HomeMy WebLinkAboutZMA202100008 Study Traffic Impact 2021-07-19Old Ivy Residences
Traffic Impact Analysis
Albemarle County, Virginia
July 19, 2021
Prepared For:
O��tiA1-TH OF
o THOMAS BOWNE RUFF a
Lic. No. 055085
Greystar Real Estate Partners
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July 2021 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 CON DmONS .....................................................................................................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 TOTALTRAFFIC 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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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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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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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 $-1: 2025 FUTURE VOLUMES
FIGURE $-2: FUTURE GEOMETRY
FIGURE 6-1: 2025 FUTURE VOLUMES -AM PEAK, LEFITURN WARRANT EB OLD IVY ROAD AT PROPOSED SITE ENTRANCE
FIGURE 6-2: 2025 FUTURE VOLUMES - PM PEAK, LEFT TURN 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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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 SafetyAnalysis Manual, version 2.0 (TOSAM).
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
LAND USE
ITE CODE
AMOUNT
UNITS
WEEKDAY
AM
PEAK HOUR
PM
PEAK HOUR
ADT
IIJ
OUT
TOTAL
IN
Our
TOTAL
Single -Family Detadled Housing210
80
DwellingUnits
847
15
47
62
52
30
82
Single -Family Detadled Housing- Duets
210
60
DwellingUnits
650
12
35
47
39
23
62
Multi-FamilyHousinglaw-Rise - Apartments
220
335
DwellingUnits
2,492
35
116
150
109
64
173
Multi-FamilyHousinglaw-Rise-Townhomes
220
50
DwellingUnits
337
6
19
25
20
12
32
TOTAL
525
Dwei Units
4,326
67
217
284
220
129
349
SOURCE: Letitute of Transportation 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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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. Trio Generation —Traffic generated by the proposed development was estimated using the loth edition
of the Institute of Transportation Engineers' (ITE) Trip 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 Proiections — 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 95th percentile queue lengths (SYNCHRO) and maximum
queues (SimTraffic) were reviewed at the study intersections.
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1.3 STUDY FINDINGS
Based on the operational analyses the following is offered:
• Under the 2021 existing and 2025 background conditions:
o The signalized intersection of Ivy Road and Canterbury Road operates at an overall LOS E
in the AM and LOS F in the PM, 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.
IS 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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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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Old Ivy Residences — Traffic Impact Analysis
Albemarle County, Virginia
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Old I Residences — Traffic Impact Analysis 9
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July 2021 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.
B
C
C
E
F
Delay is not unreasonable,
stable traffic flow.
Stable condition,
movements somewhat
restricted due to 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 invloves delayto
all motorists dueto
congestion.
Forced flowwith demand
volumes greater than
capacity resulting in
complete congestion.
Volumes drop to zero i IT
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 morethan onesignal
indication, and occasionally
backups maydevelop behind
left turning vehicles, traffic
flowstill stableand
acceptable.
Delays atintersections may
become extensive with some,
especially left -turning
vehicles waitingtwo 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 restrict or
prevent movement of vehicles
out of approach creating a
storage a res during partor
all of an hour.
SOURCE: 'A Policy on Design of Design of Urban Highways and Arterial
5tmets" - AASHTO, 1973 based upon material published in "Highway
Capacity Manual", National Academy of Sciences, 1965.
1
1
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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<-55
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.
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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Queuing analyses were conducted using both the HCM 2000 methodology (as calculated by SYNCHRO)
and SimTraffic simulations. The Synchro 95th percentile queue is the maximum bade of queue for a
particular lane within a lane group considering 95th 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 EXISTING 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 Ivy 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.
Iw 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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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 E in the AM with
a delay of 72.8 seconds/vehicle and at LOS F in the PM peak with a delay of 86.5 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 460 feet in the AM peak and 531 feet in the PM peak. In the westbound through -
right approach the maximum queue in the AM peak is 850 feet and the maximum queue in the PM peak
is 821 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 350 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 1,151 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 326 feet and 122 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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July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Table 2-3: LOS, Delay, and Queue Length Summary 2021 Existing Conditions
Intersection and
Type of Control
Movement and
Approach
Effective
Turn
Lane41
Storage
(R)
AM PEAK HOUR
PM PEAK HOUR
'
(�
/v')
LOS'
SYNCHRO
95th
Percentile
Queue
Length R
SimTraffic
Marimum
Queue
Length (R)
Delay'
(�h)
LOS'
SYNCHRO
95th
Percentile
Queue
Length
Sim7raffic
Marimum
Queue
length (R)
1.Ivy Road(E-W) at
Cantebury Road/Route 846 (N-S)
519mlized
EB Left
67.2
E
#460
414
64.5
E
#517
531
EBThru
19.5
B
477
350
19.3
B
464
433
EB Right
450
10.9
B
0
26
10.9
B
0
32
EBApprnach
37.6
D
-
--
36.9
D
-
--
WB Left
200
20.6
C
17
184
21.0
C
23
200
WBThru-Right
76.2
E
#850
630
76.6
E
4i21
618
WBApproach
74.3
j E
j -
--
73.6
j E
-
--
NB Left-Thru
55.4
E
59
78
55.2
E
51
79
NB Right
180
53.8
D
0
56
53.9
D
0
62
NBApproach
54.7
D
-
--
54.5
D
-
--
5BThru-Left
50.7
D
132
212
51.1
D
116
212
5B Right
75
139.8
F
#378
75
205.6
F
#417
75
5BApproach
127..1
F
--
--
186.3
F
--
-
overal
72.8
E
--
--
86.5
F
--
--
2.0Id Ivy Road (E-W) at
29 Off Ramp/Route 846 (N-5)
tft9mlized
EBThru-Right
87.3
F
123
116
27.5
D
26
100
EBApproach
87..3
F
--
--
27.5
D
-
--
WB Left-Thru
167.7
F
98
82
47.1
E
83
154
WBApproacII
167..7
F
--
--
47..1
E
-
--
NB L-T-R
0.7
A
2
74
0.9
A
3
71
ABApgDad?
07
A
-
--
Q9
A
-
--
513L-T-R
190
1.5
A
2
1160
0.3
A
1
1151
SBApproach
1.5
A
--
--
a3
A
-
--
3.01d Ivy Road (E-W) at
Faulconer Road/Commercial Ent
tft9mlized
EB Left-Thru
2.6
A
9
96
0.7
A
2
50
EB Right
150
0.0
A
0
0
0.0
A
0
0
EBApproach
2.6
A
-
--
a7
A
-
-
WBL-T-R
WBApproacb
0.0
0.0
A
A
0
-
1
--
0.0
0.0
A
A
0
-
0
-
NB L-T-R
25.3
D
2
28
11.7
B
1
28
ABApg0a05
25.3
D
-
--
11.7
8
-
--
513LeR-Thru
513 Right
190
349.1
0.0
F
A
506
0
326
102
20.0
0.0
C
A
45
0
122
30
5BApproach
349.1
F
--
--
20.0
C
-
--
4. Old Ivy Road (E-W) at
Route 29 On -Ramp/
Commercial Entrance (N-S)
tft9mlized
EB L-T-R
7.4
A
46
176
8.8
A
52
262
EBApgqao�
7.4
A
-
--
8.8
A
-
--
WB Left-Thru
0.0
t
0
0.0
t
0
3
WB Right
50
0.0
A
0
44
0.0
A
0
49
WBApproacb
0.0
t
-
--
QO
t
-
--
NB L-T-R
0.0
t
0
57.5
t
1
21
ABApproach
0.0
A
--
--
57..5
F
-
--
5.Ivy Road(E-W) at
Old Ivy Road (N-S)
Signalized
EB Left
90
7.9
A
43
81
8.0
A
32
70
EB Thru
13.3
B
#421
219
10.1
B
253
170
EBAppqao�
12.7
8
--
--
9.9
A
-
-
WBTtru
9.2
A
169
175
14.5
B
#467
334
WB Right
7.6
A
29
67
7.5
A
39
80
Wb Approach
8.8
A
-
--
12.5
8
-
--
NB L-T-R
32.7
C
20
40
28.5
C
0
45
ABApproach
32.7
C
-
--
28.5
C
-
--
513L-T-R
23.7
C
98
182
23.8
C
82
169
5BApproach
23.7
C
-
--
23.8
C
-
--
Overall
13.3
B
--
--
13.2
B
--
--
2-5 TIMMONS GROUP .00000a
YOUR VISION ACHIEVED THROUGH OURS. R 0
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
PAGE INTENTIONALLY BLANK
2-6 TIMMONS GROUP 40.6•660
YOUR VISION ACHIEVED THROUGH OURS. R 0
2
0
Q
NE
�u
3
0 c
v
4
O
�n
NE
_�
o-'O
��
C
p
o c
O
moo"
L34 18
m vmi a F 15 (50)
28
Y `
T
37 (92)
F 72 (114)
0
Old Garth
(50)
Old I
(0)
Roa
(32) 59 � F A
Road (29) 106 �
« * �
(416) 383 �
i
1)
(19) 30 "'� I
(420) 426
(141) 236
t
mm
(1)10�
ml �I o
�
(0)100
o00
N
O
D
0
O
L. 93 (62)
ON�� 5
494 (561)
Ivy Road .1 1 1. 4 - 23 (36)
0
0
0
(382) 341
...�
1
(570) 543
(18) 9
N W ti
O �
N
r L. t 117 (238)
Road ia � 292 (603)
(36) 60 -} 1) t r
(431) 545 o
N O l�1
LEGEND.
Existing Road
— — —
Proposed Road
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
TIMMONS GROUP Old Ivy Residences — Traffic Impact Analysis
Albemarle County, Virginia
Figure
2-1
O fV 2
yv
n
ro
0
C n
O N ® E
N �
O
d'
0LL
0 i
O C
0�0
20 37 L I ( ) t 96 (223)
1 �.
�17(55)
~ -041
(0) 1) F79(125)
T (0) 0
Old Garth .�
`31 (55)
(0)
Old I
Od (35) 65
Road (32) 117 * i
1,11111 (458) 421 �)
I
(21) 33
(462) 469 (155) 260 I r
O P
o
(S) Sl m O (0) 1 O O O
fy
11,
o
N P
" O ti O
-p ter/
O
v
1 O
LL
0
L 102 (68)
� 543 (617)
1M Im
r y L 129 (262)
I�+ ImI
Ivy Road r 1 Y
C-" 25 (40)
Ivy Road
321 (663)
0
0
(420) 375
(40) 66' o t
t
(627) 597
(474) 600 � o o
(20)10�
LE END:
Existing Road
a1
— — — Proposed Road
100
Y Signalized Intersection
U
(a 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
N E
2 ��
O m
3
°'
0
�; ��
C O
�.
+
�
rn
LL
I] 7
o=
rr
i
0
+
s'=50'
Old Garth
Old I
7
oa -
Road
.1r*
S'=150'
7
+
+
v
O00
Y_
O
0
�
I I
O
r,
Ivy Road J �'
.-S'=200'
Ivy Road .�. i
LMT
o
S'=250' } o
S'=90'�+
o
S'=450' y
T
00
..
I I
n
LEGEND:
Z,
Existing Road
9 Signalized Intersection
Stop Controlled Intersection
Uroo
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
.00000 •
Existing Geometry
Fi
Figure
9
Old
I �
Residences — Traffic Impact Analysis
p y
TIMMONS GROUP
2-3
Albemarle County, Virginia
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
PAGE INTENTIONALLY BLANK
2-10 TIMMONS GROUP 40.6•660
YOUR VISION ACHIEVED THROUGH OURS. R 0
July 2021 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 E or
worse in both peak hours with a delay of 87.4 seconds/vehicle in the AM peak and 108.9 seconds/vehicle
in the PM peak. The mainline eastbound and westbound approaches operate at LOS D 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 400 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 1,165 feet in the AM peak and 1,146 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 208 feet in
the PM peak and 122 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 41 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. . •
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Table 3-1: LOS, Delay, and Queue Length Summary 2025 Background Conditions
Intersection and
Type of Control
Movement and
Approach
Effective
Turn
Lane
Storage
(R)
AM PEAK HOUR
PM PEAK HOUR
Delay'
(sech^eh)
i
LOS
SYNCHRO
95th
Percentile
Qcece
Length R
SimTraffic
Madmum
Queue
Length (ft)
Delay'
(sedveh)
t
LOS
SYNCHRO
95th
Percentile
Queue
Length ft
SimTraffic
Matimum
Queue
Length (R)
l.lvy Road(E-W) at
Cantebury Road/Route 846 (N-5)
Signalized
EB Left
67.0
E
#481
460
68.7
E
#549
574
EB Thru
20.0
B
499
403
19.9
B
493
452
EB Right
450
10.9
B
0
29
10.9
B
0
29
EBApproach
37..8
D
-
-
39.0
D
--
WB Left
200
21.1
C
18
187
21.4
C
23
200
WBThru-Right
91.3
F
#885
636
94.5
F
#872
621
WBApproach
88.7
F
--
-
90.6
F
--
--
NB Left-Thru
55.4
E
60
86
55.2
E
51
68
NB Right
180
53.8
D
0
43
53.9
D
0
60
ABApproach
54.7
D
-
-
54.5
D
--
--
SBThru-Left
51.1
D
135
213
51.2
D
119
209
SB Right
75
184.5
F
#417
76
278.6
F
#470
75
SBApproadr
165.4
F
--
-
250.5
F
--
-
Overall
87.4
F
--
--
108.9
F
--
--
2.0Id Ivy Road (E-W) at
29 Off Ramp/Route 846 (N-S)
1_&igm1med
EBThru-Right
69.8
F
105
141
30.2
D
30
85
EBApproadr
69.8
F
--
-
30.2
D
--
--
WB Left-Thru
108.1
F
77
81
58.7
F
101
150
WBApproach
108.1
F
-
-
58.7
F
--
--
NB L-T-R
0.7
A
2
70
0.9
A
3
74
ABApproach
a7
A
-
-
a9
A
--
--
SB L-T-R
190
1.5
A
5
1165
0.3
A
1
1146
SBAppr ach
1.5
A
-
-
123
A
--
--
3.0Id Ivy Road (E-W) at
Faulconer Road/Commercial Ent
I,Wigxlmed
EB Left-Thru
2.3
A
7
83
0.8
A
2
68
EB Right
150
0.0
A
0
1
0.0
A
0
0
EgApprcadt
2.3
A
-
-
0.0
A
--
WB L-T-R
0.0
A
0
6
0.0
A
0
2
WBAAwcac h
0.0
A
-
-
0.0
A
--
-
NB L-T-R
19.4
C
1
26
12.3
B
1
26
ABAAwcach
19.4
C
-
-
12.3
8
--
-
SBLER-Thru
85.7
F
221
208
25.1
D
65
122
SB Right
190
0.0
A
0
73
0.0
A
0
30
SBApproach
85.7
F
-
-
25.1
D
--
-
4. Old Ivy Road (E-W) at
Route 29 On -Ramp/
Commercial Entrance (N-S)
LfWgW112ed
EB L-T-R
7.0
A
39
168
9.1
A
57
293
EBApprcach
7.0
A
--
-
9.1
A
--
--
WB Left-Thru
0.0
A
0
5
0.0
t
0
5
WB Right
50
0.0
A
0
0
0.0
A
0
45
WSApproach
0.0
A
-
-
a0
t
--
--
NB L-T-R
0.0
A
0
41
64.8
t
1
15
ABApprcach
0.0
A
-
-
54.8
F
--
-
5.Ivy Road(E-W) at
Old Ivy Road (N-5)
Signalized
EB Left
90
7.9
A
46
89
8.3
A
34
63
EBThru
13.7
B
#452
243
10.3
B
260
173
EBAppreadh
13.1
B
-
-
10.2
8
--
-
WBThru
9.2
A
178
159
15.1
B
#481
326
WB Right
7.6
A
29
73
7.7
A
41
91
WbApproach
8.8
A
-
-
13.0
8
--
-
NB L-T-R
33.9
C
20
50
28.6
C
0
51
A6Appr0ad5
33.9
C
-
-
28.6
C
--
-
SB L-T-R
24.5
C
103
183
23.8
C
83
161
SBApprcach
24.5
C
-
-
23.8
C
--
-
Overall
13.6
B
--
--
13.5
B
--
--
3-2 TIMMONS GROUP .80000.
YOUR VISION ACHIEVED THROUGH OURS. R 0
2
0
NE
�u
Q
3
0 c
v
4
O
�n
NE
_�
�O
4iin
o c
O
l
39 (22)
t. 100 (232)
a m
F 18 (57)
32
Y
T
43 (113)
`0 (0)
F 82 (130)
0
Old Garth
(57)
w
Old I
Road (36) 122
« t r
(477) 438
(0)
y
Road
(36) 68 F
(22) 34 —�
1
(515) 488
(161) 271 y
1) t
^a
(1)11�
ml o
�oV
(0)1�
o00
o3�
00
Mro
0
ON�� 5
L. 106 (71)
�— 565 (642)
Ivy Road .J 1.
r 26 (41)
0
(437) 390
-..�
t r
(652) 622 �
(21)10�
nmG
m
r L. t 134 (273)
Road 334 (690)
(42) 69 --# 1) t r
(493) 624 o 0
LE +END:
Existing Road
— — —
Proposed Road
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
TIMMONS GROUP Old Ivy Residences — Traffic Impact Analysis
Albemarle County, Virginia
Figure
3-1
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
PAGE INTENTIONALLY BLANK
3-4 TIMMONS GROUP 40.6•660
YOUR VISION ACHIEVED THROUGH OURS. R 0
July 2021 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 loth edition of the
Institute of Transportation Engineers' (IfE) Trio Generation Manua/and were calculated using the number
of dwelling units as the independent variable.
Table 4-1: Trip Generation Summary
LAND USE
rrE CODE
AMOUNT
UNITS
WEEKDAY
AM PEAK HOUR
PM
PEAK HOUR
IN
OUT
TOTAL
1N
OUT
TOTAL
Sin IeFamil Detached Housi
210
80
DwellingUnits
15
47
62
52
30
82
Sin IeFamil Detached Housi - Duets
210
60
DwellingUnits
E4,326
12
35
47
39
23
62
Mulli-Family Housin Low -Rise - A rtments
220
335
DwellingUnits
35
116
150
109
64
173
MuIU-Family Housin Low-Rise-Townhomes
220
50
DwellingUnits
6
19
25
20
12
32
TOTAL
525
Divern Units
67
21
2284
220
129
349
SOURCE: institute of Transportation Engineers' Trip Generation Manual 10th 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. . •
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
PAGE INTENTIONALLY BLANK
a-z TIMMONS GROUP 40.6•660
YOUR VISION ACHIEVED THROUGH OURS. R 0
4"
iv.\
r, s
LEGEND:
2
O
n
fV
vro
O
C
o�
a 0
W
Ie
y
Old Garth
(30%)
Old I
T (30%)
oa
F
�.
Road
30%�
�0
e
om
R
00
1
O
Ivy Road 4/*
L (30°/ )
I
60%, i
O A
U
Y lb
_ c
lnl W
e o I00
�1 IQ
rT� L 40%
60% -1
0,
0
�• L40%
LEGEND:
Existing Road
o
Signalized Intersection
Stop Controlled Intersection
f
Stop Sign Location
r
Lane Configuration
00%
Entering Peak Hour Trips
(00%)
Exiting Peak Hour Trips
.00000 Trip Distribution
0 Old Ivy Residences — Traffic Impact Analysis
TIMMONS GROUP p y
Albemarle County, Virginia
Figure
4-2
n
O fV O C
2 0�
3 ro .>
L
W
Io
y
Old Garth ` 65 (39) Old I T F 65 (39)
oa F Road (66) 20 y
�0 o
O )
1 0
OO
Ivy Road i 10 (33)
0
(33) 10
i 65 (39)
65 (39)
I'
(132) 40 i
(132) 40 -1
qI
N
• i 27 (88)
LEGEND:
Existing Road
•Oo
Signalized Intersection
Stop Controlled Intersection
f
Stop Sign Location
r
Lane Configuration
00
AM Peak Hour Trips
(00)
PM Peak Hour Trips
.00000 Generated Trips
0 Old Ivy Residences — Traffic Impact Analysis
TIMMONS GROUP p y
Albemarle County, Virginia
Figure
4-3
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
PAGE INTENTIONALLY BLANK
4-6 TIMMONS GROUP 40.6•660
YOUR VISION ACHIEVED THROUGH OURS. R 0
July 2021 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 continues operates at an overall LOS F in
both peak hours. The mainline eastbound and westbound approaches operate at LOS D 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 400 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 1,149 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 336 feet in the AM
peak and 221 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 16 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 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 38 feet in the AM peak and 72
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 GROUPease*
YOUR VISION ACHIEVED THROUGH OURS.
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Table 5-1: LOS, Delay, and Queue Length Summary 2025 Future Conditions
Intersection and
Type of Control
MovermntaDl
Approach
Elkcdve
AM REAK HOUR
PM PEAK HOUR
Tun
Qre
Storage
(R)
may r
(�/�)
LOSI
SYNCHRO
95th
Percentile
LengthQuaR
SlmTraffic
Maximum
Q-
Length(ft)
Delay r
( /�h)
LOS'
SYNCHRO
95th
Percentile
Le Queue ft
Sin -Traffic
Maximum
Q��
Lerogth (ft)
1.1ay Road(E-W)at
Cal#ebury Road/Route 896(N-S)
Sipr wd
EB Left
66.1
E
#499
418
88.6
F
#611
633
EB Thu
20.0
B
499
380
19.9
B
493
481
EB Right
450
10.9
B
0
26
10.9
B
0
29
EBAppDa`h
328
D
-
-
48.0
D
-
-
WBLeft
200
21.6
C
18
20O
21.4
C
23
200
WBThu-Right
1D4.0
I F
I #904
640
1 113.7
F
1 #930
623
WBAppoa`h
101.0
F
-
-
1W9
F
-
-
MLeft-Thru
55.4
E
60
68
55.2
E
51
Tt
tB Right
180
53.8
D
0
42
2.9
D
0
57
ABAppoa`h
54.7
D
-
-
54.5
D
-
-
SBThruLeR
59.6
E
#1%
212
Si.B
D
141
211
SB Right
75
265.0
F
#480
76
329.3
F
#504
76
SBAppoa`h
229.9
F
-
-
289.7
F
-
-
Overall
ILIA
F
--
--
129.2
IF
--
--
2.0Id Ivy Road (E-W) at
29 Off Ramp/Route 8%(N-S)
tftpn ized
EBThu-Right
25.7
F
110
119
34A
D
35
93
EAppvadr
757
F
-
-
34..4
D
-
-
WB Left-Thru
544.2
F
285
157
140.1
F
205
186
WBApvoa`h
594.2
F
-
-
140.1
F
-
-
ML-T-R
0.7
A
2
92
0.9
A
3
78
ASAppoadt
07
A
-
--
09
A
-
-
SBL-T-R
190
1.5
A
5
1163
0.3
A
1
1149
SBAppoadr
LS
A
-
-
03
A
-
-
3.OId IW Road (E-W) at
Faulconer Road/Commercial Ent
f47v9W.ed
EB Left-Thru
2.3
A
8
122
OJ
A
2
104
EB Right
150
0.0
A
0
14
0.0
A
0
0
EBAppoadr
23
A
-
-
07
A
-
-
WBL-T-R
0.0
A
0
2
0.0
A
0
2
WBApvoa`h
00
A
-
-
Ito
A
-
-
ML-T-R
21.8
C
0
25
13.2
B
1
28
ABAppoadt
21.8
C
-
-
13.2
B
-
-
SBLeR-Thru
126.1
F
1
270
62.1
F
183
221
SB Right
190
0.0
A
336
41
0.0
A
0
89
5BAppoadr
1J61
F
-
-
62.1
F
-
-
4. Old Ivy Road (E-W) aI
PDuk 29 Orr -Ramp/
Commercial Entrance(N-S)
Iptsignaezed
EB L-T-R
]3
A
4]
2DS
9.4
A
64
313
]]
A
9.4
A
WB
0.0
A
0
0
0.0
A
0
2
WB250
72ght
0.0
A
0
28
0.0
A
0
92
0.0
A
--
--
0.0
A
-
-
M
0.0
A
0
0
93.1
F
2
16
ABAppry d
0.0
A
-
-
93.1
F
-
-
S.hyRoad(E-W)at
Old Ivy Road (N-S)
S/puyized
EB Left
250
9.2
A
48
90
9.2
A
38
84
EB Thu
16.6
B
4475
305
11.2
B
285
252
EBAppoa`h
15:8
B
-
-
11.1
B
-
-
WBThu
10.8
B
189
192
16.8
B
#519
376
WB Right
8.9
A
34
70
8.6
A
ri0
119
WBAppoadr
102
B
-
-
14.0
B
-
-
ML-T-R
34.5
C
21
49
29.5
C
0
45
ABAppoa`h
34.5
C
-
-
29.5
C
-
-
SBL-T-R
28.9
C
166
235
25.1
C
117
188
SBAppoadr
28.9
C
-
-
25.1
C
-
-
Overall
16.8
a
--
--
14.8
6
--
--
A. Old IVY Road (E-W) at
Site Entance(N)
(ku%qu/¢tH
EB Left
EBThru
150
7.8
0.0
A
A
3
-
38
--
83
0.0
A
A
11
-
T2
-
EBAppoadr
LO
A
3.9
A
WBThu
0.0
t
0
0
0.0
1
0
0
WB Right
150
0.0
t
0
0
0.0
1
0
12
WBAppoadr
0.0
t
--
--
Ito
t
-
-
SBLea-Right
14.5
B
45
104
16.2
C
32
94
SBAppvad�
14.5
IS
1
16.2
C
-
-
5-2 TIMMONS GROUP �.••••�
YOUR VISION ACHIEVED THROUGH OURS. • . •
July 2021 Old Ivy Residences Traffic Impact Analysls - 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 GROUPease*
YOUR VISION ACHIEVED THROUGH OURS.
July 2021 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 Evsbrg Conditions
2025 Background Conditions
2025 Total Conditions
AM PEAK HOUR
PM PEAK HOUR
AM PEAK HOUR
PM PEAK FOUR
AM PEAK HOUR
PM PEAK HOUR
Delay r
5eclwh
LOS r
Delay'
SeC/veh
to r
Delay r
sec/veh
LOS r
Delay'
seC/veh
Lm i
Delay n
S2c/veh
LOS i
Delay n
seCjvefl
LOS r
I.Ivy Road(E-W) at
Cantebury Road/Route 846(N-S)
519nabled
EB left
67.2
E
64.5
E
67.0
E
68.7
E
66.1
E
88.6
F
EB Thru
19.5
B
19.3
B
20.0
B
19.9
B
20.0
B
19.9
B
EB Right
10.9
B
10.9
B
10.9
B
10.9
B
10.9
B
10.9
B
EBApproach
37..6
D
36.9
D
37.8
D
39.0
D
37.8
D
48.0
D
WB left
20.6
C
21.0
C
21.1
C
21A
C
21.6
C
21.4
C
WBThm-Right
76.2
E
76.6
E
91.3
F
94.5
F
104.0
F
113.7
F
WBApprcaCh
74.3
E
73.6
E
88.7
F
906
F
101.0
F
IC8.9
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
ABApprcad�
54.7
D
54.5
D
54.7
D
54.5
D
54.7
D
54.5
D
SBThm-Left
50.7
D
51.1
D
51.1
D
51.2
D
59.6
E
53.8
D
SB Right
139.8
F
205.6
F
184.5
F
278.6
F
265.0
F
329.3
F
SBAppDad;
127..1
F
186.3
F
165..4
F
2505
F
228.9
F
269.7
F
Overall
72.8
E
86.5
F
87A
F
108.9
F
SILO
F
129.2
F
2.Old Ivy Road (E-W) at
29 Off Ramp/Route 846 (N-S)
(hsi9na/ized
EB Thm-Right
87.3
F
27.5
D
69.8
F
30.2
D
75.7
F
34.4
D
&Apprvadl
87..3
F
27.5
D
69.8
F
30.2
D
757
F
34.4
D
WB Left-Thm
167.7
F
47.1
E
108.1
F
58.7
F
544.2
F
140.1
F
WBAppDadI
167..7
F
47.1
E
108.1
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
ABAppxath
127
A
0.9
A
127
A
09
A
a7
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
SBAppDadh
1.5
A
03
A
1.5
A
03
A
1.5
A
a3
A
3.01d Ivy Road (E-W) at
Faulconer Road/Commerdal Ent
thN,gna/ized
EB Left-Thru
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
EBAppoach
2.6
A
a7
A
2.3
A
0.0
A
2.3
A
127
A
WB L-T-R
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
WBAWoach
0.0
A
0.0
A
120
A
00
A
0.0
A
0.0
A
NB L-T-R
25.3
D
11.7
B
19.4
C
12.3
B
21.8
C
13.2
B
NBApprcadr
25.3
D
11.7
B
19.4
C
12.3
B
21.8
C
13.2
B
SB eft Thou
349.1
F
20.0
C
85.7
F
25.1
D
176.1
F
62.1
F
SB Right
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
SBAppoach
349.1
F
200
C
85.7
F
25.1
D
1761
F
62.1
F
4. Old Ivy Road (E-W) at
Route 29 On -Ramp/
Commercial Entrance(N-S)
02519-bled
EB L-T-R
7.4
A
8.8
A
7.0
A
9.1
A
7.7
A
9.4
A
EBAppDadI
7.4
A
8.8
A
7..0
A
9.1
A
7.7
A
9.4
A
WB left-Thru
0.0
t
0.0
t
0.0
A
0.0
t
0.0
A
0.0
A
WB Right
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
0.0
A
WBAppxaM
a0
t
0.0
t
0.0
A
00
t
ao
A
0.0
A
NB L-T-R
0.0
t
57.5
t
0.0
A
64.8
t
0.0
A
93.1
F
ABAppuadi
a0
A
57.5
F
0.0
A
64.8
F
ao
A
93.1
F
5.Ivy Road(E-W) at
Old Ivy Road (WS)
Sirpallzed
EB left
7.9
A
8.0
A
7.9
A
8.3
A
9.2
A
9.2
A
EB Thou
13.3
B
10.1
B
13.7
B
10.3
B
16.6
B
11.2
B
EBApproach
12.7
B
9.9
A
13.1
B
102
B
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
WbAppgadI
8.8
A
125
B
8.8
A
13.0
B
10.2
B
14.0
B
NB L-T-R
32.7
C
28.5
C
33.9
C
28.6
C
34.5
C
29.5
C
ABAppgadI
32.7
C
2&5
C
33.9
C
X6
C
34.5
C
29.5
C
SBL-T-R
23.7
C
23.8
C
24.5
C
23.8
C
28.9
C
25.1
C
SBAppuach
23.7
C
23.8
C
24.5
C
23.8
C
28.9
C
25.1
C
overall
13.3
B
112
B
18.6
B
I3.5
B
16.8
B
1&8
B
5-4 TIMMONS GROUP cease*
YOUR VISION ACHIEVED THROUGH OURS.
M
N
2
O
ry
GmP
amp
Old Garth
Roa
(36) 68 F
(22) 34
O
O C
3 sv
L
-i.L
10
vaI�
4)1 l ~
L 39 (22)
18 (57)
108 (152)
J
1 i 97 (96)
Old IVV T
`0 (0)
Road (36) 132 --f 14
w
I
~
(59 () 5121)
r-
m
11
.m.V
®
n
N
Z C
K O
L 165 (271)
F 147 (169)
�0(0)
(477) 438
i
1)o�
(293) 311
(0)1
o �.o
V
A
Y_ y
C
(nl W
Im tIIO I L 27 (88)
r Y 204 (315)
(132) 40,
(161) 271 y
I
I O
opv
L116(104)
� 565 (661)
Ivy Road .1 1 1. O
r 26 (41)
Ivy Road
O
(470) 400: O
-1 1 r
(652) 622
(21) 10
nmG
I�IN
r L.
L 161 (361)
ii
334 (690)
(42) 69 -}
t
(493) 624
LE END:
Existing Road
Signalized Intersection
Stop Controlled Intersection
j
Stop Sign Location
Lane Configuration
00
AM Peak Hour Volumes
(00)
PM Peak Hour Volumes
.00000� 2025 Future Volumes
TIMMONS GROUP Old Ivy Residences — Traffic Impact Analysis
Albemarle County, Virginia
Figure
5-1
2 rV ro
O
L
N
C
0v
4
U
C
" E OA �
of
of � +
�0
II
.�
�.
I
Old Garth
Id I T
S'=250' r S'=150'
,.
oa -V.Road
7
4
S'=150'�
-
+
' �'
O00
1 Y
�o
O 0 r,
II � �
rI-
Ivy Road .-S'=200' Ivy Road •
o o
S'=460'7 0 f. S'=85'� o
0
I LEGEND:
n
Existing Road
— — — Proposed Road
-2 Signalized Intersection
W
(a ® Stop Controlled Intersection
V O
U f Stop Sign Location
S• Effective Storage (in feet)*
T Taper Length (in feet)
4�— 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
July 2021 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 ,00000
YOUR VISION ACHIEVED THROUGH OURS. 0
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
PAGE INTENTIONALLY BLANK
6-2 TIMMONS GROUPease*
YOUR VISION ACHIEVED THROUGH OURS.
July 2021 Old Ivy Residences Traffic Impact Analysls — 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:
o The signalized intersection of Ivy Road and Canterbury Road operates at an overall LOS E
in the AM and LOS F in the PM, 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.
7-1 TIMMONS GROUP �.••••�
YOUR VISION ACHIEVED THROUGH OURS. . •
July 2021 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 ••••••
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Appendix A
Traffic Counts
July 2021 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 ., - P .fm_ Pacan - Vnh _ Tn"V.
Old Garth
Ivy
Canterbury
Ivy
From North
From East
From South
From West
Siart TIIriC
Right I
Thru
I Lefil
Peds I
App Tom1
Right
Thru
I Left
I Peds
App.Tom1
Right
Thru
Left
Peds
App.T w
Right I
Thru
I Le8
Peds I
App Total
In[.To al
07:00 AM
71
1
19
0
91
12
49
2
0
63
0
1
1
0
2
0
82
39
0
121
277
07:15 AM
59
0
16
0
75
15
59
0
0
74
2
t
0
0
3
0
80
65
0
145
297
07:30 AM
84
1
9
0
94
27
115
2
0
144
t
2
t
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
t
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
t
2
0
7
2
163
84
1
250
612
04:15 PM
132
3
11
0
146
9
133
2
0
144
7
4
5
0
16
5
135
82
0
222
528
04:30 PM
126
5
IO
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
1
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
I
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
1
56
14
515
334
1
864
2092
Grand Total
1894
42
237
0
2173
283
1918
86
1
2288
80
41
46
1
168
40
2070
1345
2
3457
8086
Appreh %
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
%Pa r Veh
97.6
100
97.5
0
97.6
98.9
96.8
97.7
I00
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
I
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
Peds
App. Total
Right
I Thru
I Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
Right
F Thm Left I Peds
I App, Tore)
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection He2ins at 07:30 AM
Int. Tota
07:30 AM
84
1
9
0
94
27
115
2
0
1"
I
2
I
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
I
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
% ADD. Total
84.8
1.6
13.5
0
18.2
79.7
2.2
0
41.2
38.2
20.6
0
0.6
59.8
39.5
0
PIE
.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
15 0 2 0
74
R At Thru Leff Peds
1
Peak Hour Data
mmOom
—pm W
�f
nmwc
m
m�
J
T
tiop�
�tmp OW
p
WW AP.
W W W
m m
2
No th
~c'��+
Peak Hour Begins at 07:30
m o
=
Passenger Veh
r
o w
goaa
OW W
oo
W
�+
m
T
a
mo'w
v
tiW ti�
WSW_
a
moon
4, ? r
Left Thru R' ht Peds
7 13 13 0
0 0 1 0
7 13 14
28 33 81
0 1
2 2
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
Start Time I Right I Thou I Left I Peds I App. Tow I Right I Thou I Left I Peds I App. ToW I Right I Thou I Left I Peds I App. TOW I Right I Thou I Left I Peds I App. Tore) I W. Total
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Pmk Hnnr fnr Fntire TMercertinn Reoins at Odin 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
1
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
% ADD. 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
.000
.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
100
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
I
0
3
0
8
II
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
11 10 21
1 7
504 15 58 0
8 0 2 0
2 1
R At Thru Leff Peds
1
Peak Hour Data
�NOpIN
N N
F�NC�'
m
J
1
♦Ly'pd
JW W
W W0
NWT
mNm
m
L�
No th
4--?W N
c m W
r
Peak Hour Begins at 04:30 P
a
Passenger Veh
TruCks
r
N
mmm
Oo�o
�o�m
+
$
��ma
a
�000
Wmm—
4, ? r
Left Thru R' ht Peds
14 8 29 0
1 0 2 0
15 8 31
51 114
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 n - P .fm_ Pacenr.ox Vnh _ Tn"V.
29.250 SB Off Ramp/Canterbury
Old Ivy
Canterbury
Old Garth
From North
From East
From South
From West
Siart TIIriC
Right
Thru
I Left I
Peds App Total
Right
Thu
I Left
I Peds
App, Total
Right
Thru
Left
Peds
App. T.
Right
Thru
I Left T
Peds
App To t.1
Int. To tal
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
IO
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
IO
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
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
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
Appreh %
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
I00
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
1.8
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 Fast
Canterbury
From South
Old Garth
From West
Start Time
Right
I Tbru I Left
Peds
FApp. 1ofa1
Right
I Thru
I Left
I Peds
I App, Tond
Right
Thru
Left
Peds
App. Tma1
I Right
I Tbm I Left I Peds
I App, Tma1
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Bepins at 07:45 AM
Int. Tota
07:45 AM
5
148
6
0
159
0
1
3
0
4
116
0
4
0
120
5
12
0
0
17
300
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
10
IO
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
% ADD. Total
5.7
86
8.4
0
0
36.6
63.4
0
95.9
0
4.1
0
32.1
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
878 876
0 18 18
36 527 53 0
0 78 0 0
Thru Left Peds
Rlht
1
Peak Hour Data
m no`n
oo c�
1
A
�000
VNNi tO OHO
c
no 2
No th
Peak Hour Begins at 07:45
c' �, o �,
O
�+o =
Passenger Veh
Trucks
C5000
C _
00
m
$
N WN
4, ? r
Left Thru R' ht Peds
79 0 438 0
0 0 9 0
19 0 447
577 457 1034
20 9 28
7 4 1063
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
fir[ Y l
I Start Time I Right I Thm I Left I Peds I App. Tow I Right I Thm I Left I Peds I App. ToW I Right I Thru I Left I Peds I App. TOW I Right I Thm I Left I Peds I App, Tore) I hrt. Total
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Prak Hnnr fnr Fntire TMerceMinn Reoins at 04-M PM
04:00 PM
l0
147
3
0
160
0
5
10
0
15
101
0
9
0
Ito
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
% ADD. 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
I00
97.8
0
98.8
98.1
0
100
0
98.2
100
100
0
0
100
99.1
Trucks
0
1
0
0
I
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
1.9
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 Off Ramp/Canterbury
Out In Total
573 573
0 1 1
74
18 547 8 0
0 7 0 0
7
R lht Thru Left Pads
1 IY
Peak Hour Data
m mom
oo
a�
f
_
O
o
MOM
2
r�
Nodh
Peak Hour Begins at 04:00 P
Rr
~O o 0 o
m w
O
O
Passenger Veh
Trucks
Smom
O
oo
�+
nw
v
n&
a
a000
'rmm—
4-1 ? r
Left Thru R' 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
LSm ith@DataCollectionGroup.net
r,m.,ns Printed- Passenner Veh - Tr.,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
LeftPeds
N+p Total
Right
Thru
Left
Peds
App Total
Right
Thru
Left
Peds
N+p Total
Right
Thru
LeftPeds
App. Total
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
LSm ith@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
I Right I Thru I Left I Pads 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 Thru I LeftPeds 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 van
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
LSm ith@DataCollectionGroup.net
Faulconer
In T I
2 17 411
1 5 6
2 41
3 6 16 0
0 0 5 0
Right Thru Left Peds
Peak Hour Data
rm
tz-
3� m
1 m iAF
F. ormi
m c_4
North
N
c n
Peak Hour Begins at 07:30
2 W ro N
g
o
+
Passenger Veh
rho
_a
m�
mq
O
m
oo
0
T r
Left 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
LSm ith@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 Old Ivy
From South From West
Start Time
Right Thru Left Peds App. Totai
Right Thm Left Peds App. Total
Right Thru LeR Peds App. rotas
Right Thm Lefl
Peds 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
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 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 Ven
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
LSm ith@DataCollectionGroup.net
Faulconer
In T I
41 151 19
2 0 2
1
6 0 1 0
0 0 0 0
Right Thru Left Peds
Peak Hour Data
FN
J
A
J
m
. w
a
t�—�
North
Peak Hour Begins a104:00 P
W-Vi
2 2 � m
mF
s
"
_
O
E
Passenger Veh
Trucks
a
w
m
Q`
00
D
�J
J
VO7i yro
T r
Left Thru Riaht Peds
4 0 8 0
1 0 0 0
4 11 17
Oul 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 n — P .fm- Pacan — Vnh - Tn"V.
29/250 On Ramp
Old Ivy
Driveway
Old Ivy
From North
From East
From South
From West
Siart TIIriC
Right
Thru I Left I Peds
App Total
Right
Tbru
I Left
I Peds
App, Total
Right
Thru
Left
Peds
App. Tow
Right
Thru
I Left I
Peds
App Total
Ina, 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
t
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
I
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
102
0
140
190
04:30 PM
0
0
0
0 0
46
35
0
0
81
0
0
0
I
1
0
26
127
0
153
235
04:45 PM
0
0
0
0 0
48
29
0
0
77
0
I
0
0
1
0
26
109
0
135
213
Total
1 0
0
0
0 0
1 183
100
0
0
283
1 0
I
0
1
2
1 0
127
453
0
580
1 865
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 I
45
24
0
0
69
0
0
0
I
1
0
45
95
0
140
211
05:30 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
I
513
317
0
0
830
0
1
I
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 r Veh
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
I
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 Fast
Driveway
From South
Old IVY
From West
Start Time
Right
I Thru I Left
Peds
App. Total
Right
I Thru
I Left
I Peds
App. Taal
Right
Thru
Left
Peds
App. To1a
Right
I Thm I Left I Peds
I App, Tote)
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of l
Peak Hour for Entire Intersection He2ins 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
% ADD. 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
291250 On Ramp
Out In Total
0 463
7 0 7
47 4
0 0 0 0
0 0 0 0
R ht Thru Left Peds
1 I`�
Peak Hour Data
m nma
�m
a�
1v
0
W fOJ
a
2
Nodh
3' 41 n
r
Peak Hour Begins at 08:00
O
f o =
Passenger Veh
u
Truckso00
s
5 moat
O�
oo
a
a000
a»—
4-1 ? r
Left Thru R' ht Peds
0 0 0 0
0 0 0 0
01 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. Tom1 Right I Thru I Left I Peds I App. Tom1 Right Thru Left Peds App.T w I Right I Thm I Left I Peds I App. Toms hrt. Total
Peak Hour Analysis From 12:00 PM to 06:00 PM - Peak 1 of 1
Pmk Hnnr fnr Fntire TMerceMinn Reoins 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
1
1
0
45
95
0
140
211
Total Volume
0
0
0
1
1
203
114
0
0
317
0
1
0
2
3
0
141
416
0
557
878
% ADD. 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
98.6
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
Ll
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
291250 On Ramp
Out In Total
811 1 872
9 0 9
21
0 0 0 1
0 0 0 0
7
R ht Thru Left Petls
1 IY
Peak Hour Data
�Npm�
O t0 N
ul0
Y
*
dJ
T
♦ p
�G N N
0
v o
2
�F�
Nodh
z
~c'p�w
o
Peak Hour Begins at 04:30P
O
a
O
o o
=
Passenger Veh
m "" n
� N u
m�a
Q�
�
Trucks
a
� o00
a
a000
4, ? r
Left Thru R' ht Peds
0 1 1 0 2
0 0 0 0
2
3
L 0 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- Passeneer Veh - Trucks
Driveway
Ivy
Saint Armes
Ivy
Old Ivy
From North
From East
From South
From West
From
Northwest
Start Time
Right
Than
Left
rms
y0'rw
Ism
771ru
Left
peas
.,, rm
Right
I Thm
��0
Left
Peas
.,, rm
w8h1
Thm
Left
Peels
WT71
Peels
6a..r�
La TOW
07m0AM
0
0
0 1
0
1
0
to
33
0
0
63
1
0
0
0
1
0
71
1 4
0
d
o
1 0
0
12
133
0715AM
1
0
0 0
0
1
0
13
51
0
0
M
0
0
0 0
0
0
0
'!0
0 5
0
75
0
0
19 0
0
19
159
07'M0
0
0
0 0
0
0
0
20
55
0
0
75
0
0
0 1
0
1
0
122
0 5
0
127
2
0
15 0
0
17
220
d AM
o
1
z
I a
d
z
Toms
1
0
0 1
0
2
0
e2
196
0
o
ne
1
o
0 1
o
2
0
39)
1 36
0
632
10
0
)1 0
o
e1
795
OB'OOAM
1
0
0 0
0
I
0
30
97
0
0
In
0
0
0 0
0
0
0
Us
0 2s
0
I60
7
0
36 2
0
43
331
OB'I,=
3
0
0 0
0
3
0
28
56
0
0
8•
0
0
0 I
0
1
0
119
0 17
0
136
9
0
54 I
0
M
288
0 "AM
0
0
0 0
0
0
0
34
69
0
0
103
0
0
1 3
0
4
0
IM
0 8
0
142
9
0
33 0
0
42
291
.1. 45 AM
1
0
0 0
0
I
0
25
)0
0
0
95
0
0
0 5
0
5
0
157
0 10
0
167
5
0
38 2
0
45
313
T9ml
1 5
0
0 0
0
5
1 0
117
292
0
0
609
1 0
0
1 9
0
10
1 0
585
0 60
0
605
1 30
0
159 5
0
1%
1 Ina
Nor "M
2
0
0 0
I
3
0
ss
136
0
0
191
0
0
0 1
0
1
0
102
0 9
0
111
10
0
36 2
0
48
356
09J5 PM
1
1
0 0
I
3
0
s2
136
0
0
I88
I
0
0 0
0
1
0
Ip
0 )
0
IN
10
0
26 2
0
38
356
MPM
1
1
0 0
4
6
0
60
In
0
0
In
0
0
0 I
0
1
0
100
0 7
0
WI
12
0
30 4
0
46
342
ZW
45 PM
1
1
0 0
0
2
I
61
13]
0
0
202
0
0
0 2
0
2
0
109
0 13
0
In
)
0
2] 3
0
3)
365
Total
5
3
0 0
6
14
1 1
n1
531
0
0
963
I 1
0
0 4
0
s
1 0
428
0 36
0
dM1
39
0
119 11
0
169
1 1415
0500PM
3
1
0 1
1
6
0
65
163
0
0
n8
3
0
0 9
0
12
0
119
0 9
0
In
I4
0
29 1
0
69
618
OS'ISPM
1
1
0 0
0
2
0
48
181
0
0
n9
0
0
0 0
0
0
0
103
0 7
0
110
11
0
z6 I
0
l8
3A
0530PM
1
0
0 0
1
2
0
50
126
0
0
1)6
0
0
0 2
0
2
0
93
0 6
0
99
6
0
25 2
0
A
312
05'45 PM
0
2
0 0
0
2
0
52
IW
0
0
161
0
0
0 1
0
4
0
M
1 6
0
93
6
0
Id 3
0
23
U3
Total
5
4
0 1
2
12
0
215
5A
0
0
Nd
3
0
0 Is
0
18
1 0
401
1 28
0
430
1 37
0
W ]
0
138
1 1392
Grand Total
16
7
0 2
8
33
1
645
1598
0
0
2244
5
0
1 29
0
35
0
1771
2 158
0
1931
116
0
443 23
0
582
4825
App h%
48.5
212
0 6.1
242
0
28.7
712
0
0
14.3
0
2.9 829
0
0
917
of 82
0
19.9
0
76A 4
0
TOW%
0.3
0.1
0 0
02
n7
0
134
33.1
0
0
46.5
ni
0
0 06
0
0.7
0
363
0 3.3
0
60
24
0
92 05
0
12.1
x� vm
IN
IN
0 Ian
IN
IN
IN
98.3
97.5
0
0
97.7
100
0
100 I00
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
Xi°
Righ[
Th..
Left
Peels
Peels
P—.,r V& 5 0 0 0 0 5 0 112 282 0 0 394 0 0 1 9 0 10 0 537 0 60 0 597 30 0 152 5 0 187 1193
1. u 0 0 0 I W 0 95.7 96.6 0 0 96.3 0 0 I00 I00 0 100 0 98.5 0 100 0 98.7 100 0 95.6 100 0 96.4 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
r Out In Total
try O 5 ;0
0 0 0
^
h 9
�O 5 0 0 0 0
0 0 0 0 0
RHard Ri ht Thru LleIftt� Peds
ht
omm Pis Peak Hour Data
mmm t =000
F oo U J m�
J N N
1: -0 V, 2 Peak Hour Begins at 08:00 y _
> W tp
Passenger Veh NON N A
N_OO OO tw-� Trucks
00 w � wowa
u 000
Bear
Left Left Thru Ri ht Peds
9 1 0 0 0
0 0 0 0 0
1
0 10
0 0
1 1
Out 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 Ames
Ivy
Old Ivy
From North
From East
From
South
From
West
From Northwest
Start Time
right
U.
Left
Pis
yPTw
ai&
1Lm
Left
Peas
,rw
Ri81H
Th..
Left
Peas
,rw
Right
Th..
Left
Peas
no.. rou
Peas
Ms.. *au
Im roW
Pu HomM yvsF-12MPM.05-45PM-P
101
Puk How Wr Fmire
Immranion Begrtq&Ol'JO
PM
^�
0 0
0
60
122
0
0
182
0
0
0
1
0
I
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
I10
11
0
26 1
0
38
379
Total vol me
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
% App Total
375
25
0 6.2
31.2
0.1
28.2
71.7
0
0
20
0
0
80
0
0
92.3
0
7.7
0
26.7
0
67.9 5.5
0
1.0
PHF
000 250
.667
250
.833
.918
.250
u00
.000
.313
u00
.692
.912
786
000
o00
.897
.900
.500
.313
.912
.000
.000
.333
.000
.000
.905
.000
.933 .563
P—ss rvm
6
4
0 I
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
%v .., vm
1.
1.
o IW
Ioo
M
M
99.2
990
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
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File Name : Ivy and Old Ivy
Site Code
Start Date : 5/6/2021
Page No 5
Old Ivy Driveway
r Out In Total
10 16 26
� ry
0
O 00 O 1 2
O �9 8 4 0 1 5
0 0 0 0
�9oC� 4 7
RHard Ri ht Thru LleIftt� Peds
ht
o Pss Peak Hour Data
JJOO
rr ar _
Peak Hour Begins at 04:30 P
> c v r p w S�
Passenger Veh �' o' J m w
rrom oo tw-� Trucks
4-1
wvw—
m
u w000
Bear T F+
Left Left Thru Ri ht Peds
12 0 0 3 0
0 0 0 0 0
12
o 1 15 15
0 0
1 1
Out In Total
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Appendix B
Synchro Analysis for
2021 Existing Conditions
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Queues
1: Cantebury Road
/Route
846 & Ivy Road
07/06/2021
---*
--I,
--*
f-
~
T
1
Lane Group
�EBT
EBRMVBL
WET
NBT
NBR
SBT
SBR
Lane Group Flow(vph)
412
656
11
27
709
33
26
100
600
v/c Ratio
0.94
0.58
0.01
0.07
1.00
0.26
0.08
0.50
1.02
Control Delay
65.2
18.9
0.0
11.4
69.8
58.6
0.5
59.5
55.3
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
65.2
18.9
0.0
11.4
69.8
58.6
0.5
59.5
55.3
Queue Length 50th (ft)
261
345
jjff=T
-613
25
0
74
-150
Queue Length 95th (ft)
#460
477
0
17
#850
59
0
132
#378
Internal Link Dist (ft)
843
543
551
203
Turn Bay Length (ft)
450
200
180
75
Base Capacity (vph)
449
1130
1047
392
712
147
338
199
588
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
0.92
0.58
0.01
0.07
1.00
0.22
0.08
0.50
1.02
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 07/06/2021
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
r
T+
+T
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
5.4
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
1760
1863
1538
1761
1553
Flt 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
5
0
5
0
0
0
25
0
0
412
Lane Group Flow (vph)
412
656
6
27
704
0
0
33
1
0
100
188
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
Perm
Protected Phases
5
2
1
6
4
4
3
3
Permitted Phases
2
2
6
4
3
Actuated Green, G (s)
80.2
69.1
69.1
50.3
47.0
6.5
6.5
13.6
13.6
Effective Green, g (s)
80.2
69.1
69.1
50.3
47.0
6.5
6.5
13.6
13.6
Actuated g/C Ratio
0.67
0.58
0.58
0.42
0.39
0.05
0.05
0.11
0.11
Clearance Time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
5.4
Vehicle Extension (s)
2.0
4.0
4.0
2.0
4.0
1.5
1.5
1.5
1.5
Lane Grp Cap (vph)
436
1062
929
345
689
100
83
199
176
v/s Ratio Prot
c0.20
0.36
0.00
c0.40
c0.02
0.06
v/s Ratio Perm
0.43
0.00
0.03
0.00
c0.12
v/c Ratio
0.94
0.62
0.01
0.08
1.02
0.33
0.02
0.50
1.07
Uniform Delay, d1
38.1
16.8
10.8
20.6
36.5
54.7
53.7
50.0
53.2
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
29.1
2.7
0.0
0.0
39.7
0.7
0.0
0.7
86.6
Delay (s)
67.2
19.5
10.9
20.6
76.2
55.4
53.8
50.7
139.8
Level of Service
E
B
B
C
E
E
D
D
F
Approach Delay (s)
37.6
74.2
54.7
127.1
Approach LOS
D
E
D
F
Intersection Summa
HCM 2000 Control Delay
72.8 HCM 2000 Level of Service E
HCM 2000 Volume to Capacity ratio
0.96
Actuated Cycle Length (s)
120.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization
91.7% 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 07/06/2021
_--* __p, --* f-~ "L_ 4\ T/0- ► 1 d
Lane Configurations
Traffic Volume (veh/h)
Future Volume (Veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
IF (s)
p0 queue free %
cM capacity (veh/h)
T*
a
44
+T+
65
33
31
17
0
20
0
474
52
583
39
0 65
33
31
17
0
20
0
474
52
583
39
_ Stop
Stop
Free
Free
0%
0%
0%
0%
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0 76
39
36
20
0
24
0
558
61
686
46
None
None
283
7
0.87
1168 1437
709
1235
1181
279
732
558
1119 11428
709
1196
1134
99
732
7.1 6.5
6.2
7.2
6.5
6.2
4.1
4.1
3.5 4.0 3.3 3.6 4.0 3.3 2.2 2.2
100 30 91 29 88 100 97 94
137 109 438 51 163 839 882 1003
Direction, Lane #
1
WB 1
NB 1
SB 1
Volume Total
115
56
582
793
Volume Left
0
36
24
61
Volume Right
39
0
558
46
cSH
146
67
882
1003
Volume to Capacity
0.79
0.83
0.03
0.06
Queue Length 95th (ft)
123
98
2
5
Control Delay (s)
87.3
167.7
0.7
1.5
Lane LOS
F
F
A
A
Approach Delay (s)
87.3
167.7
0.7
1.5
Approach LOS
A F
F
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
C
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
07/06/2021
_-.*
__p,
--*
f-~
"L_
4\
T
`-
1
r
Movement
EBL
EBT
EBR
WBL
WET
WEIR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
#
r
44
44
a'
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
Fr�
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 #
W1
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)
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
07/06/2021
_-.*
__p,
--*
f-~
4\
T
`-
1
r
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
44
+1
r
44
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 (ft/s)
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 AL_ 5.9
Intersection Capacity Utilization 49.7% ICU Level of Service A
Analysis Period (min)
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
07/06/2021
-,*
--,,
~
t
1
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)
MT
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 07/06/2021
Lane Configurations
Vi
+
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
Flt Protected
0.95
1.00
1.00
1.00
0.96
0.96
Satd. Flow (prot)
1805
1881
1845
1553
1781
1726
Flt 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 (%)
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 Summary
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 05/26/2021
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)
414
350
26
184
630
78
56
212
75 -
Average Queue (ft)
209
161
3
33
469
26
13
186
74
95th Queue (ft)
350
300
17
131
720
61
37
250
79
Link Distance (ft)
882
882
586
575
201
Upstream Blk Time (%)
23
21
Queuing Penalty (veh)
0
136
Storage Bay Dist (ft)
450
200
180
75
Storage Blk Time (%)
0
0
42
32
37
Queuing Penalty (veh)
0
0
11
173
33
Intersection: 2: Route 846/Route 29 Off -Ramp & Old Garth Road/Old Ivy Road
Movement EB WB NB SB
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/u)
Queuing Penalty (veh)
TR
LT
LTR
LTR
116
82
74
1160
47
30
19
1128
89
65
57
1162
394
299
201
1106
98
0
i
Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road
Directions Served
LT
LTR
LTR
LT
R
Maximum Queue (ft)
_
96
1
28
326
102
Average Queue (ft)
15
0
3
115
8
95th Queue (ft)
57
1
18
278
62
Link Distance (ft)
299
332
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 05/26/2021
Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road
Movement
EB
WB
Directions Served
LTR
R
Maximum Queue (ft)
176
44 -
Average Queue (ft)
65
13
95th Queue (ft)
132
40 -
Link Distance (ft)
332
Upstream Blk Time (°/u)
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
EBB
WB
NB
SB -
Directions Served
L
T
T
R
LTR
LTR
Maximum Queue (ft)
81
219
175
67
40
182
Average Queue (ft)
15
75
74
30
11
91
95th Queue (ft)
58
173
142
57
34
152
Link Distance (ft)
1037
956
956
277
420
Upstream Blk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
90
Storage Blk Time (%)
0
4
Queuing Penalty (veh)
1
3
Network Summary
Network wide Queuing Penalty: 357
Greystar Old Ivy Road TIA SimTraffic Report
Timmons Group Page 2
Queues
1: Cantebury Road /Route 846 & Ivy Road 07/06/2021
Lane Group
EBL
EBT
EBRMFBL
WET
NBT
NBR
SET
SBR
Lane Group Flow (vph)
442
660
21
42
721
27
36
85
593
v/c Ratio
0.94
0.59
0.02
0.11
0.99
0.23
0.11
0.45
1.08
Control Delay
64.3
19.6
0.1
11.1
68.6
58.1
0.7
58.9
74.9
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
64.3
19.6
0.1
11.1
68.6
58.1
0.7
58.9
74.9
Queue Length 50th (ft)
-299
338
0
10
-557
20
0
63
-191
Queue Length 95th (ft)
#517
464
0
23
#821
51
0
116
#417
Internal Link Dist (ft)
843
543
551
203
Turn Bay Length (ft)
450
200
180
75
Base Capacity (vph)
471
1125
1027
387
726
139
337
187
551
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
0.94
0.59
0.02
0.11
0.99
0.19
0.11
0.45
1.08
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 07/06/2021
---*
--I,
--*
t
`►
1
4/
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
r
T+
+j
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
5.4
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
1786
1583
Flt Permitted
0.08
1.00
1.00
0.41
1.00
0.97
1.00
0.96
1.00
Satd.Flow (perm)
138
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
9
0
3
0
0
0
34
0
0
386
Lane Group Flow (vph)
442
660
12
42
718
0
0
27
2
0
85
207
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
Perm
Protected Phases
5
2
1
6
4
4
3
3
Permitted Phases
2
2
6
4
3
Actuated Green, G (s)
81.3
69.0
69.0
50.0
45.5
6.4
6.4
12.6
12.6
Effective Green, g (s)
81.3
69.0
69.0
50.0
45.5
6.4
6.4
12.6
12.6
Actuated g/C Ratio
0.68
0.58
0.58
0.42
0.38
0.05
0.05
0.10
0.10
Clearance Time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
5.4
Vehicle Extension (s)
2.0
4.0
4.0
2.0
4.0
1.5
1.5
1.5
1.5
Lane Grp Cap (vph)
470
1081
928
355
703
93
81
187
166
v/s Ratio Prot
c0.22
0.35
0.00
c0.39
c0.02
0.05
v/s Ratio Perm
0.42
0.01
0.04
0.00
c0.13
v/c Ratio
0.94
0.61
0.01
0.12
1.02
0.29
0.02
0.45
1.25
Uniform Delay, d1
37.6
16.7
10.9
20.9
37.2
54.6
53.8
50.5
53.7
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
26.9
2.6
0.0
0.1
39.4
0.6
0.0
0.6
151.9
Delay (s)
64.5
19.3
10.9
21.0
76.6
55.2
53.9
51.1
205.6
Level of Service
E
B
B
C
E
E
D
D
F
Approach Delay (s)
36.9
73.6
54.5
186.3
Approach LOS
D
E
D
F
Intersection Summa
HCM 2000 Control Delay
86.5 HCM 2000 Level of Service F
HCM 2000 Volume to Capacity ratio
0.98
Actuated Cycle Length (s)
120.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization
94.5% 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 07/06/2021
Lane Configurations
Traffic Volume (veh/h)
Future Volume (Veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
IF (s)
p0 queue free %
cM capacity (veh/h)
T*
+T
44
4+
35
21
55
55
0
29
0
459
9
582
14
0
35
21
55
55
0
29
0
459
9
582
14
Stop
Stop
Free
Free
0%
0%
0%
0%
0.94 •
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0
37
22
59
59
0
31
0
488
10
619
15
None
None
283
0.86 0.86
0.86
0.86
0.86
982 1196
626
993
960
244
634
488
896 1 1146
626
909
870
35
634
7.1 6.5
6.2
7.1
6.5
6.2
4.1
4.1
3.5 4.0
3.3
3.5
4.0
3.3
2.2
2.2
100 78
95
65
75
100
97
99
177 165
478
168
240
895
959
1073
Direction, Lane #
EB 1
WB 1
NB 1
SB 1
Volume Total
59
118
519
644
Volume Left
0
59
31
10
Volume Right
22
0
488
15
cSH
219
198
959
1073
Volume to Capacity
0.27
0.60
0.03
0.01
Queue Length 95th (ft)
26
83
3
1
Control Delay (s)
27.5
47.1
0.9
0.3
Lane LOS
D
E
A
A
Approach Delay (s)
27.5
47.1
0.9
0.3
Approach LOS
D
E
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
C
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 07/06/2021
Lane Configurations
+
F
4+
4+
eT
F
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 %111111111
NB 1
SB 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
i B
C
Approach Delay (s)
0.7
0.0 11.7
20.0
Approach LOS
' B
C
Intersection Summary
Average Delay
Intersection Capacity Utilization
56.8% ICU Level of Service
B
Analysis Period (min)
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
07/06/2021
_-.*
__p,
--*
f-~
A_
4\
T
`-
1
r
Movement
EBL
EBT
EBR
WBL
WET
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
44
rT
r
44
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 (ft/s)
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)
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 07/06/2021
t
1
Lane Group
EBLJILEBT
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 07/06/2021
Lane Configurations
+
+
r
44
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
Flt Protected
0.95
1.00
1.00
1.00
0.96
0.97
Satd. Flow (prot)
1805
1863
1881
1599
1781
1764
Flt 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)
M
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 (%)
'
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
c0.06
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 Summary
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 05/27/2021
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)
531
433
32
200
618
79
62
212
75 -
Average Queue (ft)
273
182
5
49
490
24
17
201
74
95th Queue (ft)
521
390
23
162
733
62
45
223
84 -
Link Distance (ft)
882
882
586
575
201
Upstream Blk Time (%)
Oi
0
25
33
Queuing Penalty (veh)
0
0
0
217
Storage Bay Dist (ft)
200
180
75
Storage Blk Time (%)
0
0
45
45
53
Queuing Penalty (veh)
qF
0
0
18
254
43
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)
100
154
71 1151
Average Queue (ft)
35
57
1107
95th Queue (ft)
76
112
r18
A
. 1245 -
Link Distance (ft)
394
299
201 1106
Upstream Blk Time (°/u)
93
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
Storage Blk Time (°/u)
Queuing Penalty (veh)
Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road
Directions Served
LT
LTR
LT
R
Maximum Queue (ft)
50
28
122
30
Average Queue (ft)
6
5
49
12
95th Queue (ft)
30
22
95
Link Distance (ft)
299
171
352
Upstream Blk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
190
Storage Blk Time (%)
0
Queuing Penalty (veh)
0
Greystar Old Ivy Road TIA SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
2021 Existing PM Peak 05/27/2021
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)
262
3
49
21 -
Average Queue (ft)
116
0
29
2
95th Queue (ft)
220
3
51
13 -
Link Distance (ft)
332
2715
193
Upstream Blk Time (°/u)
0
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
50
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road
Movement
EB
EB
WB
WB
NB
SB
Directions Served
L
T
T
R
LTR
LTR
Maximum Queue (ft)
70
170
334
80
45
169
Average Queue (ft)
10
48
144
41
12
78
95th Queue (ft)
39
125
261
70
37
136
Link Distance (ft)
1037
956
956
277
420
Upstream Blk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
90
Storage Blk Time (°/u)
1
2
Queuing Penalty (veh)
3
1
Network Summary
Network wide Queuing Penalty: 537
Greystar Old Ivy Road TIA SimTraffic Report
Timmons Group Page 2
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Appendix C
Synchro Analysis for
2025 Background Conditions
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Queues
1: Cantebury Road /Route 846 & Ivy Road
05/27/2021
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
0.94
0.60
0.01
0.07
1.04
0.27
0.08
0.52
1.06
Control Delay
65.6
19.4
0.0
11.5
81.2
58.7
0.5
60.1
68.1
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
65.6
19.4
0.0
11.5
81.2
58.7
0.5
60.1
68.1
Queue Length 50th (ft)
272
362
0 ji
7
-645
26
0
76
-188
Queue Length 95th (ft)
#481
499
0
18
#885
60
0
135
#417
Internal Link Dist (ft)
843
543
551
203
Turn Bay Length (ft)
450
200
180
75
Base Capacity (vph)
450
1130
1047
381
701
147
338
199
582
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
0.94
0.60
0.01
0.07
1.04
0.23
0.08
0.52
1.06
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 Background AM Peak Synchro 10 Report
Timmons Group Page 1
HCM Signalized Intersection Capacity Analysis
1: Cantebury Road /Route 846 & Ivy Road 05/27/2021
--,* --I, 1 f-~ t4\ T �' �► l d
Lane Configurations
}
r
T*
4
r
4
F
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
5.4
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
1761
1862
1538
1762
1553
Fit Permitted
0.07
1.00
1.00
0.41
1.00
0.98
1.00
0.96
1.00
Satd.Flow (perm)
138
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
5
0
6
0 0
0
26
0
0
406
Lane Group Flow (vph)
424
676
6
28
723
0 0
34
1
0
103
211
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
Perm
Protected Phases
5
2
1
6
4
4
3
3
Permitted Phases
2
2
6
4
3
Actuated Green, G (s)
80.2
69.1
69.1
49.5
46.2
6.5
6.5
13.6
13.6
Effective Green, g (s)
80.2
69.1
69.1
49.5
46.2
6.5
6.5
13.6
13.6
Actuated g/C Ratio
0.67
0.58
0.58
0.41
0.39
0.05
0.05
0.11
0.11
Clearance Time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
5.4
Vehicle Extension (s)
2.0
4.0
4.0
2.0
4.0
1.5
1.5
1.5
1.5
Lane Grp Cap (vph)
448
1062
929
334
677
100
83
199
176
v/s Ratio Prot
c0.21
0.37
0.00
c0.41
c0.02
0.06
v/s Ratio Perm
0.43
0.00
0.03
0.00
c0.14
v/c Ratio
0.95
0.64
0.01
0.08
1.07
0.34
0.02
0.52
1.20
Uniform Delay, d1
38.2
17.0
10.8
21.0
36.9
54.7
53.7
50.1
53.2
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
28.8
2.9
0.0
0.0
54.4
0.7
0.0
0.9
131.3
Delay (s)
67.0
20.0
10.9
21.1
91.3
55.4
53.8
51.1
184.5
Level of Service
E
B
B
C
F
E
D
D
F
Approach Delay (s)
37.8
88.7
54.7
165.4
Approach LOS
D
F
D
F
Intersection Summary
HCM 2000 Control Delay
87.4
HCM 2000
Level of Service
F
HCM 2000 Volume to Capacity ratio
1.00
Actuated Cycle Length (s)
120.0
Sum
of lost
time (s)
27.5
Intersection Capacity Utilization
94.4%
ICU Level of Service
F
Analysis Period (min)
15
c Critical Lane Group
Greystar Old Ivy Road TIA 05/06/2021 2025 Background 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 05/27/2021
Lane Configurations
ja
a
4+
+T+
Traffic Volume (veh/h)
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
MMI 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 (ft)
Walking Speed (ftls)
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
vC, conflicting volume
1124 1382
682
1188
1137
268
705
536
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1066 1364
682
1140
1081
78
705
387
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)
150 118
453
64
175
856
902
1024
Direction, Lane # _B
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
157
83
902
1024
Volume to Capacity
0.71
0.66
0.03
0.06
Queue Length 95th (ft)
105
77
2
5
Control Delay (s)
69.8
108.1
0.7
1.5
Lane LOS
F
F
A
A
Approach Delay (s)
69.8
108.1
0.7
1.5
Approach LOS
F
F
Intersection Summary
Average Delay
10.2
Intersection Capacity Utilization
71.6%
ICU Level of Service C
Analysis Period (min)
15
Greystar Old Ivy Road TIA 05/06/2021 2025 Background AM Peak Synchro 10 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Commercial Entrance/Faulconer Driver & Old Ivy Road 05/27/2021
Lane Configurations
Q
r
4+
4+
+T
F
Traffic Volume (veh/h)
488
11
0
43
39
3
1
0
219
4
0 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 (ftls)
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
i C
F
Approach Delay (s)
2.3
0.0
19.4
85.7
Approach LOS
C
F
Intersection Summary
Average Delay
Intersection Capacity Utilization
60.8%
ICU Level of Service
B
Analysis Period (min)
Greystar Old Ivy Road TIA 05/06/2021 2025 Background AM Peak Synchro 10 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road 05/27/2021
Lane Configurations
Traffic Volume (veh/h)
Future Volume (Veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
+T*
+T
IN
4+
438
271
1
0
82
100
0
0
0
0
0
0 0
438
271
1
0
82
100
0
0
0
0
0
0
Free
Free
Stop
Stop
0%
0%
0%
0%
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
476
295
1
0
89
109
0
0
0
0
0
0
None
None
198
296
1336 1446
296
1336
1337
89
198
296
1446
296
1336
1337
89
4.1
4.1
7.1 6.5
6.2
7.1
6.5
6.2
2.2
2.2
3.5 4.0
3.3
3.5
4.0
3.3
65
100
100 100
100
100
100
100
1375
1277
95 86
744
95
100
969
EB1
WB1
WB2
NB
772
89
109
0
476
0
0
0
1
0
109
0
1375
1277
1700
1700
0.35
0.00
0.06
0.00
39
0
0
0
7.0
0.0
0.0
0.0
A
A
7.0
0.0
0.0
A
Intersection Summary i
Average Delay 5.6
Intersection Capacity Utilization 51.4% ICU Level of Service A
Analysis Period (min) 15
Greystar Old Ivy Road TIA 05/06/2021 2025 Background AM Peak Synchro 10 Report
Timmons Group Page 5
Queues
5: Commerical Entrance/Old Ivy
Road & Ivy Road
05/27/2021
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 05/06/2021 2025 Background AM Peak Synchro 10 Report
Timmons Group Page 6
HCM Signalized Intersection Capacity Analysis
5: Commerical Entrance/Old Ivy Road & Ivy Road 05/27/2021
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
}
+
r
44
4+
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
Fit Protected
0.95
1.00
1.00
1.00
0.96
0.96
Satd. Flow (prot)
1805
1881
1845
1553
1781
1727
Fit 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 Summa
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 05/06/2021 2025 Background AM Peak Synchro 10 Report
Timmons Group Page 7
Queuing and Blocking Report
2025 Background AM Peak 05/27/2021
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)
460
403
29
187
636
86
43
213
76
Average Queue (ft)
239
162
3
33
534
28
12
186
74
95th Queue (ft)
405
306
17
129
745
67
33
254
82
Link Distance (ft)
882
882
586
575
201
Upstream Blk Time (%)
34
22
Queuing Penalty (veh)
0
147
Storage Bay Dist (ft)
450
200
180
75
Storage Blk Time (%)
0
0
50
30
37
Queuing Penalty (veh)
0
0
13
170
36
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)
141
81
70
1165
Average Queue (ft)
52
34
21
1131
95th Queue (ft)
107
66
58
—
Link Distance (ft)
394
299
201
1106
Upstream Blk Time (°/u)
_
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
i
Storage Blk Time (°/u)
Queuing Penalty (veh)
-
Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road
Directions Served
LT
R LTR
LTR
LT R
Maximum Queue (ft)
83
1 6
26
208 73
Average Queue (ft)
13
0 0
4
90 6
95th Queue (ft)
51
1 3
19
167
Link Distance (ft)
299
332
171
352
Upstream Blk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
150
1
Storage Blk Time (%)
0
1 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 05/27/2021
Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road
Movement
EB
WB
WB
Directions Served
LTR
LT
R
Maximum Queue (ft)
168
5
41
Average Queue (ft)
66
0
14
95th Queue (ft)
131
5
42
Link Distance (ft)
332
2715
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)
89
Average Queue (ft)
16
95th Queue (ft)
62
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
90
Storage Blk Time (%)
0
Queuing Penalty (veh)
0
Network Summary
Network wide Queuing Penalty: 371
T
T
R
LTR
LTR
243
159
73
50
183
92
73
31
11
94
205
132
62
35
155
1037
956
956
277
420
Greystar Old Ivy Road TIA SimTraffc Report
Timmons Group Page 2
Queues
1: Cantebury Road /Route 846 & Ivy Road
05/27/2021
---*
--1'
--*
f-
~
T
1
r
Lane Group
EBL
EBT
EBRJWBL
WBT
NBT
NBR
SBT
SBR -
Lane Group Flow (vph)
460
686
22
43
751
27
37
87
617
v/c Ratio
0.96
0.61
0.02
0.11
1.05
0.23
0.12
0.47
1.13
Control Delay
68.0
20.2
0.0
11.2
83.0
58.1
0.7
59.3
96.0
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
68.0
20.2
0.0
11.2
83.0
58.1
0.7
59.3
96.0
Queue Length 50th (ft)
-336
358
0
ji 11
-631
20
0
64
-240
Queue Length 95th (ft)
#549
493
0
23
#872
51
0
119
#470
Internal Link Dist (ft)
843
543
551
203
Turn Bay Length (ft)
450
200
180
75
Base Capacity (vph)
480
1125
1027
376
717
139
337
187
545
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
0.96
0.61
0.02
0.11
1.05
0.19
0.11
0.47
1.13
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 Background PM Peak Synchro 10 Report
Timmons Group Page 1
HCM Signalized Intersection Capacity Analysis
1: Cantebury Road /Route 846 & Ivy Road 05/27/2021
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
}
r
T*
+j
IN
Q
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
5.4
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
1785
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
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
379
Lane Group Flow (vph)
460
686
13
43
748
0
0
27
2
0
87
238
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
Perm
Protected Phases
5
2
1
6
4
4
3
3
Permitted Phases
2
2
6
4
3
Actuated Green, G (s)
81.3
69.0
69.0
49.4
44.9
6.4
6.4
12.6
12.6
Effective Green, g (s)
81.3
69.0
69.0
49.4
44.9
6.4
6.4
12.6
12.6
Actuated g/C Ratio
0.68
0.58
0.58
0.41
0.37
0.05
0.05
0.10
0.10
Clearance Time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
5.4
Vehicle Extension (s)
2.0
4.0
4.0
2.0
4.0
1.5
1.5
1.5
1.5
Lane Grp Cap (vph)
479
1081
928
344
694
93
81
187
166
v/s Ratio Prot
c0.23
0.36
0.00
c0.40
c0.02
0.05
v/s Ratio Perm
0.42
0.01
0.05
0.00
c0.15
v/c Ratio
0.96
0.63
0.01
0.12
1.08
0.29
0.02
0.47
1.43
Uniform Delay, d1
37.8
17.1
10.9
21.3
37.5
54.6
53.8
50.5
53.7
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
30.9
2.8
0.0
0.1
57.0
0.6
0.0
0.7
224.9
Delay (s)
68.7
19.9
10.9
21.4
94.5
55.2
53.9
51.2
278.6
Level of Service
E
B
B
C
F
E
D
D
F
Approach Delay (s)
39.0
90.6
54.5
250.5
Approach LOS
D
F
D
F
Intersection Summa
HCM 2000 Control Delay 108.9 HCM 2000 Level of Service F
HCM 2000 Volume to Capacity ratio 1.04
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization 97.5% ICU Level of Service F
Analysis Period (min) 15
c Critical Lane Group IL
Greystar Old Ivy Road TIA 05/06/2021 2025 Background 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 05/27/2021
Lane Configurations
Traffic Volume (veh/h)
Future Volume (Veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
T*
+T
4+
+T*
36
22
57
57
0
30
0
478
9
606
15
0
36
22
57
57
0
30
0
478
9
606
15
Stop
Stop
Free
Free
0%
0%
0%
0%
0.94 m
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0
38
23
61
61
0
32
0
509
10
645
16
None
283
0.85
0.85
0.85
0.85
0.85
0.85
1022
1246
653
1034
1000
254
661
509
937
1201
653
950
910
32
661
332
7.1
6.5
6.2
7.1
6.5
6.2
4.1
4.1
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
100
75
95
60
73
100
97
99
160
151
462
151
225
889
937
1051
None
Direction, Lane #
EB 1
WB 1
NB 1
SIB 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
0.68
0.03
0.01
Queue Length 95th (ft)
30
101
3
1
Control Delay (s)
30.2
58.7
0.9
0.3
Lane LOS
D
F
A
A
Approach Delay (s)
30.2
58.7
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 05/06/2021 2025 Background PM Peak Synchro 10 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Commercial Entrance/Faulconer Driver & Old Ivy Road 05/27/2021
Lane Configurations
4
r
4a
4#
a'
F
Traffic Volume (veh/h)
36
515
1
0
113
22
1
0
7
majm6
0
15
Future Volume (Veh/h)
36
515
1
0
113
22
1
0
7
151
0
15
Sign Control
Free
Free
Stop
111�11 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 (ftls)
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
SB 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
i B
D
Approach Delay (s)
0.8
0.0 12.3
25.1
Approach LOS
' B
D
Intersection Summer
Average Delay
Intersection Capacity Utilization 61.4% ICU Level of Service
Analysis Period (min) MlIM
Greystar Old Ivy Road TIA 05/06/2021 2025 Background PM Peak
Timmons Group
11
Synchro 10 Report
Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road 05/27/2021
Lane Configurations
4a
+
r
4+
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 (ftls)
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 05/06/2021 2025 Background PM Peak Synchro 10 Report
Timmons Group Page 5
Queues
5: Commerical Entrance/Old Ivy
Road & Ivy Road
05/27/2021
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 -
# 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 Background PM Peak Synchro 10 Report
Timmons Group Page 6
HCM Signalized Intersection Capacity Analysis
5: Commerical Entrance/Old Ivy Road & Ivy Road 05/27/2021
�--I, l f-~ 1-4\ T �' �► l d
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
}
}
r
4a
4a
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
Fit Protected
0.95
1.00
1.00
1.00
0.96
0.97
Satd. Flow (prot)
1805
1863
1881
1599
1783
1764
Fit 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 Summa
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 05/06/2021 2025 Background PM Peak Synchro 10 Report
Timmons Group Page 7
Queuing and Blocking Report
2025 Background PM Peak 05/27/2021
Intersection: 1: Cantebury Road /Route 846 & Ivy Road
Movement
EB
EB
EB
WB
WB
NB
NB
I SB
SB -
Directions Served
L
T
R
L
TR
LT
R
LT
R
Maximum Queue (ft)
574
452
29
200
621
68
60
209
75
Average Queue (ft)
292
182
4
45
530
24
16
201
74
95th Queue (ft)
517 1
375
21
157
727
57
42
224
82
Link Distance (ft)
882
882
586
575
201
Upstream Blk Time (%)
0L
0
35
33
Queuing Penalty (veh)
0
0
0
225
Storage Bay Dist (ft)
200
180
75
Storage Blk Time (%)
0
0
50
43
53
Queuing Penalty (veh)
qF
0
0
20
249
44
Intersection: 2: Route 846/Route 29 Off -Ramp & Old Garth Road/Old Ivy Road
Movement EB WB NB SB
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/u)
Queuing Penalty (veh)
TR
LT
LTR
LTR
85 1
150
74
1146
34
58
21
1115
69 1
113
59
11229
394
299
201
1106
97
0
Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road
Directions Served
LT
LTR
LTR
LT
R
Maximum Queue (ft)
68
2
26
122
30
Average Queue (ft)
8
0
6
52
13
95th Queue (ft)
38
2
23
98
36
Link Distance (ft)
299
332
171
352
Upstream Blk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
190
Storage Blk Time (%)
0
Queuing Penalty (veh)
0
Greystar Old Ivy Road TIA SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
2025 Background PM Peak 05/27/2021
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)
293
5
45
15
Average Queue (ft)
126
0
30
1
95th Queue (ft)
240
5
50
9
Link Distance (ft)
332
2715
193
Upstream Blk Time (%)
0
Queuing Penalty (veh)
1
Storage Bay Dist (ft)
50
Storage Blk Time (%)
0
1
Queuing Penalty (veh)
0
1
Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road
Movement EB EB WB WB NB SIB
Directions Served
L
Maximum Queue (ft)
63
Average Queue (ft)
11
95th Queue (ft)
42
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
90
Storage Blk Time (%)
0
Queuing Penalty (veh)
0
Network Summary
Network wide Queuing Penalty: 542
T
T
R
LTR
LTR
172
326
91
51
161
53
145
45
15
78
128
261
73
41
132
1037
956
956
277
420
Greystar Old Ivy Road TIA SimTraffc Report
Timmons Group Page 2
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Appendix D
Synchro Analysis for
2025 Total Future Conditions
July 2021 Old Ivy Residences Traffic Impact Analysis - Albemarle County, VA
Queues
1: Cantebury Road /Route 846 & Ivy Road
07/01/2021
--,*
--I,
--*
f-
~
T
1
Lane Group
EBL
EBT
EBRd&BL
WBT
NBT
NBR
SBT
SBR -
Lane Group Flow(vph)
435
676
11
28
740
34
27
139
653
v/c Ratio
0.94
0.60
0.01
0.07
1.07
0.27
0.08
0.70
1.12
Control Delay
65.1
19.4
0.0
11.5
91.6
58.7
0.5
70.4
90.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0 '
Total Delay
65.1
19.4
0.0
11.5
91.6
58.7
0.5
70.4
90.6
Queue Length 50th (ft)
283
362
M 7
-663
26
0
105
-247
Queue Length 95th (ft)
#499
499
0
18
#904
60
0
#196
#480
Internal Link Dist (ft)
843
543
551
203
Turn Bay Length (ft)
450
200
180
75
Base Capacity (vph)
461
1130
1047
376
689
147
338
199
582
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
0.94
0.60
0.01
0.07
1.07
0.23
0.08
0.70
1.12
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 07/01/2021
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
}
r
T+
+T
i"
d
r
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
5.4
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
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
1758
1862
1538
1756
1553
Flt Permitted
0.08
1.00
1.00
0.41
1.00
0.98
1.00
0.96
1.00
Satd.Flow (perm)
140
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
406
Lane Group Flow (vph)
435
676
6
28
734
0
0
34
1
0
139
247
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
Perm
Protected Phases
5
2
1
6
4
4
3
3
Permitted Phases
2
2
6
4
3
Actuated Green, G (s)
80.2
69.1
69.1
48.7
45.4
6.5
6.5
13.6
13.6
Effective Green, g (s)
80.2
69.1
69.1
48.7
45.4
6.5
6.5
13.6
13.6
Actuated g/C Ratio
0.67
0.58
0.58
0.41
0.38
0.05
0.05
0.11
0.11
Clearance Time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
5.4
Vehicle Extension (s)
2.0
4.0
4.0
2.0
4.0
1.5
1.5
1.5
1.5
Lane Grp Cap (vph)
460
1062
929
329
665
100
83
199
176
v/s Ratio Prot
c0.21
0.37
0.00
c0.42
c0.02
0.08
v/s Ratio Perm
0.42
0.00
0.03
0.00
c0.16
v/c Ratio
0.95
0.64
0.01
0.09
1.10
0.34
0.02
0.70
1.40
Uniform Delay, d1
37.9
17.0
10.8
21.5
37.3
54.7
53.7
51.2
53.2
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
28.2
2.9
0.0
0.0
66.7
0.7
0.0
8.3
211.8
Delay (s)
66.1
20.0
10.9
21.6
104.0
55.4
53.8
59.6
265.0
Level of Service
E
B
B
C
F
E
D
E
F
Approach Delay (s)
37.8
101.0
54.7
228.9
Approach LOS
D
F
D
F
Intersection Summa
HCM 2000 Control Delay
111.0 HCM 2000 Level of Service F
HCM 2000 Volume to Capacity ratio
1.05
Actuated Cycle Length (s)
120.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization
97.1% 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 07/01/2021
_--* __p, l f-~ t 4\ T P �► l d
Lane Configurations
Traffic Volume (veh/h)
Future Volume (Veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (it)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (it)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
IF (s)
p0 queue free %
cM capacity (veh/h)
T*
#r
44
68
34
97
18
0
21
0
0
68
34
97
18
0
21
0
Stop
Stop
Free
0%
0%
0%
0.92 •
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0
74
37
105
20
0
23
0
0.86
0.86
1136
1404
682
1077
1389
682
7.1
6.5
6.2
3.5
4.0
3.3
100
35
92
146
114
453
None
513
54
607
41
513
54
607
41
Free
0%
0.92
0.92
0.92
0.92
558
59
660
45
283
0.86 0.86
1200 1148 279 705 558
1151 1091 82
7.2 6.5 6.2 4.1 4.1
3.6 4.0 3.3 2.2 2.2
0 88 100 97 94
60 171 847 902 1002
None
Direction, Lane #
113 1
WB 1
NB 1
SIB 1
Volume Total
111
125
581
764
Volume Left
0
105
23
59
Volume Right
37
0
558
45
cSH
151
67
902
1002
Volume to Capacity
0.73
1.87
0.03
0.06
Queue Length 95th (ft)
110
285
2
5
Control Delay (s)
75.7
544.2
0.7
1.5
Lane LOS
F
F
A
A
Approach Delay (s)
75.7
544.2
0.7
1.5
Approach LOS
F
F
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
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 07/01/2021
Lane Configurations
Traffic Volume (veh/h)
Future Volume (Veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
a
r
+
+
+T
IF
122
512
11 0
108
39
3
1
0
239
4
4
122
512
11 0
108
39
3
1
0
239
4
4
Free
Free
Stop
Stop
0%
0%
0%
0%
0.92
0.92
0.92 0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
133
557
12 0
117
42
3
1
0
260
4
4
None
None
8
159
569
965
982
557
962
973
138
159
569
965
982
557
962
973
138
4.1
4.1
7.1
6.5
6.2
7.1
6.5
6.2
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
91
100
99
100
100
0
98
100
1433
1013
216
228
534
217
231
916
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)
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 07/01/2021
_-.* __p, l f-~ t 4\ T /0- �► j d
Lane Configurations
4+
+T
r
44
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 (ft/s)
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
�39
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)
IF (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 #
'D 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%
Analysis Period (min) IN
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 07/01/2021
t t j
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)
f H
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 07/01/2021
�__I, l f-~ "L_ 4\ T/0- ti 1
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Vi
+
+
r
4�
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
Flt Protected
0.95
1.00
1.00
1.00
0.96
0.96
Satd. Flow (prot)
1805
1881
1845
1553
1781
1730
Flt 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
c0.13
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 07/01/2021
Lane Configurations
+
+
r
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)
tF (s)
2.2
3.5
3.3
p0 queue free %
97
79
83
cM capacity (veh/h)
1314
447
818
Direction, Lane #
�
2
WB 1 WB 2
SIB 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
Intersection Capacity Utilization
36.9%
ICU Level of Service A
Analysis Period (min)
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 07/01/2021
Intersection: 1: Cantebury Road /Route 846 & Ivy Road
Movement
DEB
WB
WB
NB
NB
SB
SB -
Directions Served
L
T
R
L
TR
LT
R
LT
R
Maximum Queue (ft)
418
380
26
200
640
68
42
212
76
Average Queue (ft)
228
153
3
35
562
27
12
190
74
95th Queue (ft)
372
291
16
138
728
60
32
249
82
Link Distance (ft)
882
882
586
575
201
Upstream Bilk Time (%)
43
25
Queuing Penalty (veh)
0
182
Storage Bay Dist (ft)
450
200
180
75
Storage Blk Time (°/u)
0
0
54
36
36
Queuing Penalty (veh)
0
0
14
217
46
fi%T .iC �:z.11fi :L�:1�:rlrf%Y�!z•3�a i- iiia:Mrc•]r.Rm : Mel
Movement EB WB NB SB
Directions Served
TR
LT
LTR
LTR
Maximum Queue (ft)
119
157
92
1163
Average Queue (ft)
50
67
24
1129
95th Queue (ft)
98
125
67
1149
Link Distance (ft)
394
299
201
1106
Upstream Bilk Time (°/u)
100
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
Storage Blk Time (°/u)
Queuing Penalty (veh)
Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road
NB
SB
movement
Directions Served
LT
R
LTR
LTR
LT R
Maximum Queue (ft)
122
14
2
25
270 41
Average Queue (ft)
24
0
0
4
121 6
95th Queue (ft)
77
15
2
18
242
Link Distance (ft)
299
332
171
352
Upstream Bilk Time (°/u)
1
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
150
Storage Blk Time (°/u)
0
0
7 0
Queuing Penalty (veh)
0
0
0
Greystar Old Ivy Road TIA SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
2025 Total AM Peak 07/01/2021
Intersection: 4: Commercial Entrance/Route 29 On -Ramp & Old Ivy Road
Movement
EB
WB
Directions Served
LTR
R
Maximum Queue (ft)
205
28 -
Average Queue (ft)
88
6
95th Queue (ft)
162
21 -
Link Distance (ft)
332
Upstream Bilk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
250
Storage Blk Time (°/u)
Queuing Penalty (veh)
Intersection: 5: Commerical Entrance/Old Ivy Road & Ivy Road
Movement
EB
WB
WB
NB
SB
Directions Served
L
T
T
R
LTR
LTR
Maximum Queue (ft)
90
305
192
70
44
235
Average Queue (ft)
17
109
86
35
11
125
95th Queue (ft)
61
236
152
62
35
205
Link Distance (ft)
1037
956
956
277
420
Upstream Bilk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
90
Storage Blk Time (°/u)
0
9
Queuing Penalty (veh)
Intersection: 6: Old Ivy Road & Site Entrance
Directions Served
L
LR
Maximum Queue (ft)
38
104
Average Queue (ft)
7
50
95th Queue (ft)
29
84
Link Distance (ft)
414
Upstream Bilk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
150
Storage Blk Time (°/u)
Queuing Penalty (veh)
Network Sum
Network wide Queuing Penalty: 467
Greystar Old Ivy Road TIA SimTraffc Report
Timmons Group Page 2
Queues
1: Cantebury Road
/Route
846 & Ivy Road
07/01/2021
---*
--1'
--*
f-
~
T
1
Lane Group
EBL
EBT
EBRMPBL
WBT
NBT
NBR
SBT
SBR -
Lane Group Flow(vph)
495
686
22
43
785
27
37
107
637
v/c Ratio
1.03
0.61
0.02
0.11
1.10
0.23
0.12
0.58
1.17
Control Delay
85.7
20.2
0.0
11.2
99.5
58.1
0.7
64.2
110.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
85.7
20.2
0.0
11.2
99.5
58.1
0.7
64.2
110.6
Queue Length 50th (ft)
-394
358
_
11
-687
20
0
80
-273
Queue Length 95th (ft)
#611
493
0
23
#930
51
0
141
#504
Internal Link Dist (ft)
843
543
551
203
Turn Bay Length (ft)
450
200
180
75
Base Capacity (vph)
480
1125
1027
376
714
139
337
186
545
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
1.03
0.61
0.02
0.11
1.10
0.19
0.11
0.58
1.17
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 07/01/2021
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
r
T*
+T
r
+T
r
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
5.4
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
0.97
1.00
0.96
1.00
Satd. Flow (prot)
1752
1881
1615
1752
1845
1757
1524
1780
1583
Flt 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
379
Lane Group Flow (vph)
495
686
13
43
780
0
0
27
2
0
107
258
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
Perm
Protected Phases
5
2
1
6
4
4
3
3
Permitted Phases
2
2
6
4
3
Actuated Green, G (s)
81.3
69.0
69.0
49.4
44.9
6.4
6.4
12.6
12.6
Effective Green, g (s)
81.3
69.0
69.0
49.4
44.9
6.4
6.4
12.6
12.6
Actuated g/C Ratio
0.68
0.58
0.58
0.41
0.37
0.05
0.05
0.10
0.10
Clearance Time (s)
7.8
7.8
7.8
7.8
7.8
6.5
6.5
5.4
5.4
Vehicle Extension (s)
2.0
4.0
4.0
2.0
4.0
1.5
1.5
1.5
1.5
Lane Grp Cap (vph)
479
1081
928
344
690
93
81
186
166
v/s Ratio Prot
c0.25
0.36
0.00
c0.42
c0.02
0.06
v/s Ratio Perm
0.45
0.01
0.05
0.00
c0.16
v/c Ratio
1.03
0.63
0.01
0.12
1.13
0.29
0.02
0.58
1.55
Uniform Delay, d1
38.6
17.1
10.9
21.3
37.5
54.6
53.8
51.2
53.7
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
50.0
2.8
0.0
0.1
76.1
0.6
0.0
2.7
275.6
Delay (s)
88.6
19.9
10.9
21.4
113.7
55.2
53.9
53.8
329.3
Level of Service
F
B
B
C
F
E
D
D
F
Approach Delay (s)
48.0
108.9
54.5
289.7
Approach LOS
D
F
D
F
Intersection Summa
HCM 2000 Control Delay
129.2 HCM 2000 Level of Service F
HCM 2000 Volume to Capacity ratio
1.10
Actuated Cycle Length (s)
120.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization
100.6% 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 07/01/2021
_--* __p, l f-~ t 4\ T /0- �► l d
Lane Configurations
Traffic Volume (veh/h)
Future Volume (Veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
IF (s)
p0 queue free %
cM capacity (veh/h)
T+
+T
44
4+
36
22
96
57
0
30
0
544
9
606
15
0
36
22
96
57
0
30
0
544
9
606
15
Stop
Stop
Free
Free
0%
0%
0%
0%
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0
38
23
102
61
0
32
0
579
10
645
16
None
None
283
-
0.83
0.83
0.83
0.83
1057
1316
653
1068
1034
290
661
579
967
1279
653
981
940
44
661
392
7.1
6.5
6.2
7.1
6.5
6.2
4.1
4.1
3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
100 71 95 25 71 100 97 99
147 133 462 136 211 858 937 979
Direction, Lane #
EB 1
WB 1
NB 1-
Volume Total
61
163
611
671
Volume Left
0
102
32
10
Volume Right
23
0
579
16
cSH
182
157
937
979
Volume to Capacity
0.34
1.04
0.03
0.01
Queue Length 95th (ft)
35
205
3
1
Control Delay (s)
34.4
140.1
0.9
0.3
Lane LOS
D
F
A
A
Approach Delay (s)
34.4
140.1
0.9
0.3
Approach LOS
D
F
L
Intersection Summary
Average Delay 17
Intersection Capacity Utilization 75.3'
Analysis Period (min) 0
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 07/01/2021
__.* __I, l f-~ t 4\ T /0- �► l d
Lane Configurations
Traffic Volume (veh/h)
Future Volume (Veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
a
F
4+
4+
a
F
36
592
1
0
152
22
1 0
7
217
0
15
36
592
1
0
152
22
1 0
7
217
0
15
Free
Free
Stop
Stop
0%
0%
0%
0%
0.96
0.96
0.96
0.96
0.96
0.96
0.96 0.96
0.96
0.96
0.96
0.96
38
617
1
0
158
23
1 0
7
226
0
16
None
None
8
181 618 870 874 617 870 864 170
181 618 870 874 617 870 864 170
4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
97
100
100
100
99
14
100
98
1407
972
263
282
494
264
286
880
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 j 1
183
Control Delay (s)
0.7
0.0
0.0 13.2
62.1
Lane LOS
A
i B
F
Approach Delay (s)
0.7
0.0 13.2
62.1
Approach LOS
' B
F
Intersection Summary
Average Delay
Intersection Capacity Utilization
71.2% ICU Level of Service C
Analysis Period (min)
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 07/01/2021
_-.* __p, l f-~ t 4\ T /0- �► j d
Lane Configurations
44
*
r
44
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 (ft/s)
Percent Blockage
Right turn flare (veh)
IL
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
1510
1OZ4
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)
IF (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
Intersection Capacity Utilization
Analysis Period (min)
C
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
07/01/2021
t
1
Lane Group
EBL
EBT
WBT
WB8
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 07/01/2021
Lane Configurations
+
t
r
4+
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
Flt Protected
0.95
1.00
1.00
1.00
0.96
0.96
Satd. Flow (prot)
1805
1863
1881
1599
1783
1774
Flt 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
c0.09
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 Summary
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 07/01/2021
Lane Configurations
+
t
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
Intersection Capacity Utilization
41.5%
ICU Level of Service A
Analysis Period (min)
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 07/01/2021
Intersection: 1: Cantebury Road /Route 846 & Ivy Road
Movement
EB
DEB
WB
WB
NB
NB
I SB
SB -
Directions Served
L
T
R
L
TR
LT
R
LT
R
Maximum Queue (ft)
633
481
29
200
623
72
57
211
76 -
Average Queue (ft)
343
176
5
53
587
22
16
202
74
95th Queue (ft)
598
377
22
172
690
57
41
214
84
Link Distance (ft)
882
882
586
575
201
Upstream Bilk Time (%)
0 i
0
59
33
•
Queuing Penalty (veh)
0
0
0
239
Storage Bay Dist (ft)
200
180
75
Storage Blk Time (°/u)
0
0
59
47
47
Queuing Penalty (veh)
qF
0
1
24
286
48
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Movement EB WB NB SB
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Bilk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/u)
Queuing Penalty (veh)
TR
LT
LTR
LTR
93
186
78
1149
33
84
27
1122
69
159
67
1146
394
299
201
1106
0
99
0
0
Intersection: 3: Commercial Entrance/Faulconer Driver & Old Ivy Road
Directions Served
LT
LTR
LT
R
Maximum Queue (ft)
_
104
28
221
89
Average Queue (ft)
10
6
99
17
95th Queue (ft)
57
24
186
60
Link Distance (ft)
299
171
352
Upstream Bilk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
1
Storage Blk Time (°/u)
0
2
0
Queuing Penalty (veh)
0
0
0
Greystar Old Ivy Road TIA SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
2025 Total Future PM Peak 07/01/2021
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)
313
2
42
16 -
Average Queue (ft)
147
0
11
1
95th Queue (ft)
266
2
32
9 -
Link Distance (ft)
332
566
194
Upstream Bilk 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 SB
Directions Served L T T R LTR LTR
Maximum Queue (ft)
84 257 376 119 45 188
Average Queue (ft)
21 74 170 55 13 99
95th Queue (ft)
66 216 304 92 37 158
Link Distance (ft)
1037 956 956 277 420
Upstream Bilk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
1>n E
Storage Blk Time (%)
2 4
Queuing Penalty (veh)
Intersection: 19: Old Ivy Road & Site Entrance
Directions Served
L
R LR
Maximum Queue (ft)
72
12 94
Average Queue (ft)
31
1 44
95th Queue (ft)
62
6 75
Link Distance (ft)
592
Upstream Bilk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
150
150
Storage Blk Time (%)
Queuing Penalty (veh)
Network Sum
Network wide Queuing Penalty: 614
Greystar Old Ivy Road TIA SimTraffic Report
Timmons Group Page 2