OURS. R . •
February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
5 ANALYSIS OF FUTURE CONDITIONS WITH DEVELOPMENT
5.1 2025 TOTAL TRAFFIC VOLUMES
To complete the analysis of the 2025 future conditions (with the proposed development), the estimated
site trips were added to the background 2025 volumes. The projected total future (background + site)
volumes were then used to complete the capacity analysis.
To generate the 2025 total future traffic volumes, the site trips shown on Figure 4-1 and the background
2025 traffic volumes shown in Figure 3-1 were combined. The resulting 2025 total future traffic volumes
are shown in Figure 5-1.
5.2 2025 FUTURE CONDITIONS ANALYSIS
Table 5-1 summarizes the 2025 future intersection LOS, delay, and queues based on the 2025 future
traffic volumes shown on Figure 5-1 and the future intersection geometry and traffic controls shown on
Figure 5-2. The corresponding SYNCHRO worksheets are included in Appendix D.
The signalized intersection of Ivy Road and Canterbury Road operates at an overall LOS E in both peak
hours. The mainline eastbound and westbound approaches operate at LOS C or worse during both peak
hours with queues that are in excess of 500 feet during both peak hours. The southbound approach has
queues in excess of 200 feet during both peak hours, which indicates that queues from Ivy Road are
impacting Old Ivy Road on the western end.
At the unsignalized intersection of Old Ivy Road and the US Route 29/250 Off -Ramp, the eastbound and
westbound approaches continue to operate at LOS F during both peak hours with queues in excess of 100
feet during both peak hours. Although the southbound approach operates at LOS A during both peak
hours, the maximum queue is 1,163 feet in the AM peak and 1,150 feet in the PM peak due to the
operations of the Ivy Road at Canterbury Road signal.
At the unsignalized intersection of Old Ivy Road and Faulconer Road, the southbound approach operates
at LOS F in the AM and PM peaks. In the southbound direction the maximum queue is 268 feet in the AM
peak and 218 feet in the PM peak. The eastbound and westbound approaches of Old Ivy Road operate
at LOS A during both peak hours.
At the unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp, the mainline eastbound
and westbound approaches operate at LOS A during both peak hours. The northbound approach operates
at LOS A during the AM peak hour and at LOS F during the PM peak hour. However, the maximum queue
on the northbound approach during either peak hour is 47 feet, or approximately 2 vehicles. There are
no queuing issues at this intersection.
The signalized intersection of Ivy Road and Old Ivy Road operates at an overall LOS B in both the AM and
PM peak hours. All movements and approaches operate at LOS C or better during both peak hours. The
through maneuver queues will continue to block access to entrances along Ivy Road.
At the proposed site entrance, the southbound approach operates at a LOS B in the AM peak and LOS C
in the PM peak. In the eastbound direction, there is a maximum queue of 44 feet in the AM peak and 70
feet in the PM peak. The mainline movements along Old Ivy Road at the proposed site entrance are not
adversely impacted by the introduction of the site traffic and the queues will not impact through traffic.
5-1 TIMMONS GROUP �Ibsees
YOUR VISION ACHIEVED THROUGH OURS. R
February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Table 5-1: LOS, Delay, and Queue Length Summary 2025 Future Conditions
Intersedbn aM
ype of COnRd
MDvementaM
Approach
Eiiective
AM PEAK HOAR
PM PEAK HOAR
Tum
one
Storage
(ft)
EVEIN
(sec/ )
LDS '
SYNCt
95tN
Percentile
QUEUE
U R
SimTrRlfiC
Maltimum
Queue
Lengtll(R)
Delay'
(seWeh)
LDS
Sy95t
th
Ps.IYle
Queue
le it
SimTratfic
Maximum
Queue
length(R)
LTVV Road(E-W)a
Canhbury Roae/Route 846 (N-S)
ssg #z
MLeft
52.1
1 D
#498
453
71.6
E
#611
621
MThm
18.8
B
499
386
19.0
B
493
5M
EB Right
450
10.2
B
0
26
10.5
B
0
29
a4gp earn
31.6
C
--
-
4125
D
-
Will Left
20D
22.1
C
18
199
20.9
C
23
200
WBThu-Right
112.1
F
I #904
640
113.7
F
*930
624
MApprgxh
1,88
F
-
-
1069
F
-
--
NBLeR-Thm
55.4
E
60
68
55.2
E
51
72
NB RgM
180
53.8
D
0
43
53.9
D
0
55
AMAppiparh
SBThrG-Left
54.2
]1.4
D
E
-
#196
-
214
54.5
61.7
D
E
-
141
--
212
SB Right
JS
56.9
E
#651
75
54.5
D
#653
M
sBApprcach
59.5
E
-
-
H..6
E
-
--
Overaa
6L6
E
64.7
E
2.OId IVY Road(E-W)at
29 OR Ramp/Rovbe 846 (N-S)
thlw -ed
MTh. -Right
75.7
F
110
117
34.4
D
35
85
BBApprarh
75.7
F
-
-
34.4
D
-
--
WB WIT Thru
W1.2
F
1 285
149
140.1
F
205
184
WBApreuh
544.2
F
-
--
1401
F
-
--
NBL-T-R
AMApzgrh
0.]
07
A
A
2
-
69
-
0.9
0.9
A
A
3
-
84
--
SBL-T-R
190
1.5
A
5
1163
0.3
A
1
1150
SBAppieuh
1.5
A
-
-
0.3
A
-
--
3.01d IVY Road (E-W) Rt
Faulco er Rmd/COmmefdal Ent
L4rvg I-%
EB Left -Thu
2.3
A
8
89
0.7
A
2
90
EB Right
150
0.0
A
0
0
0.0
A
0
0
B9AID erh
2.3
A
-
-
0.7
A
I -
--
Will L-T-R
0.0
A
0
3
0.0
A
0
5
WBAppea,-h
00
A
-
-
0.0
A
-
--
NBL-T-R
21.8
C
0
25
13.2
B
1
30
MAp~
21.8
C
-
-
13.2
B
-
--
SBIeR-Thm
176.1
F
1
268
62.1
F
183
218
SBRgh
190
0.0
A
336
41
0.0
A
0
76
SBAppraad;
1261
F
--
--
0..1
F
-
--
4. Old Ary Road (E-W) at
Route 290n-Ramp/
Commertlal EMance (N-S)
IAEsgiu!¢ed
EB L-T-R
].]
A
47
1%
9A
A
64
324
EBAppierh
11
A
9.4
A
Will Left -Thu
0.0
A
0
0
0.0
A
0
0
Will Right
250
0.0
A
0
1 39
0.0
1 A
0
9J
MAppreah
00
A
-
-
0.0
A
-
--
NB L-T-R
0.0
A
0
0
93.1
F
2
16
MAppiexh
0.0
A
-
-
93.1
F
-
--
S.Ivy ROad(EW) at
0ld Ivy Road (N-5)
SigxVGwd
EB Left
25D
9.2
A
48
85
9.2
A
38
86
EB Thu
16.6
B
✓f975
320
11.2
B
285
241
l$4ppr0arh
15.8
B
--
-
11.1
B
-
--
WBThu
10.8
B
189
206
16.8
B
#519
352
WB Right
8.9
A
34
71
8.6
A
50
116
Wt,Approxh
10.2
B
-
-
14.0
B
-
--
NB L-T-R
34.5
C
21
W
29.5
C
0
43
MAD~
34.5
C
-
-
19.5
C
I -
--
SBL-T-R
28.9
C
166
238
25.1
C
11]
1"
SBAppmu
28.9
C
-
-
25.1
C
-
--
Ovens
Me
6
1"
a
--
A. Old Ivy Road (E-W) at
SHE EMaIRs (N)
#bEv I.ed
M Left
150
].8
A
3
M
8.7
A
11
70
EBThu
QO
A
0.0
A
-
--
1.0
A
3.9
A
WBThu
0.0
t
0
0
0.0
t
0
0
Will Right
150
0.0
t
0
0
0.0
t
0
12
MApprgxh
QO
t
-
-
0.0
t
-
--
SBLeR-Rgh
14.5
B
45
103
16.2
C
32
96
SBAA.aa
14.5
B
-
-
162
C
-
--
` Dlera//b#ersection LOsaMdeHYreAvi2vJlOrsrgna#zMmhrsecdas aiMrmaMaba2s <v#Y.
t Sy HRO does mt pro a level of mNM m delay for umgnalized mo me with m mnfli N vdumes.
# - 95th percentile volume exceeds Capadty, queue may be Imger. Queue shown is maximum after two cyck E.
5-2 TIMMONS GROUP �.••••�
YOUR VISION ACHIEVED THROUGH OURS. R . •
February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
5.3 YEAR-TO-YEAR ANALYSIS COMPARISON
Table 5-2 provides a comparison of the 2021 existing, 2025 background, and 2025 future intersection LOS
and delay, as provided throughout the report.
At the signalized intersection of Ivy Road and Canterbury Road, the overall intersection operates with
multiple issues and delays under all 3 analyzed conditions. The additional site traffic will add delay to the
southbound approach, the westbound through -right movement, and the eastbound left turn movement.
Overall, this intersection operates poorly today and in background conditions and the introduction of site
traffic will only marginally increase delays.
At the unsignalized intersection of Old Ivy Road and the US Route 29/250 Off -Ramp, the volume of traffic
on the southbound approach from the US Route 29/250 Off -Ramp overwhelms all other movements at
the intersection. Under existing and background conditions, the Old Ivy Road eastbound and westbound
approaches operate with high delays and limited opportunities to enter the intersection. The addition of
site traffic increases the delays for westbound Old Ivy Road to access Canterbury Road and the adjacent
signal to US Route 250 (Ivy Road).
At the unsignalized intersection of Old Ivy Road and Faulconer Road, mainline Old Ivy Road in both
directions operates well under all analyzed conditions. The northbound approach of Faulconer Road
operates well but experiences much lower volumes, which contribute to the acceptable operations. The
southbound approach of Faulconer Road experiences major delays during both the AM and PM peak hour
during all 3 analyzed conditions. The heavy volume of traffic using the US Route 29/250 Off -Ramp and
then traveling to Old Ivy Road via Faulconer Road are in conflict with the high through volumes on Old
Ivy Road. The queues and delays for the southbound approach have the potential to create queuing and
safety issues for the US Route 29/250 Off -Ramp under all 3 analyzed conditions.
At the unsignalized intersection of Old Ivy Road and the US Route 29/250 On -Ramp, all 3 analyzed
conditions show acceptable levels of service and minimal delays. The addition of site traffic does not
impact the operations of the Old Ivy Road mainline approaches. The northbound approach from the
parking lot of an adjacent development currently operates with a level of service F and continues to do so
under background and future conditions. However, this approach has less than 5 vehicles, which is the
basis for the high delay on that approach.
At the signalized intersection of Old Ivy Road and Ivy Road, there are no operational issues under existing,
background, or future conditions. The addition of site traffic will not adversely affect the signal operations
and there are minimal to no queuing issues observed. The signal will continue to operate with acceptable
levels of service and delay under all analyzed conditions.
5-3 TIMMONS GROUP �@see*
YOUR VISION ACHIEVED THROUGH OURS. R .
February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
Table 5-2: LOS, Delay, and Queue Length Summary 2025 Future Conditions
Intersection and
Type of Control
Movement and
Approach
2021 Fasting Cowin
25 Background Conditions
2025 Total Conditions
AM PEAK HOUR
PM PEAK HOURK
HOUR
PM PEAK HOUR
AM PEAK HOUR
PM PEAK HOUR
Del
Delay
seUveh
LOS )
Delay',Delay'
SeUveh
DS
OS )
Del ay
SeUveh
LOS r
Delay )
seUveh
Los 1
Delay
SeUveh
Los r
LIvy Road(E-W)at
Cantebur Road/Rome 846 (N-S)
519w/¢ed
EB Left
58.4
E
56.8
E
E
53.8
D
52.1
D
71.6
E
EB Thru
17.8
B
16.9
B
r8O.96phEo
B
18.8
B
18.8
B
19.0
B
EB Right
9.9
A
9.7
A
A
10.4
B
10.2
B
10.5
B
EBApproadh
33.2
C
32.5
C
C
324
C
31.6
C
40.5
D
WB Left
19.1
B
18.5
B
B
20.4
C
22.1
C
20.9
C
WBThru-Right
61.5
E
58.4
E
F
92.2
F
112.1
F
113.7
F
WBApproaC/I
62.8
E
56.2
E
78.4
E
88.3
F
188.8
F
108.9
F
NB Left-Thru
55.4
E
55.2
E
55.4
E
55.2
E
55.4
E
55.2
E
NB Right
53.8
D
53.9
D
53.8
D
53.9
D
53.8
D
53.9
D
ABApp-pall)
54.7
D
54.5
D
54.7
D
54.5
D
54.7
D
54.5
D
SBThn -Left
SB Right
58.9
54.7
E
D
67.3
53.9
E
D
59.9
56.6
E
E
56.8
50.2
E
D
71.4
56.9
E
E
61.7
54.5
E
D
SBApprevdh
55.3
E
55.6
E
57.1
E
51.0
D
59.5
E
55.6
E
Overall
48.2
D
45.9
D
53.0
D
54.0
D
61.8
E
64.7
E
2.OId Ivy Road (E-W) at
29 Off Ramp/Route 846 (N-S)
Iksgnahzed
EB Thru-Right
87.3
F
27.5
D
69.8
F
30.2
D
75.7
F
34.4
D
EBApproad)
87..3
F
27.5
D
69.8
F
30.2
D
75.7
F
34.4
D
WB Left-Thru
167.7
F
47.1
E
108.1
F
58.7
F
544.2
F
140.1
F
WBApprow,
167..7
F
47.1
E
109..1
F
58.7
F
544.2
F
140.1
F
NB L-T-R
0.7
A
0.9
A
0.7
A
0.9
A
0.7
A
0.9
A
NBApproadh
0.7
A
0.9
A
0.7
A
0.9
A
0.7
A
0.9
A
SBL-T-R
1.5
A
0.3
A
1.5
A
0.3
A
1.5
A
0.3
A
SBApprcHdh
L5
A
0.3
A
1.5
A
0.3
A
L5
A
0.3
A
3.Old Ivy Road (E-W) at
Faulconer Road/Commercial Ent
07516 allzed
EB Left Thou
2.6
A
0.7
A
2.3
A
0.8
A
2.3
A
0.7
A
EB Right
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
EBApproadh
2.6
A
0.7
A
2.3
A
0.0
A
2.3
A
0.7
A
TB L-T-R
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
WBApproaM
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
1 A
NB L-T-R
25.3
D
11.7
B
19.4
C
12.3
B
21.8
C
13.2
B
A9Apprevdh
25.3
D
11.7
B
19.4
C
12.3
8
21.8
C
13.2
B
SB Left-Thru
349.1
F
20.0
C
85.7
F
25.1
D
176.1
F
62.1
F
SB Right
58AW.1h
0.0
349.1
A
F
0.0
20.0
A
C
0.0
85.7
A
F
0.0
75.1
A
D
0.0
176.1
A
F
0.0
621
A
F
4. Old Iv/ Road (E-W) at
Route 290n-Ramp/
Commercial 5&ance(N-S)
02919 _zed
EB L-T-R
7.4
A
8.8
A
7.0
A
9.1
A
7.7
A
9.4
A
E860ffioach
WB Left-Thru
Z4
0.0
A
t
8.8
0.0
A
t
ZO
0.0
A
A
9.1
0.0
A
t
7.7
0.0
A
A
9.4
0.0
A
A
WB Right
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
WBApproach
0.0
t
0.0
t
0.0
A
0.0
t
0.0
A
0.0
A
NB L-T-R
NBApproarh
0.0
0.0
t
A
57.5
57.5
t
F
0.0
0.0
A
A
64.8
64.8
t
F
0.0
0.0
A
A
93.1
93.1
F
F
S.Hq Road(E-W) at
Ivy Road(WS)
Signalized
EB Left
7.9
A
8.0
A
7.9
A
8.3
A
9.2
A
9.2
A
EBThru
13
3
1Old 6
B
11.2
B
EBAppro"
12.7
B
9.9
A
13.1
B
10.2
8
15.8
B
11.1
B
WBThm
9.2
A
14.5
B
9.2
A
15.1
B
10.8
B
16.8
B
WB Right
7.6
A
7.5
A
7.6
A
7.7
A
8.9
A
8.6
A
Wb App-carh
9..8
A
12.5
B
8.8
A
13.0
B
10.2
B
14.0
B
NB L-T-R
32.7
C
26.5
C
33.9
C
28.6
C
34.5
C
29.5
C
28.5
C
39
78.6
C
34.5NBApprowh2.7
C
29.5
c
SBL-T-R
SBAp 111ii
0reraE
23.7
237
13.3
C
C
B
5.8
238
13.2
C
C
B
24.5
24.5
13.6
C
C
B
23.8
23.8
13.5
C
C
B
28.9
18.9
1 16.8
C
C
B
25.1
25.1
1 14.8
C
C
1 B
5-4 TIMMONS GROUP •'••
M
2
0
Y
0
Ce
P O vpl
Old Garth
1
od
(36) 68
(22) 34
0
P V N
L 39 (22)
18 (57)
`97 (96)
T
� 108 (152)
—0(0)
Old I
Road (36) 132
(592) 512
+
N ti
1) 11I
I
�V1
O
V P
Cv
ti0
ti O V
O�V1
� n m
L116(104)
oQti
-+ ^
565 (661)
Ivy Road
C-" 26 (41)
0
(470) 400
1 r
(652) 622 —�
(21)10
n—m Zn
ZI
%
TIMMONS GROUP
4
z
V
Oq
M
L (Y
�_
N Y+
�I w
� 0
n
o
127
L 165 (271)
(88)
147 (169)
I°I
y
r 204 (315)
0 (0)
T
(477) 438
(132) 40 -1
(293) 311 —�
♦
(161) 271
(0)1�
000
fy
O ti 0
M
0
O
O
O
1M IN
r y L 161 (361)
Ivy Road
U 334 (690)
(42) 69
t
(493) 624 o O
mom
LEGEND:
Existing Road
o
Signalized Intersection
Stop Controlled Intersection
f
Stop Sign Location
r
Lane Configuration
00
AM Peak Hour Volumes
(00)
PM Peak Hour Volumes
2025 Future Volumes
Old Ivy Residences — Traffic Impact Analysis
Albemarle County, Virginia
Figure
5-1
O
Old Garth
L
Q U
O C ! O cV lro
= O I�
rnLL O a ++ C
IY 0 �I LL
II Iin
r Z' T S'=250' � S'=150'
I
Id 7 4 o S'=150'-�
O00
1 y
O 0 r,
II � Q
Ivy Road ,-S'=200' Ivy Road •
o o
S'=460'Z S'=85'� o
0
I LEGEND:
n
Existing Road
— — — Proposed Road
y
-2 �6 Signalized Intersection
a)
(a ® Stop Controlled Intersection
V O
U f Stop Sign Location
S, Effective Storage (in feet)*
T Taper Length (in feet)
j-- Lane Configuration
* Per TOSAM guidelines, effective storage equals the full width storage
length + 1/2 the taper length
.00000 • Future Geometry Figure
Fi
Old I Residences — Traffic Impact Analysis 9
TIMMONS GROUP � p y
Albemarle County, Virginia 5-2
February 2022 Old Ivy Residences Traffic Impact Analysis — Albemarle County, VA
6 TURN LANE WARRANT ANALYSIS
6.1 2025 FUTURE CONDITIONS ANALYSIS
Using 2025 future traffic volumes on Figure 5-1 and the appropriate turn lane warrant nomographs from
Appendix F of the VDOT Road Design Manual, a turn lane warrant analysis was completed for the proposed
site entrance on Old Ivy Road.
The turn lane warrants were completed for the eastbound left and the westbound right turning movements
from Old Ivy Road into the proposed site entrance.
Under 2025 future conditions, both an eastbound left and a westbound right turn lane are warranted on
Old Ivy Road at the proposed site entrance. The left and right turn lane warrants can be found in Figures
6-1 through 6-3.
Based on the posted speed limit (35 MPH) and the functional classification of Old Ivy Road (urban
collector), a minimum taper of 100' and a minimum storage of 100' is required for both turn lanes per the
VDOT Road Design Manual.
6-1 TIMMONS GROUP see**
YOUR VISION ACHIFVfO THROUGH OURS.
February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
PAGE INTENTIONALLY BLANK
6-2 TIMMONS GROUP �@see*
YOUR VISION ACHIEVED THROUGH OURS. R .
GUIDELINES FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY)
FIGURE 3-26 VDOT ROAD DESIGN MANUAL APPENDIX F
100
88
80
60
40
27
20
NO TURN LANE
OR TAPERS REQUIRED
100 200 231 300
LEGEND
AM Peak Hour
— — — - PM Peak Hour
_gin
PHV APPROACH TOTAL, VEHICLES PER HOUR
To]
RIGHT TURN LANE AND TAPER WARRANTED
Right -Turn Lane Guideline
2025 Total Future Volume
Figure
TIMMONS GROUP
WB Old Ivy Road at Proposed Site Entrance
6-3
February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
PAGE INTENTIONALLY BLANK
6-6 TIMMONS GROUP �@see*
YOUR VISION ACHIEVED THROUGH OURS. R .
February 2022 Old Ivy Residences Traffic Impact Analysis -Albemarle County, VA
7 CONCLUSIONS AND RECOMMENDATIONS
7.1 STUDY FINDINGS
Based on the operational analyses the following is offered:
• Under the 2021 existing and 2025 background conditions:
• The signalized intersection of Ivy Road and Canterbury Road operates at an overall LOS D
in the AM and PM peaks, with queues in both mainline approaches and the southbound
approach that create access issues to nearby entrances and intersections.
o At the unsignalized intersection of Old Ivy Road and US Route 29/250 Off -Ramp, the
combination of queues from the Ivy Road/Canterbury Road signal and the high volume
from the US Route 29/250 Off -Ramp block access for the eastbound and westbound
movements of Old Ivy Road, effectively creating a 4-way stop intersection. The US Route
29/250 Off Ramp experiences queues that extend to mainline US Route 29/250.
• The unsignalized intersection of Old Ivy Road and Faulconer Road sees queuing issues for
southbound traffic attempting to make a left onto Old Ivy Road during both peak hours.
The queues at Old Ivy Road extend downstream into the US Route 29/250 Off -Ramp,
which could create safety and operational issues on the ramp.
o The unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp does not
have any operational or queuing issues of note, with maximum queues of approximately
300' in the EB direction which do not interfere with other intersections or access points.
o The signalized intersection of Ivy Road and Old Ivy Road operates at an overall LOS B in
both the AM and PM peak. The only queuing issues noted are for through movement
queues blocking access to nearby commercial entrances.
o On either end of the study corridor, there are narrow railroad bridges over Old Ivy Road
that severely limit the ability to widen the roadway and sometimes require vehicles to
operate as if there were only a single lane. This constraint impacts the intersections of
Old Ivy Road at Ivy Road, Old Ivy Road at US Route 29/250 Off -Ramp, and Ivy Road at
Canterbury Road.
• Under 2025 total future conditions with the traffic from the proposed Old Ivy Road Development:
• Overall, all existing intersections see an increase in delays and queuing with the addition
of the proposed site traffic.
• The signalized intersection of Ivy Road and Canterbury Road continues to create
operational issues for the US Route 29/250 Off -Ramp, Old Ivy Road, and Faulconer Road.
Without improvements to the signalized intersection or the off -ramp, operations on Old
Ivy Road will not improve.
• At the unsignalized intersection of Old Ivy Road at the US Route 29/250 On -Ramp, the
additional site traffic does not significantly increase delays along Old Ivy Road.
• At the signalized intersection of Old Ivy Road and Ivy Road, the increased traffic volumes
do not significantly change the operations of the existing signal.
• The proposed site entrance does not introduce any queueing or delays for mainline Old
Ivy Road and the proposed turn lanes can fully accommodate the site -generated traffic.
7-1 TIMMONS GROUP �.••••�
YOUR VISION ACHIEVED THROUGH OURS. R . •
February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
7.2 RECOMMENDATIONS
In order to accommodate the increased traffic volumes associated with the proposed Old Ivy Residences
residential development, the following operational and capacity improvements are recommended:
1. Install an eastbound left turn lane on Old Ivy Road at the proposed site entrance, minimum 100,
storage and 100' taper.
2. Install a westbound right turn lane on Old Ivy Road at the proposed site entrance, minimum 100'
storage and 100' taper.
3. Install a westbound right turn lane on Old Ivy Road at the US Route 29/250 on -ramp.
All recommended improvements are on Old Ivy Road across the frontage of property controlled by the
development of Old Ivy Residences. The proposed improvements are expected to be constructable within
existing right-of-way and on the development frontage.
7-2 TIMMONS GROUP •••••�
February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Appendix A
Traffic Counts
February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Canterbury and Ivy
Site Code
Start Date : 5/6/2021
Page No 1
r ,. oa printed_ pa--- Veh _ T-V.
Old Garth
Ivy
Canterbury
IVY
From North
From East
From South
From West
Suit TII[lC
Right
Thru
Left
Peds
A, Total
Right
Thru
Left
Peds
App. Tore)
Right
Thru
Left
Peds
App. T.W
Right
Thm
Left
Peds
App. Told
ha, Total
07:00 AM
71
1
19
0
91
12
49
2
0
63
0
I
1
0
2
0
82
39
0
121
277
07:15 AM
59
0
16
0
75
15
59
0
0
74
2
I
0
0
3
0
80
65
0
145
297
07:30 AM
84
1
9
0
94
27
115
2
0
144
1
2
1
0
4
1
130
93
0
224
466
07:45 AM
140
3
8
0
151
24
129
3
0
156
4
2
2
0
8
3
145
94
0
242
557
Total
354
5
52
0
411
78
352
7
0
437
7
6
4
0
17
4
437
291
0
732
1597
08:00 AM
113
2
30
0
145
32
117
6
0
155
3
3
3
0
9
2
175
101
0
278
587
08:15 AM
127
3
27
0
157
26
117
2
0
145
6
6
1
0
13
0
128
94
0
222
537
08:30 AM
128
1
9
0
138
16
122
5
0
143
5
5
6
0
16
2
101
59
0
162
459
08:45 AM
128
6
5
0
139
19
138
10
1
168
8
2
1
0
11
5
139
87
0
231
549
Total
496
12
71
0
579
93
494
23
1
611
22
16
11
0
49
9
543
341
0
893
1 2132
04:00 PM
146
2
26
0
174
20
157
4
0
181
4
1
2
0
7
2
163
84
1
250
612
04:15 PM
132
3
11
0
146
9
l33
2
0
144
7
4
5
0
16
5
135
82
0
222
528
04:30 PM
126
5
l0
0
141
12
140
7
0
159
8
2
2
0
12
4
141
115
0
260
572
04:45 PM
133
1
15
0
149
20
128
9
0
157
6
I
4
0
11
2
136
98
0
236
553
Total
1 537
11
62
0
610
1 61
558
22
0
641
1 25
8
13
0
46
1 13
575
379
1
968
1 2265
05:00 PM
101
3
16
0
120
18
149
15
0
182
9
3
5
0
17
7
151
70
1
229
548
05:15 PM
152
6
17
0
175
12
144
5
0
161
8
2
4
0
14
5
142
99
0
246
596
05:30 PM
115
3
5
0
123
7
129
8
0
144
7
3
5
t
16
2
122
95
0
219
502
05:45 PM
139
2
14
0
155
14
92
6
0
112
2
3
4
0
9
0
100
70
0
170
446
Total
507
14
52
0
573
51
514
34
0
599
26
11
18
t
56
14
515
334
1
864
1 2092
Grand Total
1894
42
237
0
2173
283
1918
86
1
2288
80
41
46
t
168
40
2070
1345
2
3457
8086
Apprch %
87.2
1.9
10.9
0
12.4
83.8
3.8
0
47.6
24.4
27.4
0.6
1.2
59.9
38.9
0.1
Total %
23.4
0.5
2.9
0
26.9
3.5
23.7
1.1
0
28.3
1
0.5
0.6
0
2.1
0.5
25.6
16.6
0
42.8
Passenger Veh
1848
42
231
0
2121
280
1856
84
1
2221
77
41
45
I
164
40
2023
1312
2
3377
7883
%Pe r Veh
97.6
100
97.5
0
97.6
98.9
96.8
97.7
100
97.1
96.2
100
97.8
100
97.6
100
97.7
97.5
100
97.7
97.5
Trucks
46
0
6
0
52
3
62
2
0
67
3
0
1
0
4
0
47
33
0
80
203
%Trucks
2.4
0
2.5
0
2.4
1.1
3.2
2.3
0
2.9
3.8
0
2.2
0
2.4
0
2.3
2.5
0
2.3
2.5
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Canterbury and Ivy
Site Code
Start Date : 5/6/2021
Page No : 2
Old Garth
From North
Ivy
From East
Canterbury
From South
IVY
From West
Start Time
Right
I Thru I Left
I Peds
I A,P Total
Right
I Ttva
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
Right
Thou Left I Peds
I App, Toot
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of l
Peak Hour for Entire Intersection Bepns at 07:30 AM
Int. Tota
07:30 AM
84
1
9
0
94
27
115
2
0
144
1
2
1
0
4
1
130
93
0
224
466
07:45 AM
140
3
8
0
151
24
129
3
0
156
4
2
2
0
8
3
145
94
0
242
557
08:00 AM
113
2
30
0
145
32
117
6
0
155
3
3
3
0
9
2
175
101
0
278
587
08:15 AM
127
3
27
0
157
26
117
2
0
145
6
6
1
0
13
0
128
94
0
222
537
Total Volume
464
9
74
0
547
109
478
13
0
600
14
13
7
0
34
6
578
382
0
966
2147
% AVV. Total
84.8
L6
13.5
0
18.2
79.7
2.2
0
41.2
38.2
20.6
0
0.6
59.8
39.5
0
PHF
829
.750
.617
.000
.871
.852
926
542
.000
.962
.583
.542
.583
.000
.654
.500
826
.946
.000
.869
.914
Passenger Veh
449
9
72
0
530
108
446
13
0
567
13
13
7
0
33
6
563
374
0
943
2073
%Passenger Veh
96.8
100
97.3
0
96.9
99.1
93.3
100
0
94.5
92.9
100
100
0
97.1
100
97.4
97.9
0
97.6
96.6
Trucks
15
0
2
0
17
1
32
0
0
33
1
0
0
0
1
0
15
8
0
23
74
% Trucks
3.2
0
2.7
0
3.1
0.9
6.7
0
0
5.5
7.1
0
0
0
2.9
0
2.6
2.1
0
2.4
3.4
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Canterbury and Ivy
Site Code
Start Date : 5/6/2021
Page No : 3
Old Garth
Out In Total
495 530 1025
9 17 28
1 1
449 9 72 0
75 0 2 0
474
ht
Right Thru Left Pads
tI 1 Y
Peak Hour Data
mbON
n1ON�
♦ p
p
W W W
r
2
Nodh
4---2
Peak Hour Begins at 07:30
3i €;' t
ro o
=
Passenger Veh
r
o w
Bova
OW W
oo
W
�+
m
m
Trucks
s
v
w Nm
WW
W�W—
a
mono
4� ? r
Left Thru Ri ht Pads
7 13 13 0
0 0 1 0
7 13 14
28 33 87
0 1 i
2 62
Out In Total
Old Garth
Data Collection Group
LSmith@DataCollectionGroup.net
Ivy I Canterbury
File Name : Canterbury and Ivy
Site Code
Start Date : 5/6/2021
Page No 4
IVY
I .Start Time I Right I Thm I Left I Peds I App. Total I Right I Thru I Left I Peds I App, Total I Right I Thru I Left I Peds I App. Total I Right I Thou I Left I Peds I App, Total I Int. Total I
Peak How Analysis From 12:00 PM to 05:45 PM - Peak t of 1
Ptak Hnnr fnr Fntire Tnterw,&inn 11eoins at 04-10 PM
04:30 PM
126
5
l0
0
141
12
140
7
0
159
8
2
2
0
12
4
141
115
0
260
572
04:45 PM
133
1
15
0
149
20
128
9
0
157
6
I
4
0
11
2
136
98
0
236
553
05:00 PM
101
3
16
0
120
18
149
15
0
182
9
3
5
0
17
7
151
70
1
229
548
05:15 PM
152
6
17
0
175
12
144
5
0
161
8
2
4
0
14
5
142
99
0
246
596
Total Volume
512
15
58
0
585
62
561
36
0
659
31
8
15
0
54
18
570
382
1
971
2269
% Avy.Total
87.5
2.6
9.9
0
9.4
85.1
5.5
0
57.4
14.8
27.8
0
1.9
58.7
39.3
0.1
PHF
.842
.625
.853
.000
.836
.775
.941
.600
.060
.905
.861
.667
.750
.000
.794
.643
.944
.830
.250
.934
.952
Passenger Veh
504
15
56
0
575
62
555
35
0
652
29
8
14
0
51
18
562
371
1
952
2230
% Passenger Veh
98.4
100
96.6
0
98.3
too
98.9
97.2
0
98.9
93.5
100
93.3
0
94.4
100
98.6
97.1
100
98.0
98.3
Trucks
8
0
2
0
10
0
6
1
0
7
2
0
1
0
3
0
8
11
0
19
39
%Trucks
1.6
0
3.4
0
1.7
0
1.1
2.8
0
1.1
6.5
0
6.7
0
5.6
0
1.4
2.9
0
2.0
1.7
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Canterbury and Ivy
Site Code
Start Date : 5/6/2021
Page No : 5
Old Garth
Out In Total
441 575 1018
ii 10 21
1 7
504 15 58 0
8 0 2 0
512 7
Right Thru Left Pads
tI 1 Y
Peak Hour Data
0No9N
FN N
F�NC�'
m
J
1-o=�
^W W
W W0
w m
Nodh
NON
�
� N J
Peak Hour Begins at 04:30 P
Passenger Veh
Trucks
r
N
a
aoWo
P1O fO
4-1 ? r
Left Thru Ri ht Pads
14 8 29 0
1 0 2 0
15 8 31
68 51 119
1 3 4
12
Out In Total
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Cantebury and Old Ivy
Site Code
Start Date : 5/6/2021
Page No 1
r ,. oa ➢rintnd_ ➢aaa-- Vnh _ T-V.
29.250 SB Off Ramp/Canterbury
Old Ivy
Canterbury
Old Garth
From North
From East
From South
From West
Start T1ma
Right
Thru
I Left I
PedS App, Told
Right
Thru
I Left
I Peds
App, Tote)
Right
Thru
Left
Peds
App. Tolal
Right
Thru
I Left I
Peds
App ToW
It. Total
07:00 AM
1
84
2
0
87
0
1
5
0
6
54
0
3
0
57
5
3
0
0
8
158
07:15 AM
1
70
3
0
74
0
0
7
0
7
78
0
2
0
80
2
9
0
0
11
172
07:30 AM
0
85
7
0
92
0
0
3
0
3
118
0
3
0
121
4
12
0
0
16
232
07:45 AM
5
148
6
0
159
0
1
3
0
4
116
0
4
0
120
5
12
0
0
17
300
Total
7
387
18
0
412
0
2
18
0
20
366
0
12
0
378
16
36
0
0
52
862
08:00 AM
l0
127
35
0
172
0
3
8
0
11
138
0
2
0
140
7
19
0
0
26
349
08:15 AM
16
146
11
0
173
0
7
7
0
14
116
0
9
0
125
IO
l0
0
0
20
332
08:30 AM
5
124
1
0
130
0
4
8
0
12
77
0
4
0
81
4
14
0
0
18
241
08:45 AM
4
133
0
0
137
0
1
5
0
6
100
0
3
0
103
9
16
0
0
25
271
Total
35
530
47
0
612
0
15
28
0
43
431
0
18
0
449
30
59
0
0
89
1 1193
04:00 PM
10
147
3
0
160
0
5
10
0
15
101
0
9
0
110
5
7
0
0
12
297
04:15 PM
5
140
1
0
146
0
5
10
0
l5
86.
0
6
0
92
7
8
0
0
15
268
04:30 PM
3
124
1
0
128
0
18
13
0
31
121
0
9
0
130
3
7
0
0
10
299
04:45 PM
0
137
3
0
140
0
12
13
0
25
113
0
5
0
118
5
10
0
0
15
298
Total
1 18
548
8
0
574
1 0
40
46
0
86
1 421
0
29
0
450
1 20
32
0
0
52
1 1162
05:00 PM
2
114
4
0
120
0
7
18
0
25
81
0
9
0
90
2
6
0
0
8
243
05:15 PM
8
154
0
1
163
0
13
6
0
19
102
0
3
0
105
9
9
0
0
18
305
05:30 PM
8
125
1
0
134
0
7
7
0
14
103
0
3
0
106
4
4
0
0
8
262
05:45 PM
5
132
2
0
139
0
10
11
0
21
84
0
7
0
91
4
4
0
0
8
259
Total
23
525
7
1
556
0
37
42
0
79
370
0
22
0
392
19
23
0
0
42
1 1069
Grand Total
83
1990
80
1
2154
0
94
134
0
228
1588
0
81
0
1669
85
150
0
0
235
4286
Apprch %
3.9
92.4
3.7
0
0
41.2
58.8
0
95.1
0
4.9
0
36.2
63.8
0
0
Total %
1.9
46.4
1.9
0
50.3
0
2.2
3.1
0
5.3
37.1
0
1.9
0
38.9
2
3.5
0
0
5.5
Passenger Veh
82
1944
80
1
2107
0
94
128
0
222
1559
0
81
0
1640
83
150
0
0
233
4202
%Passe r Veh
98.8
97.7
100
100
97.8
0
100
95.5
0
97.4
98.2
0
100
0
98.3
97.6
100
0
0
99.1
98
Trucks
1
46
0
0
47
0
0
6
0
6
29
0
0
0
29
2
0
0
0
2
84
%Trucks
1.2
2.3
0
0
2.2
0
0
4.5
0
2.6
l.8
0
0
0
1.7
2.4
0
0
0
0.9
2
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Cantebury and Old Ivy
Site Code
Start Date : 5/6/2021
Page No : 2
29.250 SB Off Ramp/Canterbury
From North
Old Ivy
From East
Canterbury
From South
Old Garth
From West
Start Time
Right
I Tbru I Left
I Peds
App Tore)
Right
I Thru
I Left
I Peds
I App. Toud
Right
Thru
Left
Peds
App. Total
I Right
I Thm I Left I Peds
I App, Tors)
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of l
Peak Hour for Entire Intersection Bepns at 07:45 AM
Int. Tota
07:45 AM
5
148F
6
0
159
0
1
3
0
4
116
0
4
0
120
5
12
0
0
17
300
08:00 AM
10
127
35
0
172
0
3
8
0
11
138
0
2
0
140
7
19
0
0
26
349
08:15 AM
16
146
11
0
173
0
7
7
0
14
116
0
9
0
125
10
10
0
0
20
332
08:30 AM
5
124
1
0
130
0
4
8
0
12
77
0
4
0
81
4
14
0
0
18
241
Total Volume
36
545
53
0
634
0
15
26
0
41
447
0
19
0
466
26
55
0
0
81
1222
% AVV. Total
5.7
86
8.4
0
0
36.6
63A
0
959
0
4.1
0
32A
67.9
0
0
PIE
.563
921
.379
.000
.916
.000
536
.813
.000
.732
.810
.000
.528
.000
.832
.650
.724
.000
.000
.779
.875
Passenger Veh
36
527
53
0
616
0
15
24
0
39
438
0
19
0
457
26
55
0
0
81
1193
%Passenger Veh
100
96.7
100
0
97.2
0
100
92.3
0
95.1
98.0
0
100
0
98.1
100
100
0
0
100
97.6
Trucks
0
18
0
0
18
0
0
2
0
2
9
0
0
0
9
0
0
0
0
0
29
% Trucks
0
3.3
0
0
2.8
0
0
7.7
0
4.9
2.0
0
0
0
1.9
0
0
0
0
0
2.4
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Cantebury and Old Ivy
Site Code
Start Date : 5/6/2021
Page No 3
29.250 SIB Off Ramp/Canterbury
Out In Total
0 618 816
0 18 18
36 527 53 0
0 18 0 0
36
Rigght Thru Left Peds
t 1 Y.
Peak Hour Data
m no`n
o0 t�
1
*Lz-
NO
t _ _
n o
m 2
Nodh
~c
m �o $i
r�
Peak Hour Begins at 07:45
5;
—
o
�+ =
Passenger Veh
Trucks
r
p N m
S n O o
O
_
00 m
q
N Wd_
4-1 ? r
Left Thru Ri ht Pads
19 0 438 0
0 0 s 0
19 0 447
577 4597 1034
z s z
7 1 3
Out In Total
29.250 SB Off Ramp/Canterbury
Data Collection Group
LSmith@DataCollectionGroup.net
Old Ivy I Canterbury
File Name : Cantebury and Old Ivy
Site Code
Start Date : 5/6/2021
Page No :4
ur[Yl
I Start Time I Right I Thm I Left I Peds I App. Tome I Right I Thm I Left I Peds I App, ToW I Right I Thm I Left I Peds I App. Tows I Right I Thm I Left I Peds I App, Total I hrt. Total I
Peak How Analysis From 12:00 PM to 05:45 PM - Peak t of 1
Peak Hnnr fnr Fntire Tnterw,&inn Tteoins at 04-60 PM
04:00 PM
10
147
3
0
160
0
5
10
0
15
101
0
9
0
110
5
7
0
0
12
297
04:15 PM
5
140
1
0
146
0
5
10
0
15
86
0
6
0
92
7
8
0
0
15
268
04:30 PM
3
124
1
0
128
0
18
13
0
31
121
0
9
0
130
3
7
0
0
10
299
04:45 PM
0
137
3
0
140
0
12
13
0
25
113
0
5
0
118
5
10
0
0
15
298
Total Volume
18
548
8
0
574
0
40
46
0
86
421
0
29
0
450
20
32
0
0
52
1162
%A .Total
3.1
95.5
1.4
0
0
46.5
53.5
0
93.6
0
6.4
0
38.5
61.5
0
0
PHF
.450
.932
.667
.000
.897
.000
.556
.885
.000
.694
.870
.000
.806
.000
.865
.714
.800
.000
.000
.867
.972
Passenger Veh
18
547
8
0
573
0
40
45
0
85
413
0
29
0
442
20
32
0
0
52
1152
% Passenger Veh
100
99.8
100
0
99.8
0
100
97.8
0
98.8
98.1
0
100
0
98.2
100
100
0
0
100
99.1
Trucks
0
1
0
0
1
0
0
1
0
1
8
0
0
0
8
0
0
0
0
0
10
%Trucks
0
0.2
0
0
0.2
0
0
2.2
0
1.2
L9
0
0
0
1.8
0
0
0
0
0
0.9
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Cantebury and Old Ivy
Site Code
Start Date : 5/6/2021
Page No 5
29.250 SIB Oft Ramp/Canterbury
Out In Total
0 573 573
0 1 1
74
18 547 8 0
0 1 0 0
1
Right Thru Left Peds
Y.
Peak Hour Data
o,
~ f
0.n
a�
J
O O O
A N O
m o 2
r-4
Nodh
Peak Hour Begins at 04:00 P
~2 0 0 0
m w
n
c7 —
O
o
Passenger Veh
Trucks
_
Smom
O
K+
ro
a
�
a000
wa
'rmm—
4-1 ? r
Left Thru Ri ht Pads
29 0 413 0
0 0 8 0
29 0 421
612 442 1054
2 8 10
14 4 1
Out In Total
Data Collection Group
757.478.6761
LSmith@DataCollectionGroup.net
r,m..ns Printed- Passenner Veh - Tn.Pks
File Name
: Old Ivy and Faulconer
Site Code
: 00033668
Start Date
: 5/6/2021
Page No
1
Faulconer
Old Ivy
Driveway
Old Ivy
From North
From East
From South
From West
Start Time
Right
Thru
Left
Peds
App Total
Right
Thru
Left
Peds
App Total
Right
Thru
Left
Peds
N+p Total
Right I
Thru
I Left
Peda
Mp ro ai
Int. Total
07:00 AM
0
1
8
0
9
2
6
0
0
8
0
0
0
0
0
0
59
2
0
61
78
07:15 AM
0
1
12
0
13
5
7
0
0
12
0
0
0
0
0
1
82
7
0
90
115
07:30 AM
1
0
7
0
8
10
5
0
0
15
1
0
0
0
1
3
90
36
0
129
153
07:45 AM
0
3
37
0
40
17
6
0
0
23
0
0
0
0
0
2
87
51
0
140
203
Total
1
5
64
0
70
34
24
0
0
58
1
0
0
0
1
6
318
96
0
420
549
08:00 AM
2
1
57
0
60
22
8
0
0
30
0
0
0
0
0
2
129
64
0
195
285
08:15 AM
0
2
72
0
74
5
15
0
0
20
0
0
0
0
0
4
97
30
0
131
225
08:30 AM
1
1
32
0
34
5
10
0
0
15
0
0
3
0
3
3
87
8
0
98
150
08:45 AM
1
0
30
0
31
2
4
0
0
6
0
1
0
0
1
1
113
4
0
118
156
Total
4
4
191
0
199
34
37
0
0
71
0
1
3
0
4
10
426
106
0
5421
816
BREAK "•
04:00 PM
1
0
52
0
53
6
12
1
0
19
3
0
4
0
7
0
101
12
0
113
192
04:15 PM
0
0
45
0
45
3
16
0
0
19
3
0
0
0
3
2
90
4
0
96
163
04:30 PM
2
0
25
0
27
2
32
0
1
35
2
0
0
0
2
0
115
4
0
119
183
04:45 PM
3
0
23
0
26
5
22
0
0
27
0
0
1
0
1
1
111
7
0
119
173
Total
6
0
145
0
151
16
82
1
1
100
8
0
5
0
13
3
417
27
0
4471
711
05:00 PM
6
0
33
0
39
7
19
0
0
26
3
0
0
0
3
0
93
6
0
99
167
05:15 PM
1
0
42
0
43
4
19
0
0
23
0
0
0
1
1
0
101
12
0
113
180
05:30 PM
1
1
26
0
28
3
11
0
0
14
1
0
0
0
1
0
104
4
0
108
151
05:45 PM
3
0
33
0
36
6
19
0
0
25
1
0
0
0
1
0
84
6
0
90
152
Total
11
1
134
0
146
20
68
0
0
88
5
0
0
1
6
0
382
28
0
4101
650
Grand Total
22
10
534
0
566
104
211
1
1
317
14
1
8
1
24
19
1543
257
0
1819
2726
Apprch %
3.9
1.8
94.3
0
32.8
66.6
0.3
0.3
58.3
4.2
33.3
4.2
1
84.8
14.1
0
Total %
0.8
0.4
19.6
0
20.8
3.8
7.7
0
0
11.6
0.5
0
0.3
0
0.9
0.7
56.6
9.4
0
66.7
Passenger Veh
22
10
525
0
557
102
204
0
1
307
14
1
7
1
23
19
1505
256
0
1780
2667
%Passenger Van
100
100
98.3
0
98A
98.1
96.7
0
100
96.8
100
100
87.5
100
95.8
100
97.5
99.6
0
97.9
97.8
Trucks
0
0
9
0
9
2
7
1
0
10
0
0
1
0
1
0
38
1
0
39
59
% Trucks
0
0
1.7
0
1.6
1.9
3.3
100
0
3.2
0
0
12.5
0
42
0
2.5
0.4
0
2.1
2.2
Data Collection Group
757.478.6761
LSmith@DataCollectionGroup.net
File Name : Old Ivy and Faulconer
Site Code : 00033668
Start Date : 5/6/2021
Page No : 2
Faulconer
From North
Old Ivy
From East
Driveway
From South
Old Ivy
From West
Start Time
Right Thru Left Peds APP Total
Right Thru Left Peds App. Total
Right Thru Left Peds App. Total
Right Thru Left
Peds App. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Beains at 07:30 AM
Int. Total
07:30 AM
1
0
7
0
8
10
5
0
0
15
1
0
0
0
1
3
90
36
0
129
153
07:45 AM
0
3
37
0
40
17
6
0
0
23
0
0
0
0
0
2
87
51
0
140
203
08:00 AM
2
1
57
0
60
22
8
0
0
30
0
0
0
0
0
2
129
64
0
195
285
08:15 AM
0
2
72
0
74
5
15
0
0
20
0
0
0
0
0
4
97
30
0
131
225
Total Volume
3
6
173
0
182
54
34
0
0
88
1
0
0
0
1
11
403
181
0
595
866
%App. Total
1-6
3.3
95.1
0
61.4
38.6
0
0
100
0
0
0
1.8
67.7
30.4
0
PHF
.375
.500
.601
.000
.615
.614
.567
.000
.000
.733
.250
.000
.000
.000
.250
.688
.781
.707
.000
.763
.760
Passenger Veh
3
6
168
0
177
53
32
0
0
85
1
0
0
0
1
11
393
181
0
585
848
% Passenger Veh
100
100
97.1
0
97.3
98.1
94.1
0
0
96.6
100
0
0
0
100
100
97.5
100
0
98.3
97.9
Trucks
0
0
5
0
5
1
2
0
0
3
0
0
0
0
0
0
10
0
0
10
18
% Trucks
0
0
2.9
0
2.7
1.9
5.9
0
0
3.4
0
0
0
0
0
0
2.5
0
0
1.7
2.1
Data Collection Group
757.478.6761
LSmith@DataCollectionGroup.net
Faulwner
In T I
2 17 411
1 5 8
2 41
3 6 16 0
0 0 5 0
Right Thou Left Peds
Peak Hour Data
.V
�N PP
m o
North
J N
Peak Hour Begins at 07:30
2 � N
o—
K iDoucks0
Passenger Veh
m N S
mr
0
�L T r
L Thru Riaht Peds
0 0 1 0
0 0 0 0
1
17 1 18
17 1 1
Out In Total
File Name
: Old Ivy and Faulconer
Site Code
: 00033668
Start Date
: 5/6/2021
Page No
: 3
Data Collection Group
757.478.6761
LSmith@DataCollectionGroup.net
File Name : Old Ivy and Faulconer
Site Code : 00033668
Start Date : 5/6/2021
Page No : 4
Faulconer
From North
Old Ivy
From East
Driveway
From South
Old Ivy
From West
Start Time
I Right I Thru I Lett I Peds I App. Totai
Right I Thro Left F Peds App. Total
Right Thru Left Peds App. Total
Right I Thru I Left
I Peds I App. Total
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Beams at 04:00 PM
04:00 PM
1
0
52
0
63
6
12
1
0
19
3
0
4
0
7
0
101
12
0
113
192
04:15 PM
0
0
45
0
45
3
16
0
0
19
3
0
0
0
3
2
90
4
0
96
163
04:30 PM
2
0
25
0
27
2
32
0
1
35
2
0
0
0
2
0
115
4
0
119
183
04:45 PM
3
0
23
0
26
5
22
0
0
27
0
0
1
0
1
1
111
7
0
119
173
Total Volume
6
0
145
0
151
16
82
1
1
100
8
0
5
0
13
3
417
27
0
447
711
%App. Total
4
0
96
0
16
82
1
1
61.5
0
38.5
0
0.7
93.3
6
0
PHF
.500
.000
.697
.000
.712
.667
.641
.250
.250
.714
.667
.000
.313
.000
.464
.375
.907
.563
.000
.939
.926
Passenger Veh
6
0
145
0
151
15
81
0
1
97
8
0
4
0
12
3
405
26
0
434
694
%passenger van
100
0
100
0
100
93.8
98.8
0
100
97.0
100
0
80.0
0
92.3
100
97.1
96.3
0
97.1
97.6
Trucks
0
0
0
0
0
1
1
1
0
3
0
0
1
0
1
0
12
1
0
13
17
% Trucks
0
0
0
0
0
6.3
1.2
100
0
3.0
0
0
20.0
0
7.7
0
2.9
3.7
0
2.9
2.4
Data Collection Group
757.478.6761
LSmith@DataCollectionGroup.net
Faulwner
In T I
41 151 19
2 0 2
1
6 0 1 0
0 0 0 0
Right Thou Left Peds
Peak Hour Data
�A
N N
North
Peak Hour Begins at 04:00 P
W U
2 � , m
JO mS
o—
"
S
O
Passenger Veh
TILICIM
r�
a
mN
0
J o
T r
Left Thru Riaht Peds
4 0 8 0
1 0 0 0
17
4 11
Out In Total
File Name
: Old Ivy and Faulconer
Site Code
: 00033668
Start Date
: 5/6/2021
Page No
: 5
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Old Ivy and 29-250 NB On Ramp
Site Code
Start Date : 5/6/2021
Page No 1
r ,. oa lhintnd_ Pa--- Vnh - T—V.
29/250 On Ramp
Old Ivy
Driveway
Old Ivy
From North
From East
From South
From West
Suit TlIrit:
Right
Tlvu I Left I Peds
App, Told
Right
Thru
I Left
I Peds
App, Tore)
Right
Thm
Left
Peds
App. ToW
Right
Thm
I Left I
Peds
App. ToW
ha, Total
07:00 AM
0
0 0
0
0
9
8
0
0
17
0
0
0
0
0
2
14
52
0
68
85
07:15 AM
0
0 0
0
0
11
12
0
0
23
0
0
1
0
1
3
21
64
0
88
112
07:30 AM
0
0 0
0
0
6
14
0
0
20
0
0
0
0
0
0
21
77
0
98
118
07:45 AM
0
0 0
0
0
17
23
0
0
40
0
0
0
0
0
0
38
78
0
116
156
Total
0
0 0
0
0
43
57
0
0
100
0
0
1
0
1
5
94
271
0
370
471
08:00 AM
0
0 0
0
0
21
33
0
0
54
0
0
0
0
0
1
64
120
0
185
239
08:15 AM
0
0 0
0
0
21
20
0
0
41
0
0
0
0
0
0
70
104
0
174
215
08:30 AM
0
0 0
0
0
24
13
0
0
37
0
0
0
0
0
0
43
75
0
118
155
08:45 AM
0
0 0
0
0
21
6
0
0
27
0
0
0
0
0
0
59
84
0
143
170
Total
0
0 0
0
0
87
72
0
0
159
0
0
0
0
0
1
236
383
0
620
1 779
04:00 PM
0
0
0
0 0
56
19
0
0
75
0
0
0
0
0
0
37
115
0
152
227
04:15 PM
0
0
0
0 0
33
17
0
0
50
0
0
0
0
0
0
38
]02
0
140
190
04:30 PM
0
0
0
0 0
46
35
0
0
81
0
0
0
t
1
0
26
127
0
153
235
04:45 PM
0
0
0
0 0
48
29
0
0
77
0
1
0
0
1
0
26
109
0
135
213
Total
1 0
0
0
0 0
1 183
100
0
0
283
1 0
1
0
1
2
1 0
127
453
0
580
1 865
05:00 PM
1 0
0
0
0 0
64
26
0
0
90
0
0
0
0
0
0
44
85
0
129
219
05:15 PM
0
0
0
1 1
45
24
0
0
69
0
0
0
l
1
0
45
95
0
140
211
0S:30 PM
0
0
0
0 0
49
14
0
0
63
0
0
0
0
0
1
27
103
0
131
194
Grand Total
0
0
0
1
1
513
317
0
0
830
0
1
1
2
4
7
611
1470
0
2088
2923
Apprch %
0
0
0
100
61.8
38.2
0
0
0
25
25
50
0.3
29.3
70.4
0
Total %
0
0
0
0
0
17.6
10.8
0
0
28.4
0
0
0
0.1
0.1
0.2
20.9
50.3
0
71.4
Passenger Veh
0
0
0
1
1
508
311
0
0
819
0
1
0
2
3
6
600
1445
0
2051
2874
%Passe rVeh
0
0
0
100
100
99
98.1
0
0
98.7
0
100
0
100
75
85.7
98.2
98.3
0
98.2
98.3
Trucks
0
0
0
0
0
5
6
0
0
11
0
0
1
0
1
1
11
25
0
37
49
%Trucks
0
0
0
0
0
1
1.9
0
0
1.3
0
0
100
0
25
14.3
1.8
1.7
0
1.8
1.7
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Old Ivy and 29-250 NB On Ramp
Site Code
Start Date : 5/6/2021
Page No 2
29/250 On Ramp
From North
Old Ivy
I From East
Driveway
From South
Old IVY
From West
Start Time
Right
I Thru I Left
I Peds
I ApP Toni
I Right
I Thru
I Left
I Peds
App. Tom1
Right
Thru
Left
Peds
App. TOW
Right
I Thru I Left Peds
I App, Tots)
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of l
Peak Hour for Entire Intersection Bepns at 08:00 AM
Int. Total
08:00 AM
0
0
0
0
0
21
33
0
0
54
0
0
0
0
0
1
64
120
0
185
239
08:15 AM
0
0
0
0
0
21
20
0
0
41
0
0
0
0
0
0
70
104
0
174
215
08:30 AM
0
0
0
0
0
24
13
0
0
37
0
0
0
0
0
0
43
75
0
118
155
08:45 AM
0
0
0
0
0
21
6
0
0
27
0
0
0
0
0
0
59
84
0
143
170
Total Volume
0
0
0
0
0
87
72
0
0
159
0
0
0
0
0
1
236
383
0
620
779
% AVV. Total
0
0
0
0
54.7
45.3
0
0
0
0
0
0
0.2
38.1
61.8
0
PIE
.000
000
.000
.000
.000
.906
.545
.000
.000
.736
.000
.000
.000
.000
.000
.250
.843
.798
.000
.838
.815
Passenger Veh
0
0
0
0
0
86
68
0
0
154
0
0
0
0
0
1
227
377
0
605
759
%Passenger Veh
0
0
0
0
0
98.9
94.4
0
0
96.9
0
0
0
0
0
100
96.2
98.4
0
97.6
97.4
Trucks
0
0
0
0
0
1
4
0
0
5
0
0
0
0
0
0
9
6
0
15
20
% Trucks
0
0
0
0
0
1.1
5.6
0
0
3.1
0
0
0
0
0
0
3.8
1.6
0
2.4
2.6
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Old Ivy and 29-250 NB On Ramp
Site Code
Start Date : 5/6/2021
Page No : 3
29/250 On Ramp
Out In Total
4fi3 0 4fi3
7 0 7
47 47
0 0 0 0
0 0 0 0
Right Thlru Left Peds
I IY
Peak Hour Data
.r.—•�'
-
'm
p
r-m
2
North
Peak Hour Begins at 08:00 Al
~RNnm
_4
a
Passenger Veh
Trucks
maw
gm r
+
oc
i
y
�o
O A J
H O O D
4-1 ? r
Left Thou Ri ht Pads
0 0 0 0
0 0 0 0
00
i o t
Out In Total
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Old Ivy and 29-250 NB On Ramp
Site Code :
Start Date : 5/6/2021
Page No 4
29/250 On Ramp Old Ivy Driveway Old Ivy
From North From East From South From West
Start Time Right I Thru I Left I Peds I App. Toms Right I Thru I Left I Peds I App, Toml Right Thru LeftPeds App.Towl I Right I Thm I Left I Peds I Am, Toms hrt. Total
Peak How Analysis From 12:00 PM to 06:00 PM - Peak t of 1
Pmk Hnnr fnr Fntire TMerceMinn Tteoins at 04-10 PM
04:30 PM
0
0
0
0
0
46
35
0
0
81
0
0
0
1
1
0
26
127
0
153
235
04:45 PM
0
0
0
0
0
48
29
0
0
77
0
1
0
0
1
0
26
109
0
135
213
05:00 PM
0
0
0
0
0
64
26
0
0
90
0
0
0
0
0
0
44
85
0
129
219
05:15 PM
0
0
0
1
1
45
24
0
0
69
0
0
0
l
1
0
45
95
0
140
211
Total Volume
0
0
0
1
1
203
114
0
0
317
0
t
0
2
3
0
141
416
0
557
878
% Avy.Total
0
0
0
100
64
36
0
0
0
33.3
0
66.7
0
25.3
74.7
0
PHF
.000
.000
.000
.250
.250
.793
.814
.000
.000
.881
.000
.250
.000
.500
.750
.000
.783
.819
.000
.910
.934
Passenger Veh
0
0
0
1
1
202
113
0
0
315
0
1
0
2
3
0
141
408
0
549
868
%Passenger Veh
0
0
0
100
100
99.5
99.1
0
0
99.4
0
100
0
100
100
0
100
98.1
0
98o
98.9
Trucks
0
0
0
0
0
1
1
0
0
2
0
0
0
0
0
0
0
8
0
8
10
% Trucks
0
0
0
0
0
0.5
0.9
0
0
0.6
0
0
0
0
0
0
0
1.9
0
1.4
1.1
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Old Ivy and 29-250 NB On Ramp
Site Code
Start Date : 5/6/2021
Page No : 5
29/250 On Ramp
Out In Total
811 1 612
9 0 9
627
0 0 0 1
0 0 0 0
0 7
Right Thlru Left Pads
Peak Hour Data
o m
Ca
a m�
'_z-N N
O
a o
a 2
North
o'
Peak Hour Begins at 04:30 PM
~P n w
O
w 'a
m
O
oo
=a-�
Passenger Veh
Trucks
O0
oo
i
irw
mNm—
'"000
4-1 ? r
Left Thou Ri ht Pads
0 1 1 0 2
0 0 0 0
1 02
3
0
P
0
Out In Total
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Ivy and Old Ivy
Site Code
Start Date : 5/6/2021
Page No :1
Groans Printed- Passenger Veh - Trucks
Driveway
Ivy
Saint Ames
Ivy
Old Ivy
From North
From
East
From South
From
West
From
Northwest
Start Time
"
Right
Th.
Left
Ras
T
Rigln
CIO
Thm
Left
Pod:
arrrm
Right
Thm
��0
Left
PI,
i
Riehl
Thru
Left
Peas
W
"
"d
�0
.. .�0
Peds
p_i 12
In1 Tow
0):00n
0
0
0 1
0
I
0
33
0
0
43
1
0
0
0
1
0
n
1
4
0
76
8
0
133
azlsAM
1
0
0 0
o
I
o
u
si
o
o
a
o
0
0 0
0
0
0
]a
o
s
a
ss
o
0
19 o
a
19
Is9
07 M n
0
0
0 0
0
0
0
20
55
0
0
75
0
0
0 1
0
1
0
122
0
s
0
m
2
0
15 0
0
n
220
T4 nm
o
s)
a
0
0
1 4
20
Is4
4
0
z
Toml
1
0
a 1
0
2
0
82
196
0
0
3)8
1
0
0 1
0
2
a
m
1
34
0
l32
10
0
71 0
0
81
795
08:OOAM
1
0
a 0
0
1
0
3a
9)
0
0
127
0
0
0 0
0
a
0
135
0
25
0
1W
9
0
M 2
0
43
331
08:15 AM
3
0
a 0
0
3
0
28
56
0
0
8l
0
0
0 I
0
1
0
119
0
p
0
136
9
a
W 1
0
M
288
0830 AM
0
0
a p
0
0
0
R
0
0
0
103
0
0
1 3
0
4
0
I W
0
8
0
142
9
0
33 0
0
42
291
OB:45AM
1
0
0 0
0
1
0
25
]II
0
0
95
0
0
0 5
0
5
0
157
0
10
0
16]
5
0
3B 2
0
45
313
Tom1
1 5
0
0 0
0
5
1 0
117
2W
0
0
Na
1 0
0
1 9
0
10
1 0
WS
0
60
0
605
I 30
0
159 5
0
1%
1 1223
"M
2
0
0 p
1
3
0
55
136
0
0
191
0
0
0 1
0
1
0
103
0
9
0
111
10
0
36 2
0
48
356
W:IS Ptd
1
1
0 p
1
3
0
52
136
0
0
I88
1
0
0 0
0
1
0
Ip
0
)
0
IId
10
a
26 2
0
38
356
W30 PId
1
1
0 p
6
6
0
6a
122
p
0
182
0
0
0 I
0
1
a
IOp
0
)
0
1%
12
a
30 6
0
46
342
WA5 PM11
1
1
0 0
0
2
1
64
13]
0
0
2((1
0
0
0 2
0
2
a
109
0
I3
0
122
)
a
2) 3
0
37
365
Toml
5
3
0 0
6
14
1
231
531
0
0
763
1 1
0
0 4
0
5
1 0
428
0
36
0
46l1
39
0
119 11
0
va,
1 1415
05:W PId
3
1
0 1
1
6
0
65
163
0
0
228
3
0
0 9
0
12
0
119
0
9
0
128
Id
0
29 I
0
44
418
05:IS PM
1
1
0 0
0
2
0
a
181
0
0
229
0
0
0 0
0
0
0
103
0
)
0
IIO
11
a
26 I
0
38
3A
0590 PM
1
0
0 0
1
2
0
50
126
0
0
176
0
0
0 2
0
2
0
93
0
6
0
99
6
0
25 2
0
33
312
O545 PM
0
2
0 0
0
2
0
52
1W
0
0
161
0
0
0 4
0
4
0
M
1
6
0
93
6
a
14 3
0
23
283
Toml
5
4
0 1
2
12
0
215
5W
0
0
7%
3
0
0 I5
0
18
0
on
1
28
0
430
3]
0
W )
0
138
1 1392
Glans Total
16
7
0 2
8
33
1
645
1598
0
0
nu
5
0
1 29
0
35
0
1771
2
158
0
1931
116
0
443 23
0
582
4825
Approh%
485
212
0 61
242
0
287
712
0
0
143
0
29 929
0
0
917
0.1
82
0
149
0
76.1 4
0
raw %
0.3
0.1
0 0
02
07
0
134
33.1
0
0
46.5
0.1
0
0 06
0
0.7
0
367
0
33
0
40
2.4
0
92 OS
0
12.1
x v.a< vm
IN
IN
0 IN
IN
IN
Iro
98.3
97.5
0
0
97.7
100
0
100 100
0
100
0
98.2
100
100
0
98.4
100
0
98 100
0
98.5
98.1
Trucks
0
0
0 0
0
0
0
11
40
0
0
51
0
0
0 0
0
0
0
31
0
0
0
31
0
0
9 0
0
9
91
%Trucks
0
0
0 0
0
0
0
1.7
2.5
0
0
2.3
0
0
0 0
0
0
0
1.8
0
0
0
1.
0
0
2 0
0
1.5
1.9
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Ivy and Old Ivy
Site Code
Start Date : 5/6/2021
Page No 2
Driveway
From North
Ivy
From East
Saint Ames
From South
IVY
From West
Old Ivy
From Northwest
Start Time
"
Right
Thra
Left
reds
.yo..
Right
Thru
Left
eels
,rm
Right
'1'hrn
Left
Beds
,,, rm
Right
Th.
Left
Ped3
Y[ HoueAMlyy54Nm
U]'W AM b 11'<5 FM-PRk 1 N 1
�r xab w. em0�
maren� Runs az oam un
n
0
0
0
0
0
0
0
0
0
135
08:15 AM
3 0 0
0
0
3
0
28
56
0
0
84
0
0
0
1
0
I
0
119
08:30 AM
0 0 0
0
0
0
0
34
69
0
0
103
0
0
1
3
0
4
0
134
08:45 AM
1 0 0
0
0
1
0
25
70
0
0
95
0
0
0
5
0
5
0
157
Toml VoWme
5 0 0
0
0
5
0
117
292
0
0
409
0
0
1
9
0
10
0
545
Ped3
-TOW
0
0
160
7
0
34
0
43
331
0 17
0
136
9
0
54
1
0
64
288
0 8
0
142
9
0
33
0
0
42
291
r.",, Vm 5 0 0 0 0 5 0 112 282 0 0 394 0 0 1 9 0 10 0 -137 0 60 0 597 30 0 152 5 0 187 1193
x w., Vm 1. 0 0 0 0 109 0 95.7 96.6 0 0 96.3 0 0 100 I00 0 100 0 98.5 0 I00 0 98.7 100 0 95.6 100 0 96A 97.5
Trucks 0 0 0 0 0 0 0 5 10 0 0 15 0 0 0 0 0 0 0 8 0 0 0 8 0 0 7 0 0 7 30
% Trucks 0 0 0 0 0 0 0 4.3 3.4 0 0 3.7 0 0 0 0 0 0 0 1.5 0 0 0 1.3 0 0 4.4 0 0 3.6 2.5
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Ivy and Old Ivy
Site Code
Start Date : 5/6/2021
Page No 3
Old Ivy Driveway
o^ Out In Total
o�^ti 8 10
^o 0
0 0 0
^ ^ G 9
^
o 0 0 0 0
o
Hard
Rght ru LePed
FRhtL �s
1
Peak Hour Data 1p
mmm _
sm � o
F oo A J m�
as ,°�' m $ m f° 2 Peak Hour Begins at 08:00
Passenger Veh
0o a Tmcks
Om m s000 �^
0 o p N9 wow a
d 4
Bear
Left Left Thm Ri ht Peds
9 1 0 0 0
0 0 0 0 0
1
PO
10 10
1 1
Ord In Total
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Ivy and Old Ivy
Site Code
Start Date : 5/6/2021
Page No : 4
Driveway
IVY
I
Saint Armes
IVY
Old Ivy
From North
From Fast
From
South
From West
From Northwest
Start Time
Itighl
Tlw
Left
PMs
apPrw
m6M
Tfw
Left
Beds
nw.rw
Rignc
Tlw
Left
Beds
nw.rw
RiBbt
Tlw
Left
Peels
.q.. row
Peels
.bP. row
IN Taal
Ppk Hone MNYas Fmm
12 00
PM b O5:<5 PM-Ppk I MI
Ppk Hoirt WrF 're
lno-ration Be@rtsat03JOPM
^�^
0 0
0
60
122
0
0
182
0
0
0
1
0
1
0
100
0 7
0
107
12
0
4
0
46
342
04:45 PM
1
1
0 0
0
2
1
64
137
0
0
202
0
0
0
2
0
2
0
109
0 13
0
122
7
0
27 3
0
37
365
05:00 PM
3
1
0 1
1
6
0
65
163
0
0
228
3
0
0
9
0
12
0
119
0 9
0
128
14
0
29 1
0
44
418
05:15 PM
1
1
0 0
0
2
0
48
181
0
0
229
0
0
0
0
0
0
0
103
0 7
0
Ito
11
0
26 1
0
38
379
Taal W..
6
4
0 1
5
16
1
237
603
0
0
841
3
0
0
12
0
15
0
431
0 36
0
467
44
0
112 9
0
165
1504
.Total
375
25
0 6.2
312
0.1
28.2
71.7
0
0
20
0
0
80
0
0
92.3
0 7.7
0
26.7
0
6T9 5.5
0
1'0
PHF
.000 .250
.313
.667
.250
M2
.833
000
.918
.250
.000
o00
.333
.313
.000
.905
.692
.912
.786
000
.563
.000
.897
.900
.500
.000
.000
.000
.000
.933
Passenger vw
6
4
0 1
5
16
1
235
597
0
0
833
3
0
0
12
0
15
0
424
0 36
0
460
44
0
112 9
0
165
1489
IN
1,
o IN
I.
IN
IW
919.2
99.0
0
0
99.0
100
0
0
100
0
100
0
98.4
0 100
0
98.5
100
0
100 100
0
100
99.0
Trucks
0
0
0 0
0
0
0
2
6
0
0
8
0
0
0
0
0
0
0
7
0 0
0
7
0
0
0 0
0
0
15
%Trucks
0
0
0 0
0
0
0
0.8
LO
0
0
1.0
0
0
0
0
0
0
0
1.6
0 0
0
1.5
0
0
0 0
0
0
LO
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Ivy and Old Ivy
Site Code
Start Date : 5/6/2021
Page No 5
Old Ivy Driveway
o� Out In Total
�` Oy � OPryy 10 10 26
0 0 0
0
009 8 4 0 1 5
0 0 0
1 0
4
Hard Ri ht Thru Lefl Peds
0vg� F' ht � 1 L
Q�
21?O 2� Peak Hour Data p
W ds 1�
JJOO
r r v n Peak Hour Begins at 04:30 P _
g ~� o m p w�'�
Passenger Veh w m J LAW
nmm 00 'c Tmcks
O m
0o w v wvw—
m
D, �000
Bear
Left Left Thm Ri ht Peds
12 0 0 3 0
0 0 0 0 0
12
15 15
0 0 0
1 15
ON In Total
February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Appendix B
Synchro Analysis for
2021 Existing Conditions
February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Queues
1: Cantebury Road /Route 846 & Ivy
Road
01/21/2022
Lane Group
EBL
EBT
EBR
WBL
WBT
NBT
NBR
SBT
SBR
Lane Group Flow (vph)
412
656
11
27
709
33
26
100
600
v/c Ratio
0.91
0.56
0.01
0.06
0.96
0.26
0.08
0.64
0.92
Control Delay
58.1
18.0
0.0
11.0
60.1
58.6
0.5
70.6
40.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
58.1
18.0
0.0
11.0
60.1
58.6
0.5
70.6
40.5
Queue Length 50th (ft)
251
341
0
6
-613
25
0
76
188
Queue Length 95th (ft)
#460
477
0
17
#850
59
0
132
#440
Internal Link Dist (ft)
843
543
551
203
Turn Bay Length (ft)
450
200
180
75
Base Capacity (vph)
467
1164
1075
421
740
147
338
199
662
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.88
0.56
0.01
0.06
0.96
0.22
0.08
0.50
0.91
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.
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report
Timmons Group Page 1
HCM Signalized Intersection Capacity Analysis
1: Cantebury Road /Route 846 & Ivy Road 01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
t
if
►j
11�
+1
r
+T
r
Traffic Volume (vph)
375
597
10
25
543
102
12
18
24
78
13
546
Future Volume (vph)
375
597
10
25
543
102
12
18
24
78
13
546
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
7.8
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
0.85
1.00
0.98
1.00
0.85
1.00
0.85
Fit Protected
0.95
1.00
1.00
0.95
1.00
0.98
1.00
0.96
1.00
Satd. Flow (prot)
1770
1845
1615
1736
1760
1863
1538
1761
1553
Fit Permitted
0.07
1.00
1.00
0.42
1.00
0.98
1.00
0.96
1.00
Satd.Flow (perm)
136
1845
1615
759
1760
1863
1538
1761
1553
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)
412
656
11
27
597
112
13
20
26
86
14
600
RTOR Reduction (vph)
0
0
4
0
5
0
0
0
25
0
0
181
Lane Group Flow (vph)
412
656
7
27
704
0
0
33
1
0
100
419
Heavy Vehicles (%)
2%
3%
0%
4%
6%
2%
0%
0%
5%
4%
0%
4%
Turn Type
pm+pt
NA
Perm
pm+pt
NA
Split
NA
Perm
Split
NA
pm+ov
Protected Phases
5
2
1
6
4
4
3
3
5
Permitted Phases
2
2
6
4
3
Actuated Green, G (s)
83.1
71.3
71.3
52.9
48.9
6.5
6.5
10.7
37.1
Effective Green, g (s)
83.1
71.3
71.3
52.9
48.9
6.5
6.5
10.7
37.1
Actuated g/C Ratio
0.69
0.59
0.59
0.44
0.41
0.05
0.05
0.09
0.31
Clearance Time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
7.8
Vehicle Extension (s)
2.0
4.0
4.0
2.0
4.0
1.5
1.5
1.5
2.0
Lane Grp Cap (vph)
453
1096
959
367
717
100
83
157
480
v/s Ratio Prot
c0.20
0.36
0.00
c0.40
c0.02
0.06
c0.19
v/s Ratio Perm
0.43
0.00
0.03
0.00
0.08
v/c Ratio
0.91
0.60
0.01
0.07
0.98
0.33
0.02
0.64
0.87
Uniform Delay, d1
37.0
15.3
9.9
19.1
35.1
54.7
53.7
52.8
39.2
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
21.4
2.4
0.0
0.0
29.4
0.7
0.0
6.1
15.5
Delay (s)
58.4
17.8
9.9
19.1
64.5
55.4
53.8
58.9
54.7
Level of Service
E
B
A
B
E
E
D
E
D
Approach Delay (s)
33.2
62.8
54.7
55.3
Approach LOS
C
E
D
E
Intersection Summa
HCM 2000 Control Delay
48.2 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio
0.91
Actuated Cycle Length (s)
120.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization
93.7% ICU Level of Service F
Analysis Period (min)
15
c Critical Lane Group
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report
Timmons Group Page 2
HCM Unsignalized Intersection Capacity Analysis
2: Route 846/Route 29 Off -Ramp
& Old Garth Road/Old Ivy
Road
01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'+
fi
4*
4+
Traffic Volume (veh/h)
0
65
33
31
17
0
20
0
474
52
583
39
Future Volume (Veh/h)
0
65
33
31
17
0
20
0
474
52
583
39
Sign Control
Stop
Stop
Free
Free
Grade
0%
0%
0%
0%
Peak Hour Factor
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
Hourly flow rate (vph)
0
76
39
36
20
0
24
0
558
61
686
46
Pedestrians
Lane Width (ft)
Walking Speed (fUs)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
283
pX, platoon unblocked
0.88
0.88
0.88
0.88
0.88
0.88
vC, conflicting volume
1168
1437
709
1235
1181
279
732
558
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1121
1428
709
1198
1136
108
732
426
tC, single (s)
7.1
6.5
6.2
7.2
6.5
6.2
4.1
4.1
tC, 2 stage (s)
tF (s)
3.5
4.0
3.3
3.6
4.0
3.3
2.2
2.2
p0 queue free %
100
30
91
30
88
100
97
94
cM capacity (veh/h)
137
109
438
51
163
834
882
1004
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
EB1
WB1
NB
SIB
115
56
582
793
0
36
24
61
39
0
558
46
146
68
882
1004
0.79
0.82
0.03
0.06
122
97
2
5
86.3
164.3
0.7
1.5
F
F
A
A
86.3
164.3
0.7
1.5
F
F
13.4
69.4% ICU Level of Service
15
fR
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Commercial Entrance/Faulconer Driver & Old Ivy
Road
01/21/2022
--*
--*
f+--
,
t
`►
1
4/
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
r
+T+
4+
+T
r
Traffic Volume (veh/h)
117
469
11
0
41
37
3
1
0
210
4
4
Future Volume (Veh/h)
117
469
11
0
41
37
3
1
0
210
4
4
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.72
0.72
Hourly flow rate (vph)
163
651
15
0
57
51
4
1
0
292
6
6
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
8
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
108
666
1066
1085
651
1060
1074
82
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
108
666
1066
1085
651
1060
1074
82
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
89
100
98
99
100
0
97
99
cM capacity (veh/h)
1495
933
180
195
472
184
197
983
Direction, Lane#
EB 1
EB 2
WB 1
NB 1
SIB 1
Volume Total
814
15
108
5
304
Volume Left
163
0
0
4
292
Volume Right
0
15
51
0
6
cSH
1495
1700
933
183
187
Volume to Capacity
0.11
0.01
0.00
0.03
1.63
Queue Length 95th (ft)
9
0
0
2
506
Control Delay (s)
2.6
0.0
0.0
25.3
349.1
Lane LOS
A
D
F
Approach Delay (s)
2.6
0.0
25.3
349.1
Approach LOS
D
F
Intersection Summary
Average Delay
87.0
Intersection Capacity Utilization
58.9%
ICU Level
of Service
B
Analysis Period (min)
15
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Commercial Entrance/Route 29 On -Ramp
& Old Ivy
Road
01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4�
fi
r
4+
Traffic Volume (veh/h)
421
260
1
0
79
96
0
0
0
0
0
0
Future Volume (Veh/h)
421
260
1
0
79
96
0
0
0
0
0
0
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.81
0.81
0.81
0.81
0.81
0.81
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
520
321
1
0
98
119
0
0
0
0
0
0
Pedestrians
Lane Width (ft)
Walking Speed (fUs)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
217
322
1460
1578
322
1460
1460
98
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
217
322
1460
1578
322
1460
1460
98
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
62
100
100
100
100
100
100
100
cM capacity (veh/h)
1353
1249
75
67
719
75
79
958
Direction, Lane#
EB 1
WB 1
WB 2
NB 1
Volume Total
842
98
119
0
Volume Left
520
0
0
0
Volume Right
1
0
119
0
cSH
1353
1249
1700
1700
Volume to Capacity
0.38
0.00
0.07
0.00
Queue Length 95th (ft)
46
0
0
0
Control Delay (s)
7.4
0.0
0.0
0.0
Lane LOS
A
A
Approach Delay (s)
7.4
0.0
0.0
Approach LOS
A
Intersection Summary
Average Delay
5.9
Intersection Capacity Utilization
49.7%
ICU
Level of
Service
A
Analysis Period (min)
15
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report
Timmons Group Page 5
Queues
5: Commerical Entrance/Old Ivy Road & Ivy Road 01/21/2022
t--,, 4---
Lane Group
EBL
EBT
WBT
WBR
NBT
SBT
Lane Group Flow (vph)
72
652
349
140
12
232
v/c Ratio
0.13
0.63
0.34
0.15
0.07
0.58
Control Delay
9.0
14.5
9.8
2.8
27.0
17.0
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
9.0
14.5
9.8
2.8
27.0
17.0
Queue Length 50th (ft)
8
108
47
0
3
28
Queue Length 95th (ft)
43
#421
169
29
20
98
Internal Link Dist (ft)
1062
920
247
459
Turn Bay Length (ft)
90
Base Capacity (vph)
599
1075
1055
947
611
676
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
0.12
0.61
0.33
0.15
0.02
0.34
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report
Timmons Group Page 6
HCM Signalized Intersection Capacity Analysis
5: Commerical Entrance/Old Ivy Road & Ivy Road 01/21/2022
t--I, l f-~ 1,-4\ T �' �► 1 d
Movement
EBL
EBT
EBR
WBL
WBT
WEIR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
t
T
r
4+
4+
Traffic Volume (vph)
66
600
0
0
321
129
10
1
0
180
0
33
Future Volume (vph)
66
600
0
0
321
129
10
1
0
180
0
33
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
7.0
7.0
7.0
7.0
6.0
6.0
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.85
1.00
0.98
Fit Protected
0.95
1.00
1.00
1.00
0.96
0.96
Satd. Flow (prot)
1805
1881
1845
1553
1781
1726
Fit Permitted
0.55
1.00
1.00
1.00
0.96
0.96
Satd.Flow (perm)
1048
1881
1845
1553
1781
1726
Peak -hour factor, PHF
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Adj. Flow (vph)
72
652
0
0
349
140
11
1
0
196
0
36
RTOR Reduction (vph)
0
0
0
0
0
69
0
0
0
0
108
0
Lane Group Flow (vph)
72
652
0
0
349
71
0
12
0
0
124
0
Heavy Vehicles (°/u)
0%
1 %
0%
0%
3%
4%
2%
2%
2%
4%
0%
0%
Turn Type
Perm
NA
NA
Perm
Split
NA
Split
NA
Protected Phases
2
2
4
4
3
3
Permitted Phases
2
2
Actuated Green, G (s)
29.5
29.5
29.5
29.5
0.9
9.1
Effective Green, g (s)
29.5
29.5
29.5
29.5
0.9
9.1
Actuated g/C Ratio
0.50
0.50
0.50
0.50
0.02
0.16
Clearance Time (s)
7.0
7.0
7.0
7.0
6.0
6.0
Vehicle Extension (s)
4.0
4.0
4.0
4.0
2.0
3.0
Lane Grp Cap (vph)
528
948
930
783
27
268
v/s Ratio Prot
c0.35
0.19
c0.01
c0.07
v/s Ratio Perm
0.07
0.05
v/c Ratio
0.14
0.69
0.38
0.09
0.44
0.46
Uniform Delay, d1
7.7
11.0
8.9
7.5
28.6
22.5
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.2
2.3
0.3
0.1
4.2
1.3
Delay (s)
7.9
13.3
9.2
7.6
32.7
23.7
Level of Service
A
B
A
A
C
C
Approach Delay (s)
12.7
8.8
32.7
23.7
Approach LOS
B
A
C
C
Intersection Summa
HCM 2000 Control Delay
13.3 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio
0.63
Actuated Cycle Length (s)
58.5 Sum of lost time (s) 19.0
Intersection Capacity Utilization
70.2% ICU Level of Service C
Analysis Period (min)
15
c Critical Lane Group
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing AM Peak Synchro 10 Report
Timmons Group Page 7
Queuing and Blocking Report
2021 Existing AM Peak 01/21/2022
Intersection: 1: Cantebury Road /Route 846 & Ivy Road
Movement
EB
EB
EB
WB
WB
INS
NB
SB
SB
Directions Served
L
T
R
L
TR
LT
R
LT
R
Maximum Queue (ft)
394
321
26
199
629
80
52
212
76
Average Queue (ft)
197
149
3
39
467
25
13
184
73
95th Queue (ft)
330
277
16
148
719
60
36
252
83
Link Distance (ft)
882
882
586
575
201
Upstream Blk Time (°/u)
23
18
Queuing Penalty (veh)
0
115
Storage Bay Dist (ft)
450
200
180
75
Storage Blk Time (%)
0
0
43
25
26
Queuing Penalty (veh)
0
0
11
137
23
Intersection: 2: Route 846/Route 29 Off -Ramp & Old Garth Road/Old Ivy Road
Movement
EB
WB
INS
SB
Directions Served
TR
LT
LTR
LTR
Maximum Queue (ft)
112
75
71
1160
Average Queue (ft)
45
30
18
1130
95th Queue (ft)
87
62
55
1158
Link Distance (ft)
394
299
201
1106
Upstream Blk Time (°/u)
97
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road
Directions Served
LT
LTR
LT
R
Maximum Queue (ft)
111
30
325
88
Average Queue (ft)
17
3
116
9
95th Queue (ft)
65
18
277
64
Link Distance (ft)
299
171
352
Upstream Blk Time (°/u)
5
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
190
Storage Blk Time (%)
0
12
0
Queuing Penalty (veh)
0
1
0
Greystar Old Ivy Road TIA SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
2021 Existing AM Peak 01/21/2022
Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road
Movement
EB
WB
Directions Served
LTR
R
Maximum Queue (ft)
166
44
Average Queue (ft)
63
14
95th Queue (ft)
125
42
Link Distance (ft)
332
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
50
Storage Blk Time (%)
0
Queuing Penalty (veh)
0
Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road
Movement EB EB WB WB NB SIB
Directions Served
L
Maximum Queue (ft)
81
Average Queue (ft)
14
95th Queue (ft)
54
Link Distance (ft)
Upstream Blk Time (a/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
90
Storage Blk Time (°/a)
0
Queuing Penalty (veh)
0
Network Summary
Network wide Queuing Penalty: 291
T
T
R
LTR
LTR
241
174
66
39
178
85
75
29
11
91
187
146
58
33
151
1037
956
956
277
420
Greystar Old Ivy Road TIA SimTraffc Report
Timmons Group Page 2
Queues
1: Cantebury Road /Route 846 & Ivy Road 01/21/2022
t--I, l 'r~
Lane Group
EBL
EBT
EBR
WBL
WBT
NBT
NBR
SBT
SBR
Lane Group Flow (vph)
442
660
21
42
721
27
36
85
593
v/c Ratio
0.90
0.54
0.02
0.10
0.91
0.23
0.11
0.58
0.93
Control Delay
56.9
18.2
0.1
10.7
51.6
58.1
0.7
68.3
44.7
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
56.9
18.2
0.1
10.7
51.6
58.1
0.7
68.3
44.7
Queue Length 50th (ft)
285
333
0
9
-557
20
0
65
214
Queue Length 95th (ft)
#523
464
0
23
#821
51
0
116
#483
Internal Link Dist (ft)
843
543
551
203
Turn Bay Length (ft)
450
200
180
75
Base Capacity (vph)
490
1215
1097
429
789
139
337
187
636
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.90
0.54
0.02
0.10
0.91
0.19
0.11
0.45
0.93
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.
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report
Timmons Group Page 1
HCM Signalized Intersection Capacity Analysis
1: Cantebury Road /Route 846 & Ivy Road 01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
t
if
►j
T+
+T
r
+T
r
Traffic Volume (vph)
420
627
20
40
617
68
17
9
34
64
17
563
Future Volume (vph)
420
627
20
40
617
68
17
9
34
64
17
563
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
7.8
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
0.85
1.00
0.99
1.00
0.85
1.00
0.85
Fit Protected
0.95
1.00
1.00
0.95
1.00
0.97
1.00
0.96
1.00
Satd. Flow (prot)
1752
1881
1615
1752
1855
1757
1524
1786
1583
Fit Permitted
0.07
1.00
1.00
0.41
1.00
0.97
1.00
0.96
1.00
Satd.Flow (perm)
131
1881
1615
764
1855
1757
1524
1786
1583
Peak -hour factor, PHF
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
Adj. Flow (vph)
442
660
21
42
649
72
18
9
36
67
18
593
RTOR Reduction (vph)
0
0
8
0
3
0
0
0
34
0
0
163
Lane Group Flow (vph)
442
660
13
42
718
0
0
27
2
0
85
430
Heavy Vehicles (%)
3%
1%
0%
3%
1%
0%
7%
0%
6%
3%
0%
2%
Turn Type
pm+pt
NA
Perm
pm+pt
NA
Split
NA
Perm
Split
NA
pm+ov
Protected Phases
5
2
1
6
4
4
3
3
5
Permitted Phases
2
2
6
4
3
Actuated Green, G (s)
85.6
72.1
72.1
54.3
48.6
6.4
6.4
8.3
37.5
Effective Green, g (s)
85.6
72.1
72.1
54.3
48.6
6.4
6.4
8.3
37.5
Actuated g/C Ratio
0.71
0.60
0.60
0.45
0.41
0.05
0.05
0.07
0.31
Clearance Time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
7.8
Vehicle Extension (s)
2.0
4.0
4.0
2.0
4.0
1.5
1.5
1.5
2.0
Lane Grp Cap (vph)
487
1130
970
392
751
93
81
123
494
v/s Ratio Prot
cO.22
0.35
0.01
xO.39
cO.02
0.05
c0.21
v/s Ratio Perm
0.43
0.01
0.04
0.00
0.06
v/c Ratio
0.91
0.58
0.01
0.11
0.96
0.29
0.02
0.69
0.87
Uniform Delay, d1
36.7
14.7
9.6
18.4
34.7
54.6
53.8
54.6
39.0
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
20.1
2.2
0.0
0.0
23.7
0.6
0.0
12.7
14.9
Delay (s)
56.8
16.9
9.7
18.5
58.4
55.2
53.9
67.3
53.9
Level of Service
E
B
A
B
E
E
D
E
D
Approach Delay (s)
32.5
56.2
54.5
55.6
Approach LOS
C
E
D
E
Intersection Summa
HCM 2000 Control Delay
45.9 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio
0.89
Actuated Cycle Length (s)
120.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization
96.5% ICU Level of Service F
Analysis Period (min)
15
c Critical Lane Group
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report
Timmons Group Page 2
HCM Unsignalized Intersection Capacity Analysis
2: Route 846/Route 29 Off -Ramp
& Old Garth Road/Old Ivy
Road
01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'+
fi
4*
+T*
Traffic Volume (veh/h)
0
35
21
55
55
0
29
0
459
9
582
14
Future Volume (Veh/h)
0
35
21
55
55
0
29
0
459
9
582
14
Sign Control
Stop
Stop
Free
Free
Grade
0%
0%
0%
0%
Peak Hour Factor
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
Hourly flow rate (vph)
0
37
22
59
59
0
31
0
488
10
619
15
Pedestrians
Lane Width (ft)
Walking Speed (fUs)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
283
pX, platoon unblocked
0.87
0.87
0.87
0.87
0.87
0.87
vC, conflicting volume
982
1196
626
993
960
244
634
488
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
902
1150
626
915
876
50
634
331
tC, single (s)
7.1
6.5
6.2
7.1
6.5
6.2
4.1
4.1
tC, 2 stage (s)
tF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
p0 queue free %
100
78
95
65
75
100
97
99
cM capacity (veh/h)
178
166
478
168
240
887
959
1073
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
EB1
WB1
NB
SIB
59
118
519
644
0
59
31
10
22
0
488
15
219
198
959
1073
0.27
0.60
0.03
0.01
26
83
3
1
27.3
46.9
0.9
0.3
D
E
A
A
27.3
46.9
0.9
0.3
D
E
5.8
66.9% ICU Level of Service
15
IS
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Commercial Entrance/Faulconer Driver & Old Ivy
Road
01/21/2022
--*
--*
-,;o,
f+--
,
t
`►
1
4/
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
IN
4+
4+
+T
IN
Traffic Volume (veh/h)
32
462
1
0
101
20
1
0
6
135
0
13
Future Volume (Veh/h)
32
462
1
0
101
20
1
0
6
135
0
13
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Hourly flow rate (vph)
33
481
1
0
105
21
1
0
6
141
0
14
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
8
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
126
482
670
673
481
668
664
116
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
126
482
670
673
481
668
664
116
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
98
100
100
100
99
61
100
99
cM capacity (veh/h)
1473
1091
362
371
589
363
375
942
Direction, Lane#
EB 1
EB 2
WB 1
NB 1
SIB 1
Volume Total
514
1
126
7
155
Volume Left
33
0
0
1
141
Volume Right
0
1
21
6
14
cSH
1473
1700
1091
541
399
Volume to Capacity
0.02
0.00
0.00
0.01
0.39
Queue Length 95th (ft)
2
0
0
1
45
Control Delay (s)
0.7
0.0
0.0
11.7
20.0
Lane LOS
A
B
C
Approach Delay (s)
0.7
0.0
11.7
20.0
Approach LOS
B
C
Intersection Summary
Average Delay
4.4
Intersection Capacity Utilization
56.8%
ICU Level
of Service
B
Analysis Period (min)
15
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Commercial Entrance/Route 29 On -Ramp
& Old Ivy
Road
01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4�
fi
r
4*
Traffic Volume (veh/h)
458
155
0
0
125
223
0
1
0
0
0
0
Future Volume (Veh/h)
458
155
0
0
125
223
0
1
0
0
0
0
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.92
0.93
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
492
167
0
0
134
240
0
1
0
0
0
0
Pedestrians
Lane Width (ft)
Walking Speed (fUs)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
374
167
1285
1525
167
1286
1285
134
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
374
167
1285
1525
167
1286
1285
134
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
58
100
100
99
100
100
100
100
cM capacity (veh/h)
1184
1423
96
70
877
95
96
915
Direction, Lane#
EB 1
WB 1
WB 2
NB 1
Volume Total
659
134
240
1
Volume Left
492
0
0
0
Volume Right
0
0
240
0
cSH
1184
1423
1700
70
Volume to Capacity
0.42
0.00
0.14
0.01
Queue Length 95th (ft)
52
0
0
1
Control Delay (s)
8.8
0.0
0.0
57.5
Lane LOS
A
F
Approach Delay (s)
8.8
0.0
57.5
Approach LOS
F
Intersection Summary
Average Delay
5.7
Intersection Capacity Utilization
60.7%
ICU
Level of
Service
B
Analysis Period (min)
15
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report
Timmons Group Page 5
Queues
5: Commerical Entrance/Old Ivy Road & Ivy Road 01/21/2022
t--,, 4---
Lane Group
EEL
EBT
WBT
WBR
NBT
SBT
Lane Group Flow (vph)
44
527
737
291
17
208
v/c Ratio
0.18
0.50
0.69
0.28
0.06
0.55
Control Delay
10.4
10.7
15.3
2.4
0.5
15.4
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
10.4
10.7
15.3
2.4
0.5
15.4
Queue Length 50th (ft)
5
76
125
1
0
22
Queue Length 95th (ft)
32
253
#467
39
0
82
Internal Link Dist (ft)
1062
920
247
459
Turn Bay Length (ft)
90
Base Capacity (vph)
247
1058
1068
1031
691
685
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
0.18
0.50
0.69
0.28
0.02
0.30
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report
Timmons Group Page 6
HCM Signalized Intersection Capacity Analysis
5: Commerical Entrance/Old Ivy Road & Ivy Road 01/21/2022
t--I, l f-~ 1,-4\ T �' �► 1 d
Movement
EBL
EBT
EBR
WBL
WBT
WEIR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
t
T
r
4+
4+
Traffic Volume (vph)
40
474
0
0
663
262
13
0
3
134
0
53
Future Volume (vph)
40
474
0
0
663
262
13
0
3
134
0
53
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
7.0
7.0
7.0
7.0
6.0
6.0
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.85
0.98
0.96
Fit Protected
0.95
1.00
1.00
1.00
0.96
0.97
Satd. Flow (prot)
1805
1863
1881
1599
1781
1764
Fit Permitted
0.23
1.00
1.00
1.00
0.96
0.97
Satd.Flow (perm)
435
1863
1881
1599
1781
1764
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. 00
Adj. Flow (vph)
44
527
0
0
737
291
14
0
3
149
0
59
RTOR Reduction (vph)
0
0
0
0
0
136
0
17
0
0
110
0
Lane Group Flow (vph)
44
527
0
0
737
155
0
0
0
0
98
0
Heavy Vehicles(%)
0%
2%
0%
0%
1%
1%
0%
0%
0%
0%
0%
0%
Turn Type
Perm
NA
NA
Perm
Split
NA
Split
NA
Protected Phases
2
2
4
4
3
3
Permitted Phases
2
2
Actuated Green, G (s)
30.4
30.4
30.4
30.4
0.7
8.2
Effective Green, g (s)
30.4
30.4
30.4
30.4
0.7
8.2
Actuated g/C Ratio
0.52
0.52
0.52
0.52
0.01
0.14
Clearance Time (s)
7.0
7.0
7.0
7.0
6.0
6.0
Vehicle Extension (s)
4.0
4.0
4.0
4.0
2.0
3.0
Lane Grp Cap (vph)
226
971
980
833
21
248
v/s Ratio Prot
0.28
c0.39
c0.00
cO.06
v/s Ratio Perm
0.10
0.10
v/c Ratio
0.19
0.54
0.75
0.19
0.01
0.40
Uniform Delay, d1
7.4
9.3
11.0
7.4
28.5
22.8
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.6
0.8
3.5
0.1
0.1
1.0
Delay (s)
8.0
10.1
14.5
7.5
28.5
23.8
Level of Service
A
B
B
A
C
C
Approach Delay (s)
9.9
12.5
28.5
23.8
Approach LOS
A
B
C
C
Intersection Summa
HCM 2000 Control Delay
13.2 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio
0.66
Actuated Cycle Length (s)
58.3 Sum of lost time (s) 19.0
Intersection Capacity Utilization
61.7% ICU Level of Service B
Analysis Period (min)
15
c Critical Lane Group
Greystar Old Ivy Road TIA 05/06/2021 2021 Existing PM Peak Synchro 10 Report
Timmons Group Page 7
Queuing and Blocking Report
2021 Existing PM Peak 01/21/2022
Intersection: 1: Cantebury Road /Route 846 & Ivy Road
Movement
EB
EB
EB
WB
WB
NB
NB
SB
SIB
Directions Served
L
T
R
L
TR
LT
R
LT
R
Maximum Queue (ft)
554
374
32
200
610
84
64
214
75
Average Queue (ft)
262
164
5
58
516
25
17
200
74
95th Queue (ft)
493
318
22
183
736
64
46
230
82
Link Distance (ft)
882
882
586
575
201
Upstream Blk Time (%)
0
34
27
Queuing Penalty (veh)
0
0
179
Storage Bay Dist (ft)
450
200
180
75
Storage Blk Time (%)
0
0
50
26
35
Queuing Penalty (veh)
0
1
20
146
28
Intersection: 2: Route 846/Route 29 Off -Ramp & Old
Garth
Road/Old Ivy Road
Movement
EB
WB
NB
SIB
Directions Served
TR
LT
LTR
LTR
Maximum Queue (ft)
93
118
69
1156
Average Queue (ft)
34
53
17
1071
95th Queue (ft)
73
97
51
1318
Link Distance (ft)
394
299
201
1106
Upstream Blk Time (°/u)
84
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road
Movement
EB
NB
SIB
SIB
Directions Served
LT
LTR
LT
R
Maximum Queue (ft)
53
28
121
30
Average Queue (ft)
4
5
49
12
95th Queue (ft)
25
22
92
35
Link Distance (ft)
299
171
352
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
190
Storage Blk Time (%)
Queuing Penalty (veh)
Greystar Old Ivy Road TIA SimTraffc Report
Timmons Group Page 1
Queuing and Blocking Report
2021 Existing PM Peak 01/21/2022
Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road
Movement
EB
WB
WB
NB
Directions Served
LTR
LT
R
LTR
Maximum Queue (ft)
279
3
49
21
Average Queue (ft)
118
0
30
2
95th Queue (ft)
226
3
51
13
Link Distance (ft)
332
2715
193
Upstream Blk Time (%)
0
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
50
Storage Blk Time (%)
1
Queuing Penalty (veh)
1
Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road
Movement EB EB WB WB NB SIB
Directions Served
L
Maximum Queue (ft)
72
Average Queue (ft)
11
95th Queue (ft)
42
Link Distance (ft)
Upstream Blk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
90
Storage Blk Time (%)
0
Queuing Penalty (veh)
1
Network Summary
Network wide Queuing Penalty: 376
T
T
R
LTR
LTR
153
328
80
45
166
49
139
40
12
77
125
253
68
37
132
1037
956
956
277
420
Greystar Old Ivy Road TIA SimTraffc Report
Timmons Group Page 2
February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Appendix C
Synchro Analysis for
2025 Background Conditions
February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Queues
2025 Background AM Peak
1: Cantebury Road /Route 846 & Ivy Road 01/21/2022
--* f- ~ t 1
Lane Group
EBL
EBT
EBR
WBL
WBT
NBT
NBR
SBT
SBR
Lane Group Flow(vph)
424
676
11
28
729
34
27
103
617
v/c Ratio
0.90
0.58
0.01
0.07
1.01
0.27
0.08
0.65
0.93
Control Delay
57.0
18.5
0.0
11.1
73.7
58.7
0.5
71.3
43.2
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
57.0
18.5
0.0
11.1
73.7
58.7
0.5
71.3
43.2
Queue Length 50th (ft)
264
359
0
6
-645
26
0
78
210
Queue Length 95th (ft)
#484
499
0
18
#885
60
0
135
#511
Internal Link Dist (ft)
843
543
551
203
Turn Bay Length (ft)
450
200
180
75
Base Capacity(vph)
474
1163
1073
405
719
147
338
199
663
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.89
0.58
0.01
0.07
1.01
0.23
0.08
0.52
0.93
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.
Greystar Old Ivy Road TIA Synchro 10 Report
Timmons Group Page 1
HCM Signalized Intersection Capacity Analysis 2025 Background AM Peak
1: Cantebury Road /Route 846 & Ivy Road 01/21/2022
--*
4�-
~
T
`►
1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SET
SBR
Lane Configurations
t
r
T*
+T
i"
#T
r
Traffic Volume (vph)
390
622
10
26
565
106
13
18
25
81
14
568
Future Volume (vph)
390
622
10
26
565
106
13
18
25
81
14
568
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
7.8
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
0.85
1.00
0.98
1.00
0.85
1.00
0.85
Flt Protected
0.95
1.00
1.00
0.95
1.00
0.98
1.00
0.96
1.00
Satd. Flow (prot)
1770
1845
1615
1736
1761
1862
1538
1762
1553
Flt Permitted
0.07
1.00
1.00
0.41
1.00
0.98
1.00
0.96
1.00
Satd.Flow (perm)
135
1845
1615
745
1761
1862
1538
1762
1553
Peak -hour factor, PHF
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Adj. Flow (vph)
424
676
11
28
614
115
14
20
27
88
15
617
RTOR Reduction (vph)
0
0
4
0
5
0
0
0
26
0
0
172
Lane Group Flow (vph)
424
676
7
28
724
0
0
34
1
0
103
445
Heavy Vehicles (%)
2%
3%
0%
4%
6%
2%
0%
0%
5%
4%
0%
4%
Turn Type
pm+pt
NA
Perm
pm+pt
NA
Split
NA
Perm
Split
NA
pm+ov
Protected Phases
5
2
1
6
4
4
3
3
5
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
2
83.0
83.0
0.69
7.8
2.0
71.3
71.3
0.59
7.8
4.0
2
71.3
71.3
0.59
7.8
4.0
6
51.4
51.4
0.43
7.8
2.0
47.5
47.5
0.40
7.8
4.0
6.5
6.5
0.05
6.5
1.5
4
6.5
6.5
0.05
6.5
1.5
10.8
10.8
0.09
5.4
1.5
3
38.5
38.5
0.32
7.8
2.0
Lane Grp Cap (vph)
470
1096
959
351
697
100
83
158
498
v/s Ratio Prot
cO.21
0.37
0.00
c0.41
c0.02
0.06
c0.21
v/s Ratio Perm
0.42
0.00
0.03
0.00
0.08
v/c Ratio
0.90
0.62
0.01
0.08
1.04
0.34
0.02
0.65
0.89
Uniform Delay, d1
37.0
15.6
9.9
19.9
36.2
54.7
53.7
52.8
38.8
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
19.9
2.6
0.0
0.0
44.4
0.7
0.0
7.1
17.8
Delay (s)
56.9
18.2
9.9
20.0
80.6
55.4
53.8
59.9
56.6
Level of Service
E
B
A
B
F
E
D
E
E
Approach Delay (s)
32.9
78.4
54.7
57.1
Approach LOS
C
E
D
E
Intersection Summary
W
HCM 2000 Control Delay
HCM 2000 Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Greystar Old Ivy Road TIA
Timmons Group
53.0 HCM 2000 Level of Service D
0.93
120.0 Sum of lost time (s) 27.5
96.4% ICU Level of Service F
15
Synchro 10 Report
Page 2
HCM Unsignalized Intersection Capacity Analysis
2025 Background AM Peak
2: Route 846/Route 29 Off -Ramp
& Old Garth Road/Old Ivy
Road
01/21/2022
--*
'r
~
4\
T
`►
1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'*
a
4+
44
Traffic Volume (veh/h)
0
68
34
32
18
0
21
0
493
54
607
41
Future Volume (Veh/h)
0
68
34
32
18
0
21
0
493
54
607
41
Sign Control
Stop
Stop
Free
Free
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
0
74
37
35
20
0
23
0
536
59
660
45
Pedestrians
Lane Width (it)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (it)
283
pX, platoon unblocked
0.87
0.87
0.87
0.87
0.87
0.87
vC, conflicting volume
1124
1382
682
1188
1137
268
705
536
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1069
1365
682
1143
1084
87
705
395
tC, single (s)
7.1
6.5
6.2
7.2
6.5
6.2
4.1
4.1
tC, 2 stage (s)
tF (s)
3.5
4.0
3.3
3.6
4.0
3.3
2.2
2.2
p0 queue free %
100
38
92
46
89
100
97
94
cM capacity (veh/h)
150
119
453
65
175
852
902
1025
Direction, Lane #
EB 1
WB 1
NB 1
SB 1
Volume Total
111
55
559
764
Volume Left
0
35
23
59
Volume Right
37
0
536
45
cSH
158
84
902
1025
Volume to Capacity
0.70
0.65
0.03
0.06
Queue Length 95th (it)
104
77
2
5
Control Delay (s)
69.1
106.5
0.7
1.5
Lane LOS
F
F
A
A
Approach Delay (s)
69.1
106.5
0.7
1.5
Approach LOS
F
F
Intersection Summary
Average Delay
10.1
Intersection Capacity Utilization
71.6%
ICU Level of Service
C
Analysis Period (min)
15
Greystar Old Ivy Road TIA Synchro 10 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
2025 Background AM Peak
3: Commercial Entrance/Faulconer Driver & Old Ivy
Road
01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
r{
r
44
+
rj
r
Traffic Volume (veh/h)
122
488
11
0
43
39
3
1
0
219
4
4
Future Volume (Veh/h)
122
488
11
0
43
39
3
1
0
219
4
4
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
133
530
12
0
47
42
3
1
0
238
4
4
Pedestrians
Lane Width (ft)
Walking Speed (tt/s)
Percent Blockage
Right turn flare (veh)
8
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
89
542
868
885
530
864
876
68
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
89
542
868
885
530
864
876
68
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
91
100
99
100
100
6
98
100
cM capacity (veh/h)
1519
1037
253
261
553
254
264
1001
Direction, Lane #
EB 1
EB 2
WB 1
NB 1
SIB 1
Volume Total
663
12
89
4
246
Volume Left
133
0
0
3
238
Volume Right
0
12
42
0
4
cSH
1519
1700
1037
255
258
Volume to Capacity
0.09
0.01
0.00
0.02
0.95
Queue Length 95th (ft)
7
0
0
1
221
Control Delay (s)
2.3
0.0
0.0
19.4
85.7
Lane LOS
A
C
F
Approach Delay (s)
2.3
0.0
19.4
85.7
Approach LOS
C
F
Intersection Summary
Average Delay
22.4
Intersection Capacity Utilization
60.8%
ICU Level
of Service
B
Analysis Period (min)
15
Greystar Old Ivy Road TIA Synchro 10 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
2025 Background AM Peak
4: Commercial Entrance/Route 29 On -Ramp
& Old Ivy
Road
01/21/2022
--t
4\
T
`►
1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
44
rj
r
4+
Traffic Volume (vehlh)
438
271
1
0
82
100
0
0
0
0
0
0
Future Volume (Veh/h)
438
271
1
0
82
100
0
0
0
0
0
0
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
476
295
1
0
89
109
0
0
0
0
0
0
Pedestrians
Lane Width (ft)
Walking Speed (tt/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
198
296
1336
1446
296
1336
1337
89
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
198
296
1336
1446
296
1336
1337
89
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
65
100
100
100
100
100
100
100
cM capacity (veh/h)
1375
1277
95
86
744
95
100
969
Direction, Lane #
EB 1
WB 1
WB 2
NB 1
Volume Total
772
89
109
0
Volume Left
476
0
0
0
Volume Right
1
0
109
0
cSH
1375
1277
1700
1700
Volume to Capacity
0.35
0.00
0.06
0.00
Queue Length 95th (ft)
39
0
0
0
Control Delay (s)
7.0
0.0
0.0
0.0
Lane LOS
A
A
Approach Delay (s)
7.0
0.0
0.0
Approach LOS
A
Intersection Summary
Average Delay 5.6
Intersection Capacity Utilization 51.4% ICU Level of Service A
Analysis Period (min) 15
Greystar Old Ivy Road TIA Synchro 10 Report
Timmons Group Page 5
Queues
2025 Background AM Peak
5: Commerical Entrance/Old Ivy Road & Ivy Road 01/21/2022
T
1
Lane Group
EBL
EBT
WBT
WBR
NBT
SBT
Lane Group Flow (vph)
75
678
363
146
12
240
v/c Ratio
0.13
0.65
0.35
0.16
0.07
0.60
Control Delay
9.3
15.2
9.9
2.7
27.3
17.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
9.3
15.2
9.9
2.7
27.3
17.6
Queue Length 50th (ft)
9
117
50
0
3
31
Queue Length 95th (ft)
46
#452
178
29
20
103
Internal Link Dist (ft)
1062
920
247
459
Turn Bay Length (ft)
90
Base Capacity (vph)
567
1044
1024
927
593
660
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
0.13
0.65
0.35
0.16
0.02
0.36
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Greystar Old Ivy Road TIA Synchro 10 Report
Timmons Group Page 6
HCM Signalized Intersection Capacity Analysis 2025 Background AM Peak
5: Commerical Entrance/Old Ivy Road & Ivy Road 01/21/2022
--t
T
`►
1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SET
SBR
Lane Configurations
t
t
1"
44
44
Traffic Volume (vph)
69
624
0
0
334
134
10
1
0
187
0
34
Future Volume (vph)
69
624
0
0
334
134
10
1
0
187
0
34
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
7.0
7.0
7.0
7.0
6.0
6.0
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.85
1.00
0.98
Flt Protected
0.95
1.00
1.00
1.00
0.96
0.96
Satd. Flow (prot)
1805
1881
1845
1553
1781
1727
Flt Permitted
0.54
1.00
1.00
1.00
0.96
0.96
Satd.Flow (perm)
1022
1881
1845
1553
1781
1727
Peak -hour factor, PHF
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Adj. Flow (vph)
75
678
0
0
363
146
11
1
0
203
0
37
RTOR Reduction (vph)
0
0
0
0
0
71
0
0
0
0
108
0
Lane Group Flow (vph)
75
678
0
0
363
75
0
12
0
0
132
0
Heavy Vehicles (%)
0%
1 %
0%
0%
3%
4%
2%
2%
2%
4%
0%
0%
Turn Type
Perm
NA
NA
Perm
Split
NA
Split
NA
Protected Phases
2
2
4
4
3
3
Permitted Phases
2
2
Actuated Green, G (s)
30.6
30.6
30.6
30.6
0.9
9.3
Effective Green, g (s)
30.6
30.6
30.6
30.6
0.9
9.3
Actuated g/C Ratio
0.51
0.51
0.51
0.51
0.02
0.16
Clearance Time (s)
7.0
7.0
7.0
7.0
6.0
6.0
Vehicle Extension (s)
4.0
4.0
4.0
4.0
2.0
3.0
Lane Grp Cap (vph)
522
962
944
794
26
268
v/s Ratio Prot
c0.36
0.20
c0.01
c0.08
v/s Ratio Perm
0.07
0.05
v/c Ratio
0.14
0.70
0.38
0.09
0.46
0.49
Uniform Delay, d1
7.7
11.2
8.9
7.5
29.2
23.1
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.2
2.5
0.4
0.1
4.7
1.4
Delay (s)
7.9
13.7
9.2
7.6
33.9
24.5
Level of Service
A
B
A
A
C
C
Approach Delay (s)
13.1
8.8
33.9
24.5
Approach LOS
B
A
C
C
Intersection Summary
HCM 2000 Control Delay
13.6
HCM 2000
Level of Service
B
HCM 2000 Volume to Capacity
ratio
0.65
Actuated Cycle Length (s)
59.8
Sum of lost
time (s)
19.0
Intersection Capacity Utilization
70.7%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Greystar Old Ivy Road TIA Synchro 10 Report
Timmons Group Page 7
Queuing and Blocking Report
2025 Background AM Peak 01/21/2022
Intersection: 1: Cantebury Road /Route 846 & Ivy Road
Movement
EB
EB
EB
WB
WB
NB
NB
SB
SB
Directions Served
L
T
R
L
TR
LT
R
LT
R
Maximum Queue (ft)
456
420
29
199
638
90
41
213
76
Average Queue (ft)
231
159
3
33
540
29
12
185
73
95th Queue (ft)
387
313
17
131
750
71
31
250
81
Link Distance (ft)
882
882
586
575
201
Upstream Blk Time (%)
38
17
Queuing Penalty (veh)
0
115
Storage Bay Dist (ft)
450
200
180
75
Storage Blk Time (%)
0
0
51
23
27
Queuing Penalty (veh)
0
0
13
132
26
Intersection: 2: Route 846/Route 29 Off -Ramp
& Old
Garth
Road/Old Ivy Road
Movement
EB
WB
NB
SB
Directions Served
TR
LT
LTR
LTR
Maximum Queue (ft)
138
86
73
1164
Average Queue (ft)
51
34
19
1132
95th Queue (ft)
104
68
57
1159
Link Distance (ft)
394
299
201
1106
Upstream Bilk Time (%)
99
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road
Movement
EB
WB
NB
SB
SB
Directions Served
LT
LTR
LTR
LT
R
Maximum Queue (ft)
87
3
28
232
46
Average Queue (ft)
15
0
4
90
5
95th Queue (ft)
55
2
19
171
30
Link Distance (ft)
299
332
171
352
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
190
Storage Blk Time (%)
2
0
Queuing Penalty (veh)
0
0
Greystar Old Ivy Road TIA SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
2025 Background AM Peak 01/21/2022
Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road
Movement
EB
WB
Directions Served
LTR
R
Maximum Queue (ft)
160
38
Average Queue (ft)
67
13
95th Queue (ft)
132
40
Link Distance (ft)
332
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
50
Storage Blk Time (%)
0
Queuing Penalty (veh)
0
Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road
Movement EB EB WB WB NB SB
Directions Served
L
Maximum Queue (ft)
89
Average Queue (ft)
17
95th Queue (ft)
63
Link Distance (ft)
Upstream Bilk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
90
Storage Blk Time (%)
0
Queuing Penalty (veh)
0
Network Summary
Network wide Queuing Penalty: 291
T
T
R
LTR
LTR
254
158
77
50
185
92
77
31
11
93
197
138
63
35
154
1037
956
956
277
420
Greystar Old Ivy Road TIA SimTraffic Report
Timmons Group Page 2
Queues 2025 Background PM Peak
1: Cantebury Road /Route 846 & Ivy Road 01/21/2022
--* f- ~ t 1
Lane Group
EBL
EBT
EBR
WBL
WBT
NBT
NBR
SBT
SBR
Lane Group Flow(vph)
460
686
22
43
751
27
37
87
617
v/c Ratio
0.90
0.60
0.02
0.11
1.04
0.23
0.12
0.59
0.91
Control Delay
55.4
19.5
0.0
10.8
80.9
58.1
0.7
68.8
41.3
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
55.4
19.5
0.0
10.8
80.9
58.1
0.7
68.8
41.3
Queue Length 50th (ft)
300
354
0
10
-631
20
0
66
250
Queue Length 95th (ft)
#550
493
0
23
#872
51
0
119
#576
Internal Link Dist (ft)
843
543
551
203
Turn Bay Length (ft)
450
200
180
75
Base Capacity(vph)
513
1148
1045
394
722
139
337
187
680
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.90
0.60
0.02
0.11
1.04
0.19
0.11
0.47
0.91
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.
Greystar Old Ivy Road TIA Synchro 10 Report
Timmons Group Page 1
HCM Signalized Intersection Capacity Analysis 2025 Background PM Peak
1: Cantebury Road /Route 846 & Ivy Road 01/21/2022
--*
4�-
~
T
`►
1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SET
SBR
Lane Configurations
t
r
T�
r{
i"
a
r
Traffic Volume (vph)
437
652
21
41
642
71
17
9
35
66
17
586
Future Volume (vph)
437
652
21
41
642
71
17
9
35
66
17
586
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
7.8
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
0.85
1.00
0.99
1.00
0.85
1.00
0.85
Flt Protected
0.95
1.00
1.00
0.95
1.00
0.97
1.00
0.96
1.00
Satd. Flow (prot)
1752
1881
1615
1752
1855
1757
1524
1785
1583
Flt Permitted
0.08
1.00
1.00
0.40
1.00
0.97
1.00
0.96
1.00
Satd.Flow (perm)
139
1881
1615
746
1855
1757
1524
1785
1583
Peak -hour factor, PHF
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
Adj. Flow (vph)
460
686
22
43
676
75
18
9
37
69
18
617
RTOR Reduction (vph)
0
0
9
0
3
0
0
0
35
0
0
150
Lane Group Flow (vph)
460
686
13
43
748
0
0
27
2
0
87
467
Heavy Vehicles (%)
3%
1%
0%
3%
1%
0%
7%
0%
6%
3%
0%
2%
Turn Type
pm+pt
NA
Perm
pm+pt
NA
Split
NA
Perm
Split
NA
pm+ov
Protected Phases
5
2
1
6
4
4
3
3
5
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
2
83.9
83.9
0.70
7.8
2.0
70.4
70.4
0.59
7.8
4.0
2
70.4
70.4
0.59
7.8
4.0
6
50.9
50.9
0.42
7.8
2.0
45.2
45.2
0.38
7.8
4.0
6.4
6.4
0.05
6.5
1.5
4
6.4
6.4
0.05
6.5
1.5
10.0
10.0
0.08
5.4
1.5
3
40.9
40.9
0.34
7.8
2.0
Lane Grp Cap (vph)
512
1103
947
364
698
93
81
148
539
v/s Ratio Prot
cO.23
0.36
0.01
c0.40
c0.02
0.05
c0.22
v/s Ratio Perm
0.40
0.01
0.04
0.00
0.07
v/c Ratio
0.90
0.62
0.01
0.12
1.07
0.29
0.02
0.59
0.87
Uniform Delay, d1
35.9
16.1
10.3
20.4
37.4
54.6
53.8
53.0
37.0
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
17.9
2.6
0.0
0.1
54.8
0.6
0.0
3.8
13.2
Delay (s)
53.8
18.8
10.4
20.4
92.2
55.2
53.9
56.8
50.2
Level of Service
D
B
B
C
F
E
D
E
D
Approach Delay (s)
32.4
88.3
54.5
51.0
Approach LOS
C
F
D
D
Intersection Summary
HCM 2000 Control Delay
54.0 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio
0.94
Actuated Cycle Length (s)
120.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization
99.5% ICU Level of Service F
Analysis Period (min)
15
c Critical Lane Group
Greystar Old Ivy Road TIA Synchro 10 Report
Timmons Group Page 2
HCM Unsignalized Intersection Capacity Analysis
2025 Background PM Peak
2: Route 846/Route 29 Off -Ramp
& Old Garth Road/Old Ivy
Road
01/21/2022
--*
4\
T
`►
1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
rT
44
44�
Traffic Volume (veh/h)
0
36
22
57
57
0
30
0
478
9
606
15
Future Volume (Veh/h)
0
36
22
57
57
0
30
0
478
9
606
15
Sign Control
Stop
Stop
Free
Free
Grade
0%
0%
0%
0%
Peak Hour Factor
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
Hourly flow rate (vph)
0
38
23
61
61
0
32
0
509
10
645
16
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
283
pX, platoon unblocked
0.85
0.85
0.85
0.85
0.85
0.85
vC, conflicting volume
1022
1246
653
1034
1000
254
661
509
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
939
1202
653
953
913
39
661
338
tC, single (s)
7.1
6.5
6.2
7.1
6.5
6.2
4.1
4.1
tC, 2 stage (s)
tF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
p0 queue free %
100
75
95
60
73
100
97
99
cM capacity (veh/h)
161
152
462
151
225
885
937
1051
Direction, Lane #
EB 1
WB 1
NB 1
SB 1
Volume Total
61
122
541
671
Volume Left
0
61
32
10
Volume Right
23
0
509
16
cSH
203
181
937
1051
Volume to Capacity
0.30
0.67
0.03
0.01
Queue Length 95th (ft)
30
101
3
1
Control Delay (s)
30.1
58.5
0.9
0.3
Lane LOS
D
F
A
A
Approach Delay (s)
30.1
58.5
0.9
0.3
Approach LOS
D
F
Intersection Summary
Average Delay
6.9
Intersection Capacity Utilization
69.2%
ICU Level of Service
C
Analysis Period (min)
15
Greystar Old Ivy Road TIA Synchro 10 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
2025 Background PM Peak
3: Commercial Entrance/Faulconer Driver & Old Ivy
Road
01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
#1
r
+T*
4*
#1
r
Traffic Volume (veh/h)
36
515
1
0
113
22
1
0
7
151
0
15
Future Volume (Veh/h)
36
515
1
0
113
22
1
0
7
151
0
15
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Hourly flow rate (vph)
38
536
1
0
118
23
1
0
7
157
0
16
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
8
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
141
537
750
753
536
748
742
130
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
141
537
750
753
536
748
742
130
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
97
100
100
100
99
51
100
98
cM capacity (veh/h)
1455
1041
318
332
549
319
337
926
Direction, Lane #
EB 1
EB 2
WB 1
NB 1
SIB 1
Volume Total
574
1
141
8
173
Volume Left
38
0
0
1
157
Volume Right
0
1
23
7
16
cSH
1455
1700
1041
503
351
Volume to Capacity
0.03
0.00
0.00
0.02
0.49
Queue Length 95th (ft)
2
0
0
1
65
Control Delay (s)
0.8
0.0
0.0
12.3
25.1
Lane LOS
A
B
D
Approach Delay (s)
0.8
0.0
12.3
25.1
Approach LOS
i B
D
Intersection Summary
Average Delay
5.4
Intersection Capacity Utilization
61.4%
ICU Level
of Service
B
Analysis Period (min)
15
Greystar Old Ivy Road TIA Synchro 10 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
2025 Background PM Peak
4: Commercial Entrance/Route 29 On -Ramp
& Old Ivy
Road
01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
rT*
+T
r
Traffic Volume (veh/h)
477
161
0
0
130
232
0
1
0
0
0
0
Future Volume (Veh/h)
477
161
0
0
130
232
0
1
0
0
0
0
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.92
0.93
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
513
173
0
0
140
249
0
1
0
0
0
0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
389
173
1339
1588
173
1340
1339
140
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
389
173
1339
1588
173
1340
1339
140
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
56
100
100
98
100
100
100
100
cM capacity (veh/h)
1170
1416
85
61
871
84
86
908
Direction, Lane #
EB 1
WB 1
WB 2
NB 1
Volume Total
686
140
249
1
Volume Left
513
0
0
0
Volume Right
0
0
249
0
cSH
1170
1416
1700
61
Volume to Capacity
0.44
0.00
0.15
0.02
Queue Length 95th (ft)
57
0
0
1
Control Delay (s)
9.1
0.0
0.0
64.8
Lane LOS
A
F
Approach Delay (s)
9.1
0.0
64.8
Approach LOS
F
Intersection Summary
Average Delay
5.9
Intersection Capacity Utilization
62.6%
ICU
Level of Service
B
Analysis Period (min)
15
Greystar Old Ivy Road TIA Synchro 10 Report
Timmons Group Page 5
Queues
2025 Background PM Peak
5: Commerical Entrance/Old Ivy Road & Ivy Road 01/21/2022
t T 1
Lane Group
EBL
EBT
WBT
WBR
NBT
SBT
Lane Group Flow (vph)
46
536
750
297
18
211
v/c Ratio
0.20
0.51
0.70
0.29
0.07
0.55
Control Delay
11.0
10.9
15.8
2.5
0.5
15.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
11.0
10.9
15.8
2.5
0.5
15.5
Queue Length 50th (ft)
5
78
129
1
0
22
Queue Length 95th (ft)
34
260
#481
41
0
83
Internal Link Dist (ft)
1062
920
247
459
Turn Bay Length (ft)
90
Base Capacity (vph)
233
1056
1066
1029
690
684
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
0.20
0.51
0.70
0.29
0.03
0.31
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Greystar Old Ivy Road TIA Synchro 10 Report
Timmons Group Page 6
HCM Signalized Intersection Capacity Analysis 2025 Background PM Peak
5: Commerical Entrance/Old Ivy Road & Ivy Road 01/21/2022
--t
T
`►
1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SET
SBR
Lane Configurations
t
t
1"
44
44
Traffic Volume (vph)
42
493
0
0
690
273
14
0
3
139
0
55
Future Volume (vph)
42
493
0
0
690
273
14
0
3
139
0
55
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
7.0
7.0
7.0
7.0
6.0
6.0
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.85
0.98
0.96
Flt Protected
0.95
1.00
1.00
1.00
0.96
0.97
Satd. Flow (prot)
1805
1863
1881
1599
1783
1764
Flt Permitted
0.22
1.00
1.00
1.00
0.96
0.97
Satd.Flow (perm)
412
1863
1881
1599
1783
1764
Peak -hour factor, PHF
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Adj. Flow (vph)
46
536
0
0
750
297
15
0
3
151
0
60
RTOR Reduction (vph)
0
0
0
0
0
137
0
18
0
0
110
0
Lane Group Flow (vph)
46
536
0
0
750
160
0
0
0
0
101
0
Heavy Vehicles (%)
0%
2%
0%
0%
1%
1%
0%
0%
0%
0%
0%
0%
Turn Type
Perm
NA
NA
Perm
Split
NA
Split
NA
Protected Phases
2
2
4
4
3
3
Permitted Phases
2
2
Actuated Green, G (s)
30.4
30.4
30.4
30.4
0.7
8.4
Effective Green, g (s)
30.4
30.4
30.4
30.4
0.7
8.4
Actuated g/C Ratio
0.52
0.52
0.52
0.52
0.01
0.14
Clearance Time (s)
7.0
7.0
7.0
7.0
6.0
6.0
Vehicle Extension (s)
4.0
4.0
4.0
4.0
2.0
3.0
Lane Grp Cap (vph)
214
968
977 830
21
253
v/s Ratio Prot
0.29
c0.40
c0.00
c0.06
v/s Ratio Perm
0.11
0.10
v/c Ratio
0.21
0.55
0.77 0.19
0.01
0.40
Uniform Delay, d1
7.6
9.5
11.2 7.5
28.6
22.8
Progression Factor
1.00
1.00
1.00 1.00
1.00
1.00
Incremental Delay, d2
0.7
0.9
3.9 0.2
0.1
1.0
Delay (s)
8.3
10.3
15.1 7.7
28.6
23.8
Level of Service
A
B
B A
C
C
Approach Delay (s)
10.2
13.0
28.6
23.8
Approach LOS
B
B
C
C
Intersection Summary
HCM 2000 Control Delay
13.5
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity
ratio
0.68
Actuated Cycle Length (s)
58.5
Sum of lost time (s)
19.0
Intersection Capacity Utilization
61.7%
ICU Level of Service
B
Analysis Period (min)
15
c Critical Lane Group
Greystar Old Ivy Road TIA Synchro 10 Report
Timmons Group Page 7
Queuing and Blocking Report
2025 Background PM Peak 01/21/2022
Intersection: 1: Cantebury Road /Route 846 & Ivy Road
Movement
EB
EB
EB
WB
WB
NB
NB
SB
SB
Directions Served
L
T
R
L
TR
LT
R
LT
R
Maximum Queue (ft)
609
415
31
200
620
82
66
214
76
Average Queue (ft)
302
175
4
49
561
24
17
201
74
95th Queue (ft)
575
373
20
164
727
60
44
226
77
Link Distance (ft)
882
882
586
575
201
Upstream Blk Time (%)
0
0
47
27
Queuing Penalty (veh)
0
0
0
185
Storage Bay Dist (ft)
450
200
180
75
Storage Blk Time (%)
0
55
25
37
Queuing Penalty (veh)
1
23
146
31
Intersection: 2: Route 846/Route 29 Off -Ramp
& Old
Garth
Road/Old Ivy Road
Movement
EB
WB
NB
SB
Directions Served
TR
LT
LTR
LTR
Maximum Queue (ft)
80
141
71
1147
Average Queue (ft)
32
55
19
1103
95th Queue (ft)
63
111
56
1277
Link Distance (ft)
394
299
201
1106
Upstream Bilk Time (%)
0
93
Queuing Penalty (veh)
0
0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road
Movement
EB
NB
SB
SB
Directions Served
LT
LTR
LT
R
Maximum Queue (ft)
58
28
138
47
Average Queue (ft)
6
6
54
13
95th Queue (ft)
31
23
102
42
Link Distance (ft)
299
171
352
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
190
Storage Blk Time (%)
Queuing Penalty (veh)
Greystar Old Ivy Road TIA SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
2025 Background PM Peak 01/21/2022
Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road
Movement
EB
WB
NB
Directions Served
LTR
R
LTR
Maximum Queue (ft)
310
44
17
Average Queue (ft)
121
29
1
95th Queue (ft)
235
50
9
Link Distance (ft)
332
193
Upstream Blk Time (%)
0
Queuing Penalty (veh)
1
Storage Bay Dist (ft)
50
Storage Blk Time (%)
1
Queuing Penalty (veh)
1
Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road
Movement EB EB WB WB NB SB
Directions Served
L
Maximum Queue (ft)
78
Average Queue (ft)
13
95th Queue (ft)
50
Link Distance (ft)
Upstream Bilk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
90
Storage Blk Time (%)
1
Queuing Penalty (veh)
4
Network Summary
Network wide Queuing Penalty: 391
T
T
R
LTR
LTR
190
322
92
49
160
54
146
44
15
77
146
256
76
41
132
1037
956
956
277
420
Greystar Old Ivy Road TIA SimTraffic Report
Timmons Group Page 2
February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Appendix D
Synchro Analysis for
2025 Total Future Conditions
February 2022 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Queues
1: Cantebury Road /Route 846 & Ivy
Road
01/21/2022
t
--I,
--*
f-
~
T
1
Lane Group
EBL
EBT
EBR
WBL
WBT
NBT
NBR
SBT
SBR
Lane Group Flow (vph)
435
676
11
28
740
34
27
139
653
v/c Ratio
0.88
0.59
0.01
0.07
1.09
0.27
0.08
0.79
0.94
Control Delay
53.2
18.8
0.0
11.4
98.4
58.7
0.5
81.9
44.7
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
53.2
18.8
0.0
11.4
98.4
58.7
0.5
81.9
44.7
Queue Length 50th (ft)
282
362
0
7
-663
26
0
105
240
Queue Length 95th (ft)
#498
499
0
18
#904
60
0
#196
#651
Internal Link Dist (ft)
843
543
551
203
Turn Bay Length (ft)
450
200
180
75
Base Capacity(vph)
496
1153
1066
377
677
147
338
199
692
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.88
0.59
0.01
0.07
1.09
0.23
0.08
0.70
0.94
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.
Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report
Timmons Group Page 1
HCM Signalized Intersection Capacity Analysis
1: Cantebury Road /Route 846 & Ivy Road 01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
t
IN
►j
T+
+1
r
+T
IN
Traffic Volume (vph)
400
622
10
26
565
116
13
18
25
114
14
601
Future Volume (vph)
400
622
10
26
565
116
13
18
25
114
14
601
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
7.8
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
0.85
1.00
0.97
1.00
0.85
1.00
0.85
Fit Protected
0.95
1.00
1.00
0.95
1.00
0.98
1.00
0.96
1.00
Satd. Flow (prot)
1770
1845
1615
1736
1758
1862
1538
1756
1553
Fit Permitted
0.08
1.00
1.00
0.41
1.00
0.98
1.00
0.96
1.00
Satd.Flow (perm)
142
1845
1615
745
1758
1862
1538
1756
1553
Peak -hour factor, PHF
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Adj. Flow (vph)
435
676
11
28
614
126
14
20
27
124
15
653
RTOR Reduction (vph)
0
0
5
0
6
0
0
0
26
0
0
166
Lane Group Flow (vph)
435
676
6
28
734
0
0
34
1
0
139
487
Heavy Vehicles (%)
2%
3%
0%
4%
6%
2%
0%
0%
5%
4%
0%
4%
Turn Type
pm+pt
NA
Perm
pm+pt
NA
Split
NA
Perm
Split
NA
pm+ov
Protected Phases
5
2
1
6
4
4
3
3
5
Permitted Phases
2
2
6
4
3
Actuated Green, G (s)
81.7
70.6
70.6
47.9
44.6
6.5
6.5
12.1
41.4
Effective Green, g (s)
81.7
70.6
70.6
47.9
44.6
6.5
6.5
12.1
41.4
Actuated g/C Ratio
0.68
0.59
0.59
0.40
0.37
0.05
0.05
0.10
0.34
Clearance Time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
7.8
Vehicle Extension (s)
2.0
4.0
4.0
2.0
4.0
1.5
1.5
1.5
2.0
Lane Grp Cap (vph)
494
1085
950
324
653
100
83
177
535
v/s Ratio Prot
0.21
0.37
0.00
cO.42
cO.02
0.08
c0.22
v/s Ratio Perm
0.38
0.00
0.03
0.00
0.09
v/c Ratio
0.88
0.62
0.01
0.09
1.12
0.34
0.02
0.79
0.91
Uniform Delay, d1
35.9
16.1
10.2
22.0
37.7
54.7
53.7
52.7
37.5
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
16.2
2.7
0.0
0.0
74.4
0.7
0.0
18.7
19.4
Delay (s)
52.1
18.8
10.2
22.1
112.1
55.4
53.8
71.4
56.9
Level of Service
D
B
B
C
F
E
D
E
E
Approach Delay (s)
31.6
108.8
54.7
59.5
Approach LOS
C
F
D
E
Intersection Summa
HCM 2000 Control Delay
61.8 HCM 2000 Level of Service E
HCM 2000 Volume to Capacity ratio
0.97
Actuated Cycle Length (s)
120.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization
99.1% ICU Level of Service F
Analysis Period (min)
15
c Critical Lane Group
Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report
Timmons Group Page 2
HCM Unsignalized Intersection Capacity Analysis
2: Route 846/Route 29 Off -Ramp
& Old Garth Road/Old Ivy
Road
01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
a
4+
*T+
Traffic Volume (veh/h)
0
68
34
97
18
0
21
0
513
54
607
41
Future Volume (Veh/h)
0
68
34
97
18
0
21
0
513
54
607
41
Sign Control
Stop
Stop
Free
Free
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
0
74
37
105
20
0
23
0
558
59
660
45
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
283
pX, platoon unblocked
0.87
0.87
0.87
0.87
0.87
0.87
vC, conflicting volume
1136
1404
682
1200
1148
279
705
558
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1079
1390
682
1153
1093
89
705
411
tC, single (s)
7.1
6.5
6.2
7.2
6.5
6.2
4.1
4.1
tC, 2 stage (s)
IF (s)
3.5
4.0
3.3
3.6
4.0
3.3
2.2
2.2
p0 queue free %
100
35
92
0
88
100
97
94
cM capacity (veh/h)
146
114
453
60
171
843
902
1002
Direction, Lane#
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
EB1
WB1
NB
SB1
111
125
581
764
0
105
23
59
37
0
558
45
152
67
902
1002
0.73
1.86
0.03
0.06
110
284
2
5
75.1
538.1
0.7
1.5
F
F
A
A
75.1
538.1
0.7
1.5
F
F
48.8
75.6% ICU Level of Service
15
D
Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Commercial Entrance/Faulconer Driver & Old Ivy
Road
01/21/2022
--*
--*
f+--
,
t
`►
1
4/
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
IN
4�
4*
+T
r
Traffic Volume (veh/h)
122
512
11
0
108
39
3
1
0
239
4
4
Future Volume (Veh/h)
122
512
11
0
108
39
3
1
0
239
4
4
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
133
557
12
0
117
42
3
1
0
260
4
4
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
8
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
159
569
965
982
557
962
973
138
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
159
569
965
982
557
962
973
138
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
91
100
99
100
100
0
98
100
cM capacity (veh/h)
1433
1013
216
228
534
217
231
916
Direction, Lane#
EB 1
EB 2
WB 1
NB 1
SIB 1
Volume Total
690
12
159
4
268
Volume Left
133
0
0
3
260
Volume Right
0
12
42
0
4
cSH
1433
1700
1013
219
220
Volume to Capacity
0.09
0.01
0.00
0.02
1.22
Queue Length 95th (ft)
8
0
0
1
336
Control Delay (s)
2.4
0.0
0.0
21.8
176.1
Lane LOS
A
C
F
Approach Delay (s)
2.3
0.0
21.8
176.1
Approach LOS
C
F
Intersection Summary
Average Delay
43.2
Intersection Capacity Utilization
68.1%
ICU Level
of Service
C
Analysis Period (min)
15
Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Commercial Entrance/Route 29 On -Ramp
& Old Ivy
Road
01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4�
fi
r
4+
Traffic Volume (veh/h)
438
311
1
0
147
165
0
0
0
0
0
0
Future Volume (Veh/h)
438
311
1
0
147
165
0
0
0
0
0
0
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
476
338
1
0
160
179
0
0
0
0
0
0
Pedestrians
Lane Width (ft)
Walking Speed (fUs)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
339
339
1450
1630
338
1450
1451
160
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
339
339
1450
1630
338
1450
1451
160
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
61
100
100
100
100
100
100
100
cM capacity (veh/h)
1220
1231
76
62
704
76
80
885
Direction, Lane#
EB 1
WB 1
WB 2
NB 1
Volume Total
815
160
179
0
Volume Left
476
0
0
0
Volume Right
1
0
179
0
cSH
1220
1231
1700
1700
Volume to Capacity
0.39
0.00
0.11
0.00
Queue Length 95th (ft)
47
0
0
0
Control Delay (s)
7.7
0.0
0.0
0.0
Lane LOS
A
A
Approach Delay (s)
7.7
0.0
0.0
Approach LOS
A
Intersection Summary
Average Delay
5.5
Intersection Capacity Utilization
57.6%
ICU
Level of
Service
B
Analysis Period (min)
15
Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report
Timmons Group Page 5
Queues
5: Commerical Entrance/Old Ivy Road & Ivy Road 01/21/2022
t--,, 4---
Lane Group
EBL
EBT
WBT
WBR
NBT
SBT
Lane Group Flow (vph)
75
678
363
175
12
335
v/c Ratio
0.14
0.69
0.37
0.19
0.08
0.71
Control Delay
10.7
17.8
11.5
2.9
28.9
22.4
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
10.7
17.8
11.5
2.9
28.9
22.4
Queue Length 50th (ft)
11
144
61
0
4
60
Queue Length 95th (ft)
48
#475
189
34
21
166
Internal Link Dist (ft)
1062
920
247
459
Turn Bay Length (ft)
90
Base Capacity (vph)
523
988
969
898
561
632
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
0.14
0.69
0.37
0.19
0.02
0.53
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report
Timmons Group Page 6
HCM Signalized Intersection Capacity Analysis
5: Commerical Entrance/Old Ivy Road & Ivy Road 01/21/2022
t--I, l'r~ 1,-4\ T �' �► 1 d
Movement
EBL
EBT
EBR
WBL
WBT
WEIR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
t
t
r
41*
4+
Traffic Volume (vph)
69
624
0
0
334
161
10
1
0
274
0
34
Future Volume (vph)
69
624
0
0
334
161
10
1
0
274
0
34
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
7.0
7.0
7.0
7.0
6.0
6.0
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.85
1.00
0.99
Fit Protected
0.95
1.00
1.00
1.00
0.96
0.96
Satd. Flow (prot)
1805
1881
1845
1553
1781
1730
Fit Permitted
0.52
1.00
1.00
1.00
0.96
0.96
Satd.Flow (perm)
995
1881
1845
1553
1781
1730
Peak -hour factor, PHF
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Adj. Flow (vph)
75
678
0
0
363
175
11
1
0
298
0
37
RTOR Reduction (vph)
0
0
0
0
0
90
0
0
0
0
103
0
Lane Group Flow (vph)
75
678
0
0
363
85
0
12
0
0
232
0
Heavy Vehicles (%)
0%
1 %
0%
0%
3%
4%
2%
2%
2%
4%
0%
0%
Turn Type
Perm
NA
NA
Perm
Split
NA
Split
NA
Protected Phases
2
2
4
4
3
3
Permitted Phases
2
2
Actuated Green, G (s)
30.5
30.5
30.5
30.5
1.0
12.4
Effective Green, g (s)
30.5
30.5
30.5
30.5
1.0
12.4
Actuated g/C Ratio
0.48
0.48
0.48
0.48
0.02
0.20
Clearance Time (s)
7.0
7.0
7.0
7.0
6.0
6.0
Vehicle Extension (s)
4.0
4.0
4.0
4.0
2.0
3.0
Lane Grp Cap (vph)
482
912
894
753
28
341
v/s Ratio Prot
c0.36
0.20
c0.01
cO.13
v/s Ratio Perm
0.08
0.05
v/c Ratio
0.16
0.74
0.41
0.11
0.43
0.68
Uniform Delay, d1
9.0
13.0
10.4
8.8
30.7
23.4
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.2
3.5
0.4
0.1
3.8
5.5
Delay (s)
9.2
16.6
10.8
8.9
34.5
28.9
Level of Service
A
B
B
A
C
C
Approach Delay (s)
15.8
10.2
34.5
28.9
Approach LOS
B
B
C
C
Intersection Summa
HCM 2000 Control Delay
16.8 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio
0.72
Actuated Cycle Length (s)
62.9 Sum of lost time (s) 19.0
Intersection Capacity Utilization
75.6% ICU Level of Service D
Analysis Period (min)
15
c Critical Lane Group
Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report
Timmons Group Page 7
HCM Unsignalized Intersection Capacity Analysis
6: Old Ivy Road & Site Entrance
01/21/2022
,,*
--,,
4---
k,
�.
r
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
t
t
if
Y
Traffic Volume (veh/h)
40
271
204
27
87
130
Future Volume (Veh/h)
40
271
204
27
87
130
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
43
295
222
29
95
141
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
251
603
222
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
251
603
222
tC, single (s)
4.1
6.4
6.2
tC, 2 stage (s)
IF (s)
2.2
3.5
3.3
p0 queue free %
97
79
83
cM capacity (veh/h)
1314
447
818
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
SB 1
Volume Total
43
295
222
29
236
Volume Left
43
0
0
0
95
Volume Right
0
0
0
29
141
cSH
1314
1700
1700
1700
613
Volume to Capacity
0.03
0.17
0.13
0.02
0.39
Queue Length 95th (ft)
3
0
0
0
45
Control Delay (s)
7.8
0.0
0.0
0.0
14.5
Lane LOS
A
B
Approach Delay (s)
1.0
0.0
14.5
Approach LOS
B
Intersection Summary
Average Delay
4.6
Intersection Capacity Utilization
36.9%
ICU
Level of Service A
Analysis Period (min)
15
Greystar Old Ivy Road TIA 05/06/2021 2025 Total AM Peak Synchro 10 Report
Timmons Group Page 8
Queuing and Blocking Report
2025 Total AM Peak 01/21/2022
Intersection: 1: Cantebury Road /Route 846 & Ivy Road
Movement
EB
EB
EB
WB
WB
NB
NB
SB
SB
Directions Served
L
T
R
L
TR
LT
R
LT
R
Maximum Queue (ft)
453
386
26
199
640
68
43
214
75
Average Queue (ft)
226
152
2
34
582
27
12
189
73
95th Queue (ft)
392
292
16
134
713
60
32
248
82
Link Distance (ft)
882
882
586
575
201
Upstream Blk Time (%)
51
22
Queuing Penalty (veh)
0
159
Storage Bay Dist (ft)
450
200
180
75
Storage Blk Time (%)
0
0
57
30
24
Queuing Penalty (veh)
0
0
15
180
31
Intersection: 2: Route 846/Route 29 Off -Ramp & Old
Garth
Road/Old Ivy Road
Movement
EB
WB
NB
SB
Directions Served
TR
LT
LTR
LTR
Maximum Queue (ft)
117
149
69
1163
Average Queue (ft)
50
60
21
1129
95th Queue (ft)
99
116
60
1150
Link Distance (ft)
394
299
201
1106
Upstream Blk Time (°/u)
100
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road
Movement
EB
WB
NB
SB
SB
Directions Served
LT
LTR
LTR
LT
R
Maximum Queue (ft)
89
3
25
268
41
Average Queue (ft)
20
0
4
115
5
95th Queue (ft)
64
3
18
235
34
Link Distance (ft)
299
332
171
352
Upstream Blk Time (%)
2
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
190
Storage Blk Time (%)
0
6
0
Queuing Penalty (veh)
0
0
0
Greystar Old Ivy Road TIA SimTraffc Report
Timmons Group Page 1
Queuing and Blocking Report
2025 Total AM Peak 01/21/2022
Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road
Movement
EB
WB
Directions Served
LTR
R
Maximum Queue (ft)
198
39
Average Queue (ft)
86
6
95th Queue (ft)
159
22
Link Distance (ft)
332
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road
Movement EB EB WB WB NB SIB
Directions Served
L
Maximum Queue (ft)
85
Average Queue (ft)
16
95th Queue (ft)
59
Link Distance (ft)
Upstream Blk Time (a/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
90
Storage Blk Time (°/a)
0
Queuing Penalty (veh)
0
T
T
R
LTR
LTR
320
206
71
40
238
107
82
35
11
126
241
151
61
34
207
1037
956
956
277
420
Intersection: 6: Old Ivy Road & Site Entrance
Movement
EB
SB
Directions Served
L
LR
Maximum Queue (ft)
44
103
Average Queue (ft)
8
50
95th Queue (ft)
31
83
Link Distance (ft)
414
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
150
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summ
Network wide Queuing Penalty: 391
Greystar Old Ivy Road TIA SimTraffc Report
Timmons Group Page 2
Queues
1: Cantebury Road /Route 846 & Ivy
Road
01/21/2022
Lane Group
EBL
EBT
EBR
WBL
WBT
NBT
NBR
SBT
SBR
Lane Group Flow (vph)
495
686
22
43
785
27
37
107
637
v/c Ratio
0.97
0.60
0.02
0.11
1.10
0.23
0.12
0.68
0.93
Control Delay
70.3
19.7
0.0
11.0
99.5
58.1
0.7
74.0
45.4
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
70.3
19.7
0.0
11.0
99.5
58.1
0.7
74.0
45.4
Queue Length 50th (ft)
-376
358
0
10
-687
20
0
81
-267
Queue Length 95th (ft)
#611
493
0
23
#930
51
0
141
#653
Internal Link Dist (ft)
843
543
551
203
Turn Bay Length (ft)
450
200
180
75
Base Capacity (vph)
508
1143
1041
387
714
139
337
186
682
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.97
0.60
0.02
0.11
1.10
0.19
0.11
0.58
0.93
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.
Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report
Timmons Group Page 1
HCM Signalized Intersection Capacity Analysis
1: Cantebury Road /Route 846 & Ivy Road 01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
t
if
►j
11�
+T
r
+T
IN
Traffic Volume (vph)
470
652
21
41
642
104
17
9
35
85
17
605
Future Volume (vph)
470
652
21
41
642
104
17
9
35
85
17
605
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
7.8
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
0.85
1.00
0.98
1.00
0.85
1.00
0.85
Fit Protected
0.95
1.00
1.00
0.95
1.00
0.97
1.00
0.96
1.00
Satd. Flow (prot)
1752
1881
1615
1752
1845
1757
1524
1780
1583
Fit Permitted
0.08
1.00
1.00
0.40
1.00
0.97
1.00
0.96
1.00
Satd.Flow (perm)
140
1881
1615
746
1845
1757
1524
1780
1583
Peak -hour factor, PHF
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
Adj. Flow (vph)
495
686
22
43
676
109
18
9
37
89
18
637
RTOR Reduction (vph)
0
0
9
0
5
0
0
0
35
0
0
149
Lane Group Flow (vph)
495
686
13
43
780
0
0
27
2
0
107
488
Heavy Vehicles(%)
3%
1%
0%
3%
1%
0%
7%
0%
6%
3%
0%
2%
Turn Type
pm+pt
NA
Perm
pm+pt
NA
Split
NA
Perm
Split
NA
pm+ov
Protected Phases
5
2
1
6
4
4
3
3
5
Permitted Phases
2
2
6
4
3
Actuated Green, G (s)
83.2
70.1
70.1
50.2
44.9
6.4
6.4
10.7
41.2
Effective Green, g (s)
83.2
70.1
70.1
50.2
44.9
6.4
6.4
10.7
41.2
Actuated g/C Ratio
0.69
0.58
0.58
0.42
0.37
0.05
0.05
0.09
0.34
Clearance Time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
7.8
Vehicle Extension (s)
2.0
4.0
4.0
2.0
4.0
1.5
1.5
1.5
2.0
Lane Grp Cap (vph)
506
1098
943
356
690
93
81
158
543
v/s Ratio Prot
cO.25
0.36
0.01
cO.42
cO.02
0.06
c0.23
v/s Ratio Perm
0.43
0.01
0.05
0.00
0.08
v/c Ratio
0.98
0.62
0.01
0.12
1.13
0.29
0.02
0.68
0.90
Uniform Delay, d1
37.7
16.3
10.5
20.8
37.5
54.6
53.8
53.0
37.4
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
33.9
2.7
0.0
0.1
76.1
0.6
0.0
8.7
17.1
Delay (s)
71.6
19.0
10.5
20.9
113.7
55.2
53.9
61.7
54.5
Level of Service
E
B
B
C
F
E
D
E
D
Approach Delay (s)
40.5
108.9
54.5
55.6
Approach LOS
D
F
D
E
Intersection Summa
HCM 2000 Control Delay
64.7 HCM 2000 Level of Service E
HCM 2000 Volume to Capacity ratio
1.00
Actuated Cycle Length (s)
120.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization
102.6% ICU Level of Service G
Analysis Period (min)
15
c Critical Lane Group
Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report
Timmons Group Page 2
HCM Unsignalized Intersection Capacity Analysis
2: Route 846/Route 29 Off -Ramp
& Old Garth Road/Old Ivy
Road
01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
'+
fi
4*
+T*
Traffic Volume (veh/h)
0
36
22
96
57
0
30
0
544
9
606
15
Future Volume (Veh/h)
0
36
22
96
57
0
30
0
544
9
606
15
Sign Control
Stop
Stop
Free
Free
Grade
0%
0%
0%
0%
Peak Hour Factor
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
Hourly flow rate (vph)
0
38
23
102
61
0
32
0
579
10
645
16
Pedestrians
Lane Width (ft)
Walking Speed (fUs)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
283
pX, platoon unblocked
0.83
0.83
0.83
0.83
0.83
0.83
vC, conflicting volume
1057
1316
653
1068
1034
290
661
579
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
969
1280
653
983
942
50
661
397
tC, single (s)
7.1
6.5
6.2
7.1
6.5
6.2
4.1
4.1
tC, 2 stage (s)
tF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
p0 queue free %
100
72
95
25
71
100
97
99
cM capacity (veh/h)
147
134
462
136
211
855
937
979
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
EB1
WB1
NB
SIB
61
163
611
671
0
102
32
10
23
0
579
16
182
157
937
979
0.33
1.04
0.03
0.01
35
205
3
1
34.3
139.6
0.9
0.3
D
F
A
A
34.3
139.6
0.9
0.3
D
F
17.0
75.3% ICU Level of Service
15
D
Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Commercial Entrance/Faulconer Driver & Old Ivy
Road
01/21/2022
--*
--*
-,;i,
f+--
,
t
`►
1
4/
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
IN
4�
4*
+T
IN
Traffic Volume (veh/h)
36
592
1
0
152
22
1
0
7
217
0
15
Future Volume (Veh/h)
36
592
1
0
152
22
1
0
7
217
0
15
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Hourly flow rate (vph)
38
617
1
0
158
23
1
0
7
226
0
16
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
8
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
181
618
870
874
617
870
864
170
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
181
618
870
874
617
870
864
170
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
97
100
100
100
99
14
100
98
cM capacity (veh/h)
1407
972
263
282
494
264
286
880
Direction, Lane#
EB 1
EB 2
WB 1
NB 1
SIB 1
Volume Total
655
1
181
8
242
Volume Left
38
0
0
1
226
Volume Right
0
1
23
7
16
cSH
1407
1700
972
445
282
Volume to Capacity
0.03
0.00
0.00
0.02
0.86
Queue Length 95th (ft)
2
0
0
1
183
Control Delay (s)
0.7
0.0
0.0
13.2
62.1
Lane LOS
A
B
F
Approach Delay (s)
0.7
0.0
13.2
62.1
Approach LOS
B
F
Intersection Summary
Average Delay
14.4
Intersection Capacity Utilization
71.2%
ICU Level
of Service
C
Analysis Period (min)
15
Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Commercial Entrance/Route 29 On -Ramp
& Old Ivy
Road
01/21/2022
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+T+
fi
r
4�
Traffic Volume (veh/h)
477
293
0
0
169
271
0
1
0
0
0
0
Future Volume (Veh/h)
477
293
0
0
169
271
0
1
0
0
0
0
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.92
0.93
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
513
315
0
0
182
291
0
1
0
0
0
0
Pedestrians
Lane Width (ft)
Walking Speed (fUs)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
473
315
1523
1814
315
1524
1523
182
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
473
315
1523
1814
315
1524
1523
182
tC, single (s)
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
53
100
100
98
100
100
100
100
cM capacity (veh/h)
1089
1257
61
42
725
60
62
861
Direction, Lane#
EB 1
WB 1
WB 2
NB 1
Volume Total
828
182
291
1
Volume Left
513
0
0
0
Volume Right
0
0
291
0
cSH
1089
1257
1700
42
Volume to Capacity
0.47
0.00
0.17
0.02
Queue Length 95th (ft)
64
0
0
2
Control Delay (s)
9.4
0.0
0.0
93.1
Lane LOS
A
F
Approach Delay (s)
9.4
0.0
93.1
Approach LOS
F
Intersection Summary
Average Delay
6.1
Intersection Capacity Utilization
71.9%
ICU
Level of
Service
C
Analysis Period (min)
15
Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report
Timmons Group Page 5
Queues
5: Commerical Entrance/Old Ivy Road & Ivy Road 01/21/2022
t--,, 4---
Lane Group
EBL
EBT
WBT
WBR
NBT
SBT
Lane Group Flow (vph)
46
536
750
392
18
268
v/c Ratio
0.22
0.52
0.72
0.37
0.07
0.63
Control Delay
12.8
12.2
17.7
2.8
0.5
18.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
12.8
12.2
17.7
2.8
0.5
18.6
Queue Length 50th (ft)
6
87
145
2
0
39
Queue Length 95th (ft)
38
285
#519
50
0
117
Internal Link Dist (ft)
1062
920
247
459
Turn Bay Length (ft)
90
Base Capacity (vph)
212
1026
1035
1049
674
672
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
0.22
0.52
0.72
0.37
0.03
0.40
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report
Timmons Group Page 6
HCM Signalized Intersection Capacity Analysis
5: Commerical Entrance/Old Ivy Road & Ivy Road 01/21/2022
t--I, l'r~ 1,-4\ T �' �► 1 d
Movement
EBL
EBT
EBR
WBL
WBT
WEIR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
t
t
IN
414
4+
Traffic Volume (vph)
42
493
0
0
690
361
14
0
3
191
0
55
Future Volume (vph)
42
493
0
0
690
361
14
0
3
191
0
55
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
7.0
7.0
7.0
7.0
6.0
6.0
Lane Util. Factor
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.85
0.98
0.97
Fit Protected
0.95
1.00
1.00
1.00
0.96
0.96
Satd. Flow (prot)
1805
1863
1881
1599
1783
1774
Fit Permitted
0.20
1.00
1.00
1.00
0.96
0.96
Satd.Flow (perm)
386
1863
1881
1599
1783
1774
Peak -hour factor, PHF
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Adj. Flow (vph)
46
536
0
0
750
392
15
0
3
208
0
60
RTOR Reduction (vph)
0
0
0
0
0
186
0
18
0
0
107
0
Lane Group Flow (vph)
46
536
0
0
750
206
0
0
0
0
161
0
Heavy Vehicles(%)
0%
2%
0%
0%
1%
1%
0%
0%
0%
0%
0%
0%
Turn Type
Perm
NA
NA
Perm
Split
NA
Split
NA
Protected Phases
2
2
4
4
3
3
Permitted Phases
2
2
Actuated Green, G (s)
30.5
30.5
30.5
30.5
0.7
10.0
Effective Green, g (s)
30.5
30.5
30.5
30.5
0.7
10.0
Actuated g/C Ratio
0.51
0.51
0.51
0.51
0.01
0.17
Clearance Time (s)
7.0
7.0
7.0
7.0
6.0
6.0
Vehicle Extension (s)
4.0
4.0
4.0
4.0
2.0
3.0
Lane Grp Cap (vph)
195
943
952
810
20
294
v/s Ratio Prot
0.29
c0.40
c0.00
xO.09
v/s Ratio Perm
0.12
0.13
v/c Ratio
0.24
0.57
0.79
0.25
0.01
0.55
Uniform Delay, d1
8.3
10.3
12.2
8.4
29.4
23.0
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.9
1.0
4.6
0.2
0.1
2.1
Delay (s)
9.2
11.2
16.8
8.6
29.5
25.1
Level of Service
A
B
B
A
C
C
Approach Delay (s)
11.1
14.0
29.5
25.1
Approach LOS
B
B
C
C
Intersection Summa
HCM 2000 Control Delay
14.8 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio
0.72
Actuated Cycle Length (s)
60.2 Sum of lost time (s) 19.0
Intersection Capacity Utilization
63.2% ICU Level of Service B
Analysis Period (min)
15
c Critical Lane Group
Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report
Timmons Group Page 7
HCM Unsignalized Intersection Capacity Analysis
19: Old Ivy Road & Site Entrance
01/21/2022
--40.
~
t
\10.
r
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
►j
+
+
r
Y
Traffic Volume (veh/h)
132
161
315
88
52
77
Future Volume (Veh/h)
132
161
315
88
52
77
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
143
175
342
96
57
84
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
438
803
342
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
438
803
342
tC, single (s)
4.1
6.4
6.2
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
87
81
88
cM capacity (veh/h)
1122
308
701
Direction, Lane#
EB 1
EB 2
WB 1
WB 2
SIB 1
Volume Total
143
175
342
96
141
Volume Left
143
0
0
0
57
Volume Right
0
0
0
96
84
cSH
1122
1700
1700
1700
462
Volume to Capacity
0.13
0.10
0.20
0.06
0.31
Queue Length 95th (ft)
11
0
0
0
32
Control Delay (s)
8.7
0.0
0.0
0.0
16.2
Lane LOS
A
C
Approach Delay (s)
3.9
0.0
16.2
Approach LOS
C
Intersection Summary
Average Delay
3.9
Intersection Capacity Utilization
41.5%
ICU
Level of Service A
Analysis Period (min)
15
Greystar Old Ivy Road TIA 05/06/2021 2025 Total Future PM Peak Synchro 10 Report
Timmons Group Page 8
Queuing and Blocking Report
2025 Total Future PM Peak 01/21/2022
Intersection: 1: Cantebury Road /Route 846 & Ivy Road
Movement
EB
EB
EB
WB
WB
NB
NB
SB
SB
Directions Served
L
T
R
L
TR
LT
R
LT
R
Maximum Queue (ft)
621
504
29
200
624
72
55
212
76
Average Queue (ft)
330
171
5
69
588
22
16
200
73
95th Queue (ft)
578
366
22
206
689
57
41
224
86
Link Distance (ft)
882
882
586
575
201
Upstream Blk Time (%)
0
0
59
27
Queuing Penalty (veh)
0
0
0
196
Storage Bay Dist (ft)
450
200
180
75
Storage Blk Time (%)
0
0
60
32
29
Queuing Penalty (veh)
#
0
1
24
191
29
Intersection: 2: Route 846/Route 29 Off -Ramp & Old
Garth
Road/Old Ivy Road
Movement
EB
WB
NB
SB
Directions Served
TR
LT
LTR
LTR
Maximum Queue (ft)
85
184
84
1150
Average Queue (ft)
33
76
25
1116
95th Queue (ft)
66
151
66
1210
Link Distance (ft)
394
299
201
1106
Upstream Blk Time (°/u)
0
98
Queuing Penalty (veh)
0
0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road
Movement
EB
WB
NB
SB
SB
Directions Served
LT
LTR
LTR
LT
R
Maximum Queue (ft)
90
5
30
218
76
Average Queue (ft)
10
0
6
97
16
95th Queue (ft)
51
5
24
182
53
Link Distance (ft)
299
332
171
352
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
190
Storage Blk Time (%)
0
2
0
Queuing Penalty (veh)
0
0
0
Greystar Old Ivy Road TIA SimTraffc Report
Timmons Group Page 1
Queuing and Blocking Report
2025 Total Future PM Peak 01/21/2022
Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road
Movement
EB
WB
NB
Directions Served
LTR
R
LTR
Maximum Queue (ft)
324
47
16
Average Queue (ft)
148
12
1
95th Queue (ft)
273
33
10
Link Distance (ft)
332
194
Upstream Blk Time (%)
0
Queuing Penalty (veh)
2
Storage Bay Dist (ft)
250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road
Movement EB EB WB WB NB SIB
Directions Served
L
Maximum Queue (ft)
86
Average Queue (ft)
21
95th Queue (ft)
68
Link Distance (ft)
Upstream Blk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
90
Storage Blk Time (%)
4
Queuing Penalty (veh)
18
T
T
R
LTR
LTR
244
352
116
43
194
67
166
55
13
99
169
285
93
37
164
1037
956
956
277
420
Intersection: 19: Old Ivy Road & Site Entrance
Movement
EB
WB
SIB
Directions Served
L
R
LR
Maximum Queue (ft)
70
12
96
Average Queue (ft)
29
1
43
95th Queue (ft)
61
7
74
Link Distance (ft)
592
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
150
150
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summ
Network wide Queuing Penalty: 464
Greystar Old Ivy Road TIA SimTraffc Report
Timmons Group Page 2