ZMA201900008 Study 2019-05-20RAMEY KEMP & ASSOCIATES. INC
,0R A M E Y K E M P 4343 Cox Road
S Glen Allen, VA 23060
ASS 0 C I A T E S Phone: 804-217-8560 Fax: 804-217-8563
7righ�PORTaTION ENGINEERS www.rameykemp.com
May 20, 2019
Mr. Kevin McDermott
Albemarle County
401 McIntire Road
Charlottesville, Virginia 22902
Phone: (434) 296-5832
Reference: Rio Road Multi -Family — 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
IN Capacity and queueing analysis of the study intersections
Existing Roadway Conditions
Route 631 (Rio Road) is a two-lane Major Collector with a 2017 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 mph in the vicinity of the site. Rio Road becomes a four -lane divided Minor Arterial with a
2017 ADT volume of approximately 28,000 vpd and a posted speed limit of 35 mph north of the site.
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 2017 VDOT ADT volume of approximately 4,300
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 2017 VDOT ADT volume of approximately 2,300
vpd, and a posted speed limit of 35 mph in the vicinity of the site.
Figure 3 shows existing lane configuration.
Raleigh, NC - Charleston, SC - Charlotte, NC - Columbia, SC - Richmond, VA - Winston-Salem, NC
Mr. Kevin McDermott
Page 2 of 11
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 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
Note that some volumes have been increased as necessary to balance between the Rio Road at John Warner
Parkway / CATEC Driveway intersection and the Rio Road at Dunlora Drive intersection. The traffic count data
are enclosed, and the existing 2018 volumes are shown in Figure 4.
Background Traffic Growth
Based on discussion with the County and VDOT, the 2018 peak hour traffic volumes were grown by an annual
rate of 2.0% for five years to estimate the 2023 peak hour traffic volumes.
Approved Development Traffic
Based on discussion with the County and VDOT, three 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 —10`h Edition.
Table 1
TTR Trin Generation — Belvedere Residential — Weekday —10tn Edition
Weekday
Daily Traffic
AM Peak Hour
PM Peak Hour
Land Use
Size
(vpd)
(vph)
(vph)
(ITE Land Use Code)
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
Figures 5 and 6 show the trip distribution and assignment for Belvedere Residential.
RAMEY KEMP
ASS061ATES
Mr. Kevin McDermott
Page 3 of 11
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
1TF Trin Generation — Dunlora Park Residential — Weekday —1011 Edition
Weekday
Daily Traffic
AM Peak Hour
PM Peak Hour
Land Use
See
(vpd)
(vph)
(vph)
(ITE Land Use Code)
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
1TF. Trin Generation — Lochlvn Hill Residential — Weekday —1011 Edition
Weekday
Daily Traffic
AM Peak Hour
PM Peak Hour
Land Use
Size
(vpd)
(vph)
(vph)
(ITE Land Use Code)
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. The total approved
development trips are shown in Figure 11. The total approved development trips were combined with the
background growth to estimate the 2023 no -build traffic volumes, which are shown in Figure 12.
RAMEY KEMP
ASSOCIATES
Mr. Kevin McDermott
Page 4of11
There are several other small developments currently under construction near the site (such as the senior citizen
building and school expansion). Based on discussion with the County, it was determined that the trip generation
potential of these sites is captured in the 2% annual growth rate.
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 4 summarizes the trip generation calculations.
Table 4
ITE Trio Generation — TyDical Weekday —10" Edition
Average Daily
Traffic
AM Peak Hour
PM Peak Hour
Land Use
Size
(vpd)
(vph)
(vph)
(ITE Land Use Code)
Enter
Exit
Enter
Exit
Enter
Exit
Multifamily Housing (Mid -Rise)
328 units
893
893
31
87
85
54
(221)
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
■ 3 1 % 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 Dunlora Drive
Figures 13 and 14 show the site trip distribution and site trip assignment, respectively. Figure 15 shows the
projected 2023 build -out peak hour traffic volumes.
RAMEY KEMP
ASSOCIATES
Mr. Kevin McDermott
Page 5 of 11
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
Rio Road at Full -Movement Driveway:
■ A northbound left -turn lane on Rio Road is warranted
■ A southbound right -turn taper on Rio Road is warranted in the PM peak hour
Intersection Spacing Standards
VDOT requires at least 250 feet of separation between partial access driveways and full -movement driveways /
intersections on Minor Arterial roadways. The proposed right -in only driveway is approximately 180 feet south
of Dunlora Drive and 265 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 470 feet of separation between full -movement driveways and intersections on Minor
Arterial roadways. The proposed full -movement driveway is approximately 645 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) — 61h Edition.
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.
RAMEY KEMP
ASSOCIATES
Mr. Kevin McDermott
Page 6of11
Table 5 summarizes the capacity analysis results for the signalized intersection of Rio Road at John Warner
Parkway / CATEC Driveway, and the Synchro outputs are enclosed for reference.
Table 5
Level -of -Service Summary for Rio Road at John Warner Parkway / CATEC Driveway
AM PEAK HOUR
PM PEAK HOUR
LANE
Storage
Lane
Lane
Overall
Lane
Lane
Overall
CONDITION
Length
GROUP
(ft)
Lane
Delay
Queue
LOS
Lane
Delay
Queue
LOS
LOS
sec
(ft)
Dela
LOS
sec
ft(Delay)
EBL
200
D
48.0
31
D
51.6
35
EBT/R
300
C
33.9
267
D
36.0
421
WBL
-
C
28.5
454
D
39.0
577
Existing (2018)
WBT
-
B
12.5
505
C
A
9.5
385
C
Traffic Conditions
WBR
NBL/T
500
75
A
D
0.0
46.6.9
0
139
(20.8 see)
A
D
0.0
54.4.5
0
71
(26.4 see)
NBR
-
A
6.9
143
B
17.6
276
SBL/T
-
D
48.2
17
D
51.0
18
SBR
125
A
0.0
0
A
0.0
0
EBL
200
D
49.6
35
D
52.4
37
EBT/R
300
D
38.1
306
D
46.4
583
WBL
-
C
33.9
533
D
47.5
734
No -Build (2023)
WBT
-
B
15.4
682
C
B
10.8
499
C
WBR
500
A
0.0
0
A
0.0
0
Traffic Conditions
NBL/T
75
D
53.9
176
(24.7 sec)
E
58.7
84
(33.2 sec)
NBR
-
B
10.4
221
C
23.6
397
SBL/T
-
D
49.5
17
D
51.3
20
SBR
125
A
0.0
0
A
0.0
0
EBL
200
D
49.9
35
D
52.5
37
EBT/R
300
D
39.4
312
D
53.4
622
Build 2023
( )
WBL
-
D
35.8
558
E
58.0
807
Traffic Conditions
WBT
-
B
16.1
698
C
B
12.4
541
D
Without
WBR
500
A
0.0
0
A
0.0
0
Improvements
NBL/T
75
E
56.9
224
(26.1 sec)
E
55.8
102
(38.0 sec)
NBR
-
B
11.3
248
C
23.3
418
SBL/T
-
D
49.8
17
D
51.3
22
SBR
125
A
0.0
0
A
0.0
0
EBL
200
D
49.9
35
D
52.5
37
EBT/R
300
D
39.4
312
D
53.4
622
Build (2023)
WBL
D
35.8
558
E
58.0
807
Traffic Conditions
WBT
-
B
16.1
698
C
B
12.4
541
D
With Median
WBR
500
A
0.0
0
A
0.0
0
Acceleration Lane
NBL/T
-
E
56.9
224
(26.1 sec)
E
55.8
102
(38.0 sec)
NBR
-
B
11.3
248
C
23.3
418
SBL/T
-
D
49.8
17
D
51.3
22
SBR
125
A
0.0
0
A
0.0
0
EBL
200
D
49.1
35
D
52.5
37
EBT/R
300
D
36.7
312
D
49.2
611
Build 2023
( )
W11L
-
C
20.4
413
D
43.4
734
Conditions
ti 13T
-
B
16.8
698
C
B
12.4
541
C
With Median
WBR
500
A
0.0
0
A
0.0
0
Acceleration Lane
NBL/T
-
D
53.0
228
(22.6 sec)
E
56.1
104
(34.2 sec)
and WBL phasing
NBR
B
11.8
250
C
25.0
463
SBL T
D
49.2
17
D
51.3
22
SBR
125
A
0.0
0
A
0.0
0
,0RAMEY KEMP
ASSOCIATES
Mr. Kevin McDermott
Page 7of11
Capacity analysis indicates that the intersection currently operates at LOS C during the AM and PM peak hours.
Under no -build conditions, the intersection is expected to continue to operate at LOS C during the AM and PM
peak hours.
Under build conditions (without improvements), the intersection is expected to operate at LOS C during the AM
peak hour and LOS D during the PM peak hour.
Under build conditions (with median acceleration lane), the intersection is expected to operate at LOS C during
the AM peak hour and LOS D during the PM peak hour with the following improvement:
■ Restripe the existing northbound shared left -through lane on Rio Road to extend the existing storage to
Dunlora Drive
Description of WBL phase change.
RAMEY KEMP
ASSOCIATES
Mr. Kevin McDermott
Page 8of11
Table 6 summarizes the capacity analysis results for the unsignalized intersection of Rio Road at Dunlora Drive,
and the Synchro outputs are enclosed for reference.
Table 6
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
(D)
LOS
Delay
Queue
LOS
LOS
Delay
Queue
LOS
(see)
(ft)
(Delay)'
(sec)
(ft)
(Delay)'
WBLI
-
E
45.5
55
D
33.9
15
Existing (2018)
WBR'
200
B
14.6
15
N/A
B
13.5
5
N/A
Conditions
NBTBL/R
50
A
9.3
5
A
9.4
8
SBT
-
-
-
-
WBL'
-
F
117.7
138
F
57.3
38
No -Build (2023)
WBR'
200
C
16.9
20
N/A
B
14.8
8
N/A
Conditions
BLR
50
A
9.8
5
A
9.9
10
SBT
-
-
-
-
-
Build (2023)
WBL'
-
F
164.3
160
F
73.4
48
Conditions
WBR'
200
C
18.3
23
C
15.6
8
NBT/R
-
-
-
-
N/A
-
-
N/A
Without
SBLz
50
B
10.1
8
B
10.2
10
Improvements
SBT
-
I -
-
-
-
-
Build (2023)
WBL'
-
D
25.5
56
C
20.7
17
Conditions
WBR'
200
D
25.5
56
C
20.7
17
With Median
NBT/R
-
-
-
-
N/A
-
-
-
N/A
Acceleration
SBL2
B
10.1
7
B
10.2
10
Lane
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 moderate delays
(between 25 and 50 seconds) during both the AM and PM peak hours. Under no -build conditions, 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
Under build conditions (with median acceleration lane), capacity analysis indicates that the minor street left -
turn movement is expected to operate with moderate delays (between 25 and 50 seconds) during the AM peak
hour and short delays (less than 25 seconds) during PM peak hour with the following improvements:
■ Construct one southbound through lane on Rio Road
■ Restripe the existing southbound through lane on Rio Road as a dedicated left -turn lane extending back
to the Rio Road at John Warner Parkway / CATEC Driveway intersection
0 RAMEY KEMP
ASSOCIATES
Mr. Kevin McDermott
Page 9 of 11
Collision data was obtained from the Virginia Crash GIS published by VDOT based on data from the Virginia
Department of Motor Vehicles (DMV). Data was reported from January 1, 2013 to December 31, 2017 within
150 feet of the study intersection. There have only been five reported collisions over the last 5 years and just
one angle crash, so the intersection does not meet the warrant of five or more correctable collisions over a
twelve-month period. Additionally, the collision data does not indicate an unusual crash pattern that would be
mitigated with the installation of a traffic signal.
Table 7 summarizes the capacity analysis results for the signalized intersection of Rio Road at Pen Park Road /
Waldorf School Road, and the Synchro outputs are enclosed for reference.
Table 7
Level -of -Service Summary for Rio Road at Pen Park Road / Waldorf School Road
AM PEAK HOUR
PM PEAK HOUR
Storage
CONDITION
LANE
Length
Lane
Lane
Overall
Lane
Lane
Overall
GROUP
(ft)
Lane
Delay
Queue
LOS
Lane
Delay
Queue
LOS
LOS
sec
ft
(Delav)
LOS
(sec)
(ft)(Delay)
EBL/T/R
-
C
23.0
68
C
27.7
28
WBL/T
350
C
29.4
130
C
29.5
60
WBR
-
A
5.8
31
A
5.4
24
Existing (2018)
NBL
75
A
6.9
32
B
A
3.0
4
A
NBT
-
C
20.3
223
B
12.9
285
Traffic Conditions
NBR
125
A
3.6
21
(15.3 sec)
A
1.8
16
(9.5 sec)
SBL
225
A
8.6
56
A
3.7
25
SBT
-
B
17.0
198
A
5.5
156
SBR
100
A
0.1
0
A
0.0
0
EBL/T/R
-
C
25.1
74
C
31.7
33
WBL/T
350
C
34.6
146
C
34.6
70
WBR
-
A
5.8
31
A
7.3
31
No -Build (2023)
NBL
75
A
7.5
34
B
A
2.6
4
A
NBT
-
C
22.5
278
B
12.8
334
Traffic Conditions
NBR
125
A
4.7
29
(17.3 sec)
A
1.7
17
(9.8 sec)
SBL
225
B
10.4
61
A
3.8
25
SBT
-
B
18.4
245
A
5.4
188
SBR
100
A
0.1
0
A
0.0
0
EBL/T/R
-
C
25.1
73
C
32.0
34
WBL/T
350
C
34.7
144
C
34.9
69
WBR
-
A
5.7
30
A
7.5
32
Build (2023)
NBL
75
A
7.9
35
B
A
2.8
4
B
Conditions
NBT
-
C
24.3
299
B
13.4
370
NBR
125
A
5.5
34
(18.2 sec)
A
1.8
17
(10.1 sec)
SBL
225
B
10.6
64
A
4.0
27
SBT
-
B
19.6
279
A
5.7
208
SBR
100
A
0.1
0
A
0.0
0
Capacity analysis indicates that the intersection currently operates at LOS B during the AM peak hour and LOS
A during the PM peak hour. Under no -build conditions, the intersection is expected to continue to operate at
LOS B during the AM peak hour and LOS A during the PM peak hour.
Under build conditions, capacity analysis indicates that the intersection is expected to continue to operate at
LOS B during the AM peak hour and LOAS A during the PM peak hour with all movements at LOS D or
better.
ANEY KEMP
ASSOCIATES
Mr. Kevin McDermott
Page 10 of 11
No improvements are warranted or recommended at this intersection at build out of the neighborhood.
It should be noted that the County has submitted a SMART Scale project application to convert the existing
signalized Rio Road at Pen Park Road intersection into a roundabout. If the application is successful, and the
roundabout is constructed, the roundabout will likely improve the overall LOS for the intersection and will not
have an impact on other intersections in this analysis.
Table 8 summarizes the capacity analysis results for the unsignalized intersection of Rio Road and Full -
movement Driveway, and the Synchro outputs are enclosed for reference.
Table 8
Level -of -Service Summary for Rio Road at Full -movement Driveway
CONDITION
LANE GROUP
Storage
Length
AM PEAK HOUR
PM PEAK HOUR
Lane Lane
Lane
Overall
Lane
Lane
Lane
Overall
(ft)
LOS Delay Queue
LOS
LOS
Delay
Queue
LOS
(sec) (ft)
(Delay)
(sec)
ft)(Delay)
EBLI
F 51.3 50
F
50.5
33
Build (2023)
EBR'
-
B 13.5 5
B
13.5
3
Conditions
NBL2
100
A 9.0 0
N/A3
A
9.2
3
N/A3
NBT
-
- - -
-
-
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.
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 with queue lengths less than three vehicles with
the following improvements:
■ Construct a northbound left -turn lane on Rio Road with 100 feet of storage
■ Construct a southbound right -turn taper on Rio Road
■ Construct the site driveway with one ingress lane and two egress lanes
*RAMEY KEMP
ASSOCIATES
Mr. Kevin McDermott
Page 11 of 11
Recommendations
Based on the trip generation potential of the site, the following improvements are recommended:
Rio Road at John Warner Parkway / CATEC Driveway:
■ Restripe the existing northbound shared left -through lane on Rio Road to extend the existing storage to
Dunlora Drive
Rio Road at Dunlora Drive:
■ Construct one southbound through lane on Rio Road
■ Restripe the existing southbound through lane on Rio Road as a dedicated left -turn lane extending back
to the Rio Road at John Warner Parkway / CATEC Driveway intersection
■ Construct a southbound acceleration lane on Rio Road
Rio Road at Ri ht-in Only Drivewa :
■ Construct a southbound right -turn taper on Rio Road
■ Construct the site driveway with one ingress lane
Rio Road at Full -movement Drivewa :
■ Construct a northbound left -turn lane on Rio Road with 100 feet of storage
■ Construct a southbound right -turn taper on Rio Road
■ Construct the site driveway with one ingress lane and two egress lanes
Figure 16 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.
Michael Bailey, P.E., PTOE
Project Manager
Enclosures: Figures, VDOT turn lane warrant diagrams, Traffic count data, Synchro output
Copy to: Mr. Adam Moore, P.E., VDOT
Mr. Ryan Hambleton, Kotarides
Mr. Scott Collins, P.E., Collins Engineering
Mr. Bill Mechnick, LPDA
RAMEY KEMP
ASSOCIATES
Site Location and
_ _ R A M E Y K E M P Rio Road Multi -Family Study Intersections
A S S O C I A T E S Albemarle County, Virginia
YR�1N®PCIRTATION EmgINEERG
Scale: Not to Scale I Figure 1
:It
RAM EY KEM P
ASSOCIATES
TRAMS F❑RTATION ENGINEERS
I
I
I
1
1
1
1
1
1
Rio Road Multi -Family Preliminary Site Plan
Albemarle County, Virginia
Scale: Not to Scale l Figure 2
CATEC
Driveway
N_
John Warner 17,500 vpd
Parkway 35 mph
200J
300,
Waldorf School
Road
LEGEND
IExisting
Traffic Signal
Existing Lane
x,
Storage (In Feet)
XXX vpd
Average Daily Traffic
RAMEY KEMP
9k
ASSOCIATES
TRANBP�RTATIQN ENOINEVUS
500'
f
2,8000 vpd Rio
35 mph Road
o 20Y
L► j- 2,300 vpd Dunlora
35 mph Drive
�1c
o ;-
O N
N
350'
4,300 vpd pen Park
+� r► 35 mph Road
� N
Rio Road
Existing (2018)
Rio Road Multi -Family Lane Configurations
Albemarle County, Virginia
Scale: Not to Scale I Figure 3
CATEC
Driveway
8 (28)
f— 674 (636)
0 0 r 485 (537)
John Warner _.j L► 1 Rio Road
ParkwayIF
(15) 13 j �
(824) 480 --►
(36) 28 - oo " N
0
kn
� o 62 (24)
r 66 (22)
1 Dunlora
Drive
M 7
O� N
O M
CL
O
t`
oo O
183 (74)
O° 0O 1 (0)
M M M
148 (49)
Waldorf School Pen Park
Road Road
(6) 21 M
(0) 2 --►
(11) 51
Rio Road
LEGEND
X (Y) AM (PM) Peak Hour Traffic
Existing (2018)
R A M E Y K E M P Rio Road Multi -Family Peak Hour Traffic Volumes
ASS a C I A T E S Albemarle County, Virginia
THp N$P�RIATION frJe31/EEN$
Scale: Not to Scale I Figure 4
CATEC
Driveway
f(45%) � 45%
45% John Warner Rio Road 1 4C
Parkway 45% --► 45% -
o
� v
a� a
CG M
Belvedere
(10%) Residential �
Dunlora
Drive
0
0
0
0
Waldorf School Pen Park
Road / Road
0
0
LEGEND 10%
Rio Road
X% (Y%) Entering (Exiting) Trip Distribution
xx^�e Regional Trip Distribution
Belvedere Residential
_ _ R A M E Y K E lilt P Rio Road Multi -Family Distribution
W A S S O C I A T E S Albemarle County, Virginia
TRANBPO RTATION ENGINEERS
Scale: Not to Scale Figure
CATEC
Driveway
-4— 63 (41) r 20 (68)
John Warner Rio Road 1
Parkway (68) 20 (68) 20 �►
a�
a
> a
a�
AG ^^
Belvedere
13 (8) f Residential
Dunlora _ �.
Drive
6
M
Waldorf School ` Pen Park
Road T] Road
6
Rio Road
LEGEND
X (Y) AM (PM) Peak Hour Traffic
Belvedere Residential
R A M E Y K E M P Rio Road Multi -Family Assignment
ASS O C l A T E S Albemarle County, Virginia
TRAN9 pp HTA TION EFJBINEERS
Scale: Not to Scale Figure 6
CATEC
Driveway
LE(
X% (Y%) Entering (Exiting) Trip Distribution
XXE�i Regional Trip Distribution
Dunlora Park Residential
_ R A M E Y K E M P Rio Road Multi -Family Distribution
A S S O C I A T E S Albemarle County, Virginia
TRRN9P0 RTATION ENUINEER$
Scale: Not to Scale L
ure 7
CATEC
Driveway
John Warner Rio Road
Parkway (8) 2
8 (5)
9 (5) r 2 (8)
Dunlora 1
Drive (17) 5 ('o-
U Nv
Dunlora Park
i Residential
L � J
rn
Waldorf School Pen Park
Road ' 3 / Road
TM
O�
Rio Road
LEGEND
X (Y) AM (PM) Peak Hour Traffic
Dunlora Park Residential
_ R A M E Y K E M P Rio Road Multi -Family Assignment
A S S O C 1 A T E 5 Albemarle County, Virginia
TRAry BPn RTATION fNQINEEAS
Scale: Not to Scale Figure
LEGEND
X% (Y%) Entering (Exiting) Trip Distribution
F7.1 Regional Trip Distribution
RAMEY KEMP
Ek
ASS0C[ATES
TRAH BPG RTATIpN ENGINEERS
CATEC
Driveway
Lochlyn Hill
Residential
Rio Road
65%
Lochlyn Hill Residential
Rio Road Multi -Family Distribution
Albemarle County, Virginia
Scale: Not to Scale I Figure 9
LEGEND
X (Y) AM (PM) Peak Hour Traffic
_ _ RAM EY KEM P
ASSOCIATES
TpA N$AOATATiON EF40INEEMB
CATEC
Driveway
Lochlyn Hill
Residential
Rio Road
Lochlyn Hill Residential
Rio Road Multi -Family Assignment
Albemarle County, Virginia
Scale: Not to Scale I Figure 10
LEGEND
X (Y) AM (PM) Peak Hour Traffic
RAMEY KEMP
8
ASSOCIATES
7gAN6G0 HTATION ENBINEERfi
CATEC
Driveway
Rio Road
Total Approved
Rio Road Multi -Family Development Volumes
Albemarle County, Virginia
Scale: Not to Scale I Figure 11
CATEC
Driveway
9 (31)
zzll 804 (741)
O 543 (622)
John Warner Rio Road
Parkway 1
(17) 14 2 'l T (i
(974) 548
(48) 33 " 00
76 (31)
r 95 (37)
1 Dunlora
Drive
000 M
b
O �
O
201 (81)
M f 1 (0)
r 163 (54)
Waldorf School 1 Pen Park
Road / I— Road
(7) 23 oo In cv
(0) 2 ---►
(12) 56
LEGEND Rio Road
X (Y) AM (PM) Peak Hour Traffic
R A IVI E Y K E M P No Build (2023) Peak Hour
_ _ Rio Road Multi -Family Traffic Volumes
f A S S Q C I A T E S Albemarle County, Virginia
TAANSPO>'iTATIpN ENgINEEAb
Scale: Not to Scale Figure 12
CATEC
10
e
32%
EE31 % John Warner Rio Road
320/
Parkway 1 o
31%� T (�
N
Site
ignr-m Uu
Driveway
Fuli-movernent
Driveway
I%71 Waldorf School
Road
LEGEND
X% (Y%) Entering (Exiting) Trip Distribution
X o�n Regional Trip Distribution
- Right -in / Right -out Driveway
RAMEY KEMP
ak
ASSOCIATES
TqA N6 PO RTATION ENGINEERS
(65%)
(35%) can
Dunlora 1
Drive
Pen Park F
%o
Road
Rio Road Multi -Family Site Trip Distribution
Albemarle County, Virginia
Scale: Not to Scale I Figure 13
CATEC
Driveway
0
r 10 (27)
John Warner 1 Rio Road
Parkway (26) 10 ? ►
00
O
Site 1 0 (1)
Dunlora
Drive
M v
O
M /1
Rigllt-in On[
Driveway
N_
Full -movement
Driveway
(35) 57
(19) 30 o
Waldorf School 1 (2) Pen Park
Road / Road
(1)0j TO
N
LEGEND Rio Road
X (Y) AM (PM) Peak Hour
_ _ RA M E Y K E M P Rio Road Multi -Family Site Trip Assignment
A S S O C I A T E S Albemarle County, Virginia
T IIANi6POATAT�9N ExaiNEYcp6
Scale: Not to Scale Figure 14
John Warner
Parkway
Site
CATEC
Driveway
9 (31)
`o 804 (741)
0 o v r 553 (649)
_.j 1 i-► p 1 Rio Road
(17) 14�
(974) 548 - ►
(74) 43
N
� M
W
i �-
O
O �O
M �
W)
.-. N
ighl-in Dul
Driveway
Full -movement
Driveway
(35) 57
(19) 30
0
00 r.
rn v
M
M �
Waldorf School
Road
LEGEND
X (Y) AM (PM) Peak Hour Traffic
L 76 (31)
95 (38)
0
202 (83)
�— 1 (0)
r 163 (54)
1
Dunlora
Pen Park
Road
23 -
t
(8)
oo V) N
(0) 2
`� k
(12) 56
rn
Rio
Road
Build (2023) Peak Hour
V
AMEY KEMP Rio Road Multi -Family Traffic Volumes
OCIATES Albemarle County, Virginia
+�NBPO RTATION ENOINEERB
Scale: Not to Scale Figure 15
CATEC
Driveway
n 500'
f
John Warner
Rio Road
Parkway
a
300' —r 'E
a
200'
ce
Site +
Dunlora
Drive
a
✓F
f
Right -in On[ ,
Driveway
a
Full -movement
Driveway f
o �
O N
N
Waldorf School J L, 350'
Pen Park
Road 1 � f r►
Road
LEGEND
--► Existing Lane
Rio Road
Recommended Lane
X' Storage (In Feet)
Recommended Lane
_ R A M E Y K E M P Rio Road Multi -Family
Configuration
_
~ASS 0 C t A T E S Albemarle County, Virginia
7RAIYBYOfl TATrCN EI�FglNEEfls
Scale: Not to Scale Figure 16
Rio Road at Full -Movement Driveway F-78
Northbound Left -turn Lane Warrant
Build (2023) Volumes
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAY
■■■�■■■■■■■■■l�■■■■■■■■■i■■■
11
Storage Length.
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�i
■■■
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®
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11
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■
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1 11 11 •1/ ® 11 i• /11
800
2 700
d
W 600
2
J 500
O
400
z
0 300
a
o 200
0
0
> 100
200 400 600 800 1000
VA ADVANCING VOLUME (VPH)
FIGURE 3-6
120
100
O
x
W
a 80
W
J
_U
x
W
vi
60
z
oC
f-
C9 40
a
20
Rio Road at Full -Movement Driveway
Southbound Right -turn Lane Warrant F-96
Build (2023) Volumes
100 200 300 400 500 600 700
625
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)
Adiustment for Riaht 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
120
100
O
x
w
a 80
W
J
U
Y
W
V!
60
Z
H
cx7 40
cc
30'
20
1-
Rio Road at Right -in Only Driveway
Southbound Right -turn Lane Warrant F-96
Build (2023) Volumes
100 200 300 400 500 60 � 3� 680
70
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 Riaht 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