ZMA201900008 Study 2021-04-02 (2)DocuSign Envelope ID: 73C9ABF7-OA06-446D-886B-CBDAE2910EDB I
RAMEY KEMP ASSOCIATES T 804 217 8560
Moving forward. 4343Cox Road
Glen Allen, VA 23060
April 2, 2021
Mr. Kevin McDermott
Albemarle County
401 McIntire Road
Charlottesville, Virginia 22902
Phone: (434) 296-5832
Reference: Rio Point —Traffic Impact Analysis (TIA)
Dear Mr. McDermott,
Ramey Kemp & Associates, Inc. (RKA) has performed a Traffic Impact Analysis (TIA) for the proposed 328-
unit multi -family development located on the southwest corner of the Rio Road at John Warner Parkway /
CATEC Driveway intersection. The access plan includes one full -movement driveway and one right -in only
driveway on Rio Road and a stub -out for a future connection on the south side of the property. If approved, the
proposed development is expected to be built in 2023. Figure 1 shows the site location and study intersections,
and Figure 2 shows the preliminary site plan.
The purpose of this letter report is to provide the following:
■ Trip generation calculations
■ Evaluation of turn lane warrants for the site driveways
■ Capacity and queueing analysis of the study intersections
Existing Roadway Conditions
Route 631 (Rio Road) is a four -lane divided Minor Arterial with a 2019 Virginia Department of Transportation
(VDOT) average daily traffic (ADT) volume of approximately 28,000 vehicles per day (vpd) and a posted
speed limit of 35 miles per hour (mph) north of the John Warner Parkway intersection. Rio Road becomes a
two-lane Major Collector with a posted speed limit of 35 mph south of the John Warner Parkway intersection.
South of the Pen Park Road / Waldorf School Road intersection, the approximate 2019 VDOT ADT of Rio
Road is 9,300 vpd.
Route 2500 (John Warner Parkway) is a two-lane Minor Arterial with a posted speed limit of 35 mph in the
vicinity of the site and does not have a VDOT published ADT volume. Based on discussion with the County,
the ADT is approximately 17,500 vpd.
Route 768 (Pen Park Road) is a two-lane local road with a 2019 VDOT ADT volume of approximately 4,400
vpd, and a posted speed limit of 35 mph in the vicinity of the site.
Route 1177 (Dunlora Drive) is a two-lane local road with a 2019 VDOT ADT volume of approximately 2,400
vpd, and a posted speed limit of 35 mph in the vicinity of the site.
I<AIL rameykemp.com
Transportation
Consulting
that moves us
forward.
DocuSign Envelope ID: 73C9ABF7-OA06-446D-886B-CBDAE2910EDB
RAMEY KEMP ASSOCIATES
Moving forward.
Rio Point - Albemarle County, VA 1 2
Figure 3 shows existing lane configuration.
Existing Traffic Volumes
The AM peak hour (7:00 to 9:00 AM) and PM peak hour (4:00 to 6:00 PM) turning movement counts were
conducted by Burns Service, Inc. during the week of August 27, 2018 at the following intersections:
■ Rio Road at John Warner Parkway / CATEC Driveway
■ Rio Road at Dunlora Drive
■ Rio Road at Pen Park Road / Waldorf School Road
The AM peak hour (7:30 to 8:30 AM) and PM peak hour (4:45 — 5:45 PM) turning movements counts for Rio
Road at Dunlora Forest Drive were conducted by RKA during the week of August 19, 2019.
Note that some volumes have been increased, as necessary, to balance between the study intersections.
Additionally, the 2018 and 2019 traffic counts were used due to the currently reduced traffic volumes resulting
from the COVID-19 pandemic. Based on discussion with the County and VDOT, the 2018 peak hour traffic
volumes were grown by an annual rate of 2.0% for three years to estimate the existing 2021 peak how traffic
volumes. The traffic count data are enclosed, and the existing volumes are shown in Figure 4.
Background Traffic Growth
Based on discussion with the County and VDOT, an annual rate of 2.0% was used to grow the 2018 peak how
traffic volumes for five years, and the 2019 volumes for four years, to estimate the 2023 peak how traffic
volumes.
Approved Development Traffic
Based on discussion with the County and VDOT, five approved developments near the site are included in this
TIA. Belvedere Residential is partially built -out, with 190 single family homes and 90 townhomes remaining to
be built and is located at the end of Belvedere Boulevard. The trip generation potential of Belvedere Residential
during a typical weekday, AM peak hour and PM peak hour was estimated using the methodologies published
by the Institute of Transportation Engineers (ITE) Trip Generation Manual — IOth Edition.
Table 1
ITE Trip Generation — Belvedere Residential — Weekday —10" Edition
Weekday
Land Use
Daily Traffic
AM Peak Hour
PM Peak Hour
(ITE Land Use Code)
Size
(vpd)
(vph)
(vph)
Enter
Exit
Enter
Exit
Enter
Exit
Single Family Detached Housing
190 homes
938
938
35
106
118
70
(210)
Multifamily Housing (Low -Rise)
90 units
330
330
10
33
34
20
(220)
Total Trips
1,268
1,268
45
139
152
90
Transportation
Consulting
that moves us
forward.
rameykemp.com
DocuSign Envelope ID: 73C9ABF7-OA06-446D-886B-CBDAE2910EDB
RAMEY KEMP ASSOCIATES Rio Point - Albemarle County, VA 1 3
Moving forward.
Figures 5 and 6 show the trip distribution and assignment for Belvedere Residential.
Dunlora Park Residential consists of 28 single family homes and 14 townhomes and is located on Varick Street.
The ITE trip generation potential of Dunlora Park Residential is shown in Table 2.
Table 2
ITE Trip Generation - Dunlora Park Residential - Weekday -101 Edition
Weekday
Land Use
Daily Traffic
AM Peak Hour
PM Peak Hour
(ITE Land Use Code)
Size
(vpd)
(vph)
(vph)
Enter
Exit
Enter
Exit
Enter
Exit
Single Family Detached Housing
28 homes
161
161
6
19
19
11
(210)
Multifamily Housing (Low -Rise)
14 units
51
51
1
6
6
4
(220)
Total Trips
212
212
7
25
25
15
Figures 7 and 8 show the trip distribution and assignment for Dunlora Park Residential.
Lochlyn Hill Residential is partially built -out, with 129 single family homes and 14 townhomes remaining to be
built and is located on the south side of Pen Park Lane. The ITE trip generation potential of Lochlyn Hill
Residential is shown in Table 3.
Table 3
ITE Trip Generation - Lochlyn Hill Residential - Weekday -10' Edition
Weekday
Land Use
Daily Traffic
AM Peak Hour
PM Peak Hour
(ITE Land Use Code)
Size
(vpd)
(vph)
(vph)
Enter
Exit
Enter
Exit
Enter
Exit
Single Family Detached Housing
129 homes
657
657
24
72
82
48
(210)
Multifamily Housing (Low -Rise)
14 units
51
51
1
6
6
4
(220)
Total Trips
708
708
25
78
88
52
Figures 9 and 10 show the trip distribution and assignment for Lochlyn Hill Residential.
Transportation
<AlkConsulting
that moves us
forward.
rameykemp.com
DocuSign Envelope ID: 73C9ABF7-OA06-446D-886B-CBDAE2910EDB
RAMEY KEMP ASSOCIATES
Moving forward.
Rio Point - Albemarle County, VA 1 4
The SOCA Fieldhouse is a proposed indoor soccer fieldhouse, to be located at the end of Belvedere Boulevard.
In addition to one indoor field, the development plan also includes a synthetic field, 3 full-sized natural surface
fields, and 2 half -sized natural surface fields, all of which will be outdoors. The ITE trip generation potential of
the SOCA Fieldhouse is shown in Table 4.
Table 4
ITE Trip Generation — SOCA Fieldhouse — Weekday —1011 Edition
Average Daily
Traffic
AM Peak Hour
PM Peak Hour
Land Use
Size
(vpd)
(vph)
(vph)
(ITE Land Use Code)
Enter
I Exit
Enter
Exit
Enter
Eait
Soccer Complex
8 fields
286
286
5
3
96
50
(488)
Figures 11 and 12 show the trip distribution and assignment for the SOCA Fieldhouse.
The Center at Belvedere is a recreation center for senior citizens, located on Belvedere Road. The project is set
to be constructed in two phases, with the first phase, a 43,240 s.f recreation center, already built out. An
additional 16,760 s.f building is planned to be constructed in the future. The ITE trip generation potential of
The Center at Belvedere is shown in Table 5.
Table 5
ITE Trip Generation — The Center at Belvedere Senior Center — Weekday —10t' Edition
Weekday
Land Use
Daily Traffic
AM Peak Hour
PM Peak Hour
(ITE Land Use Code)
Size
(vpd)
(vph)
(vph)
Enter
I Exit
Enter
Exit
Enter
Exit
Phase 1— Recreational
43,240 s.f.
623
623
50
26
47
53
Community Center' (495)
Phase 2 — Recreational
16,760 s.f
242
242
19
10
18
21
Community Center' (495)
Total Trips
865
865
69
36
65
74
1. ITE has no data for a senior recreation center. The trip generation estimates shown are for a standard
recreational community center (all ages) and likely over -estimate the number of trips that would be
generated by the proposed use.
Figures 13 and 14 show the trip distribution and assignment for The Center at Belvedere. The total approved
development trips are shown in Figure 15. The total approved development trips were combined with the
background growth to estimate the 2023 no -build traffic volumes, which are shown in Figure 16. Additionally,
Figure 17 shows a 2023 no -build scenario including the construction of the planned roundabout.
Transportation
'OR'<oA Consulting
that moves us
forward.
rameykemp.com
DocuSign Envelope ID: 73C9ABF7-OA06-446D-886B-CBDAE2910EDB
RAMEY KEMP ASSOCIATES
Moving forward.
Rio Point — Albemarle County, VA 1 5
Trip Generation
The trip generation potential of the proposed neighborhood during a typical weekday, AM peak hour, and PM
peak hour was estimated using the methodologies published by the Institute of Transportation Engineers (ITE)
Trip Generation Manual —10`h Edition. Table 6 summarizes the trip generation calculations.
Table 6
ITE Trip Generation —Typical Weekday — 10o' Edition
Average Daily
Land Use
Traffic
AM Peak Hour
PM Peak Hour
(ITE Land Use Code)
Size
(vpd)
(vph)
(vph)
Enter
Exit
Enter
Exit
Enter
Exit
Multifamily Housing (Mid -Rise)
(221)
328 units
893
893
31
87
85
54
It should be noted that Rio Road is an existing transit corridor, and some of the future residents living along Rio Road will
likely use the transit service. This will reduce the number of vehicles on Rio Road. To be conservative, this reduction was
not applied to the trip generation potential of the site or the surrounding approved developments.
Site Traffic Distribution
The following site traffic distribution was applied based on coordination with the County and VDOT:
■ 32% to / from the north on Rio Road
■ 32% to / from the south on Rio Road
■ 31 % to / from the south on John Warner Parkway
■ 2% to / from the east on Pen Park Road
■ 1% to / from the south on Waldorf School Road
• 1% to / from the north on CATEC Driveway
• 1% to / from the north on Dunlom Drive
Figures 18 and 19 show the site trip distribution and site trip assignment, respectively. Figure 20 shows the
projected 2023 build -out peak hour traffic volumes without improvements and Figure 21 shows the projected
2023 build -out volumes with a roundabout.
VDOT Turn Lane Warrant Analysis
The projected build -out AM and PM peak hour traffic volumes at the proposed site driveways were compared
to the turn lane warrants in the Virginia Department of Transportation (VDOT) Access Management Design
Standards for Entrances and Intersections:
Rio Road at Right -in Only Driveway
■ A southbound right -turn taper on Rio Road is warranted in the PM peak hour only
Rio Road at Full -Movement Driveway:
■ A northbound left-tum lane on Rio Road is warranted
■ A southbound right -turn taper on Rio Road is warranted in the PM peak hour only
Transportation
I<AlkConsulting
that moves us
forward.
rameykemp.com
DocuSign Envelope ID: 73C9ABF7-OA06-446D-886B-CBDAE2910EDB
RAMEY KEMP ASSOCIATES
Moving forward.
Rio Point — Albemarle County, VA 1 6
Intersection Spacing Standards
VDOT requires at least 250 feet of separation between partial access driveways and full -movement driveways /
intersections on Major Collector roadways. The proposed right -in only driveway is approximately 190 feet
south of Dunlora Drive and 305 feet north of the proposed full -movement driveway. The proposed right -in only
driveway does not meet VDOT's minimum intersection spacing standards, so an Access Management
Exception (AME) request will be submitted.
VDOT requires at least 335 feet of separation between full -movement driveways and intersections on Major
Collector roadways. The proposed full -movement driveway is approximately 735 feet north of Dunlora Forest
Drive. The proposed full -movement driveway exceeds VDOT's minimum intersection spacing standards.
Traffic Capacity Analysis
Traffic capacity analysis for the study intersections was performed using Synchro 10, which is a comprehensive
software package that allows the user to model signalized and unsignalized intersections to determine levels -of -
service based on the thresholds specified in the Highway Capacity Manual (HCM) — 6n' Edition. All queues
reported are the maximum SimTraffic queues based on the average of 10 microsimulation runs.
Note that Rio Road is considered an east / west roadway but is north / south in the vicinity of the site.
Additionally, John Warner Parkway, Dunlora Drive, Pen Park Road, and Waldorf School Road are all east /
west roadways in the vicinity of the site.
Table 7 summarizes the capacity analysis results for the signalized intersection of Rio Road at John Warner
Parkway / CATEC Driveway, and the Synchro and SimTraffic outputs are enclosed for reference.
Table 7
Level -of -Service Summary for Rio Road at John Warner Parkway / CATEC Driveway
CONDITION
LANE
GROUP
Storage
Length
AM PEAK HOUR
PM PEAK HOUR
L ane
Lane
Lane
Overall
Lane
Lane
Lane
Overall
(it)
LOS
Delay
Queue
LOS
LOS
Delay
Queue
LOS
(sec)
fr
(Delay)
(sec)
(it)
(Delay)
EBL
200
F
114.4
79
F
114.7
235
EBT/R
300
D
43.5
364
E
58.9
919
will,
-
F
83.6
482
F
83.3
673
Existing (2021)
WBT
-
B
13.8
374
D
B
13.1
390
D
WEIR
500
A
7.2
24
A
7.4
35
Traffic Conditions
NBUT
75
F
85.6
124
(51.3 sec)
E
78.8
124
(54.5 sec)
NBR
-
E
68.1
200
E
64.6
184
SBUT
-
F
113.6
22
F
103.6
29
SBR
125
F
1 98.5
1 4
1
1 FLIOL5
11
Transportation
I<AlkConsulting
that moves us
forward.
rameykemp.com
DocuSign Envelope ID: 73C9ABF7-OA06-446D-886B-CBDAE2910EDB
RAMEY KEMP ASSOCIATES
Moving forward.
Rio Point - Albemarle County, VA 1 7
Table 7 (Continued)
Level -of -Service Summary for Rio Road at John Warner Parkway / CATEC Driveway
AM PEAK HOUR
PM PEAK HOUR
LANE
Storage
Lane
Lane
Lane
Overall
Lane
Lane
Lane
Overall
CONDITION
GROUP
Length
(it)
LOS
Delay
Queue
LOS
LOS
Delay
Queue
LOS
sec
fr
ela
sec
fr(Delay)
EBL
200
F
114.7
149
F
115.0
251
EBT/R
300
D
49.2
548
F
97.1
1,356
No -Build (2023)
WBL
-
F
83.3
589
F
85.7
820
Traffic Conditions
WBT
-
B
16.1
407
E
B
15.2
614
E
WBR
500
A
7.2
24
A
7
35
Without
pfBL/T
75
F
89.4
124
(55.3 sec)
E
79.3
124
(67.7 sec)
Improvements
NBR
-
E
78.6
213
E
64.9
183
SBUT
-
F
113.6
29
F
103.6
28
SBR
125
F
98.5
9
F
101.5
9
EBL/T
-
B
12.1
71
E
36.5
352
EBT/R
300
B
12.1
71
E
36.5
352
No -Build (2023)
WBU/L
-
B
10.0
100
A
9.6
109
Traffic Conditions
WBT/R
500
C
20.4
561
B
B
13.4
180
C
With Roundabout'
NBU/L/T
125
A
8.5
31
(11.0 sec)
B
10.7
17
(17.3 sec)
NBR
-
A
0.2
0
A
0.2
0
SBL/T
-
B
12.1
1
B
11.5
2
SBR
125
B
14.1
0
B
13.5
1
EBL
200
F
114.4
204
F
115.0
298
Build 2023
( )
EBT/R
300
D
50.5
542
F
107.5
1,353
WBL
-
F
83.3
658
F
94.8
840
Traffic Conditions
WBT
-
B
16.1
468
E
B
15.3
649
E
Without
Improvements
NB /T
75
F
104.8
124
(58.8 sec)
F
805
1244
(74.2 sec)
NBR
-
F
86.0
217
E
69.0
197
SBUT
-
F
113.6
22
F
103.8
35
SBR
125
F
98.5
6
F
100.4
9
EBL/T
-
B
12.4
75
E
45.2
434
EBT/R
300
B
12.4
75
E
45.2
434
Build (2023)
WBU/L
-
B
10.8
132
B
10.5
121
Traffic Conditions
WBT/R
500
C
22.8
608
B
B
14.1
183
C
With Roundabout'
NBU/L/T
125
A
9.2
39
(11.9 sec)
B
11.5
22
(20.4 sec)
NBR
-
A
0.2
0
A
0.2
0
SBUT
-
B
12.5
2
B
12.0
2
SBR
125
B
14.7
0
B
14.1
2
1. The 2023 Roundabout scenario is included to show that this intersection will achieve adequate LOS upon construction of the expected
improvements. The actual timeline of constructing the roundabout is not known, as it is not a part of this development.
Capacity analysis indicates that the intersection currently operates at LOS D during the AM and PM peak hours.
Under no -build conditions without improvements, the intersection is expected to operate at LOS E during the
AM and PM peak hours. Under no -build conditions with a roundabout, the intersection is expected to operate at
LOS B during the AM peak hour and LOS C during PM peak hour.
Under build conditions without improvements, the intersection is expected to operate at LOS E during the AM
and PM peak hours. The County has submitted a SMART SCALE application to convert the existing
intersection into a dual -lane roundabout. Under build conditions with a roundabout, the intersection is expected
to operate at LOS B during the AM peak hour and LOS C during PM peak hour.
Transportation
�J<oAk
Consulting
that moves us
forward.
rameykemp.com
DocuSign Envelope ID: 73C9ABF7-OA06-446D-886B-CBDAE2910EDB
RAMEY KEMP ASSOCIATES Rio Point - Albemarle County, VA 1 8
Moving forward.
Table 8 summarizes the capacity analysis results for the unsignalized intersection of Rio Road at Dunlora Drive,
and the Synchro and SimTraffic outputs are enclosed for reference. Note that HCM 6 reports were used for the
existing, no -build, and build without improvements scenarios.
Table 8
Level -of -Service Summary for Rio Road at Dunlora Drive
AM PEAK HOUR
PM PEAK HOUR
LANE
Storage
Lane
Lane
Lane
Overall
Lane
Lane
Lane
Overall
CONDITION
GROUP
Length
00
LOS
DelayQueue
LOS
LOS
Dela Y
Queue
LOS
sec
fr
ela a
sec
fr
(Delay)3
WBL'
-
F
57.2
130
E
39.1
52
Existing(2021)
WBR'
200
C
15.3
119
B
14.0
71
N/A
N/A
Traffic Conditions
BLI
50
A
9.5
71
A
9.6
89
SBT
No -Build (2023)
WBL'
-
F
138.3
392
F
70.0
98
Traffic Conditions
WBR'
200
C
17.5
260
C
15.7
118
NBT/R
-
-
-
-
N/A
-
-
-
N/A
Without
SBLZ
50
A
9.9
78
B
10.2
99
Improvements
SBT
No -Build (2023)
WEIR'
-
C
24.6
537
C
17.1
276
Traffic Conditions
NBT/R
-
-
-
N/A
-
-
N/A
With Roundabout
SBT
-
-
-
-
-
Build (2023)
WBL'
-
F
188.0
542
F
89.8
125
Traffic Conditions
WBR'
200
C
18.9
300
C
16.3
111
NBT/R
-
-
-
-
N/A
-
-
-
N/A
Without
SBLZ
50
B
10.2
87
B
10.4
99
Improvements
SBT
Build (2023)
WBR'
-
D
28.2
541
C
17.9
324
Traffic Conditions
NBT/R
-
-
N/A
-
-
N/A
With Roundabout
SBT
1. Level of service for minor approach
2. Level of service for major street left-tum movement
3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right
turns at unsignalized intersections.
Capacity analysis indicates that the minor street left -turn movement currently operates with long delays (greater
than 50 seconds) during the AM peak hour and moderate delays (between 25 and 50 seconds) during the PM
peak hour. Under no -build conditions without improvements, the minor street left -turn movement is expected to
operate with long delays (greater than 50 seconds) during both peak hours. Under build conditions without
improvements, capacity analysis indicates that the minor street left -turn movement is expected to operate with
long delays (greater than 50 seconds) during the AM and PM peak hours.
As part of the roundabout installation at the Rio Road at John Warner / CATEC intersection, Dunlora Drive will
likely be converted to right -in / right -out operation because it will be located within the functional area of the
roundabout. Under no -build conditions with a roundabout, the minor street right -turn movement is expected to
operate with short delays (less than 25 seconds) in both peak hours. Under build conditions with a roundabout,
the minor street right -turn movement is expected to operate with moderate delays (between 25 and 50 seconds)
in the AM peak hour and short delays (less than 25 seconds) in the PM peak hour.
Transportation
I<AlkConsulting
that moves us
forward.
rameykemp.com
DocuSign Envelope ID: 73C9ABF7-OA06-446D-886B-CBDAE2910EDB
RAMEY KEMP ASSOCIATES Rio Point - Albemarle County, VA 1 9
Moving forward.
Table 9 summarizes the capacity analysis results for the unsignalized intersection of Rio Road at Dunlora Forest
Drive, and the Synchro and SimTraffic outputs are enclosed for reference.
Table 9
Level -of -Service Summary for Rio Road at Dunlora Forest Drive
Storage
AM PEAK HOUR
PM PEAK HOUR
CONDITION
LANE
GROUP
Length
Lane
Lane
Lane
Overall
Lane
Lane
Lane
Overall
(it)
LOS
Delay
Queue
LOS
LOS
Delay
Queue
LOS
sec
ft
(Delay)'
sec
ft
(Delay)'
WBL'
-
D
28.8
38
D
30.1
28
WBR'
25
B
13.7
40
B
14.1
28
Existing (2021)
NBT
-
-
-
N/A
N/A
Traffic Conditions
NBR
200
-
-
-
-
-
-
SBL2
225
A
9.1
28
A
9.4
40
SBT
-
-
-
-
-
-
-
WBL'
-
E
36.2
46
E
36.8
29
No -Build (2023)
WBR'
25
B
14.9
46
C
15.1
28
Traffic Conditions
NBT
-
-
-
N/A
-
-
N/A
Without
NBR
200
-
-
-
-
ImprovementS
SBL2
225
A
9.4
33
A
9.7
50
SBT
WBL'
-
E
36.2
44
E
36.8
32
No -Build (2023)
WBR'
25
B
14.9
40
C
15.1
26
Traffic Conditions
NNBR
N/A
N/A
200
-
-
_
_
_
With Roundabout
SBL2
225
A
9.4
33
A
9.7
51
SBT
-
-
I -
I -
I -
-
I -
WBL'
-
E
38.5
58
E
44.0
35
Build (2023)
WBR'
25
C
15.1
54
C
16.3
34
Traffic Conditions
NBT
-
-
-
N/A
N/A
Without
NBR
200
-
-
-
-
-
-
IrnprovementS
SBL2
225
A
9.5
35
B
10.0
44
SBT
-
-
-
-
-
-
-
WBL'
-
E
38.5
54
E
44.0
30
Build (2023)
WBR'
25
C
15.1
49
C
16.3
33
Traffic Conditions
N/A
_
_
_
N/A
NNBR
200
-
-
With Roundabout
SBL2
225
A
9.5
33
B
10.0
48
SBT
1. Level of service for minor approach
2. Level of service for major street left -turn movement
3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right
turns at unsignalized intersections.
Capacity analysis indicates that the minor street left -turn movement currently operates with moderate delays
(between 25 and 50 seconds) during both the AM and PM peak hours. Under no -build conditions, with or
without a roundabout, the minor street left-tum movement is expected to continue to operate with moderate
delays (between 25 and 50 seconds) during both the AM and PM peak hours.
Under build conditions, with or without a roundabout, capacity analysis indicates that the minor street left -turn
movement is expected to continue to operate with moderate delays (between 25 and 50 seconds) during both the
AM and PM peak hours. No improvements are warranted or recommended at this intersection at build out of
the neighborhood.
Transportation
I<AlkConsulting
that moves us
forward.
rameykemp.com
DocuSign Envelope ID: 73C9ABF7-OA06-446D-886B-CBDAE2910EDB
RAMEY KEMP ASSOCIATES Rio Point - Albemarle County, VA 1 10
Moving forward.
Table 10 summarizes the capacity analysis results for the signalized intersection of Rio Road at Pen Park Road /
Waldorf School Road, and the Synchro and SimTraffic outputs are enclosed for reference.
Table 10
Level -of -Service Summary for Rio Road at Pen Park Road / Waldorf School Road
AM PEAK HOUR
PM PEAK HOUR
LANE
Storage
Lane
Lane
Lane
Overall
Lane
Lane
Lane
Overall
CONDITION
GROUP
Length
(rt)
LOS
Delay
Queue
LOS
LOS
Delay
Queue
LOS
sec
1t
Dela
sec
1t(Delay)
EBUT/R
-
C
26.3
114
C
24.7
42
WBL/T
350
D
42.4
193
C
25.6
70
WBR
-
D
37.4
145
C
30.5
71
Existing (2021)
N13L
75
B
12.3
164
C
A
8.1
31
B
Traffic Conditions
NBT
NBR
-
125
B
B
19.4
14.1
289
150
(22.0 sec)
B
A
13.9
8.8
343
174
(13.2 sec)
SBL
225
B
13.9
189
A
9.9
102
SBT
-
B
16.4
307
A
8.8
229
SBR
100
B
11.7
171
A
6.3
6
EBUT/R
-
C
32.1
135
C
27.7
40
WBUT
350
E
60.8
218
C
28.7
92
No -Build (2023)
WBR
-
D
54.0
162
C
34.0
81
Traffic Conditions
NBL
75
B
12.1
174
C
A
7.9
43
B
NBT
C
B
419
l�thout
NBR
125
B
13.3
13.3
212
212
(26.0 sec)
A
8.3
8.3
225
225
( 14.5 sec)
Improvements
SBL
225
B
15.1
242
B
11.6
127
SBT
-
B
16.2
379
A
9.0
258
SBR
100
B
10.9
152
A
5.9
15
EBUT/R
-
C
32.1
129
C
27.7
48
WBUT
350
E
60.8
243
C
28.7
84
WEIR
-
D
54.0
138
C
34.0
70
No -Build (2023)
N13L
75
B
12.1
166
C
A
7.9
44
B
Traffic Conditions
NBT
-
C
20.6
440
B
16.4
426
nth Roundabout
NBR
125
B
13.3
210
(26.0 sec)
A
8.3
209
(14.5 sec)
SBL
225
B
15.1
266
B
11.6
145
SBT
-
B
16.2
376
A
9.0
267
SBR
100
B
10.9
162
A
5.9
17
EBL[M
-
C
32.9
168
C
28.4
50
WBUT
350
E
63.2
258
C
29.5
85
Build (2023)
WEIR
-
E
56.9
179
D
35.0
78
Traffic Conditions
NBL
75
B
12.5
164
C
A
7.9
54
B
NBT
-
C
20.9
429
B
17.4
423
lithout
NBR
125
B
13.2
224
(26.7 sec)
A
8.2
224
(15.1 sec)
Improvements
SBL
225
B
15.4
181
B
12.3
135
SBT
-
B
16.9
321
A
9.0
239
SBR
100
B
10.8
118
A
5.9
22
EBL[M
-
C
32.9
126
C
28.4
52
WBUT
350
E
63.2
209
C
29.5
93
WEIR
-
E
56.9
150
D
35.0
87
Build (2023)
NBL
75
B
12.5
164
C
A
7.9
104
B
Traffic Conditions
NBT
-
C
20.9
338
B
17.4
423
97th Roundabout
NBR
125
B
13.2
194
(26.7 sec)
A
8.2
224
(15.1 sec)
SBL
225
B
15.4
256
B
12.3
119
SBT
-
B
16.9
372
A
9.0
283
SBR
100
B
1 10.8
1 170
1
1 A
1 5.9
1 37
Transportatioi
I<AlkConsulting
that moves us
forward.
rameykemp.com
DocuSign Envelope ID: 73C9ABF7-OA06-446D-886B-CBDAE2910EDB
RAMEY KEMP ASSOCIATES Rio Point - Albemarle County, VA 1 11
Moving forward.
Capacity analysis indicates that the intersection currently operates at LOS C during the AM peak hour and LOS
B during the PM peak hour. Under no -build conditions, with or without a roundabout, the intersection is
expected to continue to operate at LOS C during the AM peak hour and LOS B during the PM peak how.
Under build conditions, with or without a roundabout, capacity analysis indicates that the intersection is
expected to continue to operate at LOS C during the AM peak how and LOS B during the PM peak hour with
all movements at LOS E or better.
No improvements are warranted or recommended at this intersection at build out of the neighborhood.
Table 11 summarizes the capacity analysis results for the unsignalized intersection of Rio Road and Full -
movement Driveway, and the Synchro and SimTraffic outputs are enclosed for reference.
Table 11
Level -of -Service Summary for Rio Road at Full -movement Driveway
AM PEAK HOUR
PM PEAK HOUR
LANE
Storage
Lane
Lane
Lane
Overall
Lane
Lane
Lane
Overall
CONDITION
GROUP
Length
tft)
Delay
Queue
LOS
Delay
Queue
LOS
LOS
(see)
ft
Dele )3
LOS
(see)
ft
(Delay)3
Build (2023)
EBL'
-
F
55.0
268
F
58.4
86
Traffic Conditions
EBRZ
-
B
13.6
119
B
13.8
39
NBL
100
A
9.0
98
N/A
A
9.3
77
N/A
R Uhont
NBT
-
-
-
-
-
-
-
ImprovententS
SBT/R
-
I -
-
I -
I
-
-
-
EBLI
-
F
55.0
164
F
58.4
87
Build (2023)
EBR'
-
B
13.6
56
B
13.8
34
Traffic Conditions
NBLZ
100
A
9.0
47
N/A
A
9.3
70
N/A
1Tith Roundabout
N13T
-
-
-
-
-
SBT/R
I -
I -
-
1. Level of service for minor approach
2. Level of service for major street left -turn movement
3. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right
turns at unsignalized intersections.
Under build conditions, capacity analysis indicates that the minor street left -turn movement is expected to
operate with long delays (greater than 50 seconds) during the AM peak hour and moderate delays (between 25
and 50 seconds) during PM peak hours with the following improvements:
■ Construct a northbound left -turn lane on Rio Road with 100 feet of storage and 100 feet of taper
■ Construct a 100-foot southbound right -turn taper on Rio Road
■ Construct the site driveway with one ingress lane and two egress lanes
Transportation
�J<oAk
Consulting
that moves us
forward.
rameykemp.com
DocuSign Envelope ID: 73C9ABF7-OA06-446D-886B-CBDAE2910EDB
RAMEY KEMP ASSOCIATES
Moving forward.
Rio Point - Albemarle County, VA 1 12
Recommendations
Based on the trip generation potential of the site, the following improvements are recommended:
Rio Road at Right -in Only Driveway
■ Construct a 100-foot southbound right -turn taper on Rio Road
■ Construct the site driveway with one ingress lane
Rio Road at Full -movement Driveway:
■ Construct a northbound left -turn lane on Rio Road with 100 feet of storage and 100-foot taper
Construct a 100-foot southbound right -turn taper on Rio Road
Construct the site driveway with one ingress lane and two egress lanes
Figure 22 shows the recommended lane configuration.
We appreciate your attention to this matter. Please contact me at (804) 217-8560 if you have any questions
about this report.
Sincerely yours,
Ramey Kemp & Associates, Inc.
EpLTH OF`/ 2
�c
U MICHAEL D. BAILEY Y
D. %Ua A54363
1177117127411
S/OnIALENG
Michael Bailey, P.E., PTOE
State Traffic Operations Lead
Enclosures: Figures, VDOT turn lane warrant diagrams, Traffic count data, Synchro output
Copy to: Mr. Adam Moore, P.E., VDOT
Mr. Chris Henry, Stony Point Development Group
Mr. Craig Kotarski, P.E., Timmons Group
Mr. Kevin Miller, Stony Point Development Group
Mr. Steven Blaine, Woods Rogers PLC
Transportation
I<AlkConsulting
that moves us
forward.
rameykemp.com
i" i
Village Sq
�L.-. . .
o
r
iIN
i
g 4yGtY �--
MR
=as�xR erda7cs-=m ? ag@gga€�y 2isa
Moving forward.
�R
I(Alk
RAMEY KEMP ASSOCIA
Rio Point Preliminary Site Plan
Albemarle County, Virginia
Figure 2
1
Waldorf School
LEGEND
Existing Traffic Signal
Existing Lane
X'
Storage (In Feet)
X vpd
Average Daily Traffic
CATEC
Driveway
500'
f
zoo's
300'�
b 200'
2,300 vpd Dunlora
35 mph Drive
h
N 25'
O
O
N
O 1
N L
f + L. If
350'
4,300 vpd pen Park
} 35 mph Road
n N
Rio
Moving forward.
Existing (2021)
R10 POlrii Lane Configurations
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 3
11
CATEC
Driveway
C 8 (30)
715 (675)
0 o a
�j L► 514 (570)
(16)14-�
(874) 509
(38) 29
M r�
v N
p� fr
Iv �
1
1 L►
Waldorf School
F���
M N O
o a
v v+
ova
66 (25)
70 (23)
24 (12)
14 (7)
o r
0
a
194 (80)
f l(o)
t 157 (52)
noaa IF
(6) 22
F-
(0) 2 —►
`�
(12)54�
LEGEND
X (Y) AM (PM) Peak Hour Traffic
Rio 1
Dunlora
unve
Pen Park
Moving forward.
Existing (2021)
R10 POlrit Peak Hour Traffic Volumes
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 4
CATEC
Driveway
LEGI
X% (Y%) Entering
FEE] Regional Trip Distribution
Moving forward.
Belvedere Residential
R10 Point Distribution
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 5
CATEC
Driveway
LEGEND
X (Y) AM (PM) Peak Hour Trattic
Moving forward.
Belvedere Residential
R10 POlrit Assignment
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 6
CATEC
Driveway
33%
33%—,
e°
(33%)
m (34%)
f
0
M
Waldorf School
f
0
M
LEGEND
X% (Y%) Entering (Exiting) Trip Distribution
Xxi Regional Trip Distribution
33%
Dunlora 33%
Drive 67%
M
m M
�v
Dunlora Park
Residential
J
Pen Park
Moving forward.
Dunlora Park Residential
Rio Point Distribution
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 7
CATEC
Driveway
LEGEND
X (Y) AM (PM) Peak Hour Trattic
Moving forward.
Dunlora Park Residential
R10 Point Assignment
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 8
CATEC
Driveway
LEGEND
X% (Y%) Entering (Exitin
xx% Regional Trip Di!
ochlyn Hill
Residential
Moving forward.
Lochlyn Hill Residential
R10 Point Distribution
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 9
CATEC
Driveway
LEGEND
X (Y) AM (PM) Peak Hour Trattic
Lochlyn Hill
Residential
Moving forward.
Lochlyn Hill Residential
R10 POlrit Assignment
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 10
40%
Waldorf School
X% (Y%) Entering (Exiting) Trip Distribution
FEE] Regional Trip Distribution
CATEC
Driveway
f (40%)
,1;- (20%)
40% —►
0
TN
r
0
O
0
N
40%
Rio 40%
Road 60% -j `I f
o
a
v �d
�o >
v ao
m o
Dunlora _
Drive
SOCA
Fieldhouse
I
Pen Park
Moving forward.
SODA Fieldhouse
R10 Point Distribution
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 11
CATEC
Driveway
LEGEND
X (Y) AM (PM) Peak Hour Trattic
Moving forward.
SOCA Fnmen use
R10 POlrit Assignment
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 12
CATEC
Driveway
30%1 Parkway 30% y
0
0
0
Waldorf School
X% (Y%) Entering (Exiting) Trip Distribution
FEE] Regional Trip Distribution
40%
60%40%
� fl (►
o
0 0
�o v
v �d
�o >
v ao
m o
Dunlora
Drive I I
The Center
at Belvedere
Pen Park
Moving forward.
The Center at Belvedere
R10 Point (Senior Center) Distribution
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 13
Waldorf School
LEGEND
X (Y) AM (PM) Peak Hour Traffic
CATEC
Driveway
Rio
f 11 (22)
r 11 (22)
27 (26)
(39) 42 �►
N �
O
N b
N
'd >
7 ^
Dunlora — — — —
Drive
The Center
at Belvedere
Pen Park
Moving forward.
The Center at Belvedere
R1O POlrit (Senior Center) Assignment
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 14
CATEC
Driveway
75 (83)
21 (63)
(126)43—
j�
(8) 2
O v
h
8 (5)
N N
22 (13)
Dunlora
Drive
v ..
C` N
b
r_
M
V
Dunlora Forest
Drive
N
00
b
r
M
V
Waldorf School
Pen Park
Road
Road
r
w,
N
W
LEGEND
X (Y) AM (PM) Peak Hour Traffic
Rio
Moving forward.
Total Approved
R10 POlrit Development Volumes
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 15
Waldorf School
LEGEND
X (Y) AM (PM) Peak Hour Traffic
CATEC
Driveway
(17) 15
(1,035) 573
(48) 33
N
N r�
vM
W
MVl
hl N
I ('
8(31)
f 819 (785)
556 (656)
Vl N M
a �
V ... N
77 (31)
95 (37)
Dunlora
T (�
N�
�s
201 (83)
f 1(0)
163 (54)
23
(6)
W VI
M
(0) 2
a
(12) 56
o
C
Rio
unve
Pen Park
Moving lum rd.
No -Build Traffic
23)
Vol
Rio POlrit Peak Hour Traffic Volumes
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 16
Waldorf School
LEGEND
X (Y) AM (PM) Peak Hour Traffic
! , Roundabout
\0,
- Right -in / Right -out Driveway
CATEC
Driveway
8(31)
a = f 819 (785)
0 o v 501 (573)
,J + (, C► 55 (83)
� 1 1 Rio
Road
(1,035) 573
(48) 33
n
rn v
e
a
N
`O 172 (68) Danlora
Drive
M V
O M
N V1
r
W
M
T (�
N�
�s
201 (83)
f 1(0)
163 (54)
23
(6)
W VI
M
(0) 2
a
(12) 56
o
C
Rio
Pen Park
Moving forward. No -Build (2023)
Ri
o POPeak Hour Traffic Volumes
Albemarle County,
Virginia nth Roundabout
RAMEY KEMP ASSOCIA Figure 17
CATEC
Driveway
1%
a
32%
31 %
John Warner
Rio Road
Parkway
4"W°�
I e e
I
v 7'' v
I1%
DnillOm
Site
Drive
I
I
o 0
�n o
M M
I
p
Right -in On]
Driveway
I
I
a
0
�j
I
Full -movement
I Driveway
(65%)
I
(35%)
m
Dunlora Forest
/
Drive
M
N
Waldorf School 2%
Road
M
Rio Road
32°/U
Moving Ioma"d
""'R 14CAM
RAMEY KEMP ASSOCIATES
Rio Point
Albemarle County, Virginia
Pen Park 2%
Site Trip Distribution
Figure 18
CATEC
Driveway
0
10 (27)
John Warner
Parkway
(2�
v
0(1)
Site
I
f
I
Right -in Ord
n
Driveway
I
I
C
rn
Full -movement
I Driveway
(35) 57
(19)30�
o
1
LEGEND
X (Y) AM (PM) Peak Hour
0
M
r
�r7-
�j
(►
Waldorf School
1 (2)
Road (1) 0
0
Rio
Dunlom
Dunlora Forest
Pen Park
Moving to word.
II'� Rio POlrit Site Trip Assignment
Albemarle County, Virginia
RAMEY KEMP ASSOCIP Figure 19
CATEC
Driveway
8 (31)
819 (785)
0 o v 566 (683)
John Warner �j Rio Road
Parkway
(1,035) 573
(74) 43
�D M
" �
I
h �
L.
Site
+
o ;o,
�
I
e
I
Right -in Only
Driveway
I
N<
a v
Full -movement
I Driveway
(35) 57
I�
(19) 30
+ 4
0o r ^
M V
Waldorf School
Road
(7) 23 J
LEGEND
(0) 2
(12) 56 y
X (Y) AM (PM) Peak Hour Traffic
Rio
F` f
a a
M V a
� C
77(31)
95 (38)
f
r—
.o
HIV
/ 202 (85)
�L 1 (0)
163 (54)
r—
W Vl M
r o N
� h
t� o0
M �
a�
Dunlora
Dunlora Forest
Pen Park
Moving forxard.
Build (2023) Peak Hour
R10 Point Traffic
Volumes
Albemarle County, Virginia
RAMEY KEMP ASSOCIA Figure 20
John Warner
Parkway
I
I
Site
Right -in
IDriver
I
CATEC
Driveway
8(31)
C
f 819 (785)
0 o v
511 (600)
(►
55
1
C;. (83) Rio Road
L
(
l �') f (� (35) 57
(1,035) 573
(83) 55
a
(74) 43
M m a o
V
n
Q
�lO
172
(69) Dunlom
Drive
If
a�
a
V, M
s
00
�j i.
Full -movement
Driveway
(35) 57
(19) 30
I�
1
LEGEND Waldorf School
Road
X (Y) AM (PM) Peak Hour Traffic
!O1 Roundabout
- Right -in / Right -out Driveway
(7) 23
(0) 2
(12) 56 y
Rio
f
M
Dunlora Forest
Pen Park
Moving forward. Build (2023) Peak Hour
Ri
o POTraffic Volumes
Albemarle County,
Virginia With Roundabout
RAMEY KEMP ASSOCIA Figure 21
John Warner
Parkway
I
I
Site
I
Right -in
Drive\
CATEC
Driveway
c
L 500'
N_
-MR,
r� •
300'
Iri
200'
H
AI
0
}
ull -movement /
}
Driveway
a
1F
0
0
25'
1
}f
8
N
LEGEND g
Existing Lane
Waldorf School �
Recommended Lane Road
N
N
350'
}
Storage (In Feet)
r
Roundabout (Improvement by others)
-
Right -in /Right -out Driveway (Improvement by others)
Rio
Road
0
Ca
Dunlom
Dunlora Forest
Pen Park
Moving Ionaard.
Recommended Lane
Rio Point Configuration
Albemarle County, Virginia
RAMEY KEMP ASSOCIP Figure 22
F-78
L % Left Turns in VA
0(DesignSpeed)ii
MENEEMEN
Emommommommmommomo��o ����������������������■
11 moommoommoommmmo MENNEN
800
2 700
a
w 600
2
500
O
Ur 400
Z
O 300
a
a O zoo
0
> 100
200 400 600 800 1000
VA ADVANCING VOLUME (VPH)
FIGURE 3-5
Ll 200 400 600 800 1000
VA ADVANCING VOLUME (VPH)
FIGURE 3-6
F-96
120
D
100
0
x
x
Cr
a 80
U
w
J
U_
x
W
� 60
Z
R
D
F
F
x
(g 40
Q
x
a
20
100 200 300 400 500 600 700
PHV APPROACH TOTAL, VEHICLES PER HOUR
Appropriate Radius required at all Intersections and Entrances (Commercial or Private).
LEGEND
PHV - Peak Hour Volume (also Design Hourly Volume equivalent)
Adjustment for Right Turns
For posted speeds at or under 45 mph, PHV right turns > 40, and
PHV total < 300.
Adjusted right turns = PHV Right Turns - 20
If PHV is not known use formula: PHV = ADT x K x D
K = the percent of AADT occurring in the peak hour
D = the percent of traffic in the peak direction of flow
Note: An average of 11 % for K x D will suffice.
When right turn facilities are warranted, see Figure 3-1 for design criteria.'
FIGURE 3-26 WARRANTS FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY)
Rev. 1/15
F-96
120
D
100
0
x
x
Cr
a 80
U
w
J
U_
x
W
� 60
Z
R
D
F
F
x
(g 40
Q
x
a
20
100 200 300 400 500 600 700
PHV APPROACH TOTAL, VEHICLES PER HOUR
Appropriate Radius required at all Intersections and Entrances (Commercial or Private).
LEGEND
PHV - Peak Hour Volume (also Design Hourly Volume equivalent)
Adjustment for Right Turns
For posted speeds at or under 45 mph, PHV right turns > 40, and
PHV total < 300.
Adjusted right turns = PHV Right Turns - 20
If PHV is not known use formula: PHV = ADT x K x D
K = the percent of AADT occurring in the peak hour
D = the percent of traffic in the peak direction of flow
Note: An average of 11 % for K x D will suffice.
When right turn facilities are warranted, see Figure 3-1 for design criteria.'
FIGURE 3-26 WARRANTS FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY)
Rev. 1/15
Burns Service Inc.
1202 Langdon Terrace Drive
Indian Trail, NC, 28079
We Count because YOU Count
File Name : Charlottesville(Rio and John W. Warner) AM Peak
Site Code
Start Date : 8/29/2018
Page No : 1
Groups Printed- Cars +- Trucks
CATEC Access
John W. Warner Parkway
Rio Road
Rio Road
Souhbound
Westbound
Northbound
Eastbound
Start Time
Right
Thru
Left
Aop Tm i
Right
Thru
Left
Am. Tow
Right
Thru
7 Left
FA,p. TM i
Right I
Thru I
Left I
App. Tote)
Int. Total
07:00
0
1
1
2
0
111
50
161
52
1
12
65
2
82
0
84
312
07:15
0
0
0
0
1
113
69
183
80
0
25
105
2
114
0
116
404
07:30
0
0
0
0
2
168
112
282
137
0
32
169
7
118
0
125
576
07:45
0
0
0
0
1
181
164
346
142
0
19
161
9
126
6
141
648
Total
0
1
1
2
4
573
395
972
411
1
88
500
20
440
6
466
1940
O8:00
0
0
3
3
1
153
112
266
140
1
24
165
10
101
5
116
550
0815
0
0
1
1
4
172
97
273
129
1
22
152
2
135
2
118
501
08:30
2
0
2
4
7
168
71
246
109
0
24
133
2
110
6
1
5
08:45
1
1
2
4
3
126
66
195
97
2
18
117
1
155
4
160
4765
Total
1 3
1
8
12
1 15
619
346
9801
475
4
88
5671
15
501
17
533
1 2092
Grand Total
3
2
9
14
19
1192
741
1952
886
5
176
1067
35
941
23
999
4032
Apprch %
21.4
14.3
64.3
1
61.1
38
83
0.5
16.5
3.5
94.2
2.3
Total %
0.1
0
0.2
0.3
0.5
29.6
18.4
48.4
22
0.1
4.4
26.5
0.9
23.3
0.6
24.8
Cars+
3
2
9
14
19
1192
738
1949
886
5
176
1067
35
941
23
999
4029
% Cars+
100
100
100
100
100
100
99.6
99.8
100
100
100
100
100
100
100
100
99.9
Trucks
0
0
0
0
0
0
3
3
0
0
0
0
0
0
0
0
3
% Trucks
0
0
0
0
0
0
0.4
0.2
0
0
0
0
1 0
0
0
0
0.1
Burns Service Inc.
1202 Langdon Terrace Drive
Indian Trail, NC, 28079
We Count because YOU Count
File Name : Charlottesville(Rio and John W. Warner) AM Peak
Site Code
Start Date : 8/29/2018
Page No :2
CATEC Access
Souhbound
John W. Warner Parkway
Westbound
Rio Road
I Northbound
Rio Road
Eastbound
Start Time
I Right I Thru I Left I ppp. total
Ri ht Thru LeftI App.Totai
I Right I Thru I Left I App. anal
Right I Thru I Left . Taal
Peak Hour Analysts From U7:UU to MA5 - Peek 1 of 1
Pack Mmir fnr Fntim InlameMinn Raninc at n7 In
iM. total
07:30
0
0
0
0
2
168
112
282
137
0
7
118
0
125
576
07:45
0
0
0
0
1
346
142
0
19
161
9
126
6
141
648
08:00
0
0
3
3
1
153
112
266
140
1
24
165
10
101
5
116
550
08:15
0
0
1
1
4
172
97
273
129
1
22
152
2
135
2
139
565
Total Volume
0
0
4
4
8
674
485
1167
548
2
97
647
28
480
13
521
2339
% App. Total
0
0
100
0.7
57.8
41.6
84.7
0.3
15
5.4
92.1
2.5
PHF
.000
.000
.333
.333
.500
.931
.739
.843
.965
.500
.758
.957
.700
.889
.542
.924
.902
CATEC Access
Out In Total
0 4 1 27
4
Ri9M TIhm Left
Peak Hour Data
m�
1
Oz
a
o 2 a
a - t� Peak Hour Begins at 07:30 �? m
p 1-2 A V N
Cam + a
O� rc + T
maw
Z
L 7 ThRi h
92 598
7 11
out In Total
Burns Service Inc.
1202 Langdon Terrace Drive
Indian Trail, NC, 28079
We Count because YOU Count
File Name : Charlottesville(Rio and John W. Warner) PM Peak
Site Code
Start Date : 8/29/2018
Page No : 1
Groups Printed- Cars +- Trucks
CATEC Access
John W. Warner Parkway
Rio Road
Rio Road
Southbound
Westbound
Northbound
Eastbound
Start Time
Right
I ThrU
I Leff
I UTm
.Tay
Ri hi
ThnJ
Left I
UTm
.Tay
Right I
ThrU
I Left I UTm
.Tay
Right7TIIM7
Left
UTm
T.
M1212i
16:00
3
1
2
0
6
3
145
119
0
267
111
0
7
0 118
8
186
2
1
197
588
16:15
4
0
2
0
6
3
137
124
0
264
132
0
7
0 139
7
199
1
1
208
617
16:30
2
0
1
0
3
5
145
143
0
293
130
1
9
0 140
7
183
3
0
193
629
16:45
1
1
1
0
3
2
159
125
0
286
151
0
9
0 160
6
205
3
0
214
663
Total
10
2
6
0
18
13
586
511
0
1110
524
1
32
0 557
28
773
9
2
812
2497
17:00
2
0
0
0
2
7
175
139
0
321
1 155
3
10
0 168
13
188
6
0
207
698
17:15
1
0
1
0
2
7
154
159
0
320
165
0
5
0 170
5
218
2
0
225
717
17:30
0
0
3
0
3
12
148
114
0
274
131
1
14
0 146
12
213
4
0
229
652
17:45
1
0
1
0
2
5
147
108
0
260
123
0
8
0 131
9
149
2
2
162
555
Total
4
0
5
0
9
31
624
520
0
11751
574
4
37
0 6151
39
768
14
2
823
2622
Grand Total
14
2
11
0
27
44
1210
1031
0
22851
1098
5
69
0 1172
67
1541
23
4
1635
5119
Apprch %
51.9
7.4
40.7
0
1.9
53
45.1
0
93.7
0.4
5.9
0
41.1
94.3
1.4
0-2Total
%
0.3
0
0.2
0
0.5
0.9
23.6
20.1
0
44.6
21.4
0.1
1.3
0 22.9
1.3
30.1
0.4
0.1
31.9
Cars +
14
2
11
0
27
44
1210
1031
0
2285
1098
5
69
0 1172
67
1540
23
4
1634
5118
% Cars +
100
100
100
0
100
100
100
100
0
100
100
100
100
0 100
100
99.9
100
100
99.9
100
Trucks
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0
1
0
0
1
1
% Trucks
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0
0.1
0
0
0.1
0
Burns Service Inc.
1202 Langdon Terrace Drive
Indian Trail, NC, 28079
We Count because YOU Count
File Name : Charlottesville(Rio and John W. Warner) PM Peak
Site Code
Start Date : 8/29/2018
Page No :2
CATEC Access
Souhbound
John W. Warner Parkway
Westbound
Rio Road
I Northbound
Rio Road
Eastbound
Start Time
I Right I ThrU I Left I UTm .Toni
Right Thru I Left I UTm I App Tmi
I Right I Thru I Left I UTm I App.Toni
Right I Thru I Leff I UTm Toa
Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45
1
1
1
0
3
2
159
125
0
286
151
0
9
0
160
6
205
3
0
214
663
17:00
2
0
0
0
2
7
175
139
0
321
155
3
10
0
168
13
188
6
0
207
698
17:15
1
0
1
0
2
7
154
159
0
320
165
0
5
0
170
5
218
2
0
225
717
17:30
0
0
3
0
3
12
148
114
0
274
131
1
14
0
146
12
213
4
0
229
652
Total Volume
4
1
5
0
10
28
636
537
0
1207
1 602
4
38
0
644
1 36
824
15
0
875
2730
% ADD. Total
PHF
.500
.250
.417
.000
.833
.583
.909
.844
.000
.935
.912
.333
.679
.000
.947
.692
.945
.625
.000
.955
.952
N CATE i Access
out Total O
47-1 lol 07
`c oE—L41 11 51 0
Right Thru Left UTm �
Peak Hour Data
North
oc �d a
� — Peak Hour Begins at 16:4552
We
r� Cars+
J
5 Trucks
O Ex� S3 Na
7
r
UTm Lefl Thru Ri M
4 2
To� 574 1
ON In
Total
Burns Service Inc.
1202 Langdon Terrace Drive
Indian Trail, NC, 28079
We Count because YOU Count
File Name : Charlottesville(Rio and Dunlora) AM Peak
Site Code
Start Date : 8/29/2018
Page No :1
Grouos Printed- Cars +- Trucks
Rio Road
Dunlora Drive
Rio Road
Southbound
Westbound
Northbound
Slart Time
Thru
I Left I App.
Total
Right
I Left I Apo.
Total
Right I
Thru Apo.
Total
Int. Total
07:00
48
5
53
7
5
12
4
60
64
129
07:15
61
6
67
14
7
21
1
88
89
177
07:30
117
5
122
22
10
32
1
149
150
304
07:45
127
15
142
9
29
38
10
159
169
349
Total
353
31
384
52
51
103
16
456
472
959
08:00
109
10
119
15
11
26
11
149
160
305
08:15
79
18
97
16
16
32
2
136
138
267
08:30
63
5
68
14
13
27
3
122
125
220
08:45
64
8
72
12
13
25
5
104
109
206
Total
315
41
3561
57
53
110
21
511
5321
998
Grand Total
668
72
740
109
104
213
37
967
1004
1957
Apprch %
90.3
9.7
51.2
48.8
3.7
96.3
Total %
34.1
3.7
37.8
5.6
5.3
10.9
1.9
49.4
51.3
Cars +
657
67
724
109
103
212
36
957
993
1929
% Cars +
98.4
93.1
97.8
100
99
99.5
97.3
99
98.9
98.6
Trucks
11
5
16
0
1
1
1
10
11
1 28
% Trucks
1.6
6.9
2.2
0
1
0.5
2.7
1
1.1
1.4
Burns Service
Inc.
1202 Langdon Terrace Drive
Indian Trail, NC, 28079
We Count because YOU Count
File Name :
Charlottesville(Rio and Dunlora) AM Peak
Site Code
Start Date :
8/29/2018
Page No :
2
Rio Road
Southbound
Dunlora Drive
Westbound
Rio Road
Northbound
Start Time
Thru I Left Ipp. Total
Right I Left I p. Total
Right Thru I ADD. Total
Int. Total
Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection
Begins at 07:30
07:30
117 5
122
22
10
32
1
149
150
304
07:45
127 15
142
9
29
38
10
159
169
349
08:00
109 10
119
15
11
26
11
149
160
305
08:15
79 18
97
16
16
32
2
136
138
267
Total Volume
432 48
480
62
66
128
24
593
6171
1225
Rio Road
Out In Total
®4 1 1135
4 2 4
Thru Left
L+
1
Peak Hour Data
T
0.�
North
� �
N
p
Peak Hour Begins at 07:30
ro
�, = 9
Cars+>�+,
�
� p
Twcksc
oa
o—
Z
�F*
593 24
® 17 117
Out In Total
Burns Service Inc.
1202 Langdon Terrace Drive
Indian Trail, NC, 28079
We Count because YOU Count
File Name : Charlottesville(Rio and Dunlora) PM Peak
Site Code
Start Date : 8/29/2018
Page No :1
Grouos Printed- Cars +- Trucks
Rio Road
Dunlora Drive
Rio Road
Southbound
Westbound
Northbound
Slart Time
Thru
I Left I ADD.
Total
Right
I Left I ADD.
Total
Right I
Thru App.
Total
Int. Total
16:00
90
31
121
4
2
6
8
117
125
252
16:15
96
13
109
4
7
11
8
135
143
263
16:30
99
18
117
5
5
10
5
129
134
261
16:45
100
18
118
7
6
13
6
148
154
285
Total
385
80
465
20
20
40
27
529
556
1061
17:00
119
20
139
5
2
7
7
170
117
323
17:15
116
17
133
4
3
7
10
160
170
310
17:30
112
13
125
8
11
19
8
132
140
284
17:45
90
13
103
6
5
11
6
116
122
236
Total
437
63
5001
23
21
44
31
578
6091
1153
Grand Total
822
143
965
43
41
84
58
1107
1165
2214
Apprch %
85.2
14.8
51.2
48.8
5
95
Total %
37.1
6.5
43.6
1.9
1.9
3.8
2.6
50
52.6
Cars +
815
138
953
43
41
84
58
1103
1161
2198
% Cars +
99.1
96.5
98.8
100
100
100
100
99.6
99.7
99.3
Trucks
7
5
12
0
0
0
0
4
4
16
% Trucks
0.9
3.5
1.2
0
0
0
0
0.4
0.3
0.7
Burns Service
Inc.
1202 Langdon Terrace Drive
Indian Trail, NC, 28079
We Count because YOU Count
File Name :
Charlottesville(Rio and Dunlora) PM Peak
Site Code
Start Date :
8/29/2018
Page No :
2
Rio Road
Southbound
Dunlora Drive
Westbound
Rio Road
Northbound
Start Time
Thru I Left Ipp. Total
Right I Left I p. Total
Right Thru I ADD. Total
Int. Total
Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection
Begins at 16:45
16:45
100 18
118
7
6
13
6
148
154
285
17:00
119 20
139
5
2
7
7
170
177
323
17:15
116 17
133
4
3
7
10
160
170
310
17:30
112 13
125
8
11
19
8
132
140
284
Total Volume
447 68
515
24
22
46
31
610
641
1
1202
Rio Road
Our In Total
1 63�l 1 114
447 68
Thru Left
1 ~
Peak Hour Data
0
ma
North
♦ p
Lm^
fO
O
O
Peak Hour Begins at 16:45
A
O
Cars +
r
;7>ti
Truk
�
o_
ua
��
ht
1 1
jri
69 111
Out In Total
Burns Service Inc.
1202 Langdon Terrace Drive
Indian Trail, NC, 28079
We Count because YOU Count
File Name : Charlottesville(Rio and Pen Park) AM Peak
Site Code
Start Date : 8/29/2018
Page No :1
Groups Printed- Cars +- Trucks
Rio Road
Pen
Park Road
Rio Road
Waldrof School Road
Southbound
Westbound
Northbound
Eastbound
Start Time
Right
I Thrtl
I Left
I PedS
.rope
Ri ht
Thrtu
LeftI
Pede
.rqd
Right I
ThrU
LQR
Petle
.rope
Right
I ThrU
I Left I
Pede
.rma
m1opi
07:00
2
41
8
0
51
15
0
16
0
31
6
46
1
0
53
1
0
0
0
1
136
07:15
2
51
18
0
71
22
0
12
0
34
20
62
4
0
86
0
0
0
0
0
191
07:30
5
67
39
0
111
46
0
31
0
77
36
88
8
0
132
2
1
0
0
3
323
07:45
13
95
71
0
179
65
1
54
0
120
48
87
26
0
161
8
1
5
0
14
474
Total
22
254
136
0
412
148
1
113
0
262
110
283
39
0
432
11
2
5
0
18
1124
08:00
11
81
18
1
111
54
0
45
0
99
18
90
28
1
137
27
0
9
0
36
383
08:15
5
95
10
0
110
18
0
18
0
36
9
108
9
0
126
14
0
7
0
21
293
08:30
3
64
5
0
72
20
0
12
0
32
5
92
3
0
100
9
0
5
0
14
218
08:45
1
74
5
0
80
9
0
16
0
25
9
98
1
0
108
3
1
3
0
7
220
Total
20
314
38
1
373
101
0
91
0
1921
41
388
41
1
471
1 53
1
24
0
78
1114
Grand Total
42
568
174
1
785
249
1
204
0
454
151
671
80
1
903
64
3
29
0
96
2238
Apprch %
5.4
72.4
22.2
0.1
54.8
0.2
44.9
0
16.7
74.3
8.9
0.1
83 7
3.1
302
0
Total %
1.9
25.4
7.8
0
35.1
11.1
0
9.1
0
20.3
6.7
30
3.6
0
40.3
2.9
0.1
1.3
0
4.3
Cars +
42
568
174
1
785
249
1
204
0
454
151
671
80
1
903
64
3
29
0
96
2238
% Cars +
100
100
100
100
100
100
100
100
0
100
100
100
100
100
100
100
100
100
0
100
100
Trucks
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
% Trucks
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Burns Service Inc.
1202 Langdon Terrace Drive
Indian Trail, NC, 28079
We Count because YOU Count
File Name
: Charlottesville(Rio and Pen Park) AM Peak
Site Code
Start Date
: 8/29/2018
Page No
:2
Rio Road
Southbound
Pen Park Road Rio Road
Westbound Northbound
Waldrof School Road
Eastbound
Start Time
I Right I Thru I Left I Peds I App.Twat
Ri ht ThN LeftI Peds I App Tm l
Right I Thru I Left I Peds I App Tm l
Right I Thru I Left I Peds T..
Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Beains at 07:30
07:30
5
67
39
0
111
46
0
31
0
77
36
88
8
0
132
2
1
0
0
3
323
07:45
13
95
71
0
179
65
1
54
0
120
48
87
26
0
161
8
1
5
0
14
474
08:00
11
81
18
1
111
54
0
45
0
99
18
90
28
1
137
27
0
9
0
36
383
08:15
5
95
10
0
110
18
0
18
0
36
9
108
9
0
126
14
0
7
0
21
293
Total Volume
34
338
138
1
511
183
1
148
0
332
111
373
71
1
516
51
2
21
0
74
1473
% ADD. Total
PHF
.654
.889
.486
.250
.714
.704
.250
.685
.000
.692
.578
.863
.634
.250
.863
.472
.500
.583
.000
.514
.777
Rio Road
Out In Total
I5T7 11 1®
34 338 138 1
Right h ru Left Peds
�J 1 �►
Peak Hour Data
y F'
ry
J
S W
W
N O
N
ot°
North
4--
r�
v
E
Peak Hour Begins at 07:30
w x
N
.o
Cars
r
p
n
w 5�
30
y
Trucks
�
�
ma
0
Z F+
Lefl Thru Ri hl Peds
111 71 7 1111 7
537 556 1093
Out In Total
Burns Service Inc.
1202 Langdon Terrace Drive
Indian Trail, NC, 28079
We Count because YOU Count
File Name : Charlottesville(Rio and Pen Park) PM Peak
Site Code
Start Date : 8/29/2018
Page No :1
Groups Printed- Cars +- Trucks
Rio Road
Pen
Park Road
Rio Road
Waldorf School Road
Southbound
Westbound
Northbound
Eastbound
Start Time
Right
I Thru
I Left
I PedS
.rope
Ri ht
Thru
Left I Pede
.rqd
Right I
ThrU
LQR Petle
.rope
Right
Thru
I Left I
Pede
.rma
m1opi
16:00
0
78
14
0
92
11
0
12
0 23
12
109
1
0 122
1
0
2
0
3
240
16:15
2
86
18
0
106
19
0
9
0 28
20
128
2
0 150
4
0
1
0
5
289
16:30
4
83
28
0
115
21
0
9
0 30
18
105
0
0 123
3
0
2
0
5
273
16:45
0
99
23
0
122
23
0
15
0 38
16
129
0
0 145
0
0
1
0
1
306
Total
6
346
83
0
435
74
0
45
0 119
66
471
3
0 540
8
0
6
0
14
1108
17:00
1
100
29
0
130
18
0
14
0 32
22
161
4
0 187
2
0
1
1
4
353
17:15
2
93
29
1
125
19
0
15
0 34
24
148
3
0 175
8
0
3
0
11
345
17:30
0
89
24
0
113
14
0
5
0 19
27
126
0
0 153
1
0
1
0
2
287
17:45
0
87
18
0
105
14
0
13
0 27
20
112
0
0 132
0
0
0
1
1
265
Total
3
369
100
1
473
65
0
47
0 1121
93
547
7
0 6471
11
0
5
2
18
1250
Grand Total
9
715
183
1
908
139
0
92
0 231
1 159
1018
10
0 1187
19
0
11
2
32
2358
Apprch %
1
78.7
20.2
0.1
60.2
0
39.8
0
13.4
85.8
0.8
0
59.4
0
34.4
6-2Total
%
0.4
30.3
7.8
0
38.5
5.9
0
3.9
0 9.8
6.7
432
0.4
0 50.3
0.8
0
0.5
0.1
1.4
Cars +
9
715
183
1
908
139
0
92
0 231
1 159
1018
10
0 1187
19
0
11
2
32
2358
% Cars +
100
100
100
100
100
100
0
100
0 100
100
100
100
0 100
100
0
100
100
100
100
Trucks
0
0
0
0
0
0
0
0
0 0
0
0
0
0 0
0
0
0
0
0
0
% Trucks
0
0
0
0
0
0
0
0
0 0
0
0
0
0 0
0
0
0
0
0
0
Burns Service Inc.
1202 Langdon Terrace Drive
Indian Trail, NC, 28079
We Count because YOU Count
File Name
: Charlottesville(Rio and Pen Park) PM Peak
Site Code
Start Date
: 8/29/2018
Page No
:2
Rio Road
Southbound
Pen Park Road Rio Road
Westbound Northbound
Waldorf School Road
Eastbound
Start Time
I Right I Thru I Left I Pads I App.Twat
Ri ht ThN LeftI Peds I A,, Tm i
Right I Thru I Left I Peds I App Tm i
Right I Thru I Left I Peds T..
Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Beoins at 16:45
mt Totai
16:45
0
99
23
0
122
23
0
15
0
38
16
129
0
0
145
0
0
1
0
1
306
17:00
1
100
29
0
130
18
0
14
0
32
22
161
4
0
187
2
0
1
1
4
353
17:15
2
93
29
1
125
19
0
15
0
34
24
148
3
0
175
8
0
3
0
11
345
17:30
0
89
24
0
113
14
0
5
0
19
27
126
0
0
153
1
0
1
0
2
287
Total Volume
3
381
105
1
490
74
0
49
0
123
89
564
7
0
860
1 11
0
6
1
18
1291
% App. Total
PHF
.375
.953
.905
.250
.942
.804
.000
.817
.000
.809
.824
.876
.438
.000
.882
.344
.000
.500
.250
.409
.914
Rio Road
Out In Total
® 490 1 1134
3 381 705 1
Right h ru Left Peds
�J 1 �►
Peak Hour Data
�°C
North
~'c
r�
t
Peak Hour Begins at 16:45
c
v
N x
0
Cars+
r
w p
w 5�
3O
Trucks
—
�a
w 0
`r
Z F+
Lefl Thru Ri ht Peds
111 7
441 880 1101
ON In Total
Ramey Kemp & Associates
4343 Cox Road
Glen Allen, VA 23060
File Name : Dunlora Forest Drive AM
Counted By: Rupinski Site Code : 00000001
Weather: Clear Start Date : 8/21/2019
Equipment ID: 4792 Page No 1
From North
From East
From South
07:45 AM
0
2
0
2
4
5
0
9
0
0
0
0
11
Total
0
5
0
5
15
9
0
24
2
0
0
2
31
08:00 AM
0
3
0
3
2
3
0
5
3
0
0
3
11
08:15 AM
0
0
0
0
6
2
0
8
2
0
0
2
10
Grand Total
0
8
0
8
23
14
0
37
7
0
0
7
52
Apprch %
0
100
0
62.2
37.8
0
too
0
0
Total %
0
15.4
0
15.4
44.2
26.9
0
71.2
13.5
0
0
13.5
0 Road
Out In Total
23 a F 31
0 a 0
TMu Left Peds
1 '+
11
Nodh N o' �
13
3w o
8/21/2019 07:30 AM ' 3
8/21/2019 08:15 AM >
v
Unshilted $ <
ao o_m
did
I N RI M Pads
T141
7 0
721
ON In Total
Rio Road
Ramey Kemp & Associates
4343 Cox Road
Glen Allen, VA 23060
File Name
Counted By: Rupinski Site Code
Weather: Clear Start Date
Equipment ID: 4792 Page No
Dunlora Forest Drive AM
00000001
8/21 /2019
2
Rio Road
Dunlore Forest Drive
I
Rio Road
From North
From East
From South
Start Time
Thru
Left
Peds
Right
Left
Peds
Right
Thru
Peds
Total
Total
Total
Peak Hour Analysis From UC3U AM 10 Lid: 1b AM - Peak 1 Or 1
Peak Hour for Entire Intersection Renins at 07,30 AM
Int. Total
07:30 AM
0
3
0
3
11
4
0
15
2
0
0
2
20
07:45 AM
0
2
0
2
4
5
0
9
0
0
0
0
11
08:00 AM
0
3
0
3
2
3
0
5
3
0
0
3
11
08:15 AM
0
0
0
0
6
2
0
8
2
0
0
2
10
Total Volume
0
8
0
8
23
14
0
37
7
0
0
7
52
. Total
0
100
0
62.2
37.8
0
100
0
0
PHF
.000
.667
.000
.667
.523
.700
.000
.617
.583
.000
.000
.583
.650
0 Road
Out In Total
23 9 F 31
0 a 0
Thru Left Peds
1 '+
Peak Hour Data
T * p °
North
N
3w o
Peak Hour Begins at 07:30
A J �
Unshifted O
mo o_m
did
Thru Ri M Pads
0 7 0
14 7 21
Out In Total
Rio Road
Ramey Kemp & Associates
4343 Cox Road
Glen Allen, VA 23060
File Name
Counted By: Lee Site Code
Weather: Clear Start Date
Equipment ID: 4792 Page No
Groups Printed- Unshi6ed
Dunlora Forest Drive PM
00000007
8/21 /2019
1
Rio Road
Dunlora Forest Drive
Rio Road
From North
From East
From South
Start Time
Thru
Left Peds I App.
Total
Right
Left Peds I App.
Total
Right
Thru I Peds App.
Total
Int. Total
04:45 PM
0
3
0 3
2
2 0
4
1
0 0
1
8
Total
0
3
0 3
2
2 0
4
1
0 0
1
8
05:00 PM
0
5
0 5
1
3 0
4
1
0 0
1
10
05:15 PM
0
6
0 6
3
1 0
4
5
0 0
5
15
05:30 PM
0
5
0 5
5
1 0
6
2
0 0
2
13
Grand Total
0
19
0 19
11
7 0
18
9
0 0
9
46
Apprch %
0
100
0
61.1
38.9 0
100
0 0
Total %
0
41.3
0 41.3
23.9
15.2 0
39.1
19.6
0 0
19.6
0 Road
Out In Total
—111 19 F 30
0 19 0
Thru Left Peds
1 '+
1 O
♦ p NS
No th 3 p0
8/21/201904:45 PM
8/21/2019 05:30 PM 'm
Unshifted
0
Thru RI M Peds s s0 9 0
7 9 FE11161
ON In Total
Rio Road
Ramey Kemp & Associates
4343 Cox Road
Glen Allen, VA 23060
File Name
Counted By: Lee Site Code
Weather: Clear Start Date
Equipment ID: 4792 Page No
Dunlora Forest Drive PM
00000007
8/21 /2019
2
Rio Road
Dunlore Forest Drive
I
Rio Road
From North
From East
From South
Start Time
Thru
Left
Peds
Right
Left
Peds
Right
Thru
Peds
Total
Total
Total
Peak Hour Analysis From U4Ab F m to Ub:3U F m - Peak 1 Or 1
Peak Hour for Entire Intersection Ranins at 04:45 PM
Int. Total
04:45 PM
0
3
0
3
2
2
0
4
1
0
0
1
8
05:00 PM
0
5
0
5
1
3
0
4
1
0
0
1
10
05:15 PM
0
6
6
3
1
0
4
5
0
0
5
15
05:30 PM
0
5
0
5
5
1
0
6
2
0
0
2
13
Total Volume
0
19
0
19
11
7
0
18
9
0
0
9
46
% App. Total
0
100
0
61.1
38.9
0
100
0
0
PHF
.000
.792
.000
.792
MO
.583
.000
.750
.450
.000
.000
.450
.767
0 Road
Out In Total
—111 19 1 30
0 19 0
Thru Left Peds
1 4
Peak Hour Data
T °
roS�
No�ih °0
s�
0
Peak Hour Begins at 04:45 P , 51
� m �
Unshifted O
a om 0
AN
a✓ —
Ti h RI M Peds
0 9 0
F7 9 16
Out In Total
Rio Point - Albemarle County, VA Existing (2021) Conditions
1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: AM Peak Hour
--,*
--1'
--*
4e~
4-4%
t/*�
tiI
*j,
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
►j
0
+
r
Q
IN
Q
F
Traffic Volume (veh/h)
14
509
29
514
715
8
103
2
590
4
1
1
Future Volume (veh/h)
14
509
29
514
715
8
103
2
590
4
1
1
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
Work Zone On Approach
No
No
No
No
Adj Sat Flow,veh/h/In
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
16
566
32
571
794
9
114
2
656
4
1
1
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
27
1365
77
598
1347
1153
196
3
710
10
3
11
Arrive On Green
0.01
0.40
0.40
0.34
0.72
0.72
0.11
0.11
0.11
0.01
0.01
0.01
Sat Flow, veh/h
1781
3419
193
1781
1870
1585
1752
31
1585
1439
360
1585
Grp Volume(v), veh/h
16
294
304
571
794
9
116
0
656
5
0
1
Grp Sat Flow(s),veh/hAn
1781
1777
1836
1781
1870
1585
1783
0
1585
1798
0
1585
Q Serve(g_s), s
1.7
23.0
23.0
60.5
39.8
0.3
11.9
0.0
21.6
0.5
0.0
0.1
Cycle Q Clear(g_c), s
1.7
23.0
23.0
60.5
39.8
0.3
11.9
0.0
21.6
0.5
0.0
0.1
Prop In Lane
1.00
0.11
1.00
1.00
0.98
1.00
0.80
1.00
Lane Grp Cap(c),veh/h
27
709
733
598
1347
1153
200
0
710
13
0
11
V/C Ratio(X)
0.60
0.41
0.42
0.95
0.59
0.01
0.58
0.00
0.92
0.39
0.00
0.09
Avail Cap(c_a), veh/h
78
709
733
723
1347
1153
200
0
710
97
0
85
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
1.00
1.00
1.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
94.5
41.7
41.8
62.7
13.1
7.2
81.4
0.0
50.2
95.4
0.0
95.2
Incr Delay (d2), s/veh
19.9
1.8
1.7
21.0
0.7
0.0
4.2
0.0
17.9
18.2
0.0
3.3
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
We BackOfQ(95%),veh/In
1.7
15.9
16.4
39.9
23.3
0.2
9.7
0.0
42.6
0.6
0.0
0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
114.4
43.5
43.5
83.6
13.8
7.2
85.6
0.0
68.1
113.6
0.0
98.5
LnGrp LOS
F
D
D
F
B
A
F
A
E
F
A
F
Approach Vol, veh/h
614
1374
772
6
Approach Delay, s/veh
45.4
42.8
70.8
111.1
Approach LOS
D
D
E
F
Timer - Assigned Phs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
71.5
82.5
30.0
9.5
144.5
9.0
Change Period (Y+Rc), s
6.7
5.5
8.4
6.6
' 5.5
7.6
Max Green Setting (Gmax), s
' 78
55
22
8.4 `
1.2E2
10.4
Max Q Clear Time (g_c+I7), s
62.5
25.0
23.6
3.7
41.8
2.5
Green Ext Time (p-c), s
2.3
7.1
0.0
0.0
15.4
0.0
Intersection Summary
HCM 6th Cirl Delay
51.3
HCM 6th LOS
D
Notes
` HCM 61h computational engine requires equal clearance times for the phases crossing the barrier.
Synchro 10 Report
RKA Page 1
Rio Point - Albemarle County, VA Existing (2021) Conditions
2: Rio Road & Dunlora Drive Timing Plan: AM Peak Hour
Intersection
Int Delay, slveh 4.1
Movement
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
I
r
1�
Traffic Vol, vehlh
70
66
629
25
51
493
Future Vol, vehlh
70
66
629
25
51
493
Conflicting Peds, #Ihr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
200
-
-
50
-
Veh in Median Storage, # 0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
88
88
88
88
88
88
Heavy Vehicles, %
2
2
2
2
2
2
MvmtFlow
80
75
715
28
58
560
MalorlMinor
Minorl
Wort
Malor2
Conflicting Flow All
1405
729
0
0
743
0
Stage 1
729
-
-
-
-
-
Stage 2
676
-
-
-
-
-
Critical Hdwy
6.42
6.22
-
-
4.12
-
Critical Hdwy Sig 1
5.42
-
-
-
-
-
Critical Hdwy Sig 2
5.42
-
-
-
-
-
Follow-up Hdwy
3.518
3.318
-
-
2.218
-
Pot Cap-1 Maneuver
154
423
-
-
864
-
Stage 1
477
-
-
-
-
-
Stage 2
505
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
144
423
-
-
864
-
Mov Cap-2 Maneuver
144
-
-
-
-
-
Stage 1
477
-
-
-
-
-
Stage 2
471
-
-
-
-
-
Approach
WB
NB
SB
HCM Control Delay, s
36.9
0
0.9
HCM LOS
E
Minor LanelMaior Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (vehlh)
- - 144
423
864 -
HCM Lane VIC Ratio
- - 0.552
0.177
0.067 -
HCM Control Delay (s)
- - 57.2
15.3
9.5 -
HCM Lane LOS
- - F
C
A -
HCM 95th %tile Q(veh)
- - 2.8
0.6
0.2 -
Synchro 10 Report
RKA Page 1
Rio Point - Albemarle County, VA Existing (2021) Conditions
3: Rio Road & Dunlora Forest Drive Timing Plan: AM Peak Hour
Intersection
Int Delay, slveh 0.6
Movement
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
I
if
+
if
+
Traffic Vol, vehlh
14
24
630
7
8
555
Future Vol, vehlh
14
24
630
7
8
555
Conflicting Peds, #Ihr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
25
-
200
225
-
Veh in Median Storage, # 0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
90
90
90
90
90
90
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
16
27
700
8
9
617
MalorlMinor
Minorl
Malorl
MAW
Conflicting Flow All
1335
700
0
0
708
0
Stage 1
700
-
-
-
-
-
Stage 2
635
-
-
-
-
-
Critical Hdwy
6.42
6.22
-
-
4.12
-
Critical Hdwy Sig 1
5.42
-
-
-
-
-
Critical Hdwy Sig 2
5.42
-
-
-
-
-
Follow-up Hdwy
3.518
3.318
-
-
2.218
-
Pot Cap-1 Maneuver
169
439
-
-
891
-
Stage 1
493
-
-
-
-
-
Stage 2
528
-
-
-
-
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
167
439
-
-
891
-
Mov Cap-2 Maneuver
167
-
-
-
-
-
Stage 1
493
-
-
-
-
-
Stage 2
523
-
-
-
-
-
Approach
WB
NB
SB
HCM Control Delay, s
19.3
0
0.1
HCM LOS
C
Minor LanelMaior Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (vehlh)
- - 167
439
891 -
HCM Lane VIC Ratio
- - 0.093
0.061
0.01 -
HCM Control Delay (s)
- - 28.8
13.7
9.1 -
HCM Lane LOS
- - D
B
A -
HCM 95th %tile Q(veh)
- - 0.3
0.2
0 -
Synchro 10 Report
RKA Page 2
Rio Point - Albemarle County, VA
4: Rio Road & Waldorf School Road/Pen
Park Road
Existing
(2021) Conditions
Timing Plan: AM Peak Hour
--*
--1'
--v
,-4\
t
r
`►
1
f-~
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
49
4
F
I
+
F
?
r
Traffic Volume (veh/h)
22
2
54
157
1
194
75
421
118
146
387
36
Future Volume (veh/h)
22
2
54
157
1
194
75
421
118
146
387
36
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A-rbT)
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
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/In
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
28
3
69
201
1
249
96
540
151
187
496
46
Peak Hour Factor
0.78
0.78
0.78
0.78
0.78
0.78
0.78
0.78
0.78
0.78
0.78
0.78
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
70
36
79
258
1
317
395
715
606
375
773
655
Arrive On Green
0.20
0.20
0.20
0.20
0.20
0.20
0.06
0.38
0.38
0.09
0.41
0.41
Sat Flow. veh/h
0
178
396
746
4
1585
1781
1870
1585
1781
1870
1585
Grp Volume(v), veh/h
100
0
0
202
0
249
96
540
151
187
496
46
Grp Sat Flow(s),veh/hAn
574
0
0
750
0
1585
1781
1870
1585
1781
1870
1585
Q Serve(g_s), s
0.0
0.0
0.0
0.0
0.0
9.8
2.1
16.6
4.3
4.1
14.0
1.2
Cycle Q Clear(g_c), s
13.2
0.0
0.0
13.2
0.0
9.8
2.1
16.6
4.3
4.1
14.0
1.2
Prop In Lane
0.28
0.69
1.00
1.00
1.00
1.00
1.00
1.00
Lane Grp Cap(c),veh/h
184
0
0
259
0
317
395
715
606
375
773
655
V/C Ratio(X)
0.54
0.00
0.00
0.78
0.00
0.79
0.24
0.75
0.25
0.50
0.64
0.07
Avail Cap(c_a), veh/h
184
0
0
259
0
317
626
1209
1025
551
1209
1025
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
0.00
0.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
23.1
0.0
0.0
28.1
0.0
25.1
12.0
17.7
13.9
12.9
15.5
11.7
Incr Delay (d2), s/veh
3.2
0.0
0.0
14.2
0.0
12.3
0.3
1.6
0.2
1.0
0.9
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
%le BackOfQ(951/o),vehAn
2.6
0.0
0.0
7.4
0.0
8.0
1.3
10.8
2.5
2.6
9.2
0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
26.3
0.0
0.0
42.4
0.0
37.4
12.3
19.4
14.1
13.9
16.4
11.7
LnGrp LOS
C
A
A
D
A
D
B
B
B
B
B
B
Approach Vol, veh/h
100
451
787
729
Approach Delay, s/veh
26.3
39.6
17.5
15.4
Approach LOS
C
D
B
B
Timer - AssignedPhs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
13.5
32.6
20.0
11.4
34.6
20.0
Change Period (Y+Rc), s
7.3
7.3
* 6.8
7.3
7.3
* 6.8
Max Green Setting (Gmax), s
12.7
42.7
* 13
12.7
42.7
* 13
Max Q Clear Time (g_c+l1), s
6.1
18.6
15.2
4.1
16.0
15.2
Green Ext Time (p-c), s
0.3
6.7
0.0
0.2
6.0
0.0
Intersection Summary
HCM 6th CVI Delay
22.0
HCM 6th LOS
C
Notes
User approved pedestrian interval to be
less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the
barrier.
Synchro 10 Report
RKA
Page 2
Queuing and Blocking Report Existing (2021) Conditions
Rio Point - Albemarle County, VA AM Peak Hour
Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway
Movement
EB
EB
EB
WB
WB
WB
NB
NB
SB
SB
Directions Served
L
T
TR
L
T
R
LT
R
LT
R
Maximum Queue (ft)
79
364
334
482
374
24
124
200
22
4
Average Queue (ft)
14
197
167
249
144
1
85
131
3
0
95th Queue (ft)
52
306
282
418
302
11
141
205
13
2
Link Distance (ft)
1309
956
956
162
309
Upstream Blk Time (°/u)
6
Queuing Penalty (veh)
40
Storage Bay Dist (ft)
200
300
500
75
125
Storage Blk Time (°/6)
11
1
0
26
17
Queuing Penalty (veh)
32
2
0
155
18
Intersection: 2: Rio Road & Dunlora Drive
Movement WB WB NB B12 SB SB
Directions Served
L
R
TR
T
L
T
Maximum Queue (ft)
130
119
280
100
71
42
Average Queue (ft)
42
44
58
6
25
1
95th Queue (ft)
93
99
204
55
59
26
Link Distance (ft)
506
236
918
162
Upstream Blk Time (°/6)
2
0
Queuing Penalty (veh)
10
0
Storage Bay Dist (ft)
200
50
Storage Blk Time (°/6)
0
0
3
Queuing Penalty (veh)
0
0
13
Intersection: 3: Rio Road & Dunlora Forest Drive
Movement
WB
WB
SB
Directions Served
L
R
L
Maximum Queue (ft)
38
40
28
Average Queue (ft)
10
14
3
95th Queue (ft)
33
35
18
Link Distance (ft)
166
Upstream Blk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
25
225
Storage Blk Time (°/6)
7
4
Queuing Penalty (veh)
2
1
SimTraffic Report
RKA Page 1
Queuing and Blocking Report Existing (2021) Conditions
Rio Point - Albemarle County, VA AM Peak Hour
Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road
Movement
EB
WB
WB
NB
NB
NB
SB
SB
SB
Directions Served
LTR
LT
R
L
T
R
L
T
R
Maximum Queue (ft)
114
193
145
164
289
150
189
307
171
Average Queue (ft)
40
81
46
36
122
37
61
121
20
95th Queue (ft)
85
149
88
92
225
93
130
247
88
Link Distance (ft)
740
1306
976
523
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
350
75
125
225
100
Storage Blk Time (%)
0
0
18
8
0
Queuing Penalty (veh)
0
2
35
15
0
Network Sum
Network wide Queuing Penalty: 325
SimTraff c Report
RKA Page 2
Rio Point - Albemarle County, VA Existing (2021) Conditions
1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: PM Peak Hour
--* --1'-V f-~ 4-4% t r `► 1
Lane Configurations
0
+
?
a'
r
#1
F
Traffic Volume (veh/h)
16
874
38
570
675
30
40
4
639
5
1
4
Future Volume (veh/h)
16
874
38
570
675
30
40
4
639
5
1
4
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A-rbT)
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
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/ln
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
17
940
41
613
726
32
43
4
687
5
1
4
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
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
28
1293
56
639
1340
1152
183
17
746
16
3
17
Arrive On Green
0.02
0.37
0.37
0.36
0.72
0.72
0.11
0.11
0.11
0.01
0.01
0.01
Sat Flow. veh/h
1781
3469
151
1781
1870
1585
1636
152
1585
1496
299
1585
Grp Volume(v), veh/h
17
482
499
613
726
32
47
0
687
6
0
4
Grp Sat Flow(s),veh/hAn
1781
1777
1843
1781
1870
1585
1789
0
1585
1796
0
1585
Q Serve(g_s), s
1.8
45.0
45.0
65.0
34.7
1.1
4.6
0.0
21.6
0.6
0.0
0.5
Cycle Q Clear(g_c), s
1.8
45.0
45.0
65.0
34.7
1.1
4.6
0.0
21.6
0.6
0.0
0.5
Prop In Lane
1.00
0.08
1.00
1.00
0.91
1.00
0.83
1.00
Lane Grp Cap(c),veh/h
28
662
687
639
1340
1152
200
0
746
19
0
17
V/C Ratio(X)
0.62
0.73
0.73
0.96
0.54
0.03
0.23
0.00
0.92
0.31
0.00
0.23
Avail Cap(c_a), veh/h
78
662
687
723
1340
1152
200
0
746
97
0
85
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
1.00
1.00
1.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
94.4
52.1
52.1
60.6
12.7
7.3
78.2
0.0
47.8
94.8
0.0
94.7
Incr Delay (d2), s/veh
20.2
6.9
6.6
22.8
0.4
0.0
0.6
0.0
16.8
8.8
0.0
6.9
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
%le BackOfQ(951/o),vehAn
1.8
29.0
29.9
42.8
20.8
0.7
3.9
0.0
44.0
0.6
0.0
0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
114.7
58.9
58.7
83.3
13.1
7.4
78.8
0.0
64.6
103.6
0.0
101.5
LnGrp LOS
F
E
E
F
B
A
E
A
E
F
A
F
Approach Vol, veh/h
998
1371
734
10
Approach Delay, s/veh
59.8
44.4
65.5
102.8
Approach LOS
E
D
E
F
Timer - AssignedPhs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
75.9
77.4
30.0
9.6
143.7
9.7
Change Period (Y+Rc), s
* 6.7
* 5.5
* 8.4
6.6
* 5.5
7.6
Max Green Setting (Gmax), s
* 78
* 55
* 22
8.4 *
1.2E2
10.4
Max Q Clear Time (g_c+l1), s
67.0
47.0
23.6
3.8
36.7
2.6
Green Ext Time (p-c), s
2.2
5.4
0.0
0.0
13.0
0.0
Intersection Summary
HCM 6th CVI Delay
54.5
HCM 6th LOS
D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Synchro 10 Report
RKA
Page 1
Rio Point - Albemarle County, VA Existing (2021) Conditions
2: Rio Road & Dunlora Drive Timing Plan: PM Peak Hour
Intersection
Int Delay, s/veh
Movement
1.4
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
f
I+
Traffic Vol, veh/h
23
25
658
33
72
537
Future Vol, veh/h
23
25
658
33
72
537
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
200
-
-
50
-
Veh in Median Storage, # 0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
93
93
93
93
93
93
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
25
27
708
35
77
577
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
1457
726 0
0 743 0
Stage 1
726
- -
- - -
Stage 2
731
- -
- - -
Critical Hdwy
6.42
6.22 -
- 4.12 -
Critical Hdwy Stg 1
5.42
- -
- - -
Critical Hdwy Stg 2
5.42
- -
- - -
Follow-up Hdwy
3.518
3.318 -
- 2.218 -
Pot Cap-1 Maneuver
143
425 -
- 864 -
Stage 1
479
- -
- - -
Stage 2
476
- -
- - -
Platoon blocked, %
-
- -
Mov Cap-1 Maneuver
130
425 -
- 864 -
Mov Cap-2 Maneuver
130
- -
- - -
Stage 1
479
- -
- - -
Stage 2
434
- -
- - -
Approach
WB
NB
SB
HCM Control Delay, s
26
0
1.1
HCM LOS
D
Minor Lane/Maior Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th °/dile Q(veh)
RKA
NBT NBRWBLniWBLn2 SBL SBT
130
425
864 -
0.19
0.063
0.09 -
39.1
14
9.6 -
E
B
A
0.7
0.2
0.3
Synchro 10 Report
Page 1
Rio Point - Albemarle County, VA
3: Rio Road & Dunlora Forest Drive
Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
►j
r
+
r
►j
+
Traffic Vol, veh/h
7
12
679
10
20
540
Future Vol, veh/h
7
12
679
10
20
540
Conflicting Pads, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
25
-
200
225
-
Veh in Median Storage, # 0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
90
90
90
90
90
90
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
8
13
754
11
22
600
Conflicting Flow Al
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Minor1
1398 754
754 -
644 -
6.42 6.22
5.42 -
5.42 -
3.518 3.318
155 409
465 -
523 -
151
151
465
509
409
0 0 765 0
4.12
2.218
848
848
Approach WB NB SB
HCM Control Delay, s 20 0 0.3
HCM LOS C
Minor Lane/Maior Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th °/dile Q(veh)
NBT NBRWBLn1WBLn2 SBL SBT
151
409
848 -
0.052
0.033
0.026 -
30.1
14.1
9.4 -
D
B
A
0.2
0.1
0.1
Existing (2021) Conditions
Timing Plan: PM Peak Hour
Synchro 10 Report
RKA Page 2
Rio Point - Albemarle County, VA
4: Rio Road & Waldorf School Road/Pen Park Road
Existing (2021) Conditions
Timing Plan: PM Peak Hour
--*
--1'-V
�*\
t
/0�
ti
1
4e~
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
46
a'
r
►j
+
F
I
+
F
Traffic Volume (veh/h)
6
1
12
52
1
80
7
603
94
111
433
3
Future Volume (veh/h)
6
1
12
52
1
80
7
603
94
111
433
3
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A-rbT)
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
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/In
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
7
1
13
57
1
88
8
663
103
122
476
3
Peak Hour Factor
0.91
0.91
0.91
0.91
0.91
0.91
0.91
0.91
0.91
0.91
0.91
0.91
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
108
26
84
246
3
137
486
881
746
382
1000
847
Arrive On Green
0.09
0.09
0.09
0.09
0.09
0.09
0.01
0.47
0.47
0.07
0.53
0.53
Sat Flow. veh/h
295
303
971
1421
38
1585
1781
1870
1585
1781
1870
1585
Grp Volume(v), veh/h
21
0
0
58
0
88
8
663
103
122
476
3
Grp Sat Flow(s),veh/hAn
1569
0
0
1459
0
1585
1781
1870
1585
1781
1870
1585
Q Serve(g_s), s
0.0
0.0
0.0
1.4
0.0
3.1
0.1
16.9
2.1
1.9
9.2
0.1
Cycle Q Clear(g_c), s
0.7
0.0
0.0
2.1
0.0
3.1
0.1
16.9
2.1
1.9
9.2
0.1
Prop In Lane
0.33
0.62
0.98
1.00
1.00
1.00
1.00
1.00
Lane Grp Cap(c),veh/h
219
0
0
249
0
137
486
881
746
382
1000
847
V/C Ratio(X)
0.10
0.00
0.00
0.23
0.00
0.64
0.02
0.75
0.14
0.32
0.48
0.00
Avail Cap(c_a), veh/h
428
0
0
447
0
360
857
1375
1165
640
1375
1165
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
0.00
0.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
24.5
0.0
0.0
25.1
0.0
25.7
8.1
12.6
8.7
9.4
8.4
6.3
Incr Delay (d2), s/veh
0.2
0.0
0.0
0.5
0.0
4.9
0.0
1.3
0.1
0.5
0.4
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
%le BackOfQ(951/o),vehAn
0.5
0.0
0.0
1.3
0.0
2.3
0.1
9.9
1.1
1.1
5.2
0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
24.7
0.0
0.0
25.6
0.0
30.5
8.1
13.9
8.8
9.9
8.8
6.3
LnGrp LOS
C
A
A
C
A
C
A
B
A
A
A
A
Approach Vol, veh/h
21
146
774
601
Approach Delay, s/veh
24.7
28.6
13.2
9.0
Approach LOS
C
C
B
A
Timer - AssignedPhs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
11.6
34.7
11.8
7.9
38.4
11.8
Change Period (Y+Rc), s
7.3
7.3
* 6.8
7.3
7.3
* 6.8
Max Green Setting (Gmax), s
12.7
42.7
* 13
12.7
42.7
* 13
Max Q Clear Time (g_c+l1), s
3.9
18.9
2.7
2.1
11.2
5.1
Green Ext Time (p-c), s
0.2
8.5
0.0
0.0
5.9
0.3
Intersection Summary
HCM 6th CVI Delay
13.2
HCM 6th LOS
B
Notes
User approved pedestrian interval to be
less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the
barrier.
Synchro 10 Report
RKA
Page 1
Queuing and Blocking Report Existing (2021) Conditions
Rio Point - Albemarle County, VA PM Peak Hour
Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway
Movement
EB
EB
EB
WB
WB
WB
NB
NB
SB SB
Directions Served
L
T
TR
L
T
R
LT
R
LT R
Maximum Queue (ft)
235
919
400
673
390
35
124
184
29 11
Average Queue (ft)
36
435
304
347
91
4
56
153
4 1
95th Queue (ft)
157
841
462
587
263
22
125
212
17 6
Link Distance (it)
1309
956
956
162
309
Upstream Blk Time (°/u)
0
0
13
Queuing Penalty (veh)
0
0
88
Storage Bay Dist (ft)
200
300
500
75
125
Storage Blk Time (°/6)
37
13
10
35
Queuing Penalty (veh)
184
61
61
15
Intersection: 2: Rio Road & Dunlora Drive
Movement WB WB NB B12 SB SB
Directions Served
L
R
TR
T
L
T
Maximum Queue (ft)
52
71
309
111
89
151
Average Queue (it)
17
22
118
7
34
13
95th Queue (ft)
42
57
290
50
77
84
Link Distance (it)
506
236
573
162
Upstream Blk Time (°/6)
3
0
Queuing Penalty (veh)
25
2
Storage Bay Dist (it)
200
50
Storage Blk Time (°/6)
8
Queuing Penalty (veh)
41
Intersection: 3: Rio Road & Dunlora Forest Drive
Movement
WB
WB
SB
Directions Served
L
R
L
Maximum Queue (ft)
28
28
40
Average Queue (ft)
7
8
9
95th Queue (it)
26
28
33
Link Distance (it)
350
Upstream Blk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
25
225
Storage Blk Time (°/6)
4
2
Queuing Penalty (veh)
0
0
SimTraiBc Report
RKA Page 1
Queuing and Blocking Report Existing (2021) Conditions
Rio Point - Albemarle County, VA PM Peak Hour
Intersection: 4: Rio Road & Waldorf School Road/Pen Park Road
Movement
EB
WB
WB
NB
NB
NB
SB
SB
SB
Directions Served
LTR
LT
R
L
T
R
L
T
R
Maximum Queue (ft)
42
70
71
31
343
174
102
229
6
Average Queue (ft)
9
25
25
4
132
30
40
76
0
95th Queue (ft)
30
57
54
20
251
98
81
177
5
Link Distance (ft)
736
1306
976
546
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
350
75
125
225
100
Storage Blk Time (%)
15
3
Queuing Penalty (veh)
15
4
Network Sum
Network wide Queuing Penalty: 497
SimTraff c Report
RKA Page 2
Rio Point - Albemarle County, VA No -Build (2023) Conditions
1: Rio Road & John Warner Parkway & CATEC Driveway Timing Plan: AM Peak Hour
�--,, 7 f-~ t 1 1 �' �► l r
Lane Configurations
0
+
?
*T
if
4
F
Traffic Volume (veh/h)
15
573
33
556
819
8
115
2
663
4
1
1
Future Volume (veh/h)
15
573
33
556
819
8
115
2
663
4
1
1
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A-rbT)
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
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/ln
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
17
637
37
618
910
9
128
2
737
4
1
1
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
28
1276
74
643
1346
1152
196
3
750
10
3
11
Arrive On Green
0.02
0.37
0.37
0.36
0.72
0.72
0.11
0.11
0.11
0.01
0.01
0.01
Sat Flow. veh/h
1781
3413
198
1781
1870
1585
1755
27
1585
1439
360
1585
Grp Volume(v), veh/h
17
331
343
618
910
9
130
0
737
5
0
1
Grp Sat Flow(s),veh/hAn
1781
1777
1835
1781
1870
1585
1783
0
1585
1798
0
1585
Q Serve(g_s), s
1.8
27.7
27.8
65.5
51.2
0.3
13.5
0.0
21.6
0.5
0.0
0.1
Cycle Q Clear(g_c), s
1.8
27.7
27.8
65.5
51.2
0.3
13.5
0.0
21.6
0.5
0.0
0.1
Prop In Lane
1.00
0.11
1.00
1.00
0.98
1.00
0.80
1.00
Lane Grp Cap(c),veh/h
28
664
686
643
1346
1152
200
0
750
13
0
11
V/C Ratio(X)
0.62
0.50
0.50
0.96
0.68
0.01
0.65
0.00
0.98
0.39
0.00
0.09
Avail Cap(c_a), veh/h
78
664
686
723
1346
1152
200
0
750
97
0
85
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
1.00
1.00
1.00
1.00
1.00
0.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s/veh
94.4
46.5
46.5
60.3
14.7
7.2
82.1
0.0
50.1
95.4
0.0
95.2
Incr Delay (d2), s/veh
20.2
2.7
2.6
23.0
1.4
0.0
7.3
0.0
28.5
18.2
0.0
3.3
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
We BackOfQ(951/o),vehAn
1.8
18.8
19.3
43.1
29.2
0.2
10.9
0.0
51.4
0.6
0.0
0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
114.7
49.2
49.1
83.3
16.1
7.2
89.4
0.0
78.6
113.6
0.0
98.5
LnGrp LOS
F
D
D
F
B
A
F
A
E
F
A
F
Approach Vol, veh/h
691
1537
867
6
Approach Delay, s/veh
50.8
43.1
80.2
111.1
Approach LOS
D
D
F
F
Timer - AssignedPhs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
76.4
77.6
30.0
9.6
144.4
9.0
Change Period (Y+Rc), s
* 6.7
* 5.5
* 8.4
6.6
* 5.5
7.6
Max Green Setting (Gmax), s
* 78
* 55
* 22
8.4 *
1.2E2
10.4
Max Q Clear Time (g_c+11), s
67.5
29.8
23.6
3.8
53.2
2.5
Green Ext Time (p-c), s
2.2
7.7
0.0
0.0
19.9
0.0
Intersection Summary
HCM 6th CVI Delay
55.3
HCM 6th LOS
E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Synchro 10 Report
RKA
Page 1
Rio Point - Albemarle County, VA No -Build (2023) Conditions
2: Rio Road & Dunlora Drive Timing Plan: AM Peak Hour
Intersection
Int Delay, s/veh
Movement
10
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
f
TO
►j
+
Traffic Vol, veh/h
95
77
703
34
55
534
Future Vol, veh/h
95
77
703
34
55
534
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
200
-
-
50
-
Veh in Median Storage, # 0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
88
88
88
88
88
88
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
108
88
799
39
63
607
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
1552
819 0
0 838 0
Stage 1
819
- -
- - -
Stage 2
733
- -
- - -
Critical Hdwy
6.42
6.22 -
- 4.12 -
Critical Hdwy Stg 1
5.42
- -
- - -
Critical Hdwy Stg 2
5.42
- -
- - -
Follow-up Hdwy
3.518
3.318 -
- 2.218 -
Pot Cap-1 Maneuver
125
375 -
- 796 -
Stage 1
433
- -
- - -
Stage 2
475
- -
- - -
Platoon blocked, %
-
- -
Mov Cap-1 Maneuver
115
375 -
- 796 -
Mov Cap-2 Maneuver
115
- -
- - -
Stage 1
433
- -
- - -
Stage 2
437
- -
- - -
Approach
WB
NB
SB
HCM Control Delay, s
84.2
0
0.9
HCM LOS
F
Minor Lane/Maior Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th °/dile Q(veh)
RKA
NBT NBRWBLn1WBLn2 SBL SBT
115
375
796 -
0.939
0.233
0.079 -
138.3
17.5
9.9 -
F
C
A
5.9
0.9
0.3
Synchro 10 Report
Page 1
Rio Point - Albemarle County, VA No -Build (2023) Conditions
3: Rio Road & Dunlora Forest Drive Timing Plan: AM Peak Hour
Intersection
Int Delay, s/veh
Movement
0.7
WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
►j
f
+
I
+
Traffic Vol, veh/h
15
25
712
7
9
620
Future Vol, veh/h
15
25
712
7
9
620
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
25
-
200
225
-
Veh in Median Storage, # 0
-
0
-
-
0
Grade, %
0
-
0
-
-
0
Peak Hour Factor
90
90
90
90
90
90
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
17
28
791
8
10
689
Major/Minor
Minor1
Major1
Major2
Conflicting Flow All
1500
791 0
0 799 0
Stage 1
791
- -
- - -
Stage 2
709
- -
- - -
Critical Hdwy
6.42
6.22 -
- 4.12 -
Critical Hdwy Stg 1
5.42
- -
- - -
Critical Hdwy Stg 2
5.42
- -
- - -
Follow-up Hdwy
3.518
3.318 -
- 2.218 -
Pot Cap-1 Maneuver
134
390 -
- 824 -
Stage 1
447
- -
- - -
Stage 2
488
- -
- - -
Platoon blocked, %
-
- -
Mov Cap-1 Maneuver
132
390 -
- 824 -
Mov Cap-2 Maneuver
132
- -
- - -
Stage 1
447
- -
- - -
Stage 2
482
- -
- - -
Approach
WB
NB
SB
HCM Control Delay, s
22.9
0
0.1
HCM LOS
C
Minor Lane/Maior Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th °/dile Q(veh)
RKA
NBT NBRWBLn1WBLn2 SBL SBT
132
390
824 -
0.126
0.071
0.012 -
36.2
14.9
9.4 -
E
B
A
0.4
0.2
0
Synchro 10 Report
Page 2
Rio Point - Albemarle County, VA
4: Rio Road & Waldorf School Road/Pen Park Road
No -Build (2023) Conditions
Timing Plan: AM Peak Hour
--,,
--v
4-4%
t
`►
1
4e~
1,*
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4
a'
?
t
F
I
+
F
Traffic Volume (veh/h)
23
2
56
163
1
201
78
495
123
152
446
37
Future Volume (veh/h)
23
2
56
163
1
201
78
495
123
152
446
37
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped-Bike Adj(A-rbT)
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
Work Zone On Approach
No
No
No
No
Adj Sat Flow, veh/h/In
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
1870
Adj Flow Rate, veh/h
29
3
72
209
1
258
100
635
158
195
572
47
Peak Hour Factor
0.78
0.78
0.78
0.78
0.78
0.78
0.78
0.78
0.78
0.78
0.78
0.78
Percent Heavy Veh, %
2
2
2
2
2
2
2
2
2
2
2
2
Cap, veh/h
64
33
74
238
1
292
383
798
676
352
854
724
Arrive On Green
0.18
0.18
0.18
0.18
0.18
0.18
0.06
0.43
0.43
0.09
0.46
0.46
Sat Flow. veh/h
0
177
399
745
4
1585
1781
1870
1585
1781
1870
1585
Grp Volume(v), veh/h
104
0
0
210
0
258
100
635
158
195
572
47
Grp Sat Flow(s),veh/hAn
576
0
0
749
0
1585
1781
1870
1585
1781
1870
1585
Q Serve(g_s), s
0.0
0.0
0.0
0.0
0.0
11.4
2.2
21.1
4.5
4.3
17.1
1.2
Cycle Q Clear(g_c), s
13.2
0.0
0.0
13.2
0.0
11.4
2.2
21.1
4.5
4.3
17.1
1.2
Prop In Lane
0.28
0.69
1.00
1.00
1.00
1.00
1.00
1.00
Lane Grp Cap(c),veh/h
171
0
0
238
0
292
383
798
676
352
854
724
V/C Ratio(X)
0.61
0.00
0.00
0.88
0.00
0.88
0.26
0.80
0.23
0.55
0.67
0.06
Avail Cap(c_a), veh/h
171
0
0
238
0
292
591
1115
945
507
1115
945
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
0.00
0.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Uniform Delay (d), s/veh
25.9
0.0
0.0
31.5
0.0
28.5
11.8
17.8
13.1
13.7
15.2
10.9
Incr Delay (d2), s/veh
6.2
0.0
0.0
29.4
0.0
25.6
0.4
2.8
0.2
1.4
1.0
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
%le BackOfQ(951/o),vehAn
3.2
0.0
0.0
9.3
0.0
10.2
1.4
13.4
2.7
2.8
10.8
0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
32.1
0.0
0.0
60.8
0.0
54.0
12.1
20.6
13.3
15.1
16.2
10.9
LnGrp LOS
C
A
A
E
A
D
B
C
B
B
B
B
Approach Vol, veh/h
104
468
893
814
Approach Delay, s/veh
32.1
57.1
18.4
15.7
Approach LOS
C
E
B
B
Timer - AssignedPhs
1
2
4
5
6
8
Phs Duration (G+Y+Rc), s
13.8
37.8
20.0
11.6
40.0
20.0
Change Period (Y+Rc), s
7.3
7.3
* 6.8
7.3
7.3
* 6.8
Max Green Setting (Gmax), s
12.7
42.7
* 13
12.7
42.7
* 13
Max Q Clear Time (g_c+11), s
6.3
23.1
15.2
4.2
19.1
15.2
Green Ext Time (p-c), s
0.4
7.4
0.0
0.2
6.9
0.0
Intersection Summary
HCM 6th CVI Delay
26.0
HCM 6th LOS
C
Notes
User approved pedestrian interval to be
less than phase max green.
* HCM 6th computational engine requires equal clearance times for the phases crossing the
barrier.
Synchro 10 Report
RKA
Page 1
Queuing and Blocking Report No -Build (2023) Conditions
Rio Point - Albemarle County, VA AM Peak Hour
Intersection: 1: Rio Road & John Warner Parkway & CATEC Driveway
Movement
EB
EB
EB
WB
WB
WB
NB
NB
SB
SB
Directions Served
L
T
TR
L
T
R
LT
R
LT
R
Maximum Queue (ft)
149
548
396
589
407
24
124
213
29
9
Average Queue (ft)
18
248
212
297
168
1
101
159
3
1
95th Queue (ft)
80
408
337
507
343
10
147
221
17
4
Link Distance (ft)
1309
956
956
162
309
Upstream Blk Time (°/u)
15
Queuing Penalty (veh)
118
Storage Bay Dist (ft)
200
300
500
75
125
Storage Blk Time (°/6)
20
2
0
41
22
Queuing Penalty (veh)
70
5
0
272
26
Intersection: 2: Rio Road & Dunlora Drive
Movement WB WB NB B12 B10 SB SB
Directions Served
L
R
TR
T
T
L
T
Maximum Queue (ft)
392
260
321
341
2
78
148
Average Queue (ft)
131
103
135
44
0
29
10
95th Queue (ft)
383
254
327
236
2
68
70
Link Distance (ft)
506
236
573
268
162
Upstream Blk Time (°/6)
6
8
0
0
Queuing Penalty (veh)
0
60
1
1
Storage Bay Dist (ft)
200
50
Storage Blk Time (°/6)
4
17
6
Queuing Penalty (veh)
3
16
31
Intersection: 3: Rio Road & Dunlora Forest Drive
Movement
WB
WB
SB
Directions Served
L
R
L
Maximum Queue (ft)
46
46
33
Average Queue (ft)
14
15
5
95th Queue (ft)
40
38
23
Link Distance (ft)
138
Upstream Blk Time (°/u)
Queuing Penalty (veh)
Storage Bay Dist (ft)
25
225
Storage Blk Time (°/6)
9
5
Queuing Penalty (veh)
2
1
SimTraiBc Report
RKA Page 1