HomeMy WebLinkAboutSP201600023 Study 2016-05-01PRPc
Traffic • Transportation • Stormwater • Civil
TRAFFIC IMPACT STUDY
ARDEN II PHASE 1
Charlottesville, VA
Prepared for:
Castle Development, C/O
Scott Collins, P.E.
Collins Engineering
200 Garrett Street, Suite K
Charlottesville, VA 22902
Jeanie Alexander, P.E.
EPR, P.C.
637 Berkmar Circle
Charlottesville, Virginia 22901
May 2017
EPRipc EPR, P.C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Executive Summary
This report provides a summary of the traffic impact analysis for the Arden II project located on
the north side of Rio Road between Albemarle Square Drive and Putt Putt Place (Albemarle
County parcels 06100-00-00-124E0, 06100-00-00-124F0, and 06100-00-00-124G0) in support of
the special use permit application for Phase I only (Figure 1). While it is anticipated that the
project will consist of two phases, only Phase 1 is considered in this study (Figure 2).
The proposed land use includes: 150 apartments, a 120 room hotel, and a 50,000 square foot
self -storage facility. The trip generation for the site is shown in the table below.
Site Trip Generation
item
LU
unit
qty
daily
AM
PM
in
out
total
in
out
total
apartments
220
du
150
1033
15
62
77
65
35
100
hotel
310
or
120
1070
46
34
80
42
42
84
self -storage
151
ksf
50
125
4
3
7
7
6
13
totals
2228
65
99
164
114
83
197
Access to the site will be provided via Putt Putt Place and no connection is assumed between
the project and Albemarle Square for this phase. The site trip distribution agreed upon by VDOT
staff is shown in Figure 6.
Included within this study are analyses of existing conditions, future no build conditions, and
future build conditions for the year 2020 at the following intersections with Rio Road: Albemarle
Square Drive/Mall Drive, Putt Putt Place, Old Brook Road, and Hillsdale Drive/Northfield Road.
The analyses indicate that additional queue storage is needed today unrelated to the project at
the locations listed below. It should be noted that this entire corridor is part of a small area plan
currently underway. Phase II of the Rio/29 Small Area Plan project, expected to be complete in
October 2017, will include further study of these intersections and a transportation plan.
• Albemarle Square Drive and Mall Drive — eastbound left turn lane, westbound left turn and
right turn lanes,
• Old Brook Road — eastbound and westbound left turn lanes, southbound right turn lane, and
• Northfield Road and Hillsdale Drive — eastbound left turn lane, westbound left turn lane, and
northbound shared through/left turn lane.
At the intersections of Putt Putt Place with Rio Road a traffic signal is nearly warranted today
and with the addition of the future site traffic is warranted. With signalization, the intersection
it is expected to operate at LOS A overall and LOS C or better for all movements.
It is recommended that a traffic signal be installed at the intersection and that it be coordinated
with the nearby Albemarle Square Drive/Mall Drive traffic signal. Due to the spacing between
these two intersections a design exception will be required. It is also recommended that the
westbound right turn lane be extended 50 feet to accommodate the increased queue.
EPRipc EPR, P.C. "ENGINEERING H� PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Table of Contents
ExecutiveSummary.....................................................................................................................
Introduction.................................................................................................................................
ExistingConditions......................................................................................................................
ExistingLand Use.................................................................................................................
Existing Transportation Network.........................................................................................
ExistingTraffic Volumes.......................................................................................................
Existing Peak Hour Traffic Operations.................................................................................
Future 2020 No Build Conditions................................................................................................
FutureLand Use...................................................................................................................
Future Transportation Network..........................................................................................
Future No Build Traffic Volumes..........................................................................................
Future No Build Peak Hour Traffic Operations....................................................................
Future2020 Build Conditions......................................................................................................
SiteTrip Generation.............................................................................................................
Site Trip Distribution and Assignment.................................................................................
Future Build Traffic Volumes...............................................................................................
Future Build Traffic Operations...........................................................................................
Conclusions and Recommendations...........................................................................................
List of Tables
i
1
2
2
2
3
3
5
5
5
5
5
7
7
7
7
8
9
1 Study Area Roadway Characteristics.................................................................................2
2 Existing Conditions Levels of Service, Delay, and Queues...............................................10
3 2020 No Build Conditions Levels of Service, Delay, and Queues....................................11
4 Site Trip Generation...........................................................................................................7
5 2020 Build Conditions Levels of Service, Delay, and Queues..........................................12
6 2020 Build Conditions Levels of Service, Delay, and Queues with Putt Putt Place
Signalized........................................................................................................................13
List of Figures
1
Site Location
2
Phase 1 Concept Plan
3
Study Intersections
4
Existing Traffic Volumes
5
2020 No Build Traffic Volumes
6
Site Trip Distribution
7
Site Trip Assignment
8
2020 Build Traffic Volumes
Appendices
A VDOT Scoping Form
B Traffic Counts
C Existing Synchro Printouts
D Existing SimTraffic Printouts
E 2020 No Build Synchro Printouts
F 2020 No Build SimTraffic Printouts
G 2020 Build Synchro Printouts
H 2O20 Build SimTraffic Printouts
I Signal Warrant Analysis Memo
J 2020 Build Synchro Printouts Putt Putt
Place Signalized
K 2020 Build SimTraffic Printouts Putt
Putt Place Signalized
Introduction
This report provides a summary of the traffic impact analysis for Phase I of the Arden II project
in support of the special use permit application. The site is comprised of Albemarle County
parcels 06100-00-00-124E0, 06100-00-00-124F0, and 06100-00-00-124G0, located on the north
side of Rio Road between Albemarle Square Drive and Putt Putt Place as shown in Figure 1.
While it is anticipated that the project will consist of two phases, only Phase 1 is considered in
this study. The Phase 1 concept plan is shown in Figure 2.
The proposed land use includes: 150 apartments, a 120 room hotel, and a 50,000 square foot
self -storage facility. Access to the site will be provided via Putt Putt Place and no connection is
assumed between the project and Albemarle Square for this phase.
Included within this study are analyses of existing conditions, future no build conditions, and
future build conditions for the year 2020. The intersections analyzed are shown in Figure 3 and
listed below:
• Rio Road with Albemarle Square Drive and Mall Drive,
• Rio Road with Putt Putt Place,
• Rio Road with Old Brook Road, and
• Rio Road with Northfield Road and Hillsdale Drive.
All of the assumptions the report and analyses are based on are outlined in the VDOT scoping
form contained in Appendix A.
1
Existing Conditions
Existing Land Use
Located in Albemarle County, the site currently contains Charlottesville Power Equipment but is
primarily vacant. The land uses adjacent to the site include apartments, self -storage, a Putt Putt
Golf center, and a Verizon store. The site is bounded by Arden Place to the north, Rio Road to
the south, Albemarle Square to the west, and a variety of commercial uses to the east.
The parcels on which the proposed development will be located are currently zoned C1,
Commercial (61-124G) and HC, Highway Commercial (61-124E and 61-124F). The application is
for a special use permit to allow for the hotel and residential uses.
Existing Transportation Network
Table 1 contains a description of the specific study area roadway characteristics.
Table 1 Studv Area Roadwav Characteristics
Functional
Posted
Bike
Roadway
Lanes
Median
Sidewalks
Classification
Speed
Lanes
Rio Road
west of Putt
minor arterial
40 mph
4
both sides
both
VA 631
Putt Place
Mall Drive
local
np
2
yes
none
none
Albemarle Square Drive
local
np
2
no
none
none
Putt Putt Place
private, local
np
2
no
disconnected
none
Old Brook Road
major collector
30 mph
2
no
west side
none
north of Rio Road
Old Brook Road
south of Rio Road
local
np
2
no
none
none
Hillsdale Drive
major collector
35 mph
2
no
east side
both
VA 1427
Northfield Road
VA 1427
local
30 mph
2
no
none
none
Rio Road provides a significant link in the region's transportation network by connecting the
commercial US 29 area to Downtown Charlottesville in a northwest/southeast direction.
(Within this study Rio Road is considered an east -west roadway.) Both Old Brook Road to the
north and Hillsdale Drive to the south also play a role in the greater transportation network
connecting residential and commercial areas. The other study area roadways provide access to
commercial areas including Fashion Square Mall and Albemarle Square and high density
residential complexes.
All of the study area intersections are currently signalized with the exception of Putt Putt Place
and Rio Road. Below is a summary of the specific characteristics of each intersection shown in
Figure 3.
• Mall Drive and Albemarle Square Drive — Rio Road provides two through lanes and
separate right and left turn lanes. The eastbound right turn lane is channelized. The
Mall Drive approach provides separate left, through, and right turn lanes (the right turn
2
lane is channelized) and Albemarle Square Drive provides a shared through/right turn
lane and a separate left turn lane.
• Putt Putt Place — This is a "T" intersection controlled by a stop sign on the Putt Putt
Place approach. Rio Road provides two through lanes in both directions and separate
eastbound left turn and westbound right turn lanes. Putt Putt Place provides separate
left and right turn lanes.
• Old Brook Road — Rio Road provides two through lanes and separate left turn lanes in
both directions. Old Brook Road provides a shared through/left turn lane and separate
right turn lane on the southbound approach. The northbound approach is unmarked
and assumed to be a single lane approach.
• Hillsdale Drive and Northfield Road — Rio Road provides two through lanes and a
separate left turn lane in both directions. Hillsdale Drive provides a shared through/left
turn lane and separate right turn lane. Northfield Road provides a single lane approach.
Existing Traffic Volumes
Traffic counts were conducted at the study intersections on typical weekdays (Tuesday,
Wednesday, or Thursday) in March 2017, when schools were in session and no significant
weather events occurred (see Appendix B). The intersection turning movement counts were
conducted from 7-9 AM and 4-6 PM and are shown in Figure 4.
Existing Peak Hour Traffic Operations
The study intersections were analyzed in Synch ro/SimTraffic (version 9) in accordance with the
procedures stated in the 2000 and 2010 Highway Capacity Manual, and then simulated in
SimTraffic 9 to identify the existing levels of service, delay by movement, and queuing. The
analysis results from the Synch ro/SimTraffic reports (see Appendix C and Appendix D) are
compiled in Table 2 located at the end of the report text.
Field observations were conducted to verify the queue lengths calculated in SimTraffic. These
observations were conducted on Tuesday, April 25t" during both peak periods. Comparing the
observed queues to the SimTraffic queues, the SimTraffic queues are reasonable. SimTraffic
considers vehicles traveling 10 mph or less to be part of the queue. The field observations did
not include rolling vehicles as part of the queue explaining any discrepancies. The data collection
sheets are included at the end of Appendix D.
As shown in Table 2, all of the study area intersections operate at LOS C or better overall. The
following individual movements operate at LOS E or F during the peak periods today:
• Albemarle Square Drive and Mall Drive — northbound left turn, northbound through,
southbound left turn, southbound shared through/right turn and
• Putt Putt Place - southbound left turn.
With the exception of the intersection of Putt Putt Place with Rio Road, the queues for multiple
movements at each of the study intersections exceed the storage provided today as indicated in
Table 2. The locations where the queues extend beyond the storage lanes are listed below with
the length of queue in excess of the provided storage (rounded up to the nearest five feet).
3
• Albemarle Square Drive and Mall Drive — eastbound left turn 60 feet, westbound left
turn 80 feet, westbound right turn 50 feet,
• Old Brook Road — eastbound left turn 80 feet, westbound left turn 5 feet, and
southbound right turn 15 feet, and
• Northfield Road and Hillsdale Drive — eastbound left turn 15 feet, westbound left turn
60 feet, northbound shared through/left turn 50 feet.
It should also be noted that the eastbound and westbound through queues at the intersection
of Albemarle Square Drive/Mall Drive are lengthy at 495 feet and 595 feet, respectively. As is
the eastbound through queue at Old Brook Road at approximately 420 feet.
Extending the turn lanes on the Albemarle Square Drive/Mall Drive westbound approach, Old
Brook Road eastbound and southbound approaches, and Hillsdale Drive westbound and
northbound approaches would address the insufficient queuing areas. The Old Brook Road and
Hillsdale Drive lane extensions appear to only require restriping. While the Albemarle Square
Drive/Mall Drive extension would require moving the curb lines.
The insufficient storage areas on the Albemarle Square Drive/Mall Drive eastbound approach,
Old Brook Road westbound approach, and Hillsdale Drive/Northfield Road eastbound approach
cannot be improved with striping. The challenge at these locations is that these turn lanes are
located back to back with the adjacent signalized intersections' turn lanes.
While there are operational deficiencies today at the study area intersections noted above, it is
recommended that these not be addressed until the larger Rio/29 Small Area Plan traffic study is
complete.
4
Future 2020 No Build Conditions
Future Land Use
A small area plan is currently underway along Route 29 and encompasses the Arden II parcels.
Phase I of the Small Area Plan process wrapped up in March of 2017. The vision of the preferred
land use alternative organizes future redevelopment around the node concept, with centers of
higher density development at key intersections that could support future transit
improvements. The Arden II site is located within a 10-minute walk of one of the three nodes
located at the intersection of Rio Road with Route 29.
Phase II of the Rio/29 Small Area Plan project, expected to be complete in October 2017, will
work from the preferred land use alternative to develop a final land use plan, urban design plan,
transportation plan, and implementation action plan.
It appears that the proposed Arden II development is consistent with the direction the
Albemarle County Small Area Plan process is headed.
No specific developments have been identified in the immediate study area for consideration in
the analysis. However, growth is expected and accounted for with a background growth rate of
1.0% per year, consistent with the VDOT scoping form assumptions.
Future Transportation Network
The only currently committed transportation project that may affect the study area is the
Hillsdale Drive Extension project. This project is part of the Route 29 Solutions package and
expands the parallel road network on the Route 29 corridor north of Charlottesville by
completing a connection between Rio Road and Hydraulic Road east of Route 29. Construction
began in late June and will be complete in the fall of 2017.
The road will extend Hillsdale Drive south from its current end at Greenbrier Drive. The road will
continue between the Pepsi -Cola and U.S. Post Office properties, through the Seminole Square
Shopping Center and finally connect with Hydraulic Road opposite the Dominion Power
property.
No adjustments were made to the background traffic volumes as a result of this project.
However, this connection was considered when developing the distribution and assignment for
the new site traffic.
Future No Build Traffic Volumes
The future 2020 traffic volumes resulting from the background growth are shown in Figure 5.
Future No Build Peak Hour Traffic Operations
The study intersections were analyzed in Synchro/SimTraffic (version 9) to identify the future no
build levels of service, delay by movement, and queuing and are shown in Table 3 located at the
end of the report text. (See Appendices E and F for the analysis printouts.) Cycle lengths and
phase splits were optimized for the analyses.
5
Nearly identical to existing conditions, all of the study area intersections are expected to
operate at LOS C or better overall. The following individual movements operate at LOS E or F
during the peak periods in future 2020 no build conditions:
• Albemarle Square Drive and Mall Drive — northbound left turn, northbound through,
southbound left turn, southbound shared through/right turn and
• Putt Putt Place - southbound left turn.
With the exception of the intersection of Putt Putt Place with Rio Road, the queues for multiple
movements at each of the study intersections exceed the storage provided as indicated in Table
3. The locations where the queues extend beyond the storage lanes are listed below with the
length of queue in excess of the provided storage (rounded up to the nearest five feet). These
are the same locations noted in existing conditions.
• Albemarle Square Drive and Mall Drive — eastbound left turn 60 feet, westbound left
turn 80 feet, westbound right turn 50 feet,
• Old Brook Road — eastbound left turn 80 feet, westbound left turn 10 feet, and
southbound right turn 15 feet, and
• Northfield Road and Hillsdale Drive — eastbound left turn 15 feet, westbound left turn
60 feet, northbound shared through/left turn 50 feet.
It should also be noted that the eastbound and westbound through queues at the intersection
of Albemarle Square Drive/Mall Drive are lengthy at 475 feet and 570 feet, respectively. As is
the eastbound through queue at Old Brook Road at approximately 400 feet.
As in existing conditions, extending the turn lanes on the Albemarle Square Drive/Mall Drive
westbound approach, Old Brook Road eastbound and southbound approaches, and Hillsdale
Drive westbound and northbound approaches would address the insufficient queuing areas.
The Old Brook Road and Hillsdale Drive lane extensions appear to only require restriping. While
the Albemarle Square Drive/Mall Drive extension would require moving the curb lines.
The insufficient storage areas on the Albemarle Square Drive/Mall Drive eastbound approach,
Old Brook Road westbound approach, and Hillsdale Drive/Northfield Road eastbound approach
cannot be improved with striping. The challenge at these locations is that these turn lanes are
located back to back with the adjacent signalized intersections' turn lanes.
While there are operational deficiencies expected in the future at the study area intersections
noted above, it is recommended that these not be addressed until the larger Rio/29 Small Area
Plan traffic study is complete.
1.1
Future 2020 Build Conditions
The proposed land use for Arden II Phase 1 includes: 150 apartments, a 120 room hotel, and a
50,000 square foot self -storage facility. Access to the site will be provided via Putt Putt Place
and no connection is assumed between the project and Albemarle Square for this phase.
The assumed future land use and transportation network surrounding the site are the same for
the build conditions and no build conditions analyses.
Site Trip Generation
ITE Trip Generation 9th Edition was used to calculate the future site trips. No pass -by trips or
internal capture were assumed. Table 4 provides a summary of the trip generation for the
development. Approximately 2,228 new daily trips, 164 morning peak period trips, and 197
afternoon peak period trips are estimated for the development. Note that no trip reductions
were taken for walking or biking.
Table 4 Site Trip Generation
item
LU
unit
qty
daily
AM
PM
in
out
total
in
out
total
apartments
220
du
150
1033
15
62
77
65
35
100
hotel
310
or
120
1070
46
34
80
42
42
84
self -storage
151
ksf
50
125
4
3
7
7
6
13
totals
1 2228
65
99
164
114
83
197
Site Trip Distribution and Assignment
The proposed site traffic assignment and distribution were developed based on an
understanding of local traffic patterns, the impact of the Hillsdale Drive Extension project, and
discussions with VDOT staff. These assumptions are part of the agreed upon Scoping Form
contained in Appendix A.
Beyond the immediate site, the following traffic distribution is assumed and shown in Figure 6.
• 60% to/from the west via Rio Road,
• 3% to/from Albemarle Square shopping center,
• 2% to/from Fashion Square Mall,
• 10% to/from the south via Hillsdale Drive, and
• 25% to/from the southeast via Rio Road.
Figure 7 illustrates the resulting traffic assignment through the study area.
Future Build Traffic Volumes
The trips generated by the proposed development, calculated and assigned to the study
intersections as documented above, were added to the no build traffic volumes and are shown
in Figure 8 for year 2020.
7
Future Build Traffic Operations
The study intersections were analyzed in Synchro/SimTraffic (version 9) to identify the future
build levels of service, delay by movement, and queuing. Any traffic signals analyzed are
assumed to operate in coordination with one another and the timings and phasing are
optimized to maximize travel capacity, minimize queuing, and minimize delays through the
study area. The results of the analysis with the site traffic are shown in Table 5 (located at the
end of the report text). (See Appendices G and H for the analysis printouts.)
The build conditions analysis results are similar to the existing conditions and 2020 no build
conditions. Comparing no build and build conditions, the overall intersection levels of service
are unchanged as are the levels of service for the individual movements with the exception of
the Putt Putt Place intersection. At Putt Putt Place the southbound left turn movement is
expected to operate at LOS E and F during the morning and afternoon peak hours, respectively.
With the addition of the site traffic, the locations previously identified in the existing and no
build analyses continue to have queues that extend beyond the provided storage lane lengths.
Also, the southbound approach at the intersection of Putt Putt Place with Rio Road has queues
that are approximately 500 feet long.
Signalization of Putt Putt Place and Rio Road
One possible way to improve traffic operations at the intersection of Putt Putt Place with Rio
Road is to install a traffic signal. A signal warrant analysis was conducted for the intersection
and is included in Appendix I. The results of the analysis indicate that while a traffic signal is
nearly warranted today, with Arden II Phase 1 a traffic a signal is warranted.
The study intersections were reanalyzed assuming that the intersection of Putt Putt Place and
Rio Road is signalized. The results of the analysis are shown in Table 6 (located at the end of the
report text) and the analysis printouts are contained in Appendices J and K. With the
installation of a traffic signal at Putt Putt Place and Rio Road all of the study area intersections
are expected to have the same overall and individual movement levels of service as no build
conditions with the exception of Putt Putt Place. At Putt Putt Place the intersection is expected
to operate at overall LOS A with all individual movements operating at LOS C or better.
With the installation of a traffic signal at Putt Putt Place, the locations previously identified in
the no build analysis continue to have queues that extend beyond the provided storage lane
lengths. Additionally, the westbound right turn queue at Putt Putt Place extends 50 feet beyond
the provided storage lane. Extending the westbound right turn lane would require adjusting the
existing curb lines.
While there are operational deficiencies expected in the future at the study area intersections
noted above, it is recommended that these not be addressed until the larger Rio/29 Small Area
Plan traffic study is complete.
H-1
Conclusions and Recommendations
The traffic associated with Arden II Phase 1 will have a minimal impact on the traffic operations
of the surrounding transportation network. The off -site intersections will operate at the same
overall and individual movement levels of service during both peak periods analyzed with the
addition of the Arden II Phase 1 site traffic.
At the intersection of Putt Putt Place with Rio Road a traffic signal is nearly warranted today and
is warranted with the addition of the future site traffic. With the installation of a traffic signal at
the intersection it is expected to operate LOS A overall and LOS C or better for all movements.
Without a traffic signal at this intersection the southbound left turn movement is expected to
operate at LOS F during both peak periods.
It is recommended that a traffic signal be installed at the intersection and that it be coordinated
with the nearby Albemarle Square Drive and Mall Drive traffic signal. Due to the spacing
between these two intersections a design exception will be required. It is also recommended
that the westbound right turn lane be extended 50 feet to accommodate the increased queue.
Unrelated to the Arden II Phase 1 project, the following improvements are needed and will
improve traffic operations at the study area intersections.
Rio Road at Albemarle Square Drive and Mall Drive — Extension of the westbound left and
right turn lanes is needed to accommodate the existing queues. To extend the turn lanes
the curb line along the median and outside lane will need to be adjusted.
Extension of the eastbound left turn lane is also needed to accommodate existing queues.
This is problematic because this turn lane is positioned back-to-back with the Route 29 dual
westbound left turn lanes.
Rio Road at Old Brook Road — Extension of the eastbound left turn lane and southbound
right turn lane is needed to accommodate the existing queues. It appears that these
improvements may be possible with markings only.
Rio Road at Northfield Road and Hillsdale Drive — Extension of the westbound left turn lane
and northbound shared through/left turn lane is needed to accommodate the existing
queues. It appears that these improvements are possible with markings only.
Rio Road at Old Brook Road, Northfield Road, and Hillsdale Drive — It is not possible to
extend the turn lanes between the two signalized intersections. However, it should be
noted that the queues extend beyond the provided storage by less than a car length.
It is recommended that the operational deficiencies noted above not be addressed until the
completion of the larger Rio/29 Small Area Plan traffic study.
N
Table 2 Existing Conditions Levels of Service, Delays, and Queues
Approach
Movement
Storage
AM
PM
LOS
Delay
Queue
LOS
Delay
Queue
1. Rio Road/Albemarle Square Drive/Mail Drive
EBL
260
A
8.4
64
B
17.6
317
Rio Road
EBT
580
B
10.8
241
C
22.2
494
EBR
580
A
0
0
A
0
0
WBL
260
A
7.2
52
B
15.2
339
Rio Road
WBT
890
B
13.3
292
C
24
593
WBR
80
A
8.4
122
B
15.7
130
NBL
300
E
73.3
80
E
69.3
154
Mall Drive
NBT
300
E
67.1
27
E
62.3
75
NBR
160
A
0
0
A
0
0
Albemarle
SBL
E
65.7
117
F
99.2
336
Square Drive
SBT/SBR
100
E
62.8
95
E
57.4
100
Intersection
B
13.5
C
29.2
2. Rio Road/Putt Putt Place
EBL
300
B
13
93
B
13.9
142
Rio Road
EBT
890
A
0
0
A
0
0
WBT
A
0
2
A
0
0
Rio Road
WBR
120
A
0
17
A
0
22
SBL
E
41.8
253
E
40.3
175
Putt Putt Place
SBR
100
C
16.9
100
C
17.9
99
Intersection
A
2.3
A
1.8
3. Rio Road/Old Brook Road
EBL
120
A
9.5
92
B
10.7
199
Rio Road
EBT/EBR
B
14.3
233
B
16.1
416
WBL
50
A
2.1
40
A
3.1
54
Rio Road
WBT/WBR
150
A
3.5
109
A
4.2
134
Old Brook Road
NBL/NBT/NBR
D
35.4
72
D
36.5
61
SBL/SBT
D
50.2
200
D
37.5
129
Old Brook Road
SBR
60
D
35.6
75
D
36.2
73
Intersection
B
12
B
11.2
4. Rio Road/Northfield Road/Hillsdale Drive
EBL
40
A
4.5
53
A
3
47
Rio Road
EBT/EBR
150
A
7.4
126
A
3.6
106
WBL
120
A
7.8
169
B
12.1
180
Rio Road
WBT/WBR
B
11
232
B
14.3
321
NBL/NBT
100
D
43.7
131
D
46
149
Hillsdale Drive
NBR
D
35.8
109
D
37.8
312
Northfield Road
SBL/SBT/SBR
D
46.4
179
D
37.4
105
Intersection
B
13.4
B
13.9
10
Table 3 ZOZO No guild Conditions Levels of service, Delay, and Queues
Approach
Movement
Storage
AM
LOS
Delay
Queue
LOS
1. Rio Road/Albemarle Square Drive/Mall Drive
Rio Road
EBL
260
A
8.5
66
B
EBT
580
B
10.8
224
C
EBR
580
A
0
0
A
Rio Road
WBL
260
A
7.2
44
B
WBT
890
B
13.4
299
C
WBR
80
A
8.3
130
B
Mall Drive
NBL
300
E
73.3
66
E
NBT
300
E
67.1
18
E
NBR
160
A
0
0
A
Albemarle
Square Drive
SBL
E
66.4
105
F
SBT/SBR
100
E
62.5
88
E
Intersection
B
13.3
C
2. Rio Road/Putt Putt Place
Rio Road
EBL
300
B
12.6
82
B
EBT
890
A
0
2
A
Rio Road
WBT
A
0
2
A
WBR
120
A
0
16
A
Putt Putt Place
SBL
E
37
205
F
SBR
100
C
16.1
100
C
Intersection
A
2.1
A
3. Rio Road/Old Brook Road
Rio Road
EBL
120
A
9.2
95
B
EBT/EBR
B
14
225
B
Rio Road
WBL
50
A
2
38
A
WBT/WBR
150
A
3.3
108
A
Old Brook Road
NBL/NBT/NBR
D
35.2
63
D
Old Brook Road
SBL/SBT
D
48.4
217
D
SBR
60
D
35.4
75
D
Intersection
B
11.6
B
4. Rio Road/Northfield Road/Hillsdale Drive
Rio Road
EBL
40
A
4.3
48
A
EBT/EBR
150
A
7.1
128
A
Rio Road
WBL
120
A
7.3
171
B
WBT/WBR
B
10.8
239
B
Hillsdale Drive
NBL/NBT
100
D
42.9
119
D
NBR
D
35.6
108
D
Northfield Road
SBL/SBT/SBR
D
45.2
179
D
Intersection
B
13.1
B
PM
Delay Queue
18.3
317
22.6
474
0
0
15.6
339
24.5
568
15.7
130
69.3
152
62.3
74
0
10
99.2
333
57.4
100
29.5
14.4 128
0 0
0 0
0 28
69.5 126
18.5 98
2
11.2 199
16.5 401
3.3 56
4.3 137
36.6 57
37.6 116
36.2 74
11.5
2.9 52
3.5 120
13.1 180
14.7 353
46 149
37.8 290
37.5 107
14
laole S LULU tsuiia lAnaixionS Levels OT Jervice, uelay, ano Lzueues
Approach
Movement
Storage
AM
PM
LOS
Delay
I Queue
LOS
Delay
Queue
1. Rio Road/Albemarle Square Drive/Mall Drive
EBL
260
A
9.2
71
B
19.4
340
Rio Road
EBT
580
B
11.4
278
C
23.5
550
EBR
580
A
0
0
A
0
16
WBL
260
A
7.5
56
B
16.7
339
Rio Road
WBT
890
B
14.1
351
C
25.3
591
WBR
80
A
8.5
130
B
15.7
130
NBL
300
E
73.3
69
E
69.3
138
Mall Drive
NBT
300
E
67.1
24
E
62.3
82
NBR
160
A
0
0
A
0
9
Albemarle
SBL
E
65.8
117
F
103.6
336
Square Drive
SBT/SBR
100
E
62.6
86
E
57.4
100
Intersection
B
14.1
C
30.3
2. Rio Road/Putt Putt Place
EBL
300
B
13.4
144
C
16.7
241
Rio Road
EBT
890
A
0
0
A
0
0
NBT
A
0
13
A
0
5
Rio Road
WBR
120
A
0
26
A
0
28
SBL
F
60.6
499
F
83.2
511
Putt Putt Place
SBR
100
C
19
100
C
22
100
Intersection
A
4.3
A
3.8
3. Rio Road/Old Brook Road
EBL
120
A
9.3
104
B
12.1
199
Rio Road
EBT/EBR
B
14.1
222
B
17.1
411
WBL
50
A
2.1
45
A
3.5
55
Rio Road
WBT/WBR
150
A
3.4
126
A
4.8
144
Old Brook Road
NBL/NBT/NBR
D
36
65
D
36.5
62
SBL/SBT
D
49.3
216
D
37.5
93
Old Brook Road
SBR
60
D
36.2
75
D
36.1
72
Intersection
B
11.7
B
11.9
4. Rio Road/Northfield Road/Hillsdale Drive
EBL
40
A
4.2
51
A
3
48
Rio Road
EBT/EBR
150
A
7
134
A
3.6
105
WBL
120
A
7.8
178
B
14.6
180
Rio Road
WBT/WBR
B
10.9
274
B
15.2
307
NBL/NBT
100
D
46.1
134
D
48.4
150
Hillsdale Drive
NBR
D
36.4
91
D
37.7
330
Northfield Road
SBL/SBT/SBR
D
46.2
172
D
37.4
101
Intersection
B
13.2
B
14.4
12
Table 6 2020 Build Conditions Levels of Service, Delay, and Queues with Putt Putt Place Signalized
Approach
Movement
Storage
2020 Build AM
2020 Build PM
LOS
Delay
Queue
LOS
Delay
Q ueue
1. Rio Road/Albemarle Square Drive/Mall Drive
EBL
260
A
9.2
64
B
19.4
340
Rio Road
EBT
580
B
11.4
256
C
23.5
562
EBR
580
A
0
0
A
0
64
WBL
260
A
7.4
45
B
16.4
340
Rio Road
WBT
890
B
13.9
322
C
24.5
610
WBR
80
A
8.5
130
B
15.6
130
NBL
300
E
73.3
66
E
69.3
148
Mall Drive
NBT
300
E
67.1
26
E
62.3
81
NBR
160
A
0
0
A
0
10
Albemarle
SBL
E
65.8
99
F
103.6
336
Square Drive
SBT/SBR
100
E
62.6
92
E
57.4
100
Intersection
B
14
C
29.9
2. Rio Road/Putt Putt Place
EBL
300
A
8.3
123
B
11.9
166
Rio Road
EBT
890
A
3.9
124
A
4
156
WBT
B
12.3
261
B
13.6
301
Rio Road
WBR
120
A
7.5
159
A
7.6
170
SBL
C
25.9
159
C
26.2
142
Putt Putt Place
SBR
100
C
24.1
100
C
27.1
98
Intersection
A
9.7
A
9.9
3. Rio Road/Old Brook Road
EBL
120
A
9.3
139
B
12.1
199
Rio Road
EBT/EBR
B
14.1
240
B
17.1
386
WBL
50
A
2.1
40
A
3.5
59
Rio Road
WBT/WBR
150
A
3.4
114
A
4.8
148
Old Brook Road
NBL/NBT/NBR
D
36
68
D
36.5
61
SBL/SBT
D
49.3
217
D
37.5
108
Old Brook Road
SBR
60
D
36.2
75
D
36.1
74
Intersection
B
11.7
B
11.9
4. Rio Road/Northfield Road/Hillsdale Drive
EBL
40
A
4.2
49
A
3
45
Rio Road
EBT/EBR
150
A
7
127
A
3.6
106
WBL
120
A
7.8
174
B
14.6
180
Rio Road
WBT/WBR
B
10.9
222
B
15.2
319
NBL/NBT
100
D
46.1
134
D
48.4
150
Hillsdale Drive
NBR
D
36.4
103
D
37.7
312
Northfield Road
SBL/SBT/SBR
D
46.2
177
D
37.4
104
Intersection
B
13.2
B
14.4
13
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EPR, P,C. "ENGINEERING & PLANNING RESOURCES"
EPRpc
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendices
EPRPc EPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix A
VDOT Scoping Form
VDOT Virginia Department
Xof Transportation
PRE -SCOPE OF WORK MEETING FORM
Information on the Project
Traffic Impact Analysis Base Assumptions
The applicant is responsible for entering the relevant information and submitting the form to VDOT and the
locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline,
the scope of work meeting may be postponed.
Contact Information
Consultant Name:
Jeanie Alexander, P.E., EPR, P.C.
Tele:
434.989.7681
E-mail:
j.alexander@epr-pc.com
Developer/Owner Name:
Engineer: Scott Collins, P.E., Collins Engineering
Tele:
434.293.3729
E-mail:
scott@collins-engineering.com
Project Information
Project Name:
Arden II Phasee 1
Locality/County:
Albemarle
Project Location:
(Attach regional and site
Northeast side of Rio Road between Albemarle Square Drive and Putt Putt Place
specific location ma
Submission Type
Comp Plan ❑
Rezoning ❑
Site Plan ®
Subd Plat ❑
Project Description:
(Including details on the land
Arden Place is a two phase project. The first phase includes: 150 apartment units, a
use, acreage, phasing, access
120 bed hotel, and 50k sf of self storage space. Only Phase 1 is being analyzed at
location, etc. Attach additional
this time.
sheet if necessary)
Proposed Use(s):
(Check all that apply; attach
Residential ®
Commercial ®
Mixed Use ❑
Other ❑
additional pages as necessary)
Residential Uses(s)
50 units
Number of Units: 150
ITE LU Code(s): 220 apartments
Other Use(s)
ITE LU Code(s): 310 hotel
Commercial Use(s)
ITE LU Code(s): 151 warehouse
Independent Variable(s): 120 beds
Square Ft or Other Variable:
Total Peak Hour Trip
Less than 100 ❑
100 — 499 ®
500 — 999 ❑
1,000 or more ❑
Projection:
It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding
geographic scope, alternate methodology, or other issues can be answered at the scoping meeting.
Traffic Impact Analysis Assumptions
Study Period
Existing Year: 2017
Build -out Year: 2020
Design Year:
North: Limits of property
South: Rio Road
Study Area Boundaries
East: Hillsdale Drive
West: Albemarle Square Drive/Mall Drive
(Attach map)
External Factors That
Could Affect Project
Hillsdale Drive Extension project - adjustments will be made to the trip distribution
(Planned road improvements,
to address this.
other nearby developments)
Consistency With
Current zoning:Highway Commercial (HQ and Commercial (C-1).
Comprehensive Plan
Proposed uses are consistent with the current zoning or are part of a special use
(Land use, transportation plan)
permit for hotels and residential uses permitted within R-15.
Available Traffic Data
VDOT Historical ADTs.
(Historical, forecasts)
Road Name: Rio Road - 60%
Road Name: Hillsdale Drive - 10% to/from
Trip Distribution
to/from west
south
(Attach sketch)
Road Name: Rio Road - 25%
Road Name: Albemarle Square - 3%, Mall
to/from east
Drive - 2%
Annual Vehicle Trip
Peak Period for Study
® AM ® PM ❑ SAT
Growth Rate:
1% per year
(check all that apply)
Peak Hour of the Generator
1.Albemarle Square Dr/Mall
6'
Dr/Rio Rd
2.Rio Road/Putt Putt Place
7.
Study Intersections
3.Old Brook Rd/Rio Rd
8.
and/or Road Segments
(Attach additional sheets as
4.Hillsdale Dr/Northfield Rd/Rio
9'
necessary)
Rd
5.
10.
Trip Adjustment Factors
Internal allowance: El Yes ® No
Pass -by allowance: El Yes ® No
Reduction: s /o trips
Reduction: /o trips
® Synchro ❑ HCS (v.2000/+) ❑ aaSIDRA ❑ CORSIM ® Other simtraffic
Software Methodology
for queuing (average of 10 runs - following TOSAM)
Traffic Signal Proposed
or Affected
Putt Putt Place
(Analysis software to be used,
progression speed, cycle length)
It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding
geographic scope, alternate methodology, or other issues can be answered at the scoping meeting.
EPRpc EPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix B
Traffic Counts
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EPRPc EPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix C
Existing Synchro Printouts
HCM 2010 Signalized Intersection Summary
1: Mall Drive/Albemarle Square & Rio Road 04/21/2017
Moveme
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
Lane Configurations
Vi
++
K
IN
++
?F
Vi
+
if
IN
Traffic Volume (veh/h)
46
866
13
24
1109
88
8
1
5
35
5
29
Future Volume (veh/h)
46
866
13
24
1109
88
8
1
5
35
5
29
Number
1
6
16
5
2
12
7
4
14
3
8
18
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/hlln
1863
1863
1545
1900
1881
1900
1520
1900
1900
1900
1900
1900
Adj Flow Rate, veh/h
49
931
0
26
1192
12
9
1
0
38
5
6
Adj No. of Lanes
1
2
1
1
2
1
1
1
1
1
1
0
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Percent Heavy Veh, %
2
2
23
0
1
0
25
0
0
0
0
0
Cap, veh/h
382
2371
880
471
2340
1057
33
44
37
110
48
57
Arrive On Green
0.06
0.67
0.00
0.05
0.65
0.65
0.02
0.02
0.00
0.06
0.06
0.06
Sat Flow, veh/h
1774
3539
1313
1810
3574
1615
1448
1900
1615
1810
788
945
Grp Volume(v), veh/h
49
931
0
26
1192
12
9
1
0
38
0
11
Grp Sat Flow(s),veh/h/In
1774
1770
1313
1810
1787
1615
1448
1900
1615
1810
0
1733
Q Serve(g_s), s
1.1
16.5
0.0
0.6
24.2
0.4
0.9
0.1
0.0
2.8
0.0
0.8
Cycle Q Clear(g_c), s
1.1
16.5
0.0
0.6
24.2
0.4
0.9
0.1
0.0
2.8
0.0
0.8
Prop In Lane
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.55
Lane Grp Cap(c), veh/h
382
2371
880
471
2340
1057
33
44
37
110
0
105
V/C Ratio(X)
0.13
0.39
0.00
0.06
0.51
0.01
0.27
0.02
0.00
0.35
0.00
0.10
Avail Cap(c_a),veh/h
429
2371
880
533
2340
1057
233
305
260
207
0
198
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
8.2
10.3
0.0
7.2
12.5
8.4
67.2
66.9
0.0
63.1
0.0
62.1
Incr Delay (d2), s/veh
0.2
0.5
0.0
0.1
0.8
0.0
6.0
0.3
0.0
2.6
0.0
0.6
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.6
8.2
0.0
0.3
12.2
0.2
0.4
0.0
0.0
1.5
0.0
0.4
LnGrp Delay(d),s/veh
8.4
10.8
0.0
7.2
13.3
8.4
73.3
67.1
0.0
65.7
0.0
62.8
LnGrp LOS
A
B
A
B
A
E
E
E
E
Approach Vol, veh/h
980
1230
10
49
Approach Delay, s/veh
10.7
13.1
72.7
65.0
Approach LOS
B
B
E
E
imer
Assigned Phs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
16.3
99.5
9.7
14.2
101.6
14.5
Change Period (Y+Rc), s
7.8
7.8
6.5
7.8
7.8
6.0
Max Green Setting (Gmax), s
12.2
61.2
22.5
11.2
62.2
16.0
Max Q Clear Time (g_c+I1), s
3.1
26.2
2.9
2.6
18.5
4.8
Green Ext Time (p-c), s
0.1
30.1
0.0
0.0
36.4
0.1
Intersection Summary
HCM 2010 Ctrl Delay
13.5
HCM 2010 LOS
B
Rio Road -Arden Existing AM Synchro 9 Report
EPR Page 1
HCM 2010 TWSC
2: Rio Road & Putt Putt Place 04/21/2017
Intersection
Int Delay, s/veh
2.3
EBL
EBT
BR
Lane Configurations
Ij
++
++
K
V
Traffic Vol, veh/h
54
816
1067
24
57
103
Future Vol, veh/h
54
816
1067
24
57
103
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
None
-
None
Storage Length
350
-
170
0
100
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
86
86
86
86
86
86
Heavy Vehicles, %
11
3
2
13
4
6
Mvmt Flow
63
949
1241
28
66
120
Major/Minor
Majorl
Major2 Minor2
Conflicting Flow All
1241 0
0 1841
620
Stage 1
- -
- 1241
-
Stage 2
-
600
-
Critical Hdwy
4.32
6.88
7.02
Critical Hdwy Stg 1
-
5.88
-
Critical Hdwy Stg 2
-
5.88
-
Follow-up Hdwy
2.31
3.54
3.36
Pot Cap-1 Maneuver
510
— 65
421
Stage 1
-
232
-
Stage 2
-
505
-
Platoon blocked, %
Mov Cap-1 Maneuver
510
—57
421
Mov Cap-2 Maneuver
-
162
-
Stage 1
232
Stage 2
443
Approach
EB
_ WB
HCM Control Delay, s
0.8
0 25.8
HCM LOS
D
Finor Lane/Major Mvmt
EBL
EBT WBT WBR SBLn1
SBLn2
Capacity (veh/h)
510
162
421
HCM Lane V/C Ratio
0.123
0.409
0.284
HCM Control Delay (s)
13
41.8
16.9
HCM Lane LOS
B
E
C
HCM 95th %tile Q(veh)
0.4
1.8
1.2
Wes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ': All major volume in platoon
Rio Road —Arden Existing AM Synchro 9 Report
EPR Page 2
HCM Signalized Intersection Capacity Analysis
3: Old Brook Drive & Rio Road 04/21/2017
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Vi
+ U
IN
+ T+
+'
K
Traffic Volume (vph)
54
707
14
7
1067
46
20
0
17
126
0
99
Future Volume (vph)
54
707
14
7
1067
46
20
0
17
126
0
99
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.99
0.94
1.00
0.85
Flt Protected
0.95
1.00
0.95
1.00
0.97
0.95
1.00
Satd. Flow (prot)
1770
3560
1583
3554
1736
1787
1599
Flt Permitted
0.19
1.00
0.26
1.00
0.78
0.73
1.00
Satd. Flow (perm)
354
3560
427
3554
1388
1373
1599
Peak -hour factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
Adj. Flow (vph)
61
803
16
8
1212
52
23
0
19
143
0
112
RTOR Reduction (vph)
0
1
0
0
2
0
0
36
0
0
0
97
Lane Group Flow (vph)
61
818
0
8
1263
0
0
6
0
0
143
16
Heavy Vehicles (%)
2%
1%
7%
14%
1%
0%
0%
0%
0%
1%
0%
1%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
NA
Perm
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
8
8
Actuated Green, G (s)
55.5
50.7
70.2
59.4
14.0
14.0
14.0
Effective Green, g (s)
55.5
50.7
70.2
59.4
14.0
14.0
14.0
Actuated g/C Ratio
0.58
0.53
0.73
0.62
0.15
0.15
0.15
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
2.5
2.5
Lane Grp Cap (vph)
274
1876
473
2194
201
199
232
v/s Ratio Prot
c0.01
0.23
0.00
c0.36
v/s Ratio Perm
0.12
0.01
0.00
c0.10
0.01
v/c Ratio
0.22
0.44
0.02
0.58
0.03
0.72
0.07
Uniform Delay, dl
9.2
14.0
4.6
10.9
35.3
39.2
35.5
Progression Factor
1.00
1.00
0.45
0.28
1.00
1.00
1.00
Incremental Delay, d2
0.3
0.3
0.0
0.5
0.1
11.0
0.1
Delay (s)
9.5
14.3
2.1
3.5
35.4
50.2
35.6
Level of Service
A
B
A
A
D
D
D
Approach Delay (s)
14.0
3.5
35.4
43.7
Approach LOS
B
A
D
D
Intersection Summary
HCM 2000 Control Delay
12.0
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.58
Actuated Cycle Length (s)
96.2
Sum of lost time (s)
18.0
Intersection Capacity Utilization
62.5%
ICU Level of Service
B
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden Existing AM Synchro 9 Report
EPR Page 3
HCM Signalized Intersection Capacity Analysis
4: Hillsdala Drive/Northfield Road & Rio Road 04/21/2017
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
SBT
SBR
Lane Configurations
Vi
+ U
IN
+ T+
if
Traffic Volume (vph)
11
745
73
229
1047 4
53
10
102
51
71
22
Future Volume (vph)
11
745
73
229
1047 4
53
10
102
51
71
22
Ideal Flow (vphpl)
1900
1900
1900
1900
1900 1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
0.99
1.00
1.00
1.00
0.85
0.98
Flt Protected
0.95
1.00
0.95
1.00
0.96
1.00
0.98
Satd. Flow (prot)
1805
3458
1719
3573
1618
1495
1814
Flt Permitted
0.22
1.00
0.22
1.00
0.58
1.00
0.85
Satd. Flow (perm)
413
3458
396
3573
974
1495
1578
Peak -hour factor, PH
0.89
0.89
0.89
0.89
0.89 0.89
0.89
0.89
0.89
0.89
0.89
0.89
Adj. Flow (vph)
12
837
82
257
1176 4
60
11
115
57
80
25
RTOR Reduction (vph)
0
6
0
0
0 0
0
0
98
0
6
0
Lane Group Flow (vph)
12
913
0
257
1180 0
0
71
17
0
156
0
Heavy Vehicles (%)
0%
3%
3%
5%
1 % 0%
15%
0%
8%
0%
0%
5%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
Perm
NA
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
4
8
Actuated Green, G (s)
55.5
50.7
70.2
59.4
14.0
14.0
14.0
Effective Green, g (s)
55.5
50.7
70.2
59.4
14.0
14.0
14.0
Actuated g/C Ratio
0.58
0.53
0.73
0.62
0.15
0.15
0.15
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
5.0
2.5
Lane Grp Cap (vph)
307
1822
474
2206
141
217
229
v/s Ratio Prot
0.00
0.26
c0.08
c0.33
v/s Ratio Perm
0.02
c0.32
0.07
0.01
c0.10
v/c Ratio
0.04
0.50
0.54
0.53
0.50
0.08
0.68
Uniform Delay, dl
8.8
14.6
6.8
10.5
37.9
35.5
39.0
Progression Factor
0.51
0.47
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.0
0.4
1.0
0.5
5.8
0.3
7.4
Delay (s)
4.5
7.4
7.8
11.0
43.7
35.8
46.4
Level of Service
A
A
A
B
D
D
D
Approach Delay (s)
7.3
10.4
38.8
46.4
Approach LOS
A
B
D
D
Intersection Summary f
HCM 2000 Control Delay
13.4
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.59
Actuated Cycle Length (s)
96.2
Sum of lost time (s)
18.0
Intersection Capacity Utilization
65.2%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden Existing AM Synchro 9 Report
EPR Page 4
HCM 2010 Signalized Intersection Summary
1: Mall Drive/Albemarle Square & Rio Road 04/21/2017
Moveme
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
Lane Configurations
Vi
++
K
IN
++
?F
Vi
+
if
IN
Traffic Volume (veh/h)
96
1056
60
94
1195
172
70
24
62
178
16
132
Future Volume (veh/h)
96
1056
60
94
1195
172
70
24
62
178
16
132
Number
1
6
16
5
2
12
7
4
14
3
8
18
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/hlln
1900
1881
1900
1900
1881
1900
1881
1900
1900
1900
1900
1900
Adj Flow Rate, veh/h
101
1112
0
99
1258
100
74
25
0
187
17
30
Adj No. of Lanes
1
2
1
1
2
1
1
1
1
1
1
0
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
Percent Heavy Veh, %
0
1
0
0
1
0
1
0
0
0
0
0
Cap, veh/h
300
1949
880
353
1948
880
125
133
113
207
71
125
Arrive On Green
0.07
0.55
0.00
0.07
0.55
0.55
0.07
0.07
0.00
0.11
0.11
0.11
Sat Flow, veh/h
1810
3574
1615
1810
3574
1615
1792
1900
1615
1810
618
1090
Grp Volume(v), veh/h
101
1112
0
99
1258
100
74
25
0
187
0
47
Grp Sat Flow(s),veh/h/In
1810
1787
1615
1810
1787
1615
1792
1900
1615
1810
0
1708
Q Serve(g_s), s
3.2
28.8
0.0
3.1
34.6
4.2
5.6
1.7
0.0
14.3
0.0
3.5
Cycle Q Clear(g_c), s
3.2
28.8
0.0
3.1
34.6
4.2
5.6
1.7
0.0
14.3
0.0
3.5
Prop In Lane
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.64
Lane Grp Cap(c), veh/h
300
1949
880
353
1948
880
125
133
113
207
0
195
V/C Ratio(X)
0.34
0.57
0.00
0.28
0.65
0.11
0.59
0.19
0.00
0.90
0.00
0.24
Avail Cap(c_a),veh/h
330
1949
880
371
1948
880
288
305
260
207
0
195
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
16.7
21.0
0.0
14.6
22.4
15.4
63.2
61.4
0.0
61.2
0.0
56.5
Incr Delay (d2), s/veh
0.9
1.2
0.0
0.6
1.7
0.3
6.2
1.0
0.0
37.9
0.0
0.9
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
1.6
14.5
0.0
1.6
17.4
1.9
3.0
1.0
0.0
9.3
0.0
1.7
LnGrp Delay(d),s/veh
17.6
22.2
0.0
15.2
24.0
15.7
69.3
62.3
0.0
99.2
0.0
57.4
LnGrp LOS
B
C
B
C
B
E
E
F
E
Approach Vol, veh/h
1213
1457
99
234
Approach Delay, s/veh
21.9
22.9
67.6
90.8
Approach LOS
C
C
E
F
mer
2
6
Assigned Phs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
17.6
84.1
16.3
17.6
84.1
22.0
Change Period (Y+Rc), s
7.8
7.8
6.5
7.8
7.8
6.0
Max Green Setting (Gmax), s
12.2
61.2
22.5
11.2
62.2
16.0
Max Q Clear Time (g_c+I1), s
5.2
36.6
7.6
5.1
30.8
16.3
Green Ext Time (p-c), s
0.2
23.1
0.3
0.1
29.0
0.0
Intersection Summary
HCM 2010 Ctrl Delay
29.2
HCM 2010 LOS
C
Rio Road -Arden Existing PM Synchro 9 Report
EPR Page 1
HCM 2010 TWSC
2: Rio Road & Putt Putt Place 04/21/2017
Intersection
Int Delay, s/veh
1.8
EBL
EBT
BT
WBR
Lane Configurations
Ij
++
++
K
V
Traffic Vol, veh/h
114
1129
1261
80
26
121
Future Vol, veh/h
114
1129
1261
80
26
121
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
None
-
None
Storage Length
350
-
170
0
100
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
95
95
95
95
95
95
Heavy Vehicles, %
1
0
1
0
0
1
Mvmt Flow
120
1188
1327
84
27
127
Major/Minor
Majorl
Major2
Minor2
Conflicting Flow All
1327
0
0
2161
664
Stage 1
-
-
-
1327
-
Stage 2
-
834
-
Critical Hdwy
4.12
6.8
6.92
Critical Hdwy Stg 1
-
5.8
-
Critical Hdwy Stg 2
-
5.8
-
Follow-up Hdwy
2.21
3.5
3.31
Pot Cap-1 Maneuver
522
42
406
Stage 1
-
216
-
Stage 2
-
392
-
Platoon blocked, %
Mov Cap-1 Maneuver
522
32
406
Mov Cap-2 Maneuver
-
129
-
Stage 1
216
Stage 2
302
Approach
EB
SB
HCM Control Delay, s
1.3
0
21.9
HCM LOS
C
Finor Lane/Major Mvmt
EBL
EBT WBT WBR SB1_n1
SBLn2
Capacity (veh/h)
522
129
406
HCM Lane V/C Ratio
0.23
0.212
0.314
HCM Control Delay (s)
13.9
40.3
17.9
HCM Lane LOS
B
E
C
HCM 95th %tile Q(veh)
0.9
0.8
1.3
Rio Road —Arden Existing PM Synchro 9 Report
EPR Page 2
HCM Signalized Intersection Capacity Analysis
3: Old Brook Drive & Rio Road 04/21/2017
Movement i
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Vi
+ U
IN
+ T+
+'
K
Traffic Volume (vph)
102
1136
25
20
1221 105
14
1
12
43
2
82
Future Volume (vph)
102
1136
25
20
1221 105
14
1
12
43
2
82
Ideal Flow (vphpl)
1900
1900
1900
1900
1900 1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.99
0.94
1.00
0.85
Flt Protected
0.95
1.00
0.95
1.00
0.97
0.95
1.00
Satd. Flow (prot)
1805
3598
1805
3532
1740
1813
1599
Flt Permitted
0.13
1.00
0.14
1.00
0.85
0.71
1.00
Satd. Flow (perm)
238
3598
262
3532
1523
1356
1599
Peak -hour factor, PH
0.94
0.94
0.94
0.94
0.94 0.94
0.94
0.94
0.94
0.94
0.94
0.94
Adj. Flow (vph)
109
1209
27
21
1299 112
15
1
13
46
2
87
RTOR Reduction (vph)
0
1
0
0
4 0
0
11
0
0
0
74
Lane Group Flow (vph)
109
1235
0
21
1407 0
0
18
0
0
48
13
Heavy Vehicles (%)
0%
0%
0%
0%
1 % 1 %
0%
0%
0%
0%
0%
1 %
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
NA
Perm
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
8
8
Actuated Green, G (s)
62.7
55.3
70.5
59.2
15.4
15.4
15.4
Effective Green, g (s)
62.7
55.3
70.5
59.2
15.4
15.4
15.4
Actuated g/C Ratio
0.63
0.55
0.70
0.59
0.15
0.15
0.15
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
2.5
2.5
Lane Grp Cap (vph)
265
1989
359
2090
234
208
246
v/s Ratio Prot
c0.03
0.34
0.01
c0.40
v/s Ratio Perm
0.23
0.03
0.01
c0.04
0.01
v/c Ratio
0.41
0.62
0.06
0.67
0.08
0.23
0.05
Uniform Delay, dl
9.9
15.2
7.2
13.8
36.2
37.1
36.1
Progression Factor
1.00
1.00
0.43
0.24
1.00
1.00
1.00
Incremental Delay, d2
0.8
0.9
0.0
0.9
0.3
0.4
0.1
Delay (s)
10.7
16.1
3.1
4.2
36.5
37.5
36.2
Level of Service
B
B
A
A
D
D
D
Approach Delay (s)
15.6
4.2
36.5
36.6
Approach LOS
B
A
D
D
Intersection Summary
HCM 2000 Control Delay
11.2
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.57
Actuated Cycle Length (s)
100.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
66.0%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden Existing PM Synchro 9 Report
EPR Page 3
HCM Signalized Intersection Capacity Analysis
4: Hillsdala Drive/Northfield Road & Rio Road 04/21/2017
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
SBT
SBR
PIRW
Lane Configurations
Vi
+ U
IN
+ T+
if
Traffic Volume (vph)
16
1113
56
182
1244 14
86
31
297
25
18
13
Future Volume (vph)
16
1113
56
182
1244 14
86
31
297
25
18
13
Ideal Flow (vphpl)
1900
1900
1900
1900
1900 1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
0.99
1.00
1.00
1.00
0.85
0.97
Flt Protected
0.95
1.00
0.95
1.00
0.96
1.00
0.98
Satd. Flow (prot)
1805
3584
1770
3566
1743
1599
1736
Flt Permitted
0.14
1.00
0.13
1.00
0.76
1.00
0.82
Satd. Flow (perm)
266
3584
246
3566
1376
1599
1448
Peak -hour factor, PH
0.93
0.93
0.93
0.93
0.93 0.93
0.93
0.93
0.93
0.93
0.93
0.93
Adj. Flow (vph)
17
1197
60
196
1338 15
92
33
319
27
19
14
RTOR Reduction (vph)
0
3
0
0
0 0
0
0
270
0
10
0
Lane Group Flow (vph)
17
1254
0
196
1353 0
0
125
49
0
50
0
Heavy Vehicles (%)
0%
0%
0%
2%
1% 7%
7%
0%
1%
4%
0%
8%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
Perm
NA
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
4
8
Actuated Green, G (s)
62.7
55.3
70.5
59.2
15.4
15.4
15.4
Effective Green, g (s)
62.7
55.3
70.5
59.2
15.4
15.4
15.4
Actuated g/C Ratio
0.63
0.55
0.70
0.59
0.15
0.15
0.15
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
5.0
2.5
Lane Grp Cap (vph)
280
1981
345
2111
211
246
222
v/s Ratio Prot
0.00
0.35
c0.06
c0.38
v/s Ratio Perm
0.03
0.34
c0.09
0.03
0.03
v/c Ratio
0.06
0.63
0.57
0.64
0.59
0.20
0.22
Uniform Delay, dl
8.5
15.4
10.3
13.4
39.4
36.9
37.1
Progression Factor
0.35
0.18
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.1
0.7
1.7
0.9
6.6
0.8
0.4
Delay (s)
3.0
3.6
12.1
14.3
46.0
37.8
37.4
Level of Service
A
A
B
B
D
D
D
Approach Delay (s)
3.6
14.0
40.1
37.4
Approach LOS
A
B
D
D
Intersection Summary
HCM 2000 Control Delay
13.9
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.65
Actuated Cycle Length (s)
100.0
Sum of lost time (s)
18.0
Intersection Capacity Utilization
70.9%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden Existing PM Synchro 9 Report
EPR Page 4
EPRPc EPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix D
Existing SimTraffic Printouts
Queuing and Blocking Report
Existing AM 04/21/2017
Intersection: 1: Mall Drive/Albemarle Square & Rio Road
Movement
EB
EB
EB
WB
WB
WB
WB
NB
NB
SB
SB
Directions Served
L
T
T
L
T
T
R
L
T
L
TR
Maximum Queue (ft)
64
241
194
52
276
292
122
80
27
117
95
Average Queue (ft)
22
78
42
14
79
91
18
13
1
36
26
95th Queue (ft)
48
183
126
40
199
222
79
47
10
82
66
Link Distance (ft)
579
579
892
892
293
293
321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
340
340
130
100
Storage Blk Time (%)
0
4
0
1
1
Queuing Penalty (veh)
0
3
1
0
0
Intersection: 2: Rio Road &
Putt Putt
Place
Movement
EB
WB
WB
WB
SB
SB
Directions Served
L
T
T
R
L
R
Maximum Queue (ft)
93
2
2
17
253
100
Average Queue (ft)
29
0
0
1
57
54
95th Queue (ft)
68
2
2
7
157
99
Link Distance (ft)
1338
1338
523
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
350
170
100
Storage Blk Time (%)
5
1
Queuing Penalty (veh)
6
1
Intersection: 3: Old Brook Drive & Rio Road
Movement
EB
EB
EB
WB
WB
WB
NB
SB
SB
Directions Served
L
T
TR
L
T
TR
LTR
LT
R
Maximum Queue (ft)
92
202
233
40
105
109
72
200
75
Average Queue (ft)
30
86
106
4
42
46
21
82
45
95th Queue (ft)
67
162
185
19
83
88
52
160
89
Link Distance (ft)
1338
1338
154
154
417
562
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
200
65
75
Storage Blk Time (%)
0
0
0
3
11
1
Queuing Penalty (veh)
0
0
0
0
11
1
Intersection: 4: Hillsdala Drive/Northfield Road & Rio Road
Movement
EB
EB
EB
WB
WB
WB
NB
NB
SB
Directions Served
L
T
TR
L
T
TR
LT
R
LTR
Maximum Queue (ft)
53
126
122
169
232
219
131
109
179
Average Queue (ft)
9
59
62
72
99
85
50
42
78
95th Queue (ft)
34
106
107
130
182
168
103
80
144
Link Distance (ft)
154
154
817
817
538
524
Upstream Blk Time (%)
0
0
Queuing Penalty (veh)
0
0
Storage Bay Dist (ft)
55
180
150
Storage Blk Time (%)
0
13
0
0
0
Queuing Penalty (veh)
0
1
1
1
0
Network Summary
Network wide Queuing Penalty: 27
Rio Road —Arden SirnTraffic Report
EPR Page 1
Queuing and Blocking Report
Existing PM 04/21/2017
Intersection: 1: Mall Drive/Albemarle Square & Rio Road
Movement
EB
EB
EB
WB
WB
WB
WB
NB
NB
SB
SB
Directions Served
L
T
T
L
T
T
R
L
T
L
TR
Maximum Queue (ft)
317
494
416
339
572
593
130
154
75
336
100
Average Queue (ft)
83
280
228
79
304
326
68
61
23
199
78
95th Queue (ft)
237
447
387
227
525
550
159
120
58
341
129
Link Distance (ft)
579
579
892
892
293
293
321
Upstream Blk Time (%)
0
0
4
Queuing Penalty (veh)
0
0
0
Storage Bay Dist (ft)
340
340
130
100
Storage Blk Time (%)
0
4
0
7
29
1
33
4
Queuing Penalty (veh)
0
4
0
7
50
3
49
8
Intersection: 2: Rio Road &
Putt Putt Place
Movement
EB
WB
SB
SB
Directions Served
L
R
L
R
Maximum Queue (ft)
142
22
175
99
Average Queue (ft)
53
2
37
53
95th Queue (ft)
107
13
117
92
Link Distance (ft)
523
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
350
170
100
Storage Blk Time (%)
2
2
Queuing Penalty (veh)
3
0
Intersection: 3: Old Brook Drive &
Rio Road
Movement
EB
EB
EB
WB
WB
WB
NB
SB
SB
Directions Served
L
T
TR
L
T
TR
LTR
LT
R
Maximum Queue (ft)
199
408
416
54
134
133
61
129
73
Average Queue (ft)
66
154
172
12
59
64
16
31
33
95th Queue (ft)
144
305
322
39
110
112
45
81
69
Link Distance (ft)
1338
1338
154
154
417
562
Upstream Blk Time (%)
0
0
Queuing Penalty (veh)
0
1
Storage Bay Dist (ft)
200
65
75
Storage Blk Time (%)
0
3
0
8
1
1
Queuing Penalty (veh)
0
3
1
2
1
0
Intersection: 4: Hillsdala Drive/Northfield
Road
& Rio
Road
Movement
EB
EB
EB
WB
WB
WB
NB
NB
SB
Directions Served
L
T
TR
L
T
TR
LT
R
LTR
Maximum Queue (ft)
47
106
102
180
321
309
149
312
105
Average Queue (ft)
11
47
42
82
148
149
80
116
38
95th Queue (ft)
37
92
86
155
257
259
146
226
81
Link Distance (ft)
154
154
817
817
538
524
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
55
180
150
Storage Blk Time (%)
0
12
0
3
1
5
Queuing Penalty (veh)
2
2
1
6
2
5
Network Summary
Network wide Queuing Penalty: 151
Rio Road —Arden SirnTraffic Report
EPR Page 1
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637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix E
2020 No Build Synchro Printouts
HCM 2010 Signalized Intersection Summary
1: Mall Drive/Albemarle Square & Rio Road 04/21/2017
Moveme
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
Lane Configurations
Vi
++
K
IN
++
?F
Vi
+
if
IN
Traffic Volume (veh/h)
46
892
13
24
1143
88
8
1
5
35
5
29
Future Volume (veh/h)
46
892
13
24
1143
88
8
1
5
35
5
29
Number
1
6
16
5
2
12
7
4
14
3
8
18
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/hlln
1863
1863
1545
1900
1881
1900
1520
1900
1900
1900
1900
1900
Adj Flow Rate, veh/h
49
959
0
26
1229
12
9
1
0
38
5
0
Adj No. of Lanes
1
2
1
1
2
1
1
1
1
1
1
0
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Percent Heavy Veh, %
2
2
23
0
1
0
25
0
0
0
0
0
Cap, veh/h
373
2381
883
462
2350
1062
33
44
37
105
110
0
Arrive On Green
0.06
0.67
0.00
0.05
0.66
0.66
0.02
0.02
0.00
0.06
0.06
0.00
Sat Flow, veh/h
1774
3539
1313
1810
3574
1615
1448
1900
1615
1810
1900
0
Grp Volume(v), veh/h
49
959
0
26
1229
12
9
1
0
38
5
0
Grp Sat Flow(s),veh/h/In
1774
1770
1313
1810
1787
1615
1448
1900
1615
1810
1900
0
Q Serve(g_s), s
1.1
17.0
0.0
0.6
25.1
0.4
0.9
0.1
0.0
2.8
0.3
0.0
Cycle Q Clear(g_c), s
1.1
17.0
0.0
0.6
25.1
0.4
0.9
0.1
0.0
2.8
0.3
0.0
Prop In Lane
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
Lane Grp Cap(c), veh/h
373
2381
883
462
2350
1062
33
44
37
105
110
0
V/C Ratio(X)
0.13
0.40
0.00
0.06
0.52
0.01
0.27
0.02
0.00
0.36
0.05
0.00
Avail Cap(c_a),veh/h
419
2381
883
524
2350
1062
233
305
260
207
217
0
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
1.00
0.00
Uniform Delay (d), s/veh
8.2
10.3
0.0
7.1
12.5
8.3
67.2
66.9
0.0
63.4
62.3
0.0
Incr Delay (d2), s/veh
0.2
0.5
0.0
0.1
0.8
0.0
6.0
0.3
0.0
3.0
0.2
0.0
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.6
8.4
0.0
0.3
12.6
0.2
0.4
0.0
0.0
1.5
0.2
0.0
LnGrp Delay(d),s/veh
8.5
10.8
0.0
7.2
13.4
8.3
73.3
67.1
0.0
66.4
62.5
0.0
LnGrp LOS
A
B
A
B
A
E
E
E
E
Approach Vol, veh/h
1008
1267
10
43
Approach Delay, s/veh
10.7
13.2
72.7
66.0
Approach LOS
B
B
E
E
mer
7
Assigned Phs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
16.3
99.8
9.7
14.2
102.0
14.1
Change Period (Y+Rc), s
7.8
7.8
6.5
7.8
7.8
6.0
Max Green Setting (Gmax), s
12.2
61.2
22.5
11.2
62.2
16.0
Max Q Clear Time (g_c+l l ), s
3.1
27.1
2.9
2.6
19.0
4.8
Green Ext Time (p-c), s
0.1
29.9
0.0
0.0
36.8
0.1
Intersection Summary
HCM 2010 Ctrl Delay
13.3
HCM 2010 LOS
B
Rio Road -Arden 2020 No Build AM Synchro 9 Report
EPR Page 1
HCM 2010 TWSC
2: Rio Road & Putt Putt Place 04/21/2017
Intersection
Int Delay, s/veh
2.1
EBL
EBT
_ WBT
WBR
Lane Configurations
Ij
++
++
K
Vi
if
Traffic Vol, veh/h
54
841
1099
24
57
103
Future Vol, veh/h
54
841
1099
24
57
103
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
None
-
None
Storage Length
350
-
170
0
100
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
92
92
92
92
92
92
Heavy Vehicles, %
11
3
2
13
4
6
Mvmt Flow
59
914
1195
26
62
112
Major/Minor
Minor2
Conflicting Flow All
1195
0
0
1769
597
Stage 1
-
-
-
1195
-
Stage 2
-
574
-
Critical Hdwy
4.32
6.88
7.02
Critical Hdwy Stg 1
-
5.88
-
Critical Hdwy Stg 2
-
5.88
-
Follow-up Hdwy
2.31
3.54
3.36
Pot Cap-1 Maneuver
532
73
436
Stage 1
-
246
-
Stage 2
-
521
-
Platoon blocked, %
Mov Cap-1 Maneuver
532
65
436
Mov Cap-2 Maneuver
-
173
-
Stage 1
246
Stage 2
463
Approach
EB
_ WB
SB
HCM Control Delay, s
0.8
0
23.5
HCM LOS
C
Finor Lane/Major Mvmt
EBL
EBT WBT WBR S131_n1
SBLn2
Capacity (veh/h)
532
173
436
HCM Lane V/C Ratio
0.11
0.358
0.257
HCM Control Delay (s)
12.6
37
16.1
HCM Lane LOS
B
E
C
HCM 95th %tile Q(veh)
0.4
1.5
1
Rio Road —Arden 2020 No Build AM Synchro 9 Report
EPR Page 2
HCM Signalized Intersection Capacity Analysis
3: Old Brook Drive & Rio Road 04/21/2017
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SOW
SBT
SBR
Lane Configurations
Vi
+ U
IN
+ T+
+'
K
Traffic Volume (vph)
54
728
14
7
1099
46
20
0
17
126
0
99
Future Volume (vph)
54
728
14
7
1099
46
20
0
17
126
0
99
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.99
0.94
1.00
0.85
Flt Protected
0.95
1.00
0.95
1.00
0.97
0.95
1.00
Satd. Flow (prot)
1770
3560
1583
3554
1737
1787
1599
Flt Permitted
0.20
1.00
0.26
1.00
0.78
0.73
1.00
Satd. Flow (perm)
364
3560
437
3554
1391
1375
1599
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)
59
791
15
8
1195
50
22
0
18
137
0
108
RTOR Reduction (vph)
0
1
0
0
2
0
0
34
0
0
0
93
Lane Group Flow (vph)
59
805
0
8
1243
0
0
6
0
0
137
15
Heavy Vehicles (%)
2%
1%
7%
14%
1%
0%
0%
0%
0%
1%
0%
1%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
NA
Perm
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
8
8
Actuated Green, G (s)
55.1
50.3
69.5
58.7
13.6
13.6
13.6
Effective Green, g (s)
55.1
50.3
69.5
58.7
13.6
13.6
13.6
Actuated g/C Ratio
0.58
0.53
0.73
0.62
0.14
0.14
0.14
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
2.5
2.5
Lane Grp Cap (vph)
281
1882
478
2193
198
196
228
v/s Ratio Prot
c0.01
0.23
0.00
c0.35
v/s Ratio Perm
0.11
0.01
0.00
c0.10
0.01
v/c Ratio
0.21
0.43
0.02
0.57
0.03
0.70
0.07
Uniform Delay, dl
9.0
13.6
4.5
10.7
35.1
38.8
35.3
Progression Factor
1.00
1.00
0.45
0.26
1.00
1.00
1.00
Incremental Delay, d2
0.3
0.3
0.0
0.5
0.1
9.6
0.1
Delay (s)
9.2
14.0
2.0
3.3
35.2
48.4
35.4
Level of Service
A
B
A
A
D
D
D
Approach Delay (s)
13.6
3.3
35.2
42.6
Approach LOS
B
A
D
D
Intersection Summary
HCM 2000 Control Delay
11.6
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.57
Actuated Cycle Length (s)
95.1
Sum of lost time (s)
18.0
Intersection Capacity Utilization
63.3%
ICU Level of Service
B
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden 2020 No Build AM Synchro 9 Report
EPR Page 3
HCM Signalized Intersection Capacity Analysis
4: Hillsdala Drive/Northfield Road & Rio Road 04/21/2017
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
SBT
SBR
Lane Configurations
Vi
+ U
IN
+ T+
if
Traffic Volume (vph)
11
768
73
229
1079 4
53
10
102
51
71
22
Future Volume (vph)
11
768
73
229
1079 4
53
10
102
51
71
22
Ideal Flow (vphpl)
1900
1900
1900
1900
1900 1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
0.99
1.00
1.00
1.00
0.85
0.98
Flt Protected
0.95
1.00
0.95
1.00
0.96
1.00
0.98
Satd. Flow (prot)
1805
3459
1719
3573
1619
1495
1814
Flt Permitted
0.22
1.00
0.22
1.00
0.59
1.00
0.86
Satd. Flow (perm)
414
3459
401
3573
996
1495
1579
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)
12
835
79
249
1173 4
58
11
111
55
77
24
RTOR Reduction (vph)
0
6
0
0
0 0
0
0
95
0
6
0
Lane Group Flow (vph)
12
908
0
249
1177 0
0
69
16
0
150
0
Heavy Vehicles (%)
0%
3%
3%
5%
1% 0%
15%
0%
8%
0%
0%
5%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
Perm
NA
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
4
8
Actuated Green, G (s)
55.1
50.3
69.5
58.7
13.6
13.6
13.6
Effective Green, g (s)
55.1
50.3
69.5
58.7
13.6
13.6
13.6
Actuated g/C Ratio
0.58
0.53
0.73
0.62
0.14
0.14
0.14
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
5.0
2.5
Lane Grp Cap (vph)
310
1829
475
2205
142
213
225
v/s Ratio Prot
0.00
0.26
c0.07
c0.33
v/s Ratio Perm
0.02
0.31
0.07
0.01
c0.10
v/c Ratio
0.04
0.50
0.52
0.53
0.49
0.07
0.67
Uniform Delay, dl
8.6
14.3
6.5
10.4
37.5
35.3
38.6
Progression Factor
0.50
0.47
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.0
0.4
0.8
0.5
5.4
0.3
6.6
Delay (s)
4.3
7.1
7.3
10.8
42.9
35.6
45.2
Level of Service
A
A
A
B
D
D
D
Approach Delay (s)
7.1
10.2
38.4
45.2
Approach LOS
A
B
D
D
Intersection Summary
HCM 2000 Control Delay
13.1
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.58
Actuated Cycle Length (s)
95.1
Sum of lost time (s)
18.0
Intersection Capacity Utilization
65.8%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden 2020 No Build AM Synchro 9 Report
EPR Page 4
HCM 2010 Signalized Intersection Summary
1: Mall Drive/Albemarle Square & Rio Road 04/21/2017
Moveme
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
Lane Configurations
Vi
++
K
IN
++
?F
Vi
+
if
IN
Traffic Volume (veh/h)
96
1088
60
94
1231
172
70
24
62
178
16
132
Future Volume (veh/h)
96
1088
60
94
1231
172
70
24
62
178
16
132
Number
1
6
16
5
2
12
7
4
14
3
8
18
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/hlln
1900
1881
1900
1900
1881
1900
1881
1900
1900
1900
1900
1900
Adj Flow Rate, veh/h
101
1145
0
99
1296
100
74
25
0
187
17
30
Adj No. of Lanes
1
2
1
1
2
1
1
1
1
1
1
0
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
Percent Heavy Veh, %
0
1
0
0
1
0
1
0
0
0
0
0
Cap, veh/h
291
1949
880
343
1948
880
125
133
113
207
71
125
Arrive On Green
0.07
0.55
0.00
0.07
0.55
0.55
0.07
0.07
0.00
0.11
0.11
0.11
Sat Flow, veh/h
1810
3574
1615
1810
3574
1615
1792
1900
1615
1810
618
1090
Grp Volume(v), veh/h
101
1145
0
99
1296
100
74
25
0
187
0
47
Grp Sat Flow(s),veh/h/In
1810
1787
1615
1810
1787
1615
1792
1900
1615
1810
0
1708
Q Serve(g_s), s
3.2
30.0
0.0
3.1
36.2
4.2
5.6
1.7
0.0
14.3
0.0
3.5
Cycle Q Clear(g_c), s
3.2
30.0
0.0
3.1
36.2
4.2
5.6
1.7
0.0
14.3
0.0
3.5
Prop In Lane
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.64
Lane Grp Cap(c), veh/h
291
1949
880
343
1948
880
125
133
113
207
0
195
V/C Ratio(X)
0.35
0.59
0.00
0.29
0.67
0.11
0.59
0.19
0.00
0.90
0.00
0.24
Avail Cap(c_a),veh/h
322
1949
880
361
1948
880
288
305
260
207
0
195
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
17.3
21.3
0.0
15.0
22.7
15.4
63.2
61.4
0.0
61.2
0.0
56.5
Incr Delay (d2), s/veh
1.0
1.3
0.0
0.7
1.8
0.3
6.2
1.0
0.0
37.9
0.0
0.9
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
1.7
15.1
0.0
1.6
18.3
1.9
3.0
1.0
0.0
9.3
0.0
1.7
LnGrp Delay(d),s/veh
18.3
22.6
0.0
15.6
24.5
15.7
69.3
62.3
0.0
99.2
0.0
57.4
LnGrp LOS
B
C
B
C
B
E
E
F
E
Approach Vol, veh/h
1246
1495
99
234
Approach Delay, s/veh
22.3
23.4
67.6
90.8
Approach LOS
C
C
E
F
mer
6
Assigned Phs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
17.6
84.1
16.3
17.6
84.1
22.0
Change Period (Y+Rc), s
7.8
7.8
6.5
7.8
7.8
6.0
Max Green Setting (Gmax), s
12.2
61.2
22.5
11.2
62.2
16.0
Max Q Clear Time (g_c+l l ), s
5.2
38.2
7.6
5.1
32.0
16.3
Green Ext Time (p-c), s
0.2
21.8
0.3
0.1
28.2
0.0
Intersection Summary
HCM 2010 Ctrl Delay
29.5
HCM 2010 LOS
C
Rio Road -Arden 2020 No Build PM Synchro 9 Report
EPR Page 1
HCM 2010 TWSC
2: Rio Road & Putt Putt Place 04/21/2017
Intersection
Int Delay, s/veh
2
EBL
EBT
Lane Configurations
Ij
++
++
K
Vi
if
Traffic Vol, veh/h
114
1163
1299
80
26
121
Future Vol, veh/h
114
1163
1299
80
26
121
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
None
-
None
Storage Length
350
-
170
0
100
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
95
95
95
95
95
95
Heavy Vehicles, %
1
0
1
0
0
1
Mvmt Flow
120
1224
1367
84
27
127
Major/Minor
Majorl
Major2 'A Minor2
Conflicting Flow All
1367 0
0 2219
684
Stage 1
- -
- 1367
-
Stage 2
-
852
-
Critical Hdwy
4.12
7.5
6.92
Critical Hdwy Stg 1
-
6.5
-
Critical Hdwy Stg 2
-
6.5
-
Follow-up Hdwy
2.21
3.5
3.31
Pot Cap-1 Maneuver
504
— 25
393
Stage 1
-
158
-
Stage 2
-
325
-
Platoon blocked, %
Mov Cap-1 Maneuver
504
— 20
393
Mov Cap-2 Maneuver
-
82
-
Stage 1
120
Stage 2
248
Approach
EB
HCM Control Delay, s
1.3
0 27.5
HCM LOS
D
Ftinor Lane/Major Mvmt
EBL
EBT WBT WBR SBLnl
SBLn2
Capacity (veh/h)
504
82
393
HCM Lane V/C Ratio
0.238
0.334
0.324
HCM Control Delay (s)
14.4
69.5
18.5
HCM Lane LOS
B
F
C
HCM 95th %tile Q(veh)
0.9
1.3
1.4
Wes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ': All major volume in platoon
Rio Road —Arden 2020 No Build PM Synchro 9 Report
EPR Page 2
HCM Signalized Intersection Capacity Analysis
3: Old Brook Drive & Rio Road 04/21/2017
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBI
�
SM
Lane Configurations
Vi
+ U
IN
+ T+
+'
K
Traffic Volume (vph)
102
1170
25
20
1258
105
14
1
12
43
2
82
Future Volume (vph)
102
1170
25
20
1258
105
14
1
12
43
2
82
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.99
0.94
1.00
0.85
Flt Protected
0.95
1.00
0.95
1.00
0.97
0.95
1.00
Satd. Flow (prot)
1805
3599
1805
3533
1740
1813
1599
Flt Permitted
0.12
1.00
0.13
1.00
0.85
0.71
1.00
Satd. Flow (perm)
221
3599
242
3533
1523
1356
1599
Peak -hour factor, PHF
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
Adj. Flow (vph)
109
1245
27
21
1338
112
15
1
13
46
2
87
RTOR Reduction (vph)
0
1
0
0
3
0
0
11
0
0
0
74
Lane Group Flow (vph)
109
1271
0
21
1447
0
0
18
0
0
48
13
Heavy Vehicles (%)
0%
0%
0%
0%
1%
1%
0%
0%
0%
0%
0%
1%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
NA
Perm
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
8
8
Actuated Green, G (s)
62.6
55.2
70.8
59.3
15.4
15.4
15.4
Effective Green, g (s)
62.6
55.2
70.8
59.3
15.4
15.4
15.4
Actuated g/C Ratio
0.63
0.55
0.71
0.59
0.15
0.15
0.15
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
2.5
2.5
Lane Grp Cap (vph)
255
1984
350
2092
234
208
246
v/s Ratio Prot
c0.03
0.35
0.01
c0.41
v/s Ratio Perm
0.23
0.04
0.01
c0.04
0.01
v/c Ratio
0.43
0.64
0.06
0.69
0.08
0.23
0.05
Uniform Delay, dl
10.4
15.6
7.5
14.1
36.3
37.2
36.1
Progression Factor
1.00
1.00
0.43
0.24
1.00
1.00
1.00
Incremental Delay, d2
0.8
1.0
0.0
1.0
0.3
0.4
0.1
Delay (s)
11.2
16.5
3.3
4.3
36.6
37.6
36.2
Level of Service
B
B
A
A
D
D
D
Approach Delay (s)
16.1
4.3
36.6
36.7
Approach LOS
B
A
D
D
Intersection Summary
HCM 2000 Control Delay
11.5
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.58
Actuated Cycle Length (s)
100.1
Sum of lost time (s)
18.0
Intersection Capacity Utilization
67.0%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden 2020 No Build PM Synchro 9 Report
EPR Page 3
HCM Signalized Intersection Capacity Analysis
4: Hillsdala Drive/Northfield Road & Rio Road 04/21/2017
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
-
Lane Configurations
Vi
+ U
IN
+ T+
if
Traffic Volume (vph)
16
1147
56
182
1282 14
86
31
297
25
18
13
Future Volume (vph)
16
1147
56
182
1282 14
86
31
297
25
18
13
Ideal Flow (vphpl)
1900
1900
1900
1900
1900 1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
0.99
1.00
1.00
1.00
0.85
0.97
Flt Protected
0.95
1.00
0.95
1.00
0.96
1.00
0.98
Satd. Flow (prot)
1805
3585
1770
3566
1743
1599
1736
Flt Permitted
0.13
1.00
0.12
1.00
0.76
1.00
0.82
Satd. Flow (perm)
248
3585
228
3566
1377
1599
1448
Peak -hour factor, PH
0.93
0.93
0.93
0.93
0.93 0.93
0.93
0.93
0.93
0.93
0.93
0.93
Adj. Flow (vph)
17
1233
60
196
1378 15
92
33
319
27
19
14
RTOR Reduction (vph)
0
3
0
0
0 0
0
0
270
0
10
0
Lane Group Flow (vph)
17
1290
0
196
1393 0
0
125
49
0
50
0
Heavy Vehicles (%)
0%
0%
0%
2%
1% 7%
7%
0%
1%
4%
0%
8%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
Perm
NA
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
4
8
Actuated Green, G (s)
62.6
55.2
70.8
59.3
15.4
15.4
15.4
Effective Green, g (s)
62.6
55.2
70.8
59.3
15.4
15.4
15.4
Actuated g/C Ratio
0.63
0.55
0.71
0.59
0.15
0.15
0.15
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
5.0
2.5
Lane Grp Cap (vph)
270
1976
338
2112
211
246
222
v/s Ratio Prot
0.00
0.36
c0.07
c0.39
v/s Ratio Perm
0.03
0.34
c0.09
0.03
0.03
v/c Ratio
0.06
0.65
0.58
0.66
0.59
0.20
0.22
Uniform Delay, dl
8.8
15.7
11.2
13.6
39.4
37.0
37.1
Progression Factor
0.32
0.17
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.1
0.8
2.0
1.0
6.6
0.8
0.4
Delay (s)
2.9
3.5
13.1
14.7
46.0
37.8
37.5
Level of Service
A
A
B
B
D
D
D
Approach Delay (s)
3.5
14.5
40.1
37.5
Approach LOS
A
B
D
D
Intersection Summary
HCM 2000 Control Delay
14.0
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.66
Actuated Cycle Length (s)
100.1
Sum of lost time (s)
18.0
Intersection Capacity Utilization
71.9%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden 2020 No Build PM Synchro 9 Report
EPR Page 4
EPRPc EPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix F
2020 No Build SimTraffic Printouts
Queuing and Blocking Report
2020 No Build AM 04/21/2017
Intersection: 1: Mall Drive/Albemarle Square & Rio Road
Movement
EB
EB
EB
WB
WB
WB
WB
NB
NB
SB
SB
Directions Served
L
T
T
L
T
T
R
L
T
L
TR
Maximum Queue (ft)
66
224
174
44
294
299
130
66
18
105
88
Average Queue (ft)
23
77
42
13
75
91
23
11
1
34
26
95th Queue (ft)
50
176
119
36
201
223
93
42
8
78
62
Link Distance (ft)
579
579
892
892
293
293
321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
340
340
130
100
Storage Blk Time (%)
0
0
4
0
1
0
Queuing Penalty (veh)
0
0
3
1
0
0
Intersection: 2: Rio Road &
Putt Putt Place
Movement
EB
EB
WB
WB
WB
SB
SB
Directions Served
L
T
T
T
R
L
R
Maximum Queue (ft)
82
2
2
2
16
205
100
Average Queue (ft)
26
0
0
0
0
57
55
95th Queue (ft)
64
2
2
2
5
143
101
Link Distance (ft)
892
1338
1338
523
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
350
170
100
Storage Blk Time (%)
5
1
Queuing Penalty (veh)
5
1
Intersection: 3: Old Brook Drive &
Rio Road
Movement
EB
EB
EB
WB
WB
WB
NB
SB
SB
Directions Served
L
T
TR
L
T
TR
LTR
LT
R
Maximum Queue (ft)
95
195
225
38
105
108
63
217
75
Average Queue (ft)
31
89
109
3
41
45
20
79
49
95th Queue (ft)
69
162
190
19
83
87
50
160
91
Link Distance (ft)
1338
1338
154
154
417
562
Upstream Blk Time (%)
0
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
200
65
75
Storage Blk Time (%)
0
0
2
12
1
Queuing Penalty (veh)
0
0
0
12
1
Intersection: 4: Hillsdala Drive/Northfield
Road
& Rio
Road
Movement
EB
EB
EB
WB
WB
WB
NB
NB
SB
Directions Served
L
T
TR
L
T
TR
LT
R
LTR
Maximum Queue (ft)
48
125
128
171
239
209
119
108
179
Average Queue (ft)
8
62
61
79
101
89
46
41
81
95th Queue (ft)
32
109
108
146
189
170
94
77
142
Link Distance (ft)
154
154
817
817
538
524
Upstream Blk Time (%)
0
0
Queuing Penalty (veh)
0
0
Storage Bay Dist (ft)
55
180
150
Storage Blk Time (%)
0
14
0
1
0
Queuing Penalty (veh)
0
2
1
2
0
Network Summary
Network wide Queuing Penalty: 28
Rio Road —Arden SirnTraffic Report
EPR Page 1
Queuing and Blocking Report
2020 No Build PM 04/21/2017
Intersection: 1: Mall Drive/Albemarle Square & Rio Road
Movement
EB
EB
EB
WB
WB
WB
WB
NB
NB
NB
SB
SB
Directions Served
L
T
T
L
T
T
R
L
T
R
L
TR
Maximum Queue (ft)
317
474
432
339
551
568
130
152
74
10
333
100
Average Queue (ft)
73
274
227
88
313
333
67
63
24
0
204
80
95th Queue (ft)
194
423
380
253
523
546
157
123
61
9
346
128
Link Distance (ft)
579
579
892
892
293
293
321
Upstream Blk Time (%)
5
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
340
340
130
200
100
Storage Blk Time (%)
0
3
0
8
29
0
35
4
Queuing Penalty (veh)
0
3
0
7
51
3
51
7
Intersection: 2: Rio Road &
Putt Putt Place
Movement
EB
WB
SB
SB
Directions Served
L
R
L
R
Maximum Queue (ft)
128
28
126
98
Average Queue (ft)
54
2
31
53
95th Queue (ft)
106
15
80
90
Link Distance (ft)
523
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
350
170
100
Storage Blk Time (%)
1
1
Queuing Penalty (veh)
1
0
Intersection: 3: Old Brook Drive &
Rio Road
Movement
EB
EB
EB
WB
WB
WB
NB
SB
SB
Directions Served
L
T
TR
L
T
TR
LTR
LT
R
Maximum Queue (ft)
199
394
401
56
131
137
57
116
74
Average Queue (ft)
73
160
182
13
58
66
15
33
35
95th Queue (ft)
163
317
340
39
105
115
43
81
71
Link Distance (ft)
1338
1338
154
154
417
562
Upstream Blk Time (%)
0
0
Queuing Penalty (veh)
0
1
Storage Bay Dist (ft)
200
65
75
Storage Blk Time (%)
0
3
0
9
1
1
Queuing Penalty (veh)
0
4
0
2
1
0
Intersection: 4: Hillsdala Drive/Northfield
Road
& Rio
Road
Movement
EB
EB
EB
WB
WB
WB
NB
NB
SB
Directions Served
L
T
TR
L
T
TR
LT
R
LTR
Maximum Queue (ft)
52
120
104
180
353
337
149
290
107
Average Queue (ft)
14
49
44
87
158
152
79
112
39
95th Queue (ft)
41
96
88
170
281
277
147
212
84
Link Distance (ft)
154
154
817
817
538
524
Upstream Blk Time (%)
0
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
55
180
150
Storage Blk Time (%)
1
13
0
4
1
3
Queuing Penalty (veh)
3
2
2
7
2
4
Network Summary
Network wide Queuing Penalty: 152
Rio Road —Arden SirnTraffic Report
EPR Page 1
EPRPc EPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix G
2020 Build Synchro Printouts
HCM 2010 Signalized Intersection Summary
1: Mall Drive/Albemarle Square & Rio Road 04/21/2017
Moveme
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
I SBL
Lane Configurations
Vi
++
K
IN
++
?F
Vi
+
if
IN
Traffic Volume (veh/h)
46
931
13
26
1202
91
8
1
6
37
5
29
Future Volume (veh/h)
46
931
13
26
1202
91
8
1
6
37
5
29
Number
1
6
16
5
2
12
7
4
14
3
8
18
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/hlln
1863
1863
1545
1900
1881
1900
1520
1900
1900
1900
1900
1900
Adj Flow Rate, veh/h
49
1001
0
28
1292
15
9
1
0
40
5
6
Adj No. of Lanes
1
2
1
1
2
1
1
1
1
1
1
0
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Percent Heavy Veh, %
2
2
23
0
1
0
25
0
0
0
0
0
Cap, veh/h
351
2362
876
444
2337
1056
33
44
37
111
49
58
Arrive On Green
0.06
0.67
0.00
0.05
0.65
0.65
0.02
0.02
0.00
0.06
0.06
0.06
Sat Flow, veh/h
1774
3539
1313
1810
3574
1615
1448
1900
1615
1810
788
945
Grp Volume(v), veh/h
49
1001
0
28
1292
15
9
1
0
40
0
11
Grp Sat Flow(s),veh/h/In
1774
1770
1313
1810
1787
1615
1448
1900
1615
1810
0
1733
Q Serve(g_s), s
1.1
18.4
0.0
0.7
27.4
0.5
0.9
0.1
0.0
3.0
0.0
0.8
Cycle Q Clear(g_c), s
1.1
18.4
0.0
0.7
27.4
0.5
0.9
0.1
0.0
3.0
0.0
0.8
Prop In Lane
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.55
Lane Grp Cap(c), veh/h
351
2362
876
444
2337
1056
33
44
37
111
0
107
V/C Ratio(X)
0.14
0.42
0.00
0.06
0.55
0.01
0.27
0.02
0.00
0.36
0.00
0.10
Avail Cap(c_a),veh/h
398
2362
876
503
2337
1056
233
305
260
207
0
198
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
8.9
10.8
0.0
7.4
13.1
8.5
67.2
66.9
0.0
63.0
0.0
62.0
Incr Delay (d2), s/veh
0.3
0.6
0.0
0.1
0.9
0.0
6.0
0.3
0.0
2.8
0.0
0.6
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.6
9.1
0.0
0.3
13.8
0.2
0.4
0.0
0.0
1.6
0.0
0.4
LnGrp Delay(d),s/veh
9.2
11.4
0.0
7.5
14.1
8.5
73.3
67.1
0.0
65.8
0.0
62.6
LnGrp LOS
A
B
A
B
A
E
E
E
E
Approach Vol, veh/h
1050
1335
10
51
Approach Delay, s/veh
11.3
13.9
72.7
65.1
Approach LOS
B
B
E
E
Assigned Phs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
16.3
99.3
9.7
14.4
101.2
14.6
Change Period (Y+Rc), s
7.8
7.8
6.5
7.8
7.8
6.0
Max Green Setting (Gmax), s
12.2
61.2
22.5
11.2
62.2
16.0
Max Q Clear Time (g_c+l l ), s
3.1
29.4
2.9
2.7
20.4
5.0
Green Ext Time (p-c), s
0.1
28.7
0.0
0.0
36.8
0.1
Intersection Summary
HCM 2010 Ctrl Delay 14.1
HCM 2010 LOS B
Rio Road -Arden 2020 Build AM Synchro 9 Report
EPR Page 1
HCM 2010 TWSC
2: Rio Road & Putt Putt Place 04/21/2017
Intersection
Int Delay, s/veh
4.3
EBL
EBT
_ WBT
WBR
SBL
SBR —
Lane Configurations
Ij
++
++
K
Vi
if
Traffic Vol, veh/h
96
841
1099
47
92
167
Future Vol, veh/h
96
841
1099
47
92
167
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
None
-
None
Storage Length
350
-
170
0
100
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
92
92
92
92
92
92
Heavy Vehicles, %
11
3
2
13
4
6
Mvmt Flow
104
914
1195
51
100
182
Major/Minor
_ Minor2
Conflicting Flow All
1195 0
0 1861
597
Stage 1
- -
- 1195
-
Stage 2
-
666
-
Critical Hdwy
4.32
6.88
7.02
Critical Hdwy Stg 1
-
5.88
-
Critical Hdwy Stg 2
-
5.88
-
Follow-up Hdwy
2.31
3.54
3.36
Pot Cap-1 Maneuver
532
— 63
436
Stage 1
-
246
-
Stage 2
-
467
-
Platoon blocked, %
Mov Cap-1 Maneuver
532
— 51
436
Mov Cap-2 Maneuver
-
158
-
Stage 1
246
Stage 2
376
Approach
EB
HCM Control Delay, s
1.4
0 33.8
HCM LOS
D
Finor Lane/Major Mvmt
EBL
EBT WBT WBR SB1_n1
SBLn2
Capacity (veh/h)
532
158
436
HCM Lane V/C Ratio
0.196
0.633
0.416
HCM Control Delay (s)
13.4
60.6
19
HCM Lane LOS
B
F
C
HCM 95th %tile Q(veh)
0.7
3.5
2
Wes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ': All major volume in platoon
Rio Road —Arden 2020 Build AM Synchro 9 Report
EPR Page 2
HCM Signalized Intersection Capacity Analysis
3: Old Brook Drive & Rio Road 04/21/2017
Movement
EBL
EQ)♦EBR
WBL
WBT
WBR
NBL
NBT
NBR
SM7--
SBT
SBR
Lane Configurations
Vi
+ U
IN
+ T+
+'
K
Traffic Volume (vph)
54
763
14
7
1122
46
20
0
17
126
0
99
Future Volume (vph)
54
763
14
7
1122
46
20
0
17
126
0
99
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.99
0.94
1.00
0.85
Flt Protected
0.95
1.00
0.95
1.00
0.97
0.95
1.00
Satd. Flow (prot)
1770
3561
1583
3555
1737
1787
1599
Flt Permitted
0.19
1.00
0.25
1.00
0.78
0.73
1.00
Satd. Flow (perm)
351
3561
415
3555
1394
1375
1599
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)
59
829
15
8
1220
50
22
0
18
137
0
108
RTOR Reduction (vph)
0
1
0
0
2
0
0
34
0
0
0
93
Lane Group Flow (vph)
59
843
0
8
1268
0
0
6
0
0
137
15
Heavy Vehicles (%)
2%
1%
7%
14%
1%
0%
0%
0%
0%
1%
0%
1%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
NA
Perm
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
8
8
Actuated Green, G (s)
56.9
52.1
71.4
60.6
13.9
13.9
13.9
Effective Green, g (s)
56.9
52.1
71.4
60.6
13.9
13.9
13.9
Actuated g/C Ratio
0.58
0.54
0.73
0.62
0.14
0.14
0.14
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
2.5
2.5
Lane Grp Cap (vph)
275
1906
464
2214
199
196
228
v/s Ratio Prot
c0.01
0.24
0.00
c0.36
v/s Ratio Perm
0.11
0.01
0.00
c0.10
0.01
v/c Ratio
0.21
0.44
0.02
0.57
0.03
0.70
0.07
Uniform Delay, dl
9.0
13.8
4.6
10.8
35.9
39.7
36.1
Progression Factor
1.00
1.00
0.45
0.27
1.00
1.00
1.00
Incremental Delay, d2
0.3
0.3
0.0
0.5
0.1
9.6
0.1
Delay (s)
9.3
14.1
2.1
3.4
36.0
49.3
36.2
Level of Service
A
B
A
A
D
D
D
Approach Delay (s)
13.8
3.4
36.0
43.5
Approach LOS
B
A
D
D
Intersection Summary
HCM 2000 Control Delay
11.7
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.57
Actuated Cycle Length (s)
97.3
Sum of lost time (s)
18.0
Intersection Capacity Utilization
64.0%
ICU Level of Service
B
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden 2020 Build AM Synchro 9 Report
EPR Page 3
HCM Signalized Intersection Capacity Analysis
4: Hillsdala Drive/Northfield Road & Rio Road 04/21/2017
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
Lane Configurations
Vi
+ U
IN
+ T+
if
Traffic Volume (vph)
11
792
83
229
1095 4
60
10
102
51
71
22
Future Volume (vph)
11
792
83
229
1095 4
60
10
102
51
71
22
Ideal Flow (vphpl)
1900
1900
1900
1900
1900 1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
0.99
1.00
1.00
1.00
0.85
0.98
Flt Protected
0.95
1.00
0.95
1.00
0.96
1.00
0.98
Satd. Flow (prot)
1805
3455
1719
3573
1615
1495
1814
Flt Permitted
0.21
1.00
0.21
1.00
0.58
1.00
0.85
Satd. Flow (perm)
404
3455
381
3573
980
1495
1574
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)
12
861
90
249
1190 4
65
11
111
55
77
24
RTOR Reduction (vph)
0
7
0
0
0 0
0
0
95
0
6
0
Lane Group Flow (vph)
12
944
0
249
1194 0
0
76
16
0
150
0
Heavy Vehicles (%)
0%
3%
3%
5%
1% 0%
15%
0%
8%
0%
0%
5%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
Perm
NA
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
4
8
Actuated Green, G (s)
56.9
52.1
71.4
60.6
13.9
13.9
13.9
Effective Green, g (s)
56.9
52.1
71.4
60.6
13.9
13.9
13.9
Actuated g/C Ratio
0.58
0.54
0.73
0.62
0.14
0.14
0.14
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
5.0
2.5
Lane Grp Cap (vph)
305
1850
462
2225
140
213
224
v/s Ratio Prot
0.00
0.27
c0.07
c0.33
v/s Ratio Perm
0.02
c0.32
0.08
0.01
c0.10
v/c Ratio
0.04
0.51
0.54
0.54
0.54
0.07
0.67
Uniform Delay, dl
8.6
14.4
6.9
10.4
38.7
36.1
39.5
Progression Factor
0.49
0.45
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.0
0.4
0.9
0.5
7.4
0.3
6.7
Delay (s)
4.2
7.0
7.8
10.9
46.1
36.4
46.2
Level of Service
A
A
A
B
D
D
D
Approach Delay (s)
7.0
10.3
40.4
46.2
Approach LOS
A
B
D
D
Intersection Summary
HCM 2000 Control Delay
13.2
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.58
Actuated Cycle Length (s)
97.3
Sum of lost time (s)
18.0
Intersection Capacity Utilization
66.8%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden 2020 Build AM Synchro 9 Report
EPR Page 4
HCM 2010 Signalized Intersection Summary
1: Mall Drive/Albemarle Square & Rio Road 04/21/2017
Moverni PF
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL I
SBT
SBR
Lane Configurations
Vi
++
K
IN
++
?F
Vi
+
if
IN
Traffic Volume (veh/h)
96
1156
60
96
1281
174
70
24
64
181
16
132
Future Volume (veh/h)
96
1156
60
96
1281
174
70
24
64
181
16
132
Number
1
6
16
5
2
12
7
4
14
3
8
18
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/hlln
1900
1881
1900
1900
1881
1900
1881
1900
1900
1900
1900
1900
Adj Flow Rate, veh/h
101
1217
0
101
1348
102
74
25
0
191
17
30
Adj No. of Lanes
1
2
1
1
2
1
1
1
1
1
1
0
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
Percent Heavy Veh, %
0
1
0
0
1
0
1
0
0
0
0
0
Cap, veh/h
279
1948
880
323
1948
880
125
133
113
207
71
125
Arrive On Green
0.07
0.55
0.00
0.07
0.55
0.55
0.07
0.07
0.00
0.11
0.11
0.11
Sat Flow, veh/h
1810
3574
1615
1810
3574
1615
1792
1900
1615
1810
618
1090
Grp Volume(v), veh/h
101
1217
0
101
1348
102
74
25
0
191
0
47
Grp Sat Flow(s),veh/h/In
1810
1787
1615
1810
1787
1615
1792
1900
1615
1810
0
1708
Q Serve(g_s), s
3.2
32.9
0.0
3.2
38.6
4.3
5.6
1.7
0.0
14.6
0.0
3.5
Cycle Q Clear(g_c), s
3.2
32.9
0.0
3.2
38.6
4.3
5.6
1.7
0.0
14.6
0.0
3.5
Prop In Lane
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.64
Lane Grp Cap(c), veh/h
279
1948
880
323
1948
880
125
133
113
207
0
195
V/C Ratio(X)
0.36
0.62
0.00
0.31
0.69
0.12
0.59
0.19
0.00
0.92
0.00
0.24
Avail Cap(c_a),veh/h
310
1948
880
341
1948
880
288
305
260
207
0
195
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
18.3
22.0
0.0
15.9
23.3
15.5
63.2
61.4
0.0
61.4
0.0
56.5
Incr Delay (d2), s/veh
1.1
1.5
0.0
0.8
2.0
0.3
6.2
1.0
0.0
42.2
0.0
0.9
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
1.7
16.6
0.0
1.6
19.5
2.0
3.0
1.0
0.0
9.7
0.0
1.7
LnGrp Delay(d),s/veh
19.4
23.5
0.0
16.7
25.3
15.7
69.3
62.3
0.0
103.6
0.0
57.4
LnGrp LOS
B
C
B
C
B
E
E
F
E
Approach Vol, veh/h
1318
1551
99
238
Approach Delay, s/veh
23.2
24.1
67.6
94.5
Approach LOS
C
C
E
F
er
1
2
8
Assigned Phs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
17.6
84.1
16.3
17.6
84.1
22.0
Change Period (Y+Rc), s
7.8
7.8
6.5
7.8
7.8
6.0
Max Green Setting (Gmax), s
12.2
61.2
22.5
11.2
62.2
16.0
Max Q Clear Time (g_c+I1), s
5.2
40.6
7.6
5.2
34.9
16.6
Green Ext Time (p-c), s
0.2
19.9
0.3
0.2
26.0
0.0
Intersection Summary
HCM 2010 Ctrl Delay
30.3
HCM 2010 LOS
C
Rio Road -Arden 2020 Build PM Synchro 9 Report
EPR Page 1
HCM 2010 TWSC
2: Rio Road & Putt Putt Place 04/21/2017
Intersection
Int Delay, s/veh
3.8
EBL
EBT
Lane Configurations
Ij
++
++
K
Vi
if
Traffic Vol, veh/h
188
1163
1299
120
55
175
Future Vol, veh/h
188
1163
1299
120
55
175
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
None
-
None
Storage Length
350
-
170
0
100
Veh in Median Storage, #
-
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
95
95
95
95
95
95
Heavy Vehicles, %
1
0
1
0
0
1
Mvmt Flow
198
1224
1367
126
58
184
Major/Minor
Majorl
Major2 AL Minor2
Conflicting Flow All
1367 0
0 2375
684
Stage 1
- -
- 1367
-
Stage 2
-
1008
-
Critical Hdwy
4.12
6.8
6.92
Critical Hdwy Stg 1
-
5.8
-
Critical Hdwy Stg 2
-
5.8
-
Follow-up Hdwy
2.21
3.5
3.31
Pot Cap-1 Maneuver
504
— 30
393
Stage 1
-
206
-
Stage 2
-
318
-
Platoon blocked, %
Mov Cap-1 Maneuver
504
—18
393
Mov Cap-2 Maneuver
-
99
-
Stage 1
206
Stage 2
193
Approach
EB
_ WB
HCM Control Delay, s
2.3
0 36.6
HCM LOS
E
Ftinor Lane/Major Mvmt
EBL
EBT WBT WBR SBLn1
SBLn2
Capacity (veh/h)
504
99
393
HCM Lane V/C Ratio
0.393
0.585
0.469
HCM Control Delay (s)
16.7
83.2
22
HCM Lane LOS
C
F
C
HCM 95th %tile Q(veh)
1.9
2.8
2.4
Wes
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined ': All major volume in platoon
Rio Road —Arden 2020 Build PM Synchro 9 Report
EPR Page 2
HCM Signalized Intersection Capacity Analysis
3: Old Brook Drive & Rio Road 04/21/2017
Movement i
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Vi
+ U
IN
+ T+
+'
K
Traffic Volume (vph)
102
1199
25
20
1298 105
14
1
12
43
2
82
Future Volume (vph)
102
1199
25
20
1298 105
14
1
12
43
2
82
Ideal Flow (vphpl)
1900
1900
1900
1900
1900 1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.99
0.94
1.00
0.85
Flt Protected
0.95
1.00
0.95
1.00
0.97
0.95
1.00
Satd. Flow (prot)
1805
3599
1805
3534
1740
1813
1599
Flt Permitted
0.11
1.00
0.12
1.00
0.85
0.71
1.00
Satd. Flow (perm)
201
3599
225
3534
1526
1356
1599
Peak -hour factor, PHF
0.94
0.94
0.94
0.94
0.94 0.94
0.94
0.94
0.94
0.94
0.94
0.94
Adj. Flow (vph)
109
1276
27
21
1381 112
15
1
13
46
2
87
RTOR Reduction (vph)
0
1
0
0
3 0
0
11
0
0
0
73
Lane Group Flow (vph)
109
1302
0
21
1490 0
0
18
0
0
48
14
Heavy Vehicles (%)
0%
0%
0%
0%
1% 1%
0%
0%
0%
0%
0%
1%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
NA
Perm
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
8
8
Actuated Green, G (s)
62.6
55.2
71.0
59.4
15.8
15.8
15.8
Effective Green, g (s)
62.6
55.2
71.0
59.4
15.8
15.8
15.8
Actuated g/C Ratio
0.62
0.55
0.71
0.59
0.16
0.16
0.16
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
2.5
2.5
Lane Grp Cap (vph)
243
1974
340
2086
239
212
251
v/s Ratio Prot
c0.03
0.36
0.01
c0.42
v/s Ratio Perm
0.25
0.04
0.01
c0.04
0.01
v/c Ratio
0.45
0.66
0.06
0.71
0.08
0.23
0.05
Uniform Delay, dl
11.1
16.1
8.0
14.6
36.2
37.1
36.0
Progression Factor
1.00
1.00
0.43
0.25
1.00
1.00
1.00
Incremental Delay, d2
1.0
1.1
0.0
1.1
0.3
0.4
0.1
Delay (s)
12.1
17.1
3.5
4.8
36.5
37.5
36.1
Level of Service
B
B
A
A
D
D
D
Approach Delay (s)
16.7
4.8
36.5
36.6
Approach LOS
B
A
D
D
Intersection Summary
HCM 2000 Control Delay
11.9
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.60
Actuated Cycle Length (s)
100.6
Sum of lost time (s)
18.0
Intersection Capacity Utilization
68.1%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden 2020 Build PM Synchro 9 Report
EPR Page 3
HCM Signalized Intersection Capacity Analysis
4: Hillsdala Drive/Northfield Road & Rio Road 04/21/2017
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
S
S
Lane Configurations
Vi
+ U
IN
+ T+
if
Traffic Volume (vph)
16
1167
64
182
1310 14
97
31
297
25
18
13
Future Volume (vph)
16
1167
64
182
1310 14
97
31
297
25
18
13
Ideal Flow (vphpl)
1900
1900
1900
1900
1900 1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
0.99
1.00
1.00
1.00
0.85
0.97
Flt Protected
0.95
1.00
0.95
1.00
0.96
1.00
0.98
Satd. Flow (prot)
1805
3582
1770
3566
1738
1599
1736
Flt Permitted
0.12
1.00
0.11
1.00
0.76
1.00
0.81
Satd. Flow (perm)
232
3582
211
3566
1366
1599
1442
Peak -hour factor, PHF
0.93
0.93
0.93
0.93
0.93 0.93
0.93
0.93
0.93
0.93
0.93
0.93
Adj. Flow (vph)
17
1255
69
196
1409 15
104
33
319
27
19
14
RTOR Reduction (vph)
0
3
0
0
0 0
0
0
269
0
10
0
Lane Group Flow (vph)
17
1321
0
196
1424 0
0
137
50
0
50
0
Heavy Vehicles (%)
0%
0%
0%
2%
1% 7%
7%
0%
1%
4%
0%
8%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
Perm
NA
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
4
8
Actuated Green, G (s)
62.6
55.2
71.0
59.4
15.8
15.8
15.8
Effective Green, g (s)
62.6
55.2
71.0
59.4
15.8
15.8
15.8
Actuated g/C Ratio
0.62
0.55
0.71
0.59
0.16
0.16
0.16
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
5.0
2.5
Lane Grp Cap (vph)
260
1965
328
2105
214
251
226
v/s Ratio Prot
0.00
0.37
c0.07
c0.40
v/s Ratio Perm
0.04
0.35
c0.10
0.03
0.03
v/c Ratio
0.07
0.67
0.60
0.68
0.64
0.20
0.22
Uniform Delay, dl
9.2
16.2
12.2
14.0
39.7
36.9
37.0
Progression Factor
0.32
0.17
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.1
0.9
2.4
1.1
8.6
0.8
0.4
Delay (s)
3.0
3.6
14.6
15.2
48.4
37.7
37.4
Level of Service
A
A
B
B
D
D
D
Approach Delay (s)
3.6
15.1
40.9
37.4
Approach LOS
A
B
D
D
Intersection Summary
HCM 2000 Control Delay
14.4
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.69
Actuated Cycle Length (s)
100.6
Sum of lost time (s)
18.0
Intersection Capacity Utilization
72.7%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden 2020 Build PM Synchro 9 Report
EPR Page 4
EPRPc EPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix H
2020 Build SimTraffic Printouts
Queuing and Blocking Report
2020 Build AM 04/21/2017
Intersection: 1: Mall Drive/Albemarle Square & Rio Road
Movement
EB
EB
EB
WB
WB
WB
WB
NB
NB
SB
SB
Directions Served
L
T
T
L
T
T
R
L
T
L
TR
Maximum Queue (ft)
71
278
233
56
326
351
130
69
24
117
86
Average Queue (ft)
24
94
56
15
89
101
21
13
1
39
23
95th Queue (ft)
55
213
156
41
228
248
83
46
12
88
57
Link Distance (ft)
579
579
892
892
293
293
321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
340
340
130
100
Storage Blk Time (%)
0
0
4
0
2
0
Queuing Penalty (veh)
0
0
4
1
1
0
Intersection: 2: Rio Road &
Putt Putt Place
Movement
EB
WB
WB
WB
SB
SB
Directions Served
L
T
T
R
L
R
Maximum Queue (ft)
144
13
6
26
499
100
Average Queue (ft)
49
0
0
1
255
83
95th Queue (ft)
104
6
5
10
583
129
Link Distance (ft)
1338
1338
523
Upstream Blk Time (%)
22
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
350
170
100
Storage Blk Time (%)
44
8
Queuing Penalty (veh)
74
7
Intersection: 3: Old Brook Drive &
Rio Road
Movement
EB
EB
EB
WB
WB
WB
NB
SB
SB
Directions Served
L
T
TR
L
T
TR
LTR
LT
R
Maximum Queue (ft)
104
197
222
45
112
126
65
216
75
Average Queue (ft)
31
90
109
5
45
50
21
86
49
95th Queue (ft)
69
163
190
24
90
97
53
173
90
Link Distance (ft)
1338
1338
154
154
417
562
Upstream Blk Time (%)
0
0
Queuing Penalty (veh)
0
0
Storage Bay Dist (ft)
200
65
75
Storage Blk Time (%)
0
0
0
3
14
1
Queuing Penalty (veh)
0
0
1
0
14
1
Intersection: 4: Hillsdala Drive/Northfield
Road
& Rio
Road
Movement
EB
EB
EB
WB
WB
WB
NB
NB
SB
Directions Served
L
T
TR
L
T
TR
LT
R
LTR
Maximum Queue (ft)
51
134
132
178
274
243
134
91
172
Average Queue (ft)
10
63
66
84
110
96
55
40
80
95th Queue (ft)
35
112
111
154
205
186
109
74
141
Link Distance (ft)
154
154
817
817
538
524
Upstream Blk Time (%)
0
0
Queuing Penalty (veh)
0
0
Storage Bay Dist (ft)
55
180
150
Storage Blk Time (%)
0
16
0
1
0
Queuing Penalty (veh)
0
2
2
2
0
Network Summary
Network wide Queuing Penalty: 109
Rio Road —Arden SirnTraffic Report
EPR Page 1
Queuing and Blocking Report
2020 Build PM 04/21/2017
Intersection: 1: Mall Drive/Albemarle Square & Rio Road
Movement EB EB EB EB WB WB WB WB NB NB NB SB
Directions Served L T T R
L
T
T
R
L
T
R
L
Maximum Queue (ft) 340 550 492 16
339
587
591
130
138
82
9
336
Average Queue (ft) 93 310 258 0
90
324
343
72
60
26
0
193
95th Queue (ft) 264 483 432 7
257
542
558
163
115
63
8
331
Link Distance (ft) 579 579 579
892
892
293
293
321
Upstream Blk Time (%) 0 0
3
Queuing Penalty (veh) 0 0
0
Storage Bay Dist (ft) 340
340
130
200
Storage Blk Time (%) 0 6
0
8
30
1
34
Queuing Penalty (veh) 0 6
1
8
52
4
50
Intersection: 1: Mall Drive/Albemarle Square & Rio Road
Movement SB
Directions Served TR
Maximum Queue (ft) 100
Average Queue (ft) 80
95th Queue (ft) 129
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%) 3
Queuing Penalty (veh) 5
Intersection: 2: Rio Road & Putt Putt Place
Movement
EB
WB
WB
WB
SB
SB
Directions Served
L
T
T
R
L
R
Maximum Queue (ft)
241
4
5
28
511
100
Average Queue (ft)
93
0
0
4
196
76
95th Queue (ft)
180
3
4
19
501
126
Link Distance (ft)
1338
1338
523
Upstream Blk Time (%)
10
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
350
170
100
Storage Blk Time (%)
33
11
Queuing Penalty (veh)
57
6
Intersection: 3: Old Brook Drive &
Rio Road
Movement
EB
EB
EB
WB
WB
WB
NB
SB
SB
Directions Served
L
T
TR
L
T
TR
LTR
LT
R
Maximum Queue (ft)
199
397
411
55
134
144
62
93
72
Average Queue (ft)
75
173
190
13
65
73
18
26
32
95th Queue (ft)
167
331
346
38
118
127
46
65
65
Link Distance (ft)
1338
1338
154
154
417
562
Upstream Blk Time (%)
0
0
Queuing Penalty (veh)
1
2
Storage Bay Dist (ft)
200
65
75
Storage Blk Time (%)
0
4
0
10
1
0
Queuing Penalty (veh)
0
4
1
2
1
0
Rio Road —Arden SirnTraffic Report
EPR Page 1
Queuing and Blocking Report
2020 Build PM
Intersection: 4: Hillsdala Drive/Northfield Road & Rio Road
Movement EB EB EB WB WB WB NB NB SB
04/21/2017
Directions Served
L
T
TR
L
T
TR
LT
R
LTR
Maximum Queue (ft)
48
105
101
180
307
303
150
330
101
Average Queue (ft)
13
49
43
89
157
160
91
124
38
95th Queue (ft)
39
92
87
167
266
272
160
239
79
Link Distance (ft)
154
154
817
817
538
524
Upstream Blk Time (%)
0
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
55
180
150
Storage Blk Time (%)
0
14
0
4
1
4
Queuing Penalty (veh)
3
2
1
7
4
6
Network Summary
Network wide Queuing Penalty: 222
Rio Road —Arden SirnTraffic Report
EPR Page 2
EPRPc EPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix I
Signal Warrant Analysis Memo
Epj�PCPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
MEMORANDUM
TO: SCOTT COLLINS, P.E. FROM: BILL WUENSCH, P.E., PTOE
ORGANIZATION: DATE: APRIL 7, 2017
PHONE NUMBER: SENDER'S REFERENCE NUMBER:
RE: ARDEN PHASE I TRAFFIC ANALYSIS YOUR REFERENCE NUMBER:
......................................................................................................................................................................................................................................................................_...............................................................................................................................................................................................................................,
❑ URGENT X FOR YOUR USE ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLEASE RECYCLE
1. Introduction
The purpose of this analysis is to examine the impact of the proposed
Arden Development Phase 1 on the intersection of Rio Road and Putt
Putt Place in Albemarle County, Virginia. The proposed development
will consist of 150 apartment units, a hotel with 120 beds, and a
50,000 square feet self -storage facility and will be complete in 2020.
The figures on the right illustrate the vicinity and the location of the
proposed Arden Development.
This memo includes signal warrant, level of service, and queueing
analyses at the intersection of Rio Road and Putt Putt Place.
2. Traffic Volumes
Existing Traffic Volumes
Twelve-hour traffic counts at the intersection of Rio Road and Putt;
Putt Place were performed on Wednesday, March 15, 2017 (a typical ''-
weekday while schools were in session and no special events occurred). The morning and afternoon
peak hour traffic volumes are summarized below in Table 1 and the traffic count sheets are included in
Appendix A.
Table 12017 Existine Peak Hour Traffic Volumes
Morning Peak Hour
Afternoon Peak Hour
Rio EBL
54
114
Rio EBT
816
1129
Rio WBT
1067
1261
Rio WEIR
24
80
Putt Putt SBL
57
26
Putt Putt SBR
103
121
The hourly traffic volumes are summarized below in Table 2.
1
Epj�PCPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Table 2 2017 Existine Hourly Traffic Volumes
7AM
8AM
9AM
10AM
11AM
12PM
1PM
2PM
3PM
4PM
I 5PM
6PM
Rio EBL
33
54
50
61
83
106
90
84
114
122
112
92
Rio EBT
668
758
634
643
748
814
819
902
896
1023
1118
947
Rio WET
889
978
819
837
886
944
884
906
1064
1157
1272
845
Rio WEIR
23
28
41
42
43
55
44
58
72
76
84
52
Putt Putt SBL
52
49
54
30
45
40
47
47
46
59
23
47
Putt Putt SBR
85
87
77
73
94
107
89
98
95
118
111
62
2020 No Build Traffic Volumes
To determine the 2020 traffic volumes a 0.5% annual growth rate was applied to the traffic volumes on
Rio Road. This rate is less than the 1.0% rate agreed upon with VDOT staff in a pre-scoping meeting.
This lower rate was used as it is a more conservative estimate of future traffic conditions. Tables 3 and
4 summarize the 2020 no build peak hour and hourly traffic volumes based on this growth rate.
Table 3 2020 No Build Peak Hour Traffic Volumes
Morning Peak Hour
Afternoon Peak Hour
Rio EBL
54
114
Rio EBT
828
1146
Rio WBT
1083
1280
Rio WEIR
24
80
Putt Putt SBL
57
26
Putt Putt SBR
103
121
Table 4 2020 No Build Hourly Traffic Volumes
7AM
8AM
9AM
10AM
11AM
12PM
1PM
2PM
3PM
4PM
5PM
6PM
Rio EBL
33
54
50
61
83
106
90
84
114
122
112
92
Rio EBT
678
769
644
653
759
826
831
916
910
1038
1135
961
Rio WBT
902
993
831
850
899
958
897
920
1080
1174
1291
858
Rio WBR
23
28
41
42
43
55
44
58
72
76
84
52
Putt Putt SBL
52
49
54
30
45
40
47
47
46
59
23
47
Putt Putt SBR
85
87
77
73
94
107
89
98
95
118
111
62
Trip Generation
The Institute of Transportation Engineers (ITE) Trip Generation Manual 9th Edition was used to estimate
the daily and peak hour trips generated by the proposed development. Table 5 contains the land use
descriptions, ITE land use codes, sizes, and anticipated trips. Per VDOT traffic study guidelines, no
internal capture or pass -by rate was assumed.
Table 5 Daily and Peak Hour Trip Generation
Item
LU code
Unit
Qty
Daily
AM
PM
in
out
total
in
out
total
Apartments
220
du
150
1033
15
62
77
65
35
100
Hotel
310
or
120
1070
46
34
80
42
42
84
Self -storage
151
ksf
50
125
4
3
7
7
6
13
totals
2228
65
99
164
114
83
197
The above trips generated by the proposed Arden Phase 1 were distributed at the intersection of Rio
Road and Putt Putt Place assuming that 65% travel to/from the west and 35% to/from the east. This
distribution is based on the traffic counts and was agreed upon with VDOT staff at the pre-scoping
meeting. Table 6 summarizes the peak hour trip assignment based on this distribution.
2
Epl�PCPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Table 6 Peak Hour Trip Assignment
Morning Peak Hour
Afternoon Peak Hour
Rio EBL
42
74
Rio EBT
0
0
Rio WBT
0
0
Rio WEIR
23
40
Putt Putt SBL
35
29
Putt Putt SBR
64
54
To determine the hourly trips generated over the 12-hour period analyzed for the signal warrant, the
existing hourly volumes entering and exiting Putt Putt Place were compared to the afternoon peak hour
traffic volumes entering and exiting Putt Putt Place. The ratios resulting from this comparison are shown
in Table 7. Table 8 summarizes the hourly trips generated by the proposed project based on these
ratios applied to the afternoon peak hour trip generation shown in Table 5.
Table 7 Ratios of the Existing Hourly Trips versus the Afternoon Peak Hour Trips
7AM
8AM
9AM
10AM
11AM
12PM
1PM
2PM
313M
4PM
5PM
6PM
% of Peak Hour
1 64%
72%
61%
62%
70%
76%
72%
77%
84%
94%
100%
75%
Table 8 Hourly Trip Generation
7AM
8AM
9AM
10AM
11AM
12PM
1PM
2PM
3PM
4PM
5PM
6PM
Rio EBL
47
53
45
46
52
56
53
57
62
70
74
56
Rio EBT
0
0
0
0
0
0
0
0
0
0
0
0
Rio WBT
0
0
0
0
0
0
0
0
0
0
0
0
Rio WBR
26
29
24
25
28
30
29
31
34
38
40
30
Putt Putt SBL
19
21
18
18
20
22
21
22
24
27
29
22
Putt Putt SBR
35
39
33
33
38
41
39
42
45
51
54
41
2020 Build Traffic Volumes
The peak hour site trips summarized in Table 6 and the hourly site trips summarized in Table 8 were
added to the 2020 no build peak hour and hourly traffic volumes summarized in Tables 3 and 4, resulting
the 2020 build peak hour and hourly traffic volumes shown in Tables 9 and 10.
Table 9 2020 Build Peak Hour Traffic Volumes
Morning Peak Hour
Afternoon Peak Hour
Rio EBL
96
188
Rio EBT
828
1146
Rio WBT
1083
1280
Rio WEIR
47
120
Putt Putt SBL
92
55
Putt Putt SBR
167
175
Table 10 2020 Build Hourly Traffic Volumes
7AM
8AM
9AM
LOAM
11AM
12PM
1PM
2PM
3PM
4PM
5PM
6PM
Rio EBL
80
107
95
107
135
162
143
141
176
192
186
148
Rio EBT
678
769
644
653
759
826
831
916
910
1038
1135
961
Rio WBT
902
993
831
850
899
958
897
920
1080
1174
1291
858
Rio WEIR
49
57
65
67
71
85
73
89
106
114
124
82
Putt Putt SBL
71
70
72
48
65
62
68
69
70
86
52
69
Putt Putt SBR
120
126
110
106
132
148
128
140
140
169
165
103
Epj�PCPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
3. Signal Warrant Analysis
The Traffic Signal Warrant Analysis forms, per the Federal Highway Administration's Manual of Uniform
Traffic Control Devices (MUTCD), were examined for the intersection of Rio Road and Putt Putt Place for
existing 2017 and future 2020 build conditions. The MUTCD provides nine warrants for examining the
potential need for traffic signal. In this analysis, Warrant 1 (Eight -Hour Vehicular volume), Warrant 2
(Four -Hour Vehicular Volume), Warrant 3 (Peak Hour), and Warrant 7 (Crash Experience) were
considered applicable. Two approaches were analyzed for each time period and are explained below.
• Approach 1— both the left turn and right turn volumes from Putt Putt Place are considered.
• Approach 2 — only the left turn volumes from Putt Putt Place are considered.
Existing Signal Warrant
The existing 2017 hourly traffic volumes in Table 2 were applied to the signal warrants for the two
alternatives above. The signal warrant forms for Alternative 1 are included in Appendix B and the
results are shown below in Table 11.
Table 112017 Existing Approach 1 Signal Warrant Analvsis Results
Warrant
Result
1. Eight Hour Vehicular Volume
Met
a. Condition A — Minimum Vehicular Volume
Not Met
b. Condition B — Interruption of Continuous Traffic
Met
2. Four Hour Vehicular Volume
Met
3. Peak Hour
Met
4. Pedestrian
Not Applicable
5. School Crossing
Not Applicable
6. Coordinated Signal System
Not Applicable
7. Crash Experience
Not Met
8. Roadway Network
Not Applicable
9. Intersection Near a Grade Crossing
Not Applicable
The signal warrant forms for Approach 2 are included in Appendix C and the results are shown below in
Table 12.
Table 12 2017 Existing Approach 2 Signal Warrant Analvsis Results
Warrant
Result
1. Eight Hour Vehicular Volume
Not Met
a. Condition A — Minimum Vehicular Volume
Not Met
b. Condition B — Interruption of Continuous Traffic
80% Met
2. Four Hour Vehicular Volume
Not Met
3. Peak Hour
Not Met
4. Pedestrian
Not Applicable
5. School Crossing
Not Applicable
6. Coordinated Signal System
Not Applicable
7. Crash Experience
Not Met
8. Roadway Network
Not Applicable
9. Intersection Near a Grade Crossing
Not Applicable
4
EPR, P,C. "ENGINEERING & PLANNING RESOURCES"
EPRpc 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Typically Approach 2 is considered the more conservative method for evaluating the need for a traffic
signal and is supported by the guidance within the MUTCD. Based on the existing conditions and
Approach 2, a traffic signal is not warranted at the intersection of Rio Road and Putt Putt Place.
However, considering the number of crashes (12) that occurred at the intersection within a 12-month
period, further consideration should be given to safety improvements.
2020 Build Signal Warrant
The 2020 build hourly traffic volumes in Table 10 were used to examine the 2020 build signal warrant
with the two approaches listed above.
The signal warrant forms for Approach 1 are included in Appendix D and the results are shown below in
Table 13.
Table 13 2020 Build Anoroach 1 Sienal Warrant Analvsis Results
Warrant
Result
1. Eight Hour Vehicular Volume
Met
a. Condition A — Minimum Vehicular Volume
80% Met
b. Condition B — Interruption of Continuous Traffic
Met
2. Four Hour Vehicular Volume
Met
3. Peak Hour
Met
4. Pedestrian
Not Applicable
5. School Crossing
Not Applicable
6. Coordinated Signal System
Not Applicable
7. Crash Experience
Not Met
8. Roadway Network
Not Applicable
9. Intersection Near a Grade Crossing
Not Applicable
The signal warrant forms for Approach 2 are included in Appendix E and the results are shown below in
Table 14.
Table 14 2020 Build Approach 2 Sienal Warrant Analvsis Results
Warrant
Result
1. Eight Hour Vehicular Volume
Met
a. Condition A — Minimum Vehicular Volume
80% Met
b. Condition B — Interruption of Continuous Traffic
80% Met
2. Four Hour Vehicular Volume
Met
3. Peak Hour
Not Met
4. Pedestrian
Not Applicable
5. School Crossing
Not Applicable
6. Coordinated Signal System
Not Applicable
7. Crash Experience
Not Met
8. Roadway Network
Not Applicable
9. Intersection Near a Grade Crossing
Not Applicable
Based on the signal warrant analyses for either approach, a traffic signal will be warranted in the future
at Rio Road and Putt Putt Place.
5
Epj�PCPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
4. Traffic Operations Analysis
Synchro and SimTraffic (version 9.1) were used to analyze the traffic operations at the intersection of
Rio Road and Putt Putt Place. Existing (2017), 2020 no build, 2020 build, and 2020 build with a traffic
signal at the intersection were analyzed. The resulting levels of service, delay, and queues for each
scenario are summarized in Tables 15-18, and included in Appendix F (Synchro results) and Appendix G
(SimTraffic results).
Table 15 2017 Existine Traffic Operations Summary
Approach
Movement
Existing AM
Existing PM
LOS
Delay
Queue
LOS
Delay
Queue
EBL
B
13
81
B
13.9
119
Rio EB
EBT
A
0
2
A
0
0
WBT
A
0
11
A
0
0
Rio WB
WBR
A
0
9
A
0
25
SBL
E
41.8
439
E
40.3
435
Putt Putt SE;
SBR
C
16.9
100
C
17.9
100
Overall
A
2.3
A
1.8
Table 16 2020 No Build Traffic Operations Summary
Approach
Movement
Existing AM
Existing PM
LOS
Delay
Queue
LOS
Delay
Queue
EBL
B
13.2
99
B
14.2
129
Rio EB
EBT
A
0
0
A
0
0
WET
A
0
11
A
0
0
Rio WB
WBR
A
0
2
A
0
23
SBL
E
42.9
437
E
41.3
505
Putt Putt SB
SBR
C
17.2
100
C
18.2
100
Overall
A
2.3
A
1.8
Table 17 2020 Build Traffic Operations Summary
Approach
Movement
Existing AM
Existing PM
LOS
Delay
Queue
LOS
Delay
Queue
EBL
B
14.2
126
C
16.4
238
Rio EB
EBT
A
0
0
A
0
118
WET
A
0
16
A
0
4
Rio WE;
WBR
A
0
22
A
0
29
SBL
F
81.6
j 579
j F
78.9
544
Putt Putt SE;
SBR
C
21.1
100
C
21.5
100
Overall
A
5.4
A
3.8
Table 18 2020 Build With Sienal Traffic Operations Summary
Approach
Movement
Existing AM
Existing PM
LOS
Delay
Queue
LOS
Delay
Queue
EBL
A
8.9
102
B
11.2
130
Rio EB
EBT
A
4.5
125
A
4.5
153
WBT
B
12.8
222
B
12.8
284
Rio WB
WEIR
A
7.3
72
A
7.4
169
SBL
B
18.2
149
B
19.4
121
Putt Putt SE;
SBR
C
22.5
99
C
24.8
98
Overall
B
10.5
B
10.1
Note: For the SBL, the model reports very long queues that are not observed in the field. This is likely the result of
the traffic model not giving full credit to any platooning that may be occurring with westbound traffic as a result of
6
EPR, P,C. "ENGINEERING & PLANNING RESOURCES"
EPRpc 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
the upstream signal. This could also reflect that people are accepting gaps in traffic that are less than the default
value in the traffic model. The issue with gap acceptance is likely a contributor to the relatively high number of
crashes occurring at the intersection.
As shown in Tables 15 and 16, the intersection currently operates at overall LOS A and all movements
operate at LOS C or better with the exception of the southbound left turn movement which operates at
LOS E. This is expected to continue in 2020. The queues for the southbound left turn movement are also
expected to be lengthy ranging from 435 feet to 50S feet.
As shown in Table 17, with Arden Phase I in place, the intersection of Rio Road and Putt Putt Place will
continue to operate at LOS A overall and all movements at LOS C or better with the exception of the
southbound left turn on Putt Putt Place. This movement will degrade to LOS F for both peak periods and
the queues will become longer.
As shown in Table 18, with Arden Phase I and the installation of a traffic signal at Putt Putt Place the
intersection will operate at overall LOS B and all movements will operate at LOS C or better. The queues
on Putt Putt Place will be significantly reduced, however, the through movement queues on Rio Road
will become longer but within a reasonable range.
5. Findings and Conclusions
Based on the analyses performed, the principal findings and conclusions follow:
• Based on existing traffic conditions a traffic signal is not warranted. However, considering the
number of crashes (12) that occurred at the intersection within a 12-month period, further
consideration should be given to safety improvements.
• Based on 2020 conditions with Arden Phase I, a traffic signal is warranted at the intersection of
Putt Putt Place with Rio Road.
Installation of a traffic signal at the intersection of Rio Road with Putt Putt Place would improve
the queuing and levels of service for the Putt Putt Place southbound left turn movement while
the intersection would operate at overall LOS B and LOS C or better for all movements.
End of Memorandum
Epj�PCPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Tables
Table 1
2017 Existing Peak Hour Traffic Volumes
Table 2
2017 Existing Hourly Traffic Volumes
Table 3
2020 No Build Peak Hour Traffic Volumes
Table 4
2020 No Build Hourly Traffic Volumes
Table 5
Daily and Peak Hour Trip Generation
Table 6
Peak Hour Trip Assignment
Table 7
Ratio of Existing Hourly Trips versus Afternoon Peak Hour Trips
Table 8
Hourly Trip Generation
Table 9
2020 Build Peak Hour Traffic Volumes
Table 10
2020 Build Hourly Traffic Volumes
Table 11
2017 Existing Alternative 1 Signal Warrant Analysis Results
Table 12
2017 Existing Alternative 2 Signal Warrant Analysis Results
Table 13
2020 Build Alternative 1 Signal Warrant Analysis Results
Table 14
2020 Build Alternative 2 Signal Warrant Analysis Results
Table 15
2017 Existing Traffic Operations Summary
Table 16
2020 No Build Traffic Operations Summary
Table 17
2020 Build Traffic Operations Summary
Table 18
2020 Build With Signal Traffic Operations Summary
Appendices
Appendix A
Traffic Count Sheets
Appendix B
Existing Approach 1 Signal Warrant Forms
Appendix C
Existing Approach 2 Signal Warrant Forms
Appendix D
2020 Build Approach 1 Signal Warrant Forms
Appendix E
2020 Build Approach 2 Signal Warrant Forms
Appendix F
Synchro Analysis Reports
Appendix G
SimTraffic Analysis Reports
8
EPRpc EPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix J
2020 Build Synchro Printouts (Putt Putt Place Signalized)
HCM 2010 Signalized Intersection Summary
1: Mall Drive/Albemarle Square & Rio Road 04/21/2017
Moveme
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
I NBR
Lane Configurations
Vi
++
K
IN
++
?F
Vi
+
if
IN
Traffic Volume (veh/h)
46
931
13
26
1202
91
8
1
6
37
5
29
Future Volume (veh/h)
46
931
13
26
1202
91
8
1
6
37
5
29
Number
1
6
16
5
2
12
7
4
14
3
8
18
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/hlln
1863
1863
1545
1900
1881
1900
1520
1900
1900
1900
1900
1900
Adj Flow Rate, veh/h
49
1001
0
28
1292
15
9
1
0
40
5
6
Adj No. of Lanes
1
2
1
1
2
1
1
1
1
1
1
0
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Percent Heavy Veh, %
2
2
23
0
1
0
25
0
0
0
0
0
Cap, veh/h
351
2362
876
444
2337
1056
33
44
37
111
49
58
Arrive On Green
0.06
0.67
0.00
0.05
0.65
0.65
0.02
0.02
0.00
0.06
0.06
0.06
Sat Flow, veh/h
1774
3539
1313
1810
3574
1615
1448
1900
1615
1810
788
945
Grp Volume(v), veh/h
49
1001
0
28
1292
15
9
1
0
40
0
11
Grp Sat Flow(s),veh/h/In
1774
1770
1313
1810
1787
1615
1448
1900
1615
1810
0
1733
Q Serve(g_s), s
1.1
18.4
0.0
0.7
27.4
0.5
0.9
0.1
0.0
3.0
0.0
0.8
Cycle Q Clear(g_c), s
1.1
18.4
0.0
0.7
27.4
0.5
0.9
0.1
0.0
3.0
0.0
0.8
Prop In Lane
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.55
Lane Grp Cap(c), veh/h
351
2362
876
444
2337
1056
33
44
37
111
0
107
V/C Ratio(X)
0.14
0.42
0.00
0.06
0.55
0.01
0.27
0.02
0.00
0.36
0.00
0.10
Avail Cap(c_a),veh/h
398
2362
876
503
2337
1056
233
305
260
207
0
198
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
0.00
0.79
0.79
0.79
1.00
1.00
0.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
8.9
10.8
0.0
7.4
13.1
8.5
67.2
66.9
0.0
63.0
0.0
62.0
Incr Delay (d2), s/veh
0.3
0.6
0.0
0.1
0.7
0.0
6.0
0.3
0.0
2.8
0.0
0.6
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.6
9.1
0.0
0.3
13.7
0.2
0.4
0.0
0.0
1.6
0.0
0.4
LnGrp Delay(d),s/veh
9.2
11.4
0.0
7.4
13.9
8.5
73.3
67.1
0.0
65.8
0.0
62.6
LnGrp LOS
A
B
A
B
A
E
E
E
E
Approach Vol, veh/h
1050
1335
10
51
Approach Delay, s/veh
11.3
13.7
72.7
65.1
Approach LOS
B
B
E
E
er
Assigned Phs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
16.3
99.3
9.7
14.4
101.2
14.6
Change Period (Y+Rc), s
7.8
7.8
6.5
7.8
7.8
6.0
Max Green Setting (Gmax), s
12.2
61.2
22.5
11.2
62.2
16.0
Max Q Clear Time (g_c+I1), s
3.1
29.4
2.9
2.7
20.4
5.0
Green Ext Time (p-c), s
0.1
28.7
0.0
0.0
36.8
0.1
Intersection Summary
HCM 2010 Ctrl Delay
14.0
HCM 2010 LOS
B
Rio Road -Arden 2020 Build AM (with Mitigation) Synchro 9 Report
EPR Page 1
HCM 2010 Signalized Intersection Summary
2: Rio Road & Putt Putt Place 04/21/2017
Moveme
WBT
WBR I
SBL
SBR
Lane Configurations
Vi
++
++
if
IN
K
Traffic Volume (veh/h)
96
841
1099
47
92
167
Future Volume (veh/h)
96
841
1099
47
92
167
Number
1
6
2
12
3
18
Initial Q (Qb), veh
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/hlln
1712
1845
1863
1681
1827
1792
Adj Flow Rate, veh/h
104
914
1195
22
100
58
Adj No. of Lanes
1
2
2
1
1
1
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Percent Heavy Veh, %
11
3
2
13
4
6
Cap, veh/h
365
2367
1684
680
176
154
Arrive On Green
0.09
0.68
0.48
0.48
0.10
0.10
Sat Flow, veh/h
1630
3597
3632
1429
1740
1524
Grp Volume(v), veh/h
104
914
1195
22
100
58
Grp Sat Flow(s),veh/h/In
1630
1752
1770
1429
1740
1524
Q Serve(g_s), s
1.5
6.1
14.4
0.4
2.9
1.9
Cycle Q Clear(g_c), s
1.5
6.1
14.4
0.4
2.9
1.9
Prop In Lane
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
365
2367
1684
680
176
154
V/C Ratio(X)
0.28
0.39
0.71
0.03
0.57
0.38
Avail Cap(c_a), veh/h
404
2610
1845
745
259
227
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
7.9
3.8
11.1
7.5
23.0
22.6
Incr Delay (d2), s/veh
0.4
0.1
1.2
0.0
2.9
1.5
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
0.7
3.0
7.2
0.2
1.6
0.9
LnGrp Delay(d),s/veh
8.3
3.9
12.3
7.5
25.9
24.1
LnGrp LOS
A
A
B
A
C
C
Approach Vol, veh/h
1018
1217
158
Approach Delay, s/veh
4.4
12.2
25.2
Approach LOS
A
B
C
er
1
2EIIII17
5
6
7 8
Assigned Phs
1
2
6
8
Phs Duration (G+Y+Rc), s
10.7
31.6
42.3
11.4
Change Period (Y+Rc), s
6.0
6.0
6.0
6.0
Max Green Setting (Gmax), s
6.0
28.0
40.0
8.0
Max Q Clear Time (g_c+I1), s
3.5
16.4
8.1
4.9
Green Ext Time (p-c), s
0.0
9.2
19.4
0.1
Intersection Summary
HCM 2010 Ctrl Delay
9.7
HCM 2010 LOS
A
Rio Road -Arden 2020 Build AM (with Mitigation) Synchro 9 Report
EPR Page 2
HCM Signalized Intersection Capacity Analysis
3: Old Brook Drive & Rio Road 04/21/2017
Movement
EBL
EQ)♦EBR
WBL
WBT WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Vi
+ U
IN
+ T+
+'
K
Traffic Volume (vph)
54
763
14
7
1122 46
20
0
17
126
0
99
Future Volume (vph)
54
763
14
7
1122 46
20
0
17
126
0
99
Ideal Flow (vphpl)
1900
1900
1900
1900
1900 1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.99
0.94
1.00
0.85
Flt Protected
0.95
1.00
0.95
1.00
0.97
0.95
1.00
Satd. Flow (prot)
1770
3561
1583
3555
1737
1787
1599
Flt Permitted
0.19
1.00
0.25
1.00
0.78
0.73
1.00
Satd. Flow (perm)
351
3561
415
3555
1394
1375
1599
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)
59
829
15
8
1220 50
22
0
18
137
0
108
RTOR Reduction (vph)
0
1
0
0
2 0
0
34
0
0
0
93
Lane Group Flow (vph)
59
843
0
8
1268 0
0
6
0
0
137
15
Heavy Vehicles (%)
2%
1%
7%
14%
1% 0%
0%
0%
0%
1%
0%
1%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
NA
Perm
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
8
8
Actuated Green, G (s)
56.9
52.1
71.4
60.6
13.9
13.9
13.9
Effective Green, g (s)
56.9
52.1
71.4
60.6
13.9
13.9
13.9
Actuated g/C Ratio
0.58
0.54
0.73
0.62
0.14
0.14
0.14
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
2.5
2.5
Lane Grp Cap (vph)
275
1906
464
2214
199
196
228
v/s Ratio Prot
c0.01
0.24
0.00
c0.36
v/s Ratio Perm
0.11
0.01
0.00
c0.10
0.01
v/c Ratio
0.21
0.44
0.02
0.57
0.03
0.70
0.07
Uniform Delay, dl
9.0
13.8
4.6
10.8
35.9
39.7
36.1
Progression Factor
1.00
1.00
0.45
0.27
1.00
1.00
1.00
Incremental Delay, d2
0.3
0.3
0.0
0.5
0.1
9.6
0.1
Delay (s)
9.3
14.1
2.1
3.4
36.0
49.3
36.2
Level of Service
A
B
A
A
D
D
D
Approach Delay (s)
13.8
3.4
36.0
43.5
Approach LOS
B
A
D
D
Intersection Summary
HCM 2000 Control Delay
11.7
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.57
Actuated Cycle Length (s)
97.3
Sum of lost time (s)
18.0
Intersection Capacity Utilization
64.0%
ICU Level of Service
B
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden 2020 Build AM (with Mitigation) Synchro 9 Report
EPR Page 3
HCM Signalized Intersection Capacity Analysis
4: Hillsdala Drive/Northfield Road & Rio Road 04/21/2017
Movement
EBL
EBT
EBR
WBL
WBT WBR
NBL
NBT
SBT
SBR
Lane Configurations
Vi
+ U
IN
+ T+
if
Traffic Volume (vph)
11
792
83
229
1095 4
60
10
102
51
71
22
Future Volume (vph)
11
792
83
229
1095 4
60
10
102
51
71
22
Ideal Flow (vphpl)
1900
1900
1900
1900
1900 1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
0.99
1.00
1.00
1.00
0.85
0.98
Flt Protected
0.95
1.00
0.95
1.00
0.96
1.00
0.98
Satd. Flow (prot)
1805
3455
1719
3573
1615
1495
1814
Flt Permitted
0.21
1.00
0.21
1.00
0.58
1.00
0.85
Satd. Flow (perm)
404
3455
381
3573
980
1495
1574
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)
12
861
90
249
1190 4
65
11
111
55
77
24
RTOR Reduction (vph)
0
7
0
0
0 0
0
0
95
0
6
0
Lane Group Flow (vph)
12
944
0
249
1194 0
0
76
16
0
150
0
Heavy Vehicles (%)
0%
3%
3%
5%
1 % 0%
15%
0%
8%
0%
0%
5%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
Perm
NA
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
4
8
Actuated Green, G (s)
56.9
52.1
71.4
60.6
13.9
13.9
13.9
Effective Green, g (s)
56.9
52.1
71.4
60.6
13.9
13.9
13.9
Actuated g/C Ratio
0.58
0.54
0.73
0.62
0.14
0.14
0.14
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
5.0
2.5
Lane Grp Cap (vph)
305
1850
462
2225
140
213
224
v/s Ratio Prot
0.00
0.27
c0.07
c0.33
v/s Ratio Perm
0.02
c0.32
0.08
0.01
c0.10
v/c Ratio
0.04
0.51
0.54
0.54
0.54
0.07
0.67
Uniform Delay, dl
8.6
14.4
6.9
10.4
38.7
36.1
39.5
Progression Factor
0.49
0.45
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.0
0.4
0.9
0.5
7.4
0.3
6.7
Delay (s)
4.2
7.0
7.8
10.9
46.1
36.4
46.2
Level of Service
A
A
A
B
D
D
D
Approach Delay (s)
7.0
10.3
40.4
46.2
Approach LOS
A
B
D
D
Intersection Summary =
-
HCM 2000 Control Delay
13.2
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.58
Actuated Cycle Length (s)
97.3
Sum of lost time (s)
18.0
Intersection Capacity Utilization
66.8%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden 2020 Build AM (with Mitigation) Synchro 9 Report
EPR Page 4
HCM 2010 Signalized Intersection Summary
1: Mall Drive/Albemarle Square & Rio Road 04/21/2017
Movem( PF
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL I
SBT
SBR
Lane Configurations
Vi
++
K
IN
++
?F
Vi
+
if
IN
Traffic Volume (veh/h)
96
1156
60
96
1281
174
70
24
64
181
16
132
Future Volume (veh/h)
96
1156
60
96
1281
174
70
24
64
181
16
132
Number
1
6
16
5
2
12
7
4
14
3
8
18
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/hlln
1900
1881
1900
1900
1881
1900
1881
1900
1900
1900
1900
1900
Adj Flow Rate, veh/h
101
1217
0
101
1348
102
74
25
0
191
17
30
Adj No. of Lanes
1
2
1
1
2
1
1
1
1
1
1
0
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
Percent Heavy Veh, %
0
1
0
0
1
0
1
0
0
0
0
0
Cap, veh/h
279
1948
880
323
1948
880
125
133
113
207
71
125
Arrive On Green
0.07
0.55
0.00
0.07
0.55
0.55
0.07
0.07
0.00
0.11
0.11
0.11
Sat Flow, veh/h
1810
3574
1615
1810
3574
1615
1792
1900
1615
1810
618
1090
Grp Volume(v), veh/h
101
1217
0
101
1348
102
74
25
0
191
0
47
Grp Sat Flow(s),veh/h/In
1810
1787
1615
1810
1787
1615
1792
1900
1615
1810
0
1708
Q Serve(g_s), s
3.2
32.9
0.0
3.2
38.6
4.3
5.6
1.7
0.0
14.6
0.0
3.5
Cycle Q Clear(g_c), s
3.2
32.9
0.0
3.2
38.6
4.3
5.6
1.7
0.0
14.6
0.0
3.5
Prop In Lane
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.64
Lane Grp Cap(c), veh/h
279
1948
880
323
1948
880
125
133
113
207
0
195
V/C Ratio(X)
0.36
0.62
0.00
0.31
0.69
0.12
0.59
0.19
0.00
0.92
0.00
0.24
Avail Cap(c_a),veh/h
310
1948
880
341
1948
880
288
305
260
207
0
195
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
0.00
0.61
0.61
0.61
1.00
1.00
0.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
18.3
22.0
0.0
15.9
23.3
15.5
63.2
61.4
0.0
61.4
0.0
56.5
Incr Delay (d2), s/veh
1.1
1.5
0.0
0.5
1.2
0.2
6.2
1.0
0.0
42.2
0.0
0.9
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
1.7
16.6
0.0
1.6
19.2
1.9
3.0
1.0
0.0
9.7
0.0
1.7
LnGrp Delay(d),s/veh
19.4
23.5
0.0
16.4
24.5
15.6
69.3
62.3
0.0
103.6
0.0
57.4
LnGrp LOS
B
C
B
C
B
E
E
F
E
Approach Vol, veh/h
1318
1551
99
238
Approach Delay, s/veh
23.2
23.4
67.6
94.5
Approach LOS
C
C
E
F
er
1E=8
-
Assigned Phs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
17.6
84.1
16.3
17.6
84.1
22.0
Change Period (Y+Rc), s
7.8
7.8
6.5
7.8
7.8
6.0
Max Green Setting (Gmax), s
12.2
61.2
22.5
11.2
62.2
16.0
Max Q Clear Time (g_c+l l ), s
5.2
40.6
7.6
5.2
34.9
16.6
Green Ext Time (p-c), s
0.2
19.9
0.3
0.2
26.0
0.0
Intersection Summary
HCM 2010 Ctrl Delay
29.9
HCM 2010 LOS
C
Rio Road -Arden 2020 Build PM (with Mitigation) Synchro 9 Report
EPR Page 1
HCM 2010 Signalized Intersection Summary
2: Rio Road & Putt Putt Place 04/21/2017
Moveme
WBT
WBR I
SBL
SBR
Lane Configurations
Vi
++
++
if
IN
K
Traffic Volume (veh/h)
188
1163
1299
120
55
175
Future Volume (veh/h)
188
1163
1299
120
55
175
Number
1
6
2
12
3
18
Initial Q (Qb), veh
0
0
0
0
0
0
Ped-Bike Adj(A_pbT)
1.00
1.00
1.00
1.00
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh/hlln
1881
1900
1881
1900
1900
1881
Adj Flow Rate, veh/h
198
1224
1367
65
58
63
Adj No. of Lanes
1
2
2
1
1
1
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
Percent Heavy Veh, %
1
0
1
0
0
1
Cap, veh/h
374
2540
1788
808
161
142
Arrive On Green
0.10
0.70
0.50
0.50
0.09
0.09
Sat Flow, veh/h
1792
3705
3668
1615
1810
1599
Grp Volume(v), veh/h
198
1224
1367
65
58
63
Grp Sat Flow(s),veh/h/In
1792
1805
1787
1615
1810
1599
Q Serve(g_s), s
2.6
8.8
17.9
1.2
1.7
2.2
Cycle Q Clear(g_c), s
2.6
8.8
17.9
1.2
1.7
2.2
Prop In Lane
1.00
1.00
1.00
1.00
Lane Grp Cap(c), veh/h
374
2540
1788
808
161
142
V/C Ratio(X)
0.53
0.48
0.76
0.08
0.36
0.44
Avail Cap(c_a), veh/h
382
2622
1854
838
188
166
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
10.6
3.8
11.7
7.5
24.8
25.0
Incr Delay (d2), s/veh
1.3
0.1
1.9
0.0
1.4
2.2
Initial Q Delay(d3),s/veh
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50%),veh/In
1.8
4.3
9.2
0.6
0.9
1.0
LnGrp Delay(d),s/veh
11.9
4.0
13.6
7.6
26.2
27.1
LnGrp LOS
B
A
B
A
C
C
Approach Vol, veh/h
1422
1432
121
Approach Delay, s/veh
5.1
13.3
26.7
Approach LOS
A
B
C
erEjF7
5
Assigned Phs
1
2
6
8
Phs Duration (G+Y+Rc), s
11.8
34.9
46.7
11.1
Change Period (Y+Rc), s
6.0
6.0
6.0
6.0
Max Green Setting (Gmax), s
6.0
30.0
42.0
6.0
Max Q Clear Time (g_c+l l ), s
4.6
19.9
10.8
4.2
Green Ext Time (p-c), s
0.1
9.0
23.8
0.0
Intersection Summary
HCM 2010 Ctrl Delay
9.9
HCM 2010 LOS
A
Rio Road -Arden 2020 Build PM (with Mitigation) Synchro 9 Report
EPR Page 2
HCM Signalized Intersection Capacity Analysis
3: Old Brook Drive & Rio Road 04/21/2017
Movement i
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBI
Lane Configurations
Vi
+ U
IN
+ T+
+T
K
Traffic Volume (vph)
102
1199
25
20
1298
105
14
1
12
43
2
82
Future Volume (vph)
102
1199
25
20
1298
105
14
1
12
43
2
82
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
1.00
1.00
0.99
0.94
1.00
0.85
Flt Protected
0.95
1.00
0.95
1.00
0.97
0.95
1.00
Satd. Flow (prot)
1805
3599
1805
3534
1740
1813
1599
Flt Permitted
0.11
1.00
0.12
1.00
0.85
0.71
1.00
Satd. Flow (perm)
201
3599
225
3534
1526
1356
1599
Peak -hour factor, PHF
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
Adj. Flow (vph)
109
1276
27
21
1381
112
15
1
13
46
2
87
RTOR Reduction (vph)
0
1
0
0
3
0
0
11
0
0
0
73
Lane Group Flow (vph)
109
1302
0
21
1490
0
0
18
0
0
48
14
Heavy Vehicles (%)
0%
0%
0%
0%
1%
1%
0%
0%
0%
0%
0%
1%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
NA
Perm
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
8
8
Actuated Green, G (s)
62.6
55.2
71.0
59.4
15.8
15.8
15.8
Effective Green, g (s)
62.6
55.2
71.0
59.4
15.8
15.8
15.8
Actuated g/C Ratio
0.62
0.55
0.71
0.59
0.16
0.16
0.16
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
2.5
2.5
Lane Grp Cap (vph)
243
1974
340
2086
239
212
251
v/s Ratio Prot
c0.03
0.36
0.01
c0.42
v/s Ratio Perm
0.25
0.04
0.01
c0.04
0.01
v/c Ratio
0.45
0.66
0.06
0.71
0.08
0.23
0.05
Uniform Delay, dl
11.1
16.1
8.0
14.6
36.2
37.1
36.0
Progression Factor
1.00
1.00
0.43
0.25
1.00
1.00
1.00
Incremental Delay, d2
1.0
1.1
0.0
1.1
0.3
0.4
0.1
Delay (s)
12.1
17.1
3.5
4.8
36.5
37.5
36.1
Level of Service
B
B
A
A
D
D
D
Approach Delay (s)
16.7
4.8
36.5
36.6
Approach LOS
B
A
D
D
Intersection Summary
HCM 2000 Control Delay
11.9
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.60
Actuated Cycle Length (s)
100.6
Sum of lost time (s)
18.0
Intersection Capacity Utilization
68.1%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden 2020 Build PM (with Mitigation) Synchro 9 Report
EPR Page 3
HCM Signalized Intersection Capacity Analysis
4: Hillsdala Drive/Northfield Road & Rio Road 04/21/2017
Movement i
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBI�IIIIIIIIIIIIIIIISBL
S
Lane Configurations
Vi
+ U
IN
+ T+
if
Traffic Volume (vph)
16
1167
64
182
1310
14
97
31
297
25
18
13
Future Volume (vph)
16
1167
64
182
1310
14
97
31
297
25
18
13
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frt
1.00
0.99
1.00
1.00
1.00
0.85
0.97
Flt Protected
0.95
1.00
0.95
1.00
0.96
1.00
0.98
Satd. Flow (prot)
1805
3582
1770
3566
1738
1599
1736
Flt Permitted
0.12
1.00
0.11
1.00
0.76
1.00
0.81
Satd. Flow (perm)
232
3582
211
3566
1366
1599
1442
Peak -hour factor, PHF
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Adj. Flow (vph)
17
1255
69
196
1409
15
104
33
319
27
19
14
RTOR Reduction (vph)
0
3
0
0
0
0
0
0
269
0
10
0
Lane Group Flow (vph)
17
1321
0
196
1424
0
0
137
50
0
50
0
Heavy Vehicles (%)
0%
0%
0%
2%
1%
7%
7%
0%
1%
4%
0%
8%
Turn Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
Perm
NA
Protected Phases
1
6
5
2
4
8
Permitted Phases
6
2
4
4
8
Actuated Green, G (s)
62.6
55.2
71.0
59.4
15.8
15.8
15.8
Effective Green, g (s)
62.6
55.2
71.0
59.4
15.8
15.8
15.8
Actuated g/C Ratio
0.62
0.55
0.71
0.59
0.16
0.16
0.16
Clearance Time (s)
6.0
6.0
6.0
6.0
6.0
6.0
6.0
Vehicle Extension (s)
2.5
5.0
2.5
5.0
5.0
5.0
2.5
Lane Grp Cap (vph)
260
1965
328
2105
214
251
226
v/s Ratio Prot
0.00
0.37
c0.07
c0.40
v/s Ratio Perm
0.04
0.35
c0.10
0.03
0.03
v/c Ratio
0.07
0.67
0.60
0.68
0.64
0.20
0.22
Uniform Delay, dl
9.2
16.2
12.2
14.0
39.7
36.9
37.0
Progression Factor
0.32
0.17
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.1
0.9
2.4
1.1
8.6
0.8
0.4
Delay (s)
3.0
3.6
14.6
15.2
48.4
37.7
37.4
Level of Service
A
A
B
B
D
D
D
Approach Delay (s)
3.6
15.1
40.9
37.4
Approach LOS
A
B
D
D
Intersection Summary
E
HCM 2000 Control Delay
14.4
HCM 2000 Level of Service
B
HCM 2000 Volume to Capacity ratio
0.69
Actuated Cycle Length (s)
100.6
Sum of lost time (s)
18.0
Intersection Capacity Utilization
72.7%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Rio Road -Arden 2020 Build PM (with Mitigation) Synchro 9 Report
EPR Page 4
EPRpc EPR, P,C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix K
2020 Build SimTraffic Printouts (Putt Putt Place Signalized)
Queuing and Blocking Report
2020 Build AM (with Mitigation) 04/21/2017
Intersection: 1: Mall Drive/Albemarle Square & Rio Road
Movement EB EB EB WB WB WB WB NB NB SB SB
Directions Served L T T L
T
T
R
L
T
L
TR
Maximum Queue (ft) 64 256 212 45
292
322
130
66
26
99
92
Average Queue (ft) 22 82 49 14
90
105
23
10
2
38
26
95th Queue (ft) 51 190 140 38
224
247
92
39
12
79
63
Link Distance (ft) 579 579
892
892
293
293
321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 340 340
130
100
Storage Blk Time (%) 0
0
5
0
1
0
Queuing Penalty (veh) 0
0
4
1
0
0
Intersection: 2: Rio Road & Putt Putt Place
Movement
EB
EB
EB
WB
WB
WB
SB
SB
Directions Served
L
T
T
T
T
R
L
R
Maximum Queue (ft)
123
123
124
250
261
159
159
100
Average Queue (ft)
44
55
51
103
111
25
55
61
95th Queue (ft)
89
103
104
196
211
95
113
101
Link Distance (ft)
892
892
1338
1338
523
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
350
170
100
Storage Blk Time (%)
2
0
1
1
Queuing Penalty (veh)
1
0
1
1
Intersection: 3: Old
Brook Drive &
Rio Road
Movement
EB
EB
EB
WB
WB
WB
NB
SB
SB
Directions Served
L
T
TR
L
T
TR
LTR
LT
R
Maximum Queue (ft)
139
223
240
40
110
114
68
217
75
Average Queue (ft)
33
98
116
4
44
49
20
76
49
95th Queue (ft)
83
181
204
20
87
94
49
153
89
Link Distance (ft)
1338
1338
154
154
417
562
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
200
65
75
Storage Blk Time (%)
0
0
0
2
11
1
Queuing Penalty (veh)
0
0
0
0
11
1
Intersection: 4: Hillsdala Drive/Northfield Road & Rio Road
Movement
EB
EB
EB
WB
WB
WB
NB
NB
SB
Directions Served
L
T
TR
L
T
TR
LT
R
LTR
Maximum Queue (ft)
49
127
124
174
222
217
134
103
177
Average Queue (ft)
7
59
60
76
104
97
57
41
82
95th Queue (ft)
29
108
104
141
187
174
110
81
143
Link Distance (ft)
154
154
817
817
538
524
Upstream Blk Time (%)
0
0
Queuing Penalty (veh)
0
0
Storage Bay Dist (ft)
55
180
150
Storage Blk Time (%)
0
13
0
0
0
Queuing Penalty (veh)
0
1
1
1
0
Network Summary
Network wide Queuing Penalty: 26
Rio Road —Arden SirnTraffic Report
EPR Page 1
Queuing and Blocking Report
2020 Build PM (with Mitigation) 04/21/2017
Intersection: 1: Mall Drive/Albemarle Square & Rio Road
Movement EB EB EB EB WB WB WB WB NB NB NB SB
Directions Served L T T R
L
T
T
R
L
T
R
L
Maximum Queue (ft) 340 562 480 64
340
597
610
130
148
81
10
336
Average Queue (ft) 88 308 252 2
92
317
338
68
63
26
0
192
95th Queue (ft) 248 476 408 54
255
544
567
159
120
64
9
337
Link Distance (ft) 579 579 579
892
892
293
293
321
Upstream Blk Time (%) 0 0 0
2
Queuing Penalty (veh) 0 0 0
0
Storage Bay Dist (ft) 340
340
130
200
Storage Blk Time (%) 0 5
0
7
29
0
33
Queuing Penalty (veh) 0 5
0
7
51
3
49
Intersection: 1: Mall Drive/Albemarle Square & Rio Road
Movement SB
Directions Served TR
Maximum Queue (ft) 100
Average Queue (ft) 76
95th Queue (ft) 129
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%) 3
Queuing Penalty (veh) 5
Intersection: 2: Rio Road & Putt Putt Place
Movement
EB
EB
EB
WB
WB
WB
SB
SB
Directions Served
L
T
T
T
T
R
L
R
Maximum Queue (ft)
166
147
156
275
301
170
142
98
Average Queue (ft)
75
60
71
133
145
52
41
60
95th Queue (ft)
133
122
138
240
260
147
91
96
Link Distance (ft)
892
892
1338
1338
523
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
350
170
100
Storage Blk Time (%)
4
0
0
2
Queuing Penalty (veh)
4
1
0
1
Intersection: 3: Old Brook Drive &
Rio Road
Movement
EB
EB
EB
WB
WB
WB
NB
SB
SB
Directions Served
L
T
TR
L
T
TR
LTR
LT
R
Maximum Queue (ft)
199
370
386
59
134
148
61
108
74
Average Queue (ft)
76
169
189
12
61
71
16
32
37
95th Queue (ft)
169
318
338
38
113
121
44
73
73
Link Distance (ft)
1338
1338
154
154
417
562
Upstream Blk Time (%)
0
0
Queuing Penalty (veh)
1
2
Storage Bay Dist (ft)
200
65
75
Storage Blk Time (%)
0
4
0
9
1
1
Queuing Penalty (veh)
0
4
1
2
1
0
Rio Road —Arden SirnTraffic Report
EPR Page 1
Queuing and Blocking Report
2020 Build PM (with Mitigation) 04/21/2017
Intersection: 4: Hillsdala Drive/Northfield Road & Rio Road
Movement EB EB EB WB WB WB NB NB SB
Directions Served
L
T
TR
L
T
TR
LT
R
LTR
Maximum Queue (ft)
45
106
103
180
308
319
150
312
104
Average Queue (ft)
11
49
43
90
154
151
87
117
37
95th Queue (ft)
36
93
87
170
267
264
154
230
80
Link Distance (ft)
154
154
817
817
538
524
Upstream Blk Time (%)
0
Queuing Penalty (veh)
0
Storage Bay Dist (ft)
55
180
150
Storage Blk Time (%)
0
14
0
4
1
4
Queuing Penalty (veh)
2
2
2
7
2
6
Network Summary
Network wide Queuing Penalty: 161
Rio Road —Arden SirnTraffic Report
EPR Page 2