HomeMy WebLinkAboutZMA202000007 Study 2020-10-08RAMEY KEMP ASSOCIATES
Moving forward.
October 6, 2020
Mr. Kevin McDermott, AICP
Albemarle County
401 McIntire Road
Charlottesville, Virginia 22902
Phone: (434) 296-5832
T 804 217 8560
4343 Cox Road
Glen Allen, VA 23060
Reference: Ashwood Boulevard Residential — Revised Traffic Impact Analysis (TIA)
Dear Mr. McDermott,
Ramey Kemp & Associates, Inc. (RKA) prepared the Traffic Impact Analysis (TIA) for this proposed
neighborhood on December 27, 2019. VDOT reviewed the TIA and provided comments in a letter dated July
22, 2020, which are detailed below and following is a brief response to each.
VDOT Traffic Engineering
1) Page 1: The counts and collection dates do not match and will be corrected.
■ The traffic count date has been corrected in the revised TIA
2) Page 6: TE recommends 100-ft storage and 100-ft taper for Ashwood @ Archer Ave. The construction of
the left turn lane may lead to the closure of the existing median break. TE recommends 200-ft taper to
comply with the VDOT access management for turning lane length of taper and storage for US 29 @ RIRO
Driveway.
■ RKA agrees with these recommendations, which were included in the original TIA
Synchro Files
3) AM and PM existing models do not have the correct existing total split timing, yellow timings, all red
timings. Considering this intersection is coordinated with other intersection along US 29, the existing
timings need to be used throughout all scenarios. If signal -timing modification is deemed necessary to
accommodate the development, the modified signal timings should be added to the recommendation
section for review. Furthermore, any signal timing modification to this intersection may require
updating the entire coordination system along US 29. Obtain the correct existing timings from VDOT /
TOC and update synchro accordingly.
■ The existing VDOT signal timings have been included in this revised analysis for the existing
conditions and maintained for the no -build and build conditions.
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RAMEY KEMP ASSOCIATES Ashwood Boulevard Residential - Revised TIA 1 2
Moving forward.
4) Lost time adjustment is coded incorrectly throughout all scenarios (Existing, No -Build and Build). Use
the default value of "0". Side note: VDOT / TE commented in this practice from RKA several times at
different occasions. Refer to Synchro guide for information in regards to the lost time adjustment.
■ Lost time has two components — start-up lost time (perception / reaction time when the light turns
green, which is 2.0 seconds), and the clearance lost time (the amount of clearance time that is not
used by drivers — typically assumed to be 2.0 seconds). This results in a total lost time of 4.0
seconds per phase. Synchro calculates lost time as the clearance time (yellow plus all -red), which is
incorrect. The U.S. 29 at Ashwood Boulevard intersection has clearance times of 5.9 to 8.5 seconds
per phase. Start-up lost time is fixed at 2.0 seconds, so this means that drivers are not using the last
3.9 to 6.5 seconds of clearance time, which is overly conservative. In Table 2, the LOS results are
reported with and without the lost time adjustment.
5) The existing condition has a pedestrian phase, which was not coded into Synchro. Add the pedestrian
phase for all scenarios.
The pedestrian phase for the crosswalk across the east leg of the intersection has been included in all
scenarios. This crosswalk runs with northbound U.S. 29, so it receives plenty of walk time with
every cycle, so has no impact to the Synchro analysis.
6) Level of Service Summary tables uses Synchro output values, however, per TOSAM "HCM 2010
should be used for reporting Synchro analyses. If HCM 2010 reports are not generated because of the
operation of the intersection, HCM 2000 should be used". Revise all the summary tables to include the
HCM values and all attached reports are to be HCM 2010 / HCM 2000 reports.
The HCM 2010 reports have been utilized for all unsignalized intersections in the revised TIA.
HCM 2000 reports were utilized to report LOS and delay for the signalized intersection because
HCM 2010 is unable to analyze U-turns, and the Synchro intersection reports have been included for
lane queues.
7) Southbound left -turn lane is coded incorrectly throughout all scenarios (Existing, No -Build, and Build).
SBL is coded as a protected permissive; however, SBL is in a protected only mode. Revise Synchro
models to match the existing condition of the SBL operation. VDOT TE performed internal analysis for
the PM Build model using existing timing. The Synchro queue length is #313-ft. As a result, TE
recommends that the SBL storage needs to be extended an additional 150-ft to accommodate the long
queue during the PM peak.
The southbound left -turn movement has been corrected to protected -only operation, and the
applicant has agreed to extend the storage in the southbound left -turn lane from 200 feet to 350 feet.
8) Note that the final plan must show conformance with the VDOT Road Design Manual Appendices B(1)
and F, as well as any other applicable standards, regulations or other requirements.
■ Understood
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RAMEY KEMP ASSOCIATES Ashwood Boulevard Residential - Revised TIA 1 3
Moving forward.
Ramey Kemp & Associates, Inc. (RKA) has performed a Traffic Impact Analysis (TIA) for the proposed
neighborhood in the northeast quadrant of the U.S. 29 at Ashwood Boulevard intersection. The development
plan includes up to 250 apartments and 108 two -over -two (2+2) townhome units with one full -movement
driveway on Ashwood Boulevard and one right -in / right -out driveway on U.S. 29. If approved, the
neighborhood is expected to be built -out in 2023. Figure 1 shows the site location and study intersections, and
Figure 2 shows the preliminary site plan.
Based on our TIA scoping meeting with you and VDOT on December 6, the purpose of this letter report is to
provide the following:
■ Trip generation calculations
■ Evaluation of turn lane warrants for the proposed site driveways
■ Capacity and queueing analysis of the study intersections
Existing Roadway Conditions
U.S. 29 (Seminole Trail) is a six -lane Principal Arterial with a current average daily traffic (ADT) volume of
approximately 45,000 vehicles per day (vpd), and a posted speed limit of 45 miles per hour (mph) in the vicinity
of the site.
Ashwood Boulevard is a two-lane collector with a current ADT volume of approximately 5,100 vpd, and a
posted speed limit of 35 mph.
The existing roadway configuration is shown in Figure 3.
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 Peggy Malone & Associates, Inc. at the intersection of U.S. 29 at Ashwood Boulevard on
December 12, which was during University of Virginia (UVA) exam week, and months before the Covid-19
pandemic. Based on discussion with you at the time, we agreed that traffic counts during UVA exam week
were acceptable. In fact, the traffic volumes on U.S. 29 were likely elevated due to holiday shopping at the
retail centers on the U.S. 29 corridor. The traffic count data are enclosed, and the existing 2019 volumes are
shown in Figure 4.
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RAMEY KEMP ASSOCIATES Ashwood Boulevard Residential - Revised TIA 1 4
Moving forwarcl.
Approved Development
Based on discussion with the County and VDOT, one approved development is included in this TIA. Brookhill
is a mixed -use development in the southeast quadrant of the U.S. 29 at Ashwood Boulevard intersection. The
approved development trips were based on Figure 12 from the RKA TIA dated February 2016. The trips for the
Brookhill neighborhood are shown in Figure 5.
Background Traffic Growth
The 2019 peak hour traffic volumes were grown by an annual rate of 1.15% for four years to estimate the 2023
peak hour traffic volumes. The grown volumes were combined with the approved development trips to estimate
the no -build 2023 volumes, which are shown in Figure 6.
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 ITE Trap Generation Manual —10`" Edition.
Table 1 summarizes the trip generation calculations.
Table 1
ITE Trip Generation — 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
FExit
Enter
T Exit
Multifamily Housing —
Mid -Rise (221)
375 units
1,021
1,021
35
100
101
64
The development plan includes 358 units, but the analysis is based on the trip potential of 375 units to be
conservative.
Site Traffic Distribution
The following site traffic distribution was applied based on a review of the existing traffic volumes, the adjacent
roadway network, and engineering judgement:
■ 67% to / from the south on U. S. 29
■ 15% to / from the south on Archer Avenue
■ 13% to / from the north on U.S. 29
■ 5% to / from the east on Ashwood Boulevard
Figure 7 shows the site trip distribution, Figure 8 shows the site trip assignment, and Figure 9 shows the
projected 2023 build -out peak hour traffic volumes.
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RAMEY KEMP ASSOCIATES Ashwood Boulevard Residential - Revised TIA 1 5
Moving forwarcl.
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.
U.S. 29 at Right -in / Right -out Driveway:
■ A northbound right -turn taper on U.S. 29 is barely warranted in the PM peak hour only
Ashwood Boulevard at Archer Avenue / Site Driveway:
■ A westbound right -turn lane on Ashwood Boulevard is not warranted
■ An eastbound left -turn lane on Ashwood Boulevard is nearly warranted in the PM peak hour only
Figure 10 shows the recommended roadway laneage at the proposed driveways.
Intersection Spacing Standards
VDOT requires at least 305 feet of separation between partial access driveways on Principal Arterial roadways
posted 45 mph. The proposed right -in / right -out driveway on U.S. 29 is approximately 500 feet north of the
U.S. 29 at Ashwood Boulevard intersection which exceeds the VDOT minimum spacing standards.
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RAMEY KEMP ASSOCIATES Ashwood Boulevard Residential - Revised TIA 1 6
Moving forwarcl.
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) - 6a' Edition.
Table 2 summarizes the capacity analysis results for the signalized intersection of U.S. 29 at Ashwood
Boulevard, and the Synchro outputs are enclosed for reference. HCM 2010 is unable to analyze U-turn
movements, so HCM 2000 methodology was utilized for LOS and delay. Synchro intersection reports are
included in the analysis to provide queue lengths, which are not provided with HCM 2000 signalized reports.
Table 2
Level -of -Service Summary for U.S. 29 at Ashwood Boulevard
AM PEAK HOUR
PM PEAK HOUR
CONDITION
LANE
GROUP
Lane
Lane
Queue
Overall
Lane
Lane
Queue
Overall
LOS
Delay
(ft)
LOS
LOS
Delay
(11)
LOS
(sec)
(Delay)
(sec)
(Dela )
WBL
D
50.1
188
E
59.1
88
WBR
D
40.7
36
E
55.6
35
Existing (2019)
NBU
E
57.6
6
B
E
65.5
7
B
NBT
B
11.9
274
B
11.9
449
Traffic Conditions
NBR
A
8.6
23
(17.7 S0C)
A
7.3
30
(12.1 sec)
SBL
E
58.3
30
E
62.9
91
SBT
B
15.1
549
A
7.2
286
WBL
D
50.7
221
E
62.4
117
WBR
D
39.4
45
D
55.0
47
No -Build (2023)
NBU
E
58.2
97
C
E
63.6
97
C
Traffic Conditions
NBT
B
16.1
314
25.4 sec
( )
B
16.7
511
20.3
( sec )
NBR
B
11.2
24
A
9.5
30
SBL
E
72.2
125
F
115.2
302
SBT
C
23.9
658
B
11.4
368
Will,
D
53.2
257
E
69.2
154
WBR
D
38.3
46
D
54.5
48
Build (2023)
NBU
E
58.2
97
C
E
63.6
97
C
NBT
B
17.8
317
B
16.9
522
Traffic Conditions
NBR
B
12.4
26
(27.3 SCC)
A
9.8
32
(22.7 S0C)
SBL
E
64.6
136
F
152.9
332
SBT
C
25.6
658
B
11.6
368
WBL
D
43.0
243
E
55.4
138
Build (2023)
WBR
C
34.8
43
D
50.6
46
Traffic Conditions
NBU
D
50.2
93
C
E
57.1
94
B
With Lost Time
NBT
NBR
B
B
15.6
10.9
305
25
(23.8 sec)
B
A
15.5
9.0
497
31
(18.2 sec)
Adjustment
SBL
D
53.0
113
E
79.7
289
SBT
C
23.2
630
B
10.5
349
Capacity analysis indicates that the intersection currently operates at LOS B during the AM and PM peak hours.
Under no -build conditions, the intersection is expected to operate at LOS C during the AM and PM peak hours.
Under build conditions, the intersection is expected to continue to operate at LOS C during the AM and PM
peak hours.
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RAMEY KEMP ASSOCIATES Ashwood Boulevard Residential - Revised TIA 1 7
Moving forward.
Lost time has two components - start-up lost time (perception / reaction time when the light turns green, which
is 2.0 seconds), and the clearance lost time (the amount of clearance time that is not used by drivers - typically
assumed to be 2.0 seconds). This gives us a total lost time of 4.0 seconds.
With the appropriate lost time adjustment factored into the analysis for build conditions, the intersection is
expected to operate at LOS C during the AM peak hour and LOS B during the PM peak hour.
The following improvement is recommended to accommodate the site trips:
■ Extend the storage in the southbound left -turn lane on U.S. 29 from 200 feet to 350 feet
Table 3 summarizes the capacity analysis results for the intersection of Ashwood Boulevard at Archer Avenue /
Site Driveway, and the Synchro outputs are enclosed for reference. HCM 2010 methodology was utilized for
this analysis.
Table 3
Level -of -Service Summary for Ashwood Boulevard at Archer Avenue / Site Driveway
AM PEAK HOUR
PM PEAK HOUR
CONDITION
LANE
GROUP
Lane
Lane
Queue
Overall
Lane
Lane
Queue
Overall
LOS
Delay
(ft)
LOS
LOS
Delay
(ftj
LOS
sec
Dela
sec
(Delay)
EBT
-
EBR
-
-
-
-
No -Build (2023)
WBL2
A
7.6
3
N/A3
A
8.4
3
hl/A3
Traffic Conditions
�T
-
-
-
NBL'
C
15.4
18
B
14.9
15
NBRI
A
9.0
3
B
10.4
5
EBL2
A
8.4
3
A
7.7
3
EBT
-
-
-
-
EBR
-
-
-
-
Build (2023)
WBL2
A
7.6
3
A
8.4
3
N/A 3
N/A 3
Traffic Conditions
NBLI
C
24.0
30
C
22.3
25
NBT/R'
A
9.9
5
B
12.7
8
SBL/T1
C
17.1
5
C
18.8
5
SBRtI
B
1 12.2
1 13
1
1 A
9.4
5
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 no -build conditions, capacity analysis indicates that the minor street left -turn movement is expected to
operate with short delays (less than 25 seconds) during the AM and PM peak hours with queue lengths less than
one vehicle.
Under build conditions, capacity analysis indicates that the minor street left -turn movement is expected to
continue to operate with short delays (less than 25 seconds) during the AM and PM peak hour with queue
lengths of one vehicle or less.
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RAMEY KEMP ASSOCIATES
Moving forward.
Ashwood Boulevard Residential - Revised TIA 1 8
Table 4 summarizes the capacity analysis results for the intersection of U.S. 29 at Right -in / Right -out
Driveway, and the Synchro outputs are enclosed for reference. HCM 2010 methodology was utilized for this
analysis.
Table 4
Level -of -Service Summary for U.S. 29 at Right -in / Right -out Driveway
CONDITION
GROUP
AM PEAK HOUR
PM PEAK HOUR
Lane
Lane
Queue
Overall
Lane
Lane
Queue
Overall
LOS
Delay
(fr)
LOS
LOS
Delay
(ft)
LOS
(sec)
(Delay)
(sec)
(Delay)
WBR'
C
19.1
5
D
32.0
5
Build (2023)
NBT
-
-
N/A'
-
N/A2
Traffic Conditions
NBR
SBT
I. Level of service for minor approach
2. 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 right-tum movement is expected to
operate with short delays (less than 25 seconds) during the AM peak hour and with moderate delays (between
25 and 50 seconds) during the PM peak hour, with queue lengths of less than one vehicle.
Recommendations
Based on the trip generation potential of the proposed neighborhood, the following improvements are
recommended:
U.S. 29 at Ashwood Boulevard:
■ Extend the storage in the southbound left -turn lane on U.S. 29 from 200 feet to 350 feet
Ashwood Boulevard at Archer Avenue / Site Driveway:
■ Construct site driveway with one ingress lane and two egress lanes
■ Construct one eastbound left-tum lane on Ashwood Boulevard with 100 feet of storage
U.S. 29 at Right -in / Right -out Driveway:
■ Construct site driveway with one ingress lane and one egress lane
■ Construct one northbound right -turn lane on U.S. 29 with 200 feet of storage
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RAMEY KEMP ASSOCIATES Ashwood Boulevard Residential — Revised TIA 1 9
Moving forward
We appreciate your attention to this matter. Please contact me at (804) 217-8560 if you have any questions
about this report.
EALTH O�
Sincerely yours, loe�i,/
Ramey Kemp &Associates, Inc.
Z
Lic. No.
�o lo-'--�
Carl Hultgren, P.E., PTOE �`9810NA1-
State Traffic Engineering Lead 04
Enclosures: Figures, Traffic count data, Synchro output, VDOT turn lane warrant diagrams
Copy to: Mr. Adam Moore, P.E., VDOT
Mr. Scott Copeland, RST Development, LLC
Mr. Alex Mays, RST Development, LLC
Ms. Valerie Long, Williams Mullen
Mr. Charles Alvis, Williams Mullen
Mr. Ryan Yauger, P.E., Bohler Engineering
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Moving lorward.
Ashwo Boulevard Preliminary site Ptah
Residential
Albemarle County, Virginia
RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 2
Moving lorward.
Ashwo Boulevard Preliminary site Ptah
Residential
Albemarle County, Virginia
RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 2
U.S.29
(Seminole Trail)
v
a
� R
O
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V}
325'
o 325'
5,100 vpd Ashwood
35 mph Boulevard
o
n r
N N
U.S. 29 LEGEND
(Seminole Trail)
Existing Traffic Signal
Existing Lane
X' Storage (In Feet)
Mavingimward.
""'RKAI,
Ashwood Boulevard Existing Lane Configuration
Residential
Albemarle County, Virginia
RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 3
U.S.29
(Seminole Trail)
0
a
N
� M
^v
N 57 (35)
r 369 (122)
1 Ashwood
Boulevard
o �
lzi
a
v
0
N
U.S. 29
(Seminole Trait)
LEGEND
X (I) AM (PM) Peak Hour
Moving mreard. Existing (2019) Peak Hour
Residential
KAI,
Ashwo sBoulevard Traffic volumes
Albemarle County, Virginia
RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 4
U S. 29
(Seminole Trail)
i1w
a
30 (27)
46 (41)
25 (42)
Ashwood
�.
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(105) 61
(►
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(Seminole Trail)
Archer
Avenue
Brookhill
I
LEGEND
AM (PM) Peak Hour
Right -in / Right -out Driveway
Moving inward.
KAI,
Ashwood Boulevard Approved Development Trips
Residential
""RAlbemarle County, Virginia
RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 5
U S. 29
(Seminole Trail)
N
w
N v
N 90 (64) s- 446 (165)
432 (169) 25 (42)
Ashwood
1 (311) 95 Boulevard
T (105) 61
� N�N v
N
N
N
Archer
Avenue
U.S. 29
(Seminole Trail)
LEGEND
X (I) AM (PM) Peak Hour
Moving lorward.
""'RKAI,
Ashwo Boulevard No -Buda fiPeak Hour
Residential Trafficc Volumes
umes
Albemarle County, Virginia
RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 6
U S. 29
(Seminole Trail)
13%
0
M
� "00°fo)
Site
Proposed
`
RBtl1
I
�o
M
Proposed
Driveway
C�
(67%)
�j
lslJ
/
i
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Ashwood
�
f
Boulevard
f r-
50%
0
N 7
U.S. 29
(Seminole Trail)
E
Archer
Avenue
E
LEGEND
X% (Y%) Entering (Exiting) Trip Distribution
Xx Regional Trip Distribution
Moving forward.
Ashwo Boulevard site Trip
Residential Distribution
Albemarle County, Virginia
RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 7
U S. 29
(Seminole Trail)
s
M � I
� 10 (6)
Site
Proposed
RMO
I
f r-
M
N' O
Proposed
Driveway
a �
I
�3(2)
_
i? v
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67 (43)
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11
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!
Ashwood
f
�
Boulevarc
f
r-
(Sl) t8
Archer
Avenue
U.S. 29
(Seminole Trail)
LEGEND
X (Y) AM (PM) Peak Hour
Moving inward. .Site Trip
KAI,
Ashwo Boulevard assignment
Residential
""RAlbemarle County, Virginia
RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 8
U S. 29
(Seminole Trail)
rn
rn I
C>
0
N
]0(6) Site
Proposed
RIRO
T (�
N ^'
u
� Proposed
v Driveway
C3
N
v O 1*
v v M ` 1 (5 )
93 (66) e- 446 (165)
499 (z 1z) �J �► zs (4z)
t►LT Ashwood
Boulevard
f �► (51) 18 � � � ('
rn (310) 95
b CN
(105) 61
N
7
N
N
Archer
Avenue
U.S. 29
(Seminole Trail)
LEGEND
X (Y) AM (PM) Peak Hour Traffic
Moving inward. Budd (2023) Peak Hour
KAI,
Ashwo Boulevard Traffic volumes
Residential
""RAlbemarle County, Virginia
RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 9
U S. 29
(Seminole Trail)
11�
fffr-
0
0
N
O
�Y7 w
�o
°ni M
0 0
ti «
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325'
325'
ll
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RIRO
Proposed
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I
>� Restripe
Ashwood
Boulevarc
i1 f f f 100, T�
Restripe
N N
U.S. 29
(Seminole Trail)
Archer
Avenue
LEGEND
Existing Traffic Signal
Y Storage (In Feet)
.� Existing Lane
Recommended Lane
Lane to be constructed by Brookhill development
Moving lorward.
""RKAI,
Ashwo Boulevard Recommended Lane
Residential Configuration
Albemarle County, Virginia
RAMEY KEMP ASSOCIATES Scale: Not to Scale Figure 10
Peggy Malone & Associates, Inc.
(888) 247-8602
File Name : US 29 and Ashwood Blvd. AM
Site Code :
Start Date : 12/12/2019
Page No : 1
Groups Printed- Combined
US 29
Ashwood Blvd
US 29
Southbound
Westbound
Northbound
$tan T®e
Thry
Leff r
Pods
AM. Tram
MOM I
left Pe&
A,. Toml
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Peds
App. Tend
Iw. Total
07:00 AM
381
1
0
382
8
30 0
38
10
255
0
0
265
685
07:15 AM
514
7
0
521
17
44 0
61
16
296
0
0
312
894
07:30 AM
562
3
0
565
15
70 0
85
21
314
0
0
335
985
07:45 AM
570
4
0
574
16
97 0
113
24
352
0
0
376
1063
Total
2027
15
0
2042
56
241 0
297
71
1217
0
0
1288
3627
08:00 AM
519
3
0
122
18
93 0
111
18
308
0
0
326
959
08:15 AM
476
2
0
478
8
109 0
117
15
330
0
0
345
940
08:30 AM
403
4
0
407
16
99 0
115
24
301
1
0
326
948
08:45 AM
454
4
0
459
15
64 0
79
32
297
0
0
329
866
Total
1 1852
13
0
1865
1 57
365 0
422
1 89
1236
1.
0
1326
1 3613
Grand Taal
3179
28
0
3907
113
606 0
719
1 160
2453
1
0
2114
7240
Apprch %
99.3
0.7
0
15.7
94.3 0
6.1
93.9
0
0
Total%
33.6
0.4
0
54
lb
8.4 0
9.9
22
33.9
0
0
36.1
US 29
Southbound
Ashwood Blvd
Westbound
US 29
Northbound
Stan Time
Torn I left . Total
6t I left I AM. Taw
I Rigia T left . Treat
Peak Bour Avalysis Prom 07:00 AM to 08:41 AM- Peak 1 of I
Peak Hour for Entire Intersection
Begins at 07:30 AM
07:30 AM
562
3 565
15
70
85
21
314
0
335
985
07:M 45 A
570
4 574
16
97
113
24
352
0
376
1063
08:00 AM
519
3 5M
18
93
111
18
308
0
326
959
08:15 AM
476
2 478
8
IN
117
15
330
0
345
940
Peggy Malone & Associates, Inc.
(888) 247-8602
File Name : US 29 and Ashwood Blvd. PM
Site Code :
Start Date : 12/12/2019
Page No : 1
Groups Printed- Combined
US 29
Ashwood Blvd
US 29
Southbound
Westbound
Northbound
$tan T®e
Thm
Leh
Peels I
AM. Total
mex I
Lc6 I Peels
. Total
Thm
Loft
Peels
App. Total
Int. Total
04:00 PM
393
8
0
401
3
37 0
40
43
503
0
0
546
987
04:15 PM
405
9
0
414
15
57 0
72
55
558
1
0
614
1100
04:30 PM
437
13
0
450
14
30 0
44
52
476
0
0
528
1022
04:45 PM
419
8
0
427
9
33 0
42
67
470
0
0
537
1006
Total
1654
38
0
1692
41
157 0
198
217
2007
1
0
2225
4115
05:00 PM
474
15
0
489
9
24 0
33
53
538
0
0
591
1113
05:15 PM
433
19
0
452
7
31 0
38
64
523
0
0
587
1077
05:30 PM
414
11
0
425
10
34 0
44
61
533
0
0
594
1063
05:45 PM
401
12
0
413
7
27 0
34
74
485
0
0
559
1006
Total
1 1722
57
0
1779
1 33
116 0
149
1 252
2079
0
0
2331
1 4259
Grand Taal
3376
95
0
3471
74
273 0
347
469
4086
1
0
4556
8374
Apprch %
97.3
2.7
0
21.3
78.7 0
103
89.7
0
0
Total %
40.3
1.1
0
41.4
0.9
33 0
4.1
5.6
48.8
0
0
54.4
US 29
Southbound
Ashwood Blvd
Westbound
US 29
Northbound
Stan Time
Tom I left . Total
M I Loft I AM. Total
I Rigis Trod I Loft Am. Total
Peak Boar Analysis From 04.00 PM to M:45 PM - Peak 1 of l
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 419 8 427 9 33 42 67 470 0 537 I/816
05:00 PM 474 15 489 9 24 33 53 538 0 591 1113
05a5 PM 433 19 452 7 31 38 M 523 0 587 1077
Ashwood Boulevard Residential - Albemarle, VA Existing (2019) Conditions
1: U.S. 29 & Ashwood Boulevard Timing Plan: AM Peak Hour
f- t f, t t �► j
Movement
WBL
WBR
NBU
NBT
NBR
SBL
SBT
Lane Configurations
1)
F
A
fft
r
►j
W
Traffic Volume (vph)
369
57
1
1304
78
12
2127
Future Volume (vph)
369
57
1
1304
78
12
2127
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Lane Util. Factor
0.97
1.00
1.00
0.91
1.00
1.00
0.91
Frt
1.00
0.85
1.00
1.00
0.85
1.00
1.00
Fit Protected
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Said. Flow (prof)
3433
1583
1770
5085
1583
1770
5085
Fit Permitted
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Said. Flow (perm)
3433
1583
1770
5085
1583
1770
5085
Peak -hour factor, PHF
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Adj. Flow (vph)
397
61
1
1402
84
13
2287
RTOR Reduction (vph)
0
51
0
0
32
0
0
Lane Group Flow (vph)
397
10
1
1402
52
13
2287
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
NA
Protected Phases
4
5
2
1
6
Permitted Phases
4
2
Actuated Green, G (s)
18.6
18.6
1.2
71.4
71.4
3.0
73.2
Effective Green, g (s)
18.6
18.6
1.2
71.4
71.4
3.0
73.2
Actuated g/C Ratio
0.16
0.16
0.01
0.62
0.62
0.03
0.64
Clearance Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
555
256
18
3157
982
46
3236
v/s Ratio Prot
c0.12
0.00
0.28
c0.01
c0.45
v/s Ratio Perm
0.01
0.03
vlc Ratio
0.72
0.04
0.06
0.44
0.05
0.28
0.71
Uniform Delay, dl
45.7
40.7
56.3
11.4
8.5
54.9
13.8
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
4.4
0.1
1.3
0.5
0.1
3.4
1.3
Delay (s)
50.1
40.7
57.6
11.9
8.6
58.3
15.1
Level of Service
D
D
E
B
A
E
B
Approach Delay (s)
48.8
11.7
15.4
Approach LOS
D
B
B
Intersection Summa
HCM 2000 Control Delay
17.7 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio
0.71
Actuated Cycle Length (s)
115.0 Sum of lost time (s) 22.0
Intersection Capacity Utilization
63.8% ICU Level of Service B
Analysis Period (min)
15
c Critical Lane Group
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA Existing (2019) Conditions
1: U.S. 29 & Ashwood Boulevard Timing Plan: AM Peak Hour
f- t f, t t �► j
Lane Group
WBL
WBR
NBU
NBT
NBR
SBL
SBT
Lane Configurations
1)
F
A
fft
if
►j
W
Traffic Volume (vph)
369
57
1
1304
78
12
2127
Future Volume (vph)
369
57
1
1304
78
12
2127
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
250
275
200
Storage Lanes
2
1
1
1
1
Taper Length (ft)
100
100
100
Satd. Flow (1
3433
1583
1770
5085
1583
1770
5085
Fit Permitted
0.950
0.950
0.950
Satd. Flow (perm)
3433
1583
1770
5085
1583
1770
5085
Right Turn on Red
Yes
Yes
Satd. Flow (RTOR)
61
84
Link Speed (mph)
35
45
45
Link Distance (R)
454
863
808
Travel Time (s)
8.8
13.1
12.2
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Shared Lane Traffic e/u)
Lane Group Flow (vph)
397
61
1
1402
84
13
2287
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
NA
Protected Phases
4
5
2
1
6
Permitted Phases
4
2
Detector Phase
4
4
5
2
2
1
6
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
20.0
20.0
5.0
20.0
Minimum Split (s)
16.0
16.0
14.4
49.9
49.9
13.0
28.5
Total Split (s)
32.0
32.0
18.0
67.0
67.0
16.0
65.0
Total Split (%)
27.8%
27.8%
15.7%
58.3%
58.3%
13.9%
56.5%
Yellow Time (s)
3.1
3.1
4.0
4.9
4.9
4.1
5.1
All -Red Time (s)
5.4
5.4
3.4
1.0
1.0
3.5
1.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
None
None
C-Min
C-Min
None
C-Min
Act i Green (s)
18.6
18.6
5.6
76.0
76.0
6.5
79.2
Actuated g/C Ratio
0.16
0.16
0.05
0.66
0.66
0.06
0.69
v/c Ratio
0.72
0.20
0.01
0.42
0.08
0.13
0.65
Control Delay
53.1
11.4
52.0
11.1
2.9
54.0
12.7
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
53.1
11.4
52.0
11.1
2.9
54.0
12.7
LOS
D
B
D
B
A
D
B
Approach Delay
47.5
10.7
12.9
Approach LOS
D
B
B
Queue Length 50th (ft)
145
0
1
132
0
9
287
Queue Length 95th (ft)
188
36
6
274
23
30
549
Internal Link Dist (ft)
374
783
728
Turn Bay Length (ft)
250
275
200
Base Capacity (vph)
701
372
163
3361
1074
129
3500
Starvation Cap Reductn
0
0
0
0
0
0
0
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA
1: U.S. 29 & Ashwood Boulevard
f- t f, t P �► j
Existing (2019) Conditions
Timing Plan: AM Peak Hour
Lane Group
WBL
WBR
NBU
Ni
Ni
SBL
SBT
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.57
0.16
0.01
0.42
0.08
0.10
0.65
Intersection Summa
Area Type: Other
Cycle Length:115
Actuated Cycle Length: 115
Offset: 47 (41 %), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 80
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay:15.9 Intersection LOS: B
Intersection Capacity Utilization 63.8% ICU Level of Service B
Analysis Period (min)15
anu rnases: I: U.J. LV & HsnWUUu tluuMMU
Synchro 10 Report
RKA Page 2
Ashwood Boulevard Residential - Albemarle, VA Existing (2019) Conditions
1: U.S. 29 & Ashwood Boulevard Timing Plan: PM Peak Hour
Movement
WBL
WBR
NBU
NBT
NBR
SBL
SBT
Lane Configurations
1)
F
A
W
r
►j
+++
Traffic Volume (vph)
122
35
1
2064
245
53
1740
Future Volume (vph)
122
35
1
2064
245
53
1740
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Lane Util. Factor
0.97
1.00
1.00
0.91
1.00
1.00
0.91
Frt
1.00
0.85
1.00
1.00
0.85
1.00
1.00
Fit Protected
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Said. Flow (prof)
3433
1583
1770
5085
1583
1770
5085
Fit Permitted
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Said. Flow (perm)
3433
1583
1770
5085
1583
1770
5085
Peak -hour factor, PHF
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Adj. Flow (vph)
131
38
1
2219
263
57
1871
RTOR Reduction (vph)
0
35
0
0
81
0
0
Lane Group Flow (vph)
131
3
1
2219
182
57
1871
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
NA
Protected Phases
4
5
2
1
6
Permitted Phases
4
2
Actuated Green, G (s)
10.0
10.0
1.2
89.8
89.8
8.2
96.8
Effective Green, g (s)
10.0
10.0
1.2
89.8
89.8
8.2
96.8
Actuated g/C Ratio
0.08
0.08
0.01
0.69
0.69
0.06
0.74
Clearance Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
264
121
16
3512
1093
111
3786
v/s Ratio Prot
c0.04
0.00
c0.44
c0.03
c0.37
v/s Ratio Perm
0.00
0.11
vlc Ratio
0.50
0.02
0.06
0.63
0.17
0.51
0.49
Uniform Delay, dl
57.6
55.5
63.8
11.0
7.0
59.0
6.7
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
1.5
0.1
1.6
0.9
0.3
4.0
0.5
Delay (s)
59.1
55.6
65.5
11.9
7.3
62.9
7.2
Level of Service
E
E
E
B
A
E
A
Approach Delay (s)
58.3
11.4
8.8
Approach LOS
E
B
A
Intersection Summa
HCM 2000 Control Delay
12.1 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio
0.62
Actuated Cycle Length (s)
130.0 Sum of lost time (s) 22.0
Intersection Capacity Utilization
60.4% ICU Level of Service B
Analysis Period (min)
15
c Critical Lane Group
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA Existing (2019) Conditions
1: U.S. 29 & Ashwood Boulevard Timing Plan: PM Peak Hour
Lane Group
WBL
WBR
NBU
NBT
NBR
SBL
SBT
Lane Configurations
1)
F
A
fft
r
►j
+++
Traffic Volume (vph)
122
35
1
2064
245
53
1740
Future Volume (vph)
122
35
1
2064
245
53
1740
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
250
275
200
Storage Lanes
2
1
1
1
1
Taper Length (ft)
100
100
100
Satd. Flow (1
3433
1583
1770
5085
1583
1770
5085
Fit Permitted
0.950
0.950
0.950
Satd. Flow (perm)
3433
1583
1770
5085
1583
1770
5085
Right Turn on Red
Yes
Yes
Satd. Flow (RTOR)
38
263
Link Speed (mph)
35
45
45
Link Distance (R)
454
863
808
Travel Time (s)
8.8
13.1
12.2
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Shared Lane Traffic (%)
Lane Group Flow (vph)
131
38
1
2219
263
57
1871
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
NA
Protected Phases
4
5
2
1
6
Permitted Phases
4
2
Detector Phase
4
4
5
2
2
1
6
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
20.0
20.0
5.0
20.0
Minimum Split (s)
16.0
16.0
13.0
49.9
49.9
13.0
27.1
Total Split (s)
20.0
20.0
20.0
90.0
90.0
20.0
90.0
Total Split (%)
15.4%
15.4%
15.4%
69.2%
69.2%
15.4%
69.2%
Yellow Time (s)
3.1
3.1
4.0
4.9
4.9
4.1
5.1
All -Red Time (s)
5.4
5.4
3.4
1.0
1.0
3.5
1.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
None
None
C-Min
C-Min
None
C-Min
Act Effct Green (s)
10.0
10.0
5.6
91.4
91.4
9.4
102.8
Actuated g/C Ratio
0.08
0.08
0.04
0.70
0.70
0.07
0.79
v/c Ratio
0.50
0.24
0.01
0.62
0.22
0.45
0.47
Control Delay
64.0
20.5
60.0
12.3
1.4
68.2
5.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
64.0
20.5
60.0
12.3
1.4
68.2
5.5
LOS
E
C
E
B
A
E
A
Approach Delay
54.2
11.2
7.4
Approach LOS
D
B
A
Queue Length 50th (ft)
55
0
1
358
0
47
142
Queue Length 95th (ft)
88
35
7
449
30
91
286
Internal Link Dist (ft)
374
783
728
Turn Bay Length (ft)
250
275
200
Base Capacity (vph)
303
174
171
3573
1190
168
4019
Starvation Cap Reductn
0
0
0
0
0
0
0
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA
1: U.S. 29 & Ashwood Boulevard
f- t f, t P �► j
Existing (2019) Conditions
Timing Plan: PM Peak Hour
Lane Group
WBL
WBR
NBU
Ni
Ni
SBL
Si
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.43
0.22
0.01
0.62
0.22
0.34
0.47
Intersection Summa
Area Type: Other
Cycle Length:130
Actuated Cycle Length:130
Offset: 79 (61 %), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 80
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.62
Intersection Signal Delay:11.2 Intersection LOS: B
Intersection Capacity Utilization 60.4% ICU Level of Service B
Analysis Period (min)15
anu rnases: I: U.J. L9 61 HsnWUUu tluuMMU
Synchro 10 Report
RKA Page 2
Ashwood Boulevard Residential - Albemarle, VA No -Build (2023) Conditions
1: U.S. 29 & Ashwood Boulevard Timing Plan: AM Peak Hour
f- t f, t t �► j
Movement
WBL
WBR
NBU
NBT
NBR
SBL
Si
Lane Configurations
1)
F
A
fft
r
►j
+++
Traffic Volume (vph)
432
90
64
1434
82
74
2229
Future Volume (vph)
432
90
64
1434
82
74
2229
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Lane Util. Factor
0.97
1.00
1.00
0.91
1.00
1.00
0.91
Frt
1.00
0.85
1.00
1.00
0.85
1.00
1.00
Fit Protected
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prof)
3433
1583
1770
5085
1583
1770
5085
Fit Permitted
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
3433
1583
1770
5085
1583
1770
5085
Peak -hour factor, PHF
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Adj. Flow (vph)
465
97
69
1542
88
80
2397
RTOR Reduction (vph)
0
80
0
0
38
0
0
Lane Group Flow (vph)
465
17
69
1542
50
80
2397
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
NA
Protected Phases
4
5
2
1
6
Permitted Phases
4
2
Actuated Green, G (s)
20.4
20.4
7.9
65.3
65.3
7.3
64.7
Effective Green, g (s)
20.4
20.4
7.9
65.3
65.3
7.3
64.7
Actuated g/C Ratio
0.18
0.18
0.07
0.57
0.57
0.06
0.56
Clearance Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
608
280
121
2887
898
112
2860
v/s Ratio Prot
c0.14
0.04
0.30
c0.05
c0.47
v/s Ratio Perm
0.01
0.03
vlc Ratio
0.76
0.06
0.57
0.53
0.06
0.71
0.84
Uniform Delay, dl
45.0
39.3
51.9
15.4
11.1
52.8
20.8
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
5.7
0.1
6.3
0.7
0.1
19.3
3.1
Delay (s)
50.7
39.4
58.2
16.1
11.2
72.2
23.9
Level of Service
D
D
E
B
B
E
C
Approach Delay (s)
48.8
17.6
25.5
Approach LOS
D
B
C
Intersection Summa
HCM 2000 Control Delay
25.4 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio
0.81
Actuated Cycle Length (s)
115.0 Sum of lost time (s) 22.0
Intersection Capacity Utilization
77.9% ICU Level of Service D
Analysis Period (min)
15
c Critical Lane Group
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA No -Build (2023) Conditions
1: U.S. 29 & Ashwood Boulevard Timing Plan: AM Peak Hour
f- t f, t t �► j
Lane Group
WBL
WBR
NBU
NBT
NBR
SBL
SBT
Lane Configurations
1)
F
A
fft
r
►j
+++
Traffic Volume (vph)
432
90
64
1434
82
74
2229
Future Volume (vph)
432
90
64
1434
82
74
2229
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
250
275
200
Storage Lanes
2
1
1
1
1
Taper Length (ft)
100
100
100
Satd. Flow (1
3433
1583
1770
5085
1583
1770
5085
Fit Permitted
0.950
0.950
0.950
Satd. Flow (perm)
3433
1583
1770
5085
1583
1770
5085
Right Turn on Red
Yes
Yes
Satd. Flow (RTOR)
97
88
Link Speed (mph)
35
45
45
Link Distance (R)
454
863
808
Travel Time (s)
8.8
13.1
12.2
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Shared Lane Traffic e/u)
Lane Group Flow (vph)
465
97
69
1542
88
80
2397
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
NA
Protected Phases
4
5
2
1
6
Permitted Phases
4
2
Detector Phase
4
4
5
2
2
1
6
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
20.0
20.0
5.0
20.0
Minimum Split (s)
16.0
16.0
13.0
49.9
49.9
13.0
27.1
Total Split (s)
32.0
32.0
18.0
67.0
67.0
16.0
65.0
Total Split (%)
27.8%
27.8%
15.7%
58.3%
58.3%
13.9%
56.5%
Yellow Time 1
3.1
3.1
4.0
4.9
4.9
4.1
5.1
All -Red Time (s)
5.4
5.4
3.4
1.0
1.0
3.5
1.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
None
None
C-Min
C-Min
None
C-Min
Act Effct Green (s)
20.4
20.4
9.1
66.8
66.8
8.7
66.2
Actuated g/C Ratio
0.18
0.18
0.08
0.58
0.58
0.08
0.58
v/c Ratio
0.76
0.27
0.50
0.52
0.09
0.60
0.82
Control Delay
53.6
9.6
62.7
16.5
3.0
70.4
24.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
53.6
9.6
62.7
16.5
3.0
70.4
24.5
LOS
D
A
E
B
A
E
C
Approach Delay
46.0
17.7
26.0
Approach LOS
D
B
C
Queue Length 50th (ft)
170
0
49
267
0
57
536
Queue Length 95th (ft)
221
45
97
314
24
#125
658
Internal Link Dist (ft)
374
783
728
Turn Bay Length (ft)
250
275
200
Base Capacity (vph)
701
400
163
2952
956
139
2928
Starvation Cap Reductn
0
0
0
0
0
0
0
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA
1: U.S. 29 & Ashwood Boulevard
f- t f, t P �► j
No -Build (2023) Conditions
Timing Plan: AM Peak Hour
Lane Group
WBL
WBR
NBU
NBT
Ni
SBL
Si
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.66
0.24
0.42
0.52
0.09
0.58
0.82
Intersection Summa
Area Type: Other
Cycle Length:115
Actuated Cycle Length: 115
Offset: 47 (41 %), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 80
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 25.4 Intersection LOS: C
Intersection Capacity Utilization 77.9% ICU Level of Service D
Analysis Period (min)15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
SDllts and Phases: 1: U.S. 29 & Ashwood Boulevard
\*01 I 111 1 • 04
f1 G5 06
183
Synchro 10 Report
RKA Page 2
Ashwood Boulevard Residential - Albemarle, VA
2: Archer Avenue & Ashwood Boulevard
Intersection
Int Delay, s/veh 2.3
No -Build (2023) Conditions
Timing Plan: AM Peak Hour
Movement
EBT
EBR
WBL
WBT
NBL
Ni
Lane Configurations
+
f
I
+
r
Traffic Vol, veh/h
95
61
25
446
76
38
Future Vol, veh/h
95
61
25
446
76
38
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
-
None
-
None
Storage Length
-
200
200
-
0
0
Veh In Median Storage, # 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
92
92
92
92
92
92
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
103
66
27
485
83
41
Major/Minor
Majorl
Major2
Wort
Conflicting Flow All
0
0
169
0
642
103
Stage 1
-
-
-
-
103
-
Stage 2
-
-
539
-
Critical Hdwy
4.12
-
6.42
6.22
Critical Hdwy Stg 1
-
-
5.42
-
Critical Hdwy Sig 2
-
-
5.42
-
Follow-up Hdwy
2.218
-
3.518
3.318
PotCap-1 Maneuver
1409
-
438
952
Stage 1
-
-
921
-
Stage 2
-
-
585
-
Platoon blocked, %
Mov Cap-1 Maneuver
1409
-
430
952
Mov Cap-2 Maneuver
-
-
430
-
Stage 1
-
-
921
-
Stage 2
-
-
574
-
Approach
EB
WB
NB
HCM Control Delay, s
0
0.4
13.3
HCM LOS
B
Minor Lane/Maior Mvmt NBLn1 Ni EBT EBR WBL WBT
Capacity (veh/h)
430
952 -
- 1409 -
HCM Lane V/C Ratio
0,192
0.043 -
- 0.019 -
HCM Control Delay (s)
15.4
9 -
- 7.6 -
HCM Lane LOS
C
A -
- A -
HCM 95th %tile O(veh)
0.7
0.1 -
- 0.1 -
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA No -Build (2023) Conditions
1: U.S. 29 & Ashwood Boulevard Timing Plan: PM Peak Hour
Movement
WBL
WBR
NBU
NBT
NBR
SBL
SBT
Lane Configurations
1)
F
A
W
F
►j
+++
Traffic Volume (vph)
169
64
58
2222
256
160
1825
Future Volume (vph)
169
64
58
2222
256
160
1825
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Lane Util. Factor
0.97
1.00
1.00
0.91
1.00
1.00
0.91
Frt
1.00
0.85
1.00
1.00
0.85
1.00
1.00
Fit Protected
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prof)
3433
1583
1770
5085
1583
1770
5085
Fit Permitted
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
3433
1583
1770
5085
1583
1770
5085
Peak -hour factor, PHF
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Adj. Flow (vph)
182
69
62
2389
275
172
1962
RTOR Reduction (vph)
0
63
0
0
97
0
0
Lane Group Flow (vph)
182
6
62
2389
178
172
1962
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
NA
Protected Phases
4
5
2
1
6
Permitted Phases
4
2
Actuated Green, G (s)
10.8
10.8
8.5
84.1
84.1
13.1
88.7
Effective Green, g (s)
10.8
10.8
8.5
84.1
84.1
13.1
88.7
Actuated g/C Ratio
0.08
0.08
0.07
0.65
0.65
0.10
0.68
Clearance Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
285
131
115
3289
1024
178
3469
v/s Ratio Prot
c0.05
0.04
c0.47
c0.10
c0.39
v/s Ratio Perm
0.00
0.11
vlc Ratio
0.64
0.04
0.54
0.73
0.17
0.97
0.57
Uniform Delay, dl
57.7
54.8
58.9
15.3
9.1
58.2
10.7
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
4.6
0.1
4.8
1.4
0.4
57.0
0.7
Delay (s)
62.4
55.0
63.6
16.7
9.5
115.2
11.4
Level of Service
E
D
E
B
A
F
B
Approach Delay (s)
60.3
17.1
19.7
Approach LOS
E
B
B
Intersection Summa
HCM 2000 Control Delay
20.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio
0.76
Actuated Cycle Length (s)
130.0 Sum of lost time (s) 22.0
Intersection Capacity Utilization
75.0% ICU Level of Service D
Analysis Period (min)
15
c Critical Lane Group
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA No -Build (2023) Conditions
1: U.S. 29 & Ashwood Boulevard Timing Plan: PM Peak Hour
Lane Group
WBL
WBR
NBU
NBT
NBR
SBL
SBT
Lane Configurations
1)
F
A
W
F
►j
+?f
Traffic Volume (vph)
169
64
58
2222
256
160
1825
Future Volume (vph)
169
64
58
2222
256
160
1825
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
250
275
200
Storage Lanes
2
1
1
1
1
Taper Length (ft)
100
100
100
Satd. Flow (1
3433
1583
1770
5085
1583
1770
5085
Fit Permitted
0.950
0.950
0.950
Satd. Flow (perm)
3433
1583
1770
5085
1583
1770
5085
Right Turn on Red
Yes
Yes
Satd. Flow (RTOR)
69
275
Link Speed (mph)
35
45
45
Link Distance (R)
454
863
808
Travel Time (s)
8.8
13.1
12.2
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Shared Lane Traffic (%)
Lane Group Flow (vph)
182
69
62
2389
275
172
1962
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
NA
Protected Phases
4
5
2
1
6
Permitted Phases
4
2
Detector Phase
4
4
5
2
2
1
6
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
20.0
20.0
5.0
20.0
Minimum Split (s)
16.0
16.0
13.0
49.9
49.9
13.0
27.1
Total Split (s)
20.0
20.0
20.0
90.0
90.0
20.0
90.0
Total Split (%)
15.4%
15.4%
15.4%
69.2%
69.2%
15.4%
69.2%
Yellow Time 1
3.1
3.1
4.0
4.9
4.9
4.1
5.1
All -Red Time (s)
5.4
5.4
3.4
1.0
1.0
3.5
1.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
None
None
C-Min
C-Min
None
C-Min
Act Effct Green (s)
10.8
10.8
9.7
84.1
84.1
13.1
90.2
Actuated g/C Ratio
0.08
0.08
0.07
0.65
0.65
0.10
0.69
v/c Ratio
0.64
0.36
0.47
0.73
0.25
0.97
0.56
Control Delay
68.2
17.8
68.8
16.9
1.5
118.2
11.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
68.2
17.8
68.8
16.9
1.5
118.2
11.6
LOS
E
B
E
B
A
F
B
Approach Delay
54.4
16.6
20.2
Approach LOS
D
B
C
Queue Length 50th (ft)
77
0
51
457
0
-153
304
Queue Length 95th (ft)
117
47
97
511
30
#302
368
Internal Link Dist (ft)
374
783
728
Turn Bay Length (ft)
250
275
200
Base Capacity (vph)
303
202
171
3289
1121
177
3528
Starvation Cap Reductn
0
0
0
0
0
0
0
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA
1: U.S. 29 & Ashwood Boulevard
f- t f, t P �► j
No -Build (2023) Conditions
Timing Plan: PM Peak Hour
Lane Group
WBL
WBR
NBU
Ni
Ni
SBL
Si
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.60
0.34
0.36
0.73
0.25
0.97
0.56
Intersection Summa
Area Type: Other
Cycle Length:130
Actuated Cycle Length:130
Offset: 79 (61 %), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 80
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay:19.9 Intersection LOS: B
Intersection Capacity Utilization 75.0% ICU Level of Service D
Analysis Period (min)15
- Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
ano rnases: i s u.a. zv n Hsnwooa rsouievara
Synchro 10 Report
RKA Page 2
Ashwood Boulevard Residential - Albemarle, VA
2: Archer Avenue & Ashwood Boulevard
Intersection
Int Delay, s/veh 2.4
No -Build (2023) Conditions
Timing Plan: PM Peak Hour
Movement
EBT
EBR
WBL
WBT
NBL
Ni
Lane Configurations
+
f
I
+
r
Traffic Vol, veh/h
311
105
42
165
68
34
Future Vol, veh/h
311
105
42
165
68
34
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
-
None
-
None
Storage Length
-
200
200
-
0
0
Veh In Median Storage, # 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
92
92
92
92
92
92
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
338
114
46
179
74
37
Major/Minor
Majorl
Major2
Wort
Conflicting Flow Al
0
0
452
0
609
338
Stage 1
-
-
-
-
338
-
Stage 2
-
-
-
-
271
-
Critical Hdwy
-
-
4.12
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
-
5.42
-
Critical Hdwy Sig 2
-
-
-
-
5.42
-
Follow-up Hdwy
-
-
2.218
-
3.518
3.318
Pot Cap-1 Maneuver
-
-
1109
-
458
704
Stage 1
-
-
-
-
722
-
Stage 2
-
-
-
-
775
-
Platoon blocked, %
-
-
-
Mov Cap-1 Maneuver
-
-
1109
-
439
704
Mov Cap-2 Maneuver
-
-
-
-
439
-
Stage 1
-
-
-
-
722
-
Stage 2
-
-
-
-
743
-
Approach
EB
WB
NB
HCM Control Delay, s
0
1.7
13.4
HCM LOS
B
Minor Lane/Maior Mvmt NBLn1 Ni EBT EBR WBL WBT
Capacity (veh/h)
439
704 -
- 1109 -
HCM Lane V/C Ratio
0,168
0.052 -
- 0.041 -
HCM Control Delay (s)
14.9
10.4 -
- 8.4 -
HCM Lane LOS
B
B -
- A -
HCM 95th %tile O(veh)
0.6
0.2 -
- 0.1 -
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions
1: U.S. 29 & Ashwood Boulevard Timing Plan: AM Peak Hour
Movement
WBL
WBR
NBU
NBT
Ni
SBU
SBL
SBT
Lane Configurations
1)
F
A
fft
r
A
++4
Traffic Volume (vph)
499
93
64
1443
97
2
77
2229
Future Volume (vph)
499
93
64
1443
97
2
77
2229
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Lane Util. Factor
0.97
1.00
1.00
0.91
1.00
1.00
0.91
Frt
1.00
0.85
1.00
1.00
0.85
1.00
1.00
Fit Protected
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Said. Flow (prof)
3433
1583
1770
5085
1583
1770
5085
Fit Permitted
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Said. Flow (perm)
3433
1583
1770
5085
1583
1770
5085
Peak -hour factor, PHF
0.93
0.93
0.93
0.93
0.93
0.92
0.93
0.93
Adj. Flow (vph)
537
100
69
1552
104
2
83
2397
RTOR Reduction (vph)
0
81
0
0
47
0
0
0
Lane Group Flow (vph)
537
19
69
1552
57
0
85
2397
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
4
5
2
1
1
6
Permitted Phases
4
2
Actuated Green, G (s)
21.8
21.8
7.9
62.9
62.9
8.3
63.3
Effective Green, g (s)
21.8
21.8
7.9
62.9
62.9
8.3
63.3
Actuated g/C Ratio
0.19
0.19
0.07
0.55
0.55
0.07
0.55
Clearance Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
650
300
121
2781
865
127
2798
v/s Ratio Prot
c0.16
0.04
0.31
c0.05
c0.47
v/s Ratio Perm
0.01
0.04
vlc Ratio
0.83
0.06
0.57
0.56
0.07
0.67
0.86
Uniform Delay, dl
44.8
38.2
51.9
17.0
12.2
52.0
22.0
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
8.5
0.1
6.3
0.8
0.1
12.6
3.6
Delay (s)
53.2
38.3
58.2
17.8
12.4
64.6
25.6
Level of Service
D
D
E
B
B
E
C
Approach Delay (s)
50.9
19.1
27.0
Approach LOS
D
B
C
Intersection Summary
HCM 2000 Control Delay
27.3
HCM 2000
Level of Service
C
HCM 2000 Volume to Capacity
ratio
0.84
Actuated Cycle Length (s)
115.0
Sum of lost
time (s)
22.0
Intersection Capacity Utilization
79.8%
ICU Level of Service
D
Analysis Period (min)
15
c Critical Lane Group
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA
1: U.S. 29 & Ashwood Boulevard
Build (2023) Conditions
Timing Plan: AM Peak Hour
f
f,
t
/,*
"
`
1
Lane Group
WBL
WBR
NBU
NBT
NBR
SBU
SBL
SBT
Lane Configurations
1)
F
A
fft
r
A
++4
Traffic Volume (vph)
499
93
64
1443
97
2
77
2229
Future Volume (vph)
499
93
64
1443
97
2
77
2229
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
250
275
350
Storage Lanes
2
1
1
1
1
Taper Length (ft)
100
100
100
Satd. Flow (1
3433
1583
1770
5085
1583
0
1770
5085
Fit Permitted
0.950
0.950
0.950
Satd. Flow (perm)
3433
1583
1770
5085
1583
0
1770
5085
Right Turn on Red
Yes
Yes
Satd. Flow (RTOR)
100
104
Link Speed (mph)
35
45
45
Link Distance (R)
454
863
808
Travel Time (s)
8.8
13.1
12.2
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.92
0.93
0.93
Shared Lane Traffic e/u)
Lane Group Flow (vph)
537
100
69
1552
104
0
85
2397
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
4
5
2
1
1
6
Permitted Phases
4
2
Detector Phase
4
4
5
2
2
1
1
6
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
20.0
20.0
5.0
5.0
20.0
Minimum Split (s)
16.0
16.0
13.0
49.9
49.9
13.0
13.0
27.1
Total Split (s)
32.0
32.0
18.0
67.0
67.0
16.0
16.0
65.0
Total Split (%)
27.8%
27.8%
15.7%
58.3%
58.3%
13.9%
13.9%
56.5%
Yellow Time (s)
3.1
3.1
4.0
4.9
4.9
4.1
4.1
5.1
All -Red Time (s)
5.4
5.4
3.4
1.0
1.0
3.5
3.5
1.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Lead/Lag
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
None
None
C-Min
C-Min
None
None
C-Min
Act Effct Green (s)
21.8
21.8
9.1
62.9
62.9
8.3
64.8
Actuated g/C Ratio
0.19
0.19
0.08
0.55
0.55
0.07
0.56
v/c Ratio
0.83
0.26
0.50
0.56
0.11
0.66
0.84
Control Delay
56.2
9.3
62.7
18.3
2.9
76.6
25.8
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
56.2
9.3
62.7
18.3
2.9
76.6
25.8
LOS
E
A
E
B
A
E
C
Approach Delay
48.8
19.1
27.6
Approach LOS
D
B
C
Queue Length 50th (ft)
194
0
49
272
0
62
569
Queue Length 95th (ft)
257
46
97
317
26
#136
658
Internal Link Dist (ft)
374
783
728
Turn Bay Length (ft)
250
275
350
Base Capacity (vph)
701
403
163
2779
912
132
2866
Starvation Cap Reductn
0
0
0
0
0
0
0
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA
1: U.S. 29 & Ashwood Boulevard
f- I- +l t /* u` l
Build (2023) Conditions
Timing Plan: AM Peak Hour
Lane Group
WBL
WBR
NBU
NBT
Ni SBU
SBL
Si
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.77
0.25
0.42
0.56
0.11
0.64
0.84
Intersection Summa
Area Type: Other
Cycle Length:115
Actuated Cycle Length: 115
Offset: 47 (41 %), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 80
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 27.4 Intersection LOS: C
Intersection Capacity Utilization 79.8% ICU Level of Service D
Analysis Period (min)15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
SDllts and Phases: 1: U.S. 29 & Ashwood Boulevard
i01 t02!R) • 04
f1 GS 06
183
Synchro 10 Report
RKA Page 2
Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions
2: Archer Avenue/Proposed Driveway & Ashwood Boulevard Timing Plan: AM Peak Hour
Intersection
Int Delay, s/veh
Movement
4.4
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
►j
+
F
I
j,
il,
4
f
Traffic Vol, veh/h
18
95
61
25
446
1
76
5
38
5
15
70
Future Vol, veh/h
18
95
61
25
446
1
76
5
38
5
15
70
Conflicting Peds, #/hr
0
0
0
0
0
0
0
0
0
15
0
5
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
-
-
None
-
-
None
-
-
None
-
None
Storage Length
100
-
200
200
-
-
0
-
-
-
0
Veh In Median Storage,
# -
0
-
-
0
-
-
0
-
0
-
Grade, %
-
0
-
-
0
-
-
0
-
0
-
Peak Hour Factor
92
92
92
92
92
92
92
92
92
92
92
92
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
2
2
2
Mvmt Flow
20
103
66
27
485
1
83
5
41
5
16
76
Major/Minor
Majorl
Major2
Minorl
Minor2
Conflicting Flow All
486
0 0 169
0 0 734
683
118
754
749
491
Stage 1
-
- - -
- - 143
143
-
540
540
-
Stage 2
-
- - -
- - 591
540
-
214
209
-
Critical Hdwy
4.12
- - 4.12
- - 7.12
6.52
6.22
7.12
6.52
6.22
Critical Hdwy Stg 1
-
- - -
- - 6.12
5.52
-
6.12
5.52
-
Critical Hdwy Sig 2
-
- - -
- - 6.12
5.52
-
6.12
5.52
-
Follow-up Hdwy
2.218
- - 2.218
- - 3.518
4.018
3,318
3.518
4.018
3.318
Pot Cap-1 Maneuver
1077
- - 1409
- - 336
372
934
326
341
578
Stage 1
-
- - -
- - B60
779
-
526
521
-
Stage 2
-
- - -
- - 493
521
-
788
729
-
Platoon blocked, %
- -
- -
Mov Cap-1 Maneuver
1077
- - 1409
- - 271
358
921
295
328
575
Mov Cap-2 Maneuver
-
- - -
- - 271
358
-
295
328
-
Stage 1
-
- - -
- - 844
764
-
516
511
-
Stage 2
-
- - -
- - 404
511
-
723
715
-
Approach
EB
WB
NB
SB
HCM Control Delay, s
0.9
0.4
18.9
13.3
HCM LOS
C
B
Minor Lane/Major Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
271
779
1077 -
- 1409 -
- 319
575
HCM Lane V/C Ratio
0,305
0.06
0.018 -
- 0.019 -
- 0.068
0.132
HCM Control Delay (s)
24
9.9
8.4 -
- 7.6 -
- 17.1
12.2
HCM Lane LOS
C
A
A -
- A -
- C
B
HCM 95th %tile C(veh)
1.2
0.2
0.1 -
- 0.1 -
- 0.2
0.5
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions
3: U.S. 29 & Proposed RIRO Timing Plan: AM Peak Hour
Intersection
Int Delay, slveh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h
0
Future Vol, veh/h
0
Conflicting Peds, #/hr
0
Sign Control
Stop
RT Channelized
Storage Length
-
Veh In Median Storage,
# 0
Grade, %
0
Peak Hour Factor
92
Heavy Vehicles, %
2
Mvmt Flow
0
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Sig 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
f +++
13 1527
13 1527
0 0
Stop Free
None
0
0
0
92 92
2 2
14 1660
F
+"
11
0
2308
11
0
2308
0
0
0
Free
Free
Free
None
-
None
200
-
-
0
0
92
92
92
2
2
2
12
0
2509
Minorl Majorl
830 0 0
7.14
- 3.92
0 269
0
0
269
0
0
0
Approach WB NB SB
HCM Control Delay, s 19.1 0 0
HCM LOS C
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile O(veh)
NBT N13RWBLn1 SBT
269 -
0.053 -
19.1 -
C
0.2
Synchro 10 Report
RKA Page 2
Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions
1: U.S. 29 & Ashwood Boulevard Timing Plan: PM Peak Hour
Movement
WBL
WBR
NBU
NBT
NBR
SBU
SBL
SBT
Lane Configurations
1)
F
A
W
F
I+++
Traffic Volume (vph)
212
66
58
2247
298
5
168
1825
Future Volume (vph)
212
66
58
2247
298
5
168
1825
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Lane Util. Factor
0.97
1.00
1.00
0.91
1.00
1.00
0.91
Frt
1.00
0.85
1.00
1.00
0.85
1.00
1.00
Fit Protected
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Said. Flow (prof)
3433
1583
1770
5085
1583
1770
5085
Fit Permitted
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Said. Flow (perm)
3433
1583
1770
5085
1583
1770
5085
Peak -hour factor, PHF
0.93
0.93
0.93
0.93
0.93
0.92
0.93
0.93
Adj. Flow (vph)
228
71
62
2416
320
5
181
1962
RTOR Reduction (vph)
0
65
0
0
113
0
0
0
Lane Group Flow (vph)
228
6
62
2416
207
0
186
1962
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
4
5
2
1
1
6
Permitted Phases
4
2
Actuated Green, G (s)
11.3
11.3
8.5
84.1
84.1
12.6
88.2
Effective Green, g (s)
11.3
11.3
8.5
84.1
84.1
12.6
88.2
Actuated g/C Ratio
0.09
0.09
0.07
0.65
0.65
0.10
0.68
Clearance Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
298
137
115
3289
1024
171
3449
v/s Ratio Prot
c0.07
0.04
c0.48
c0.11
c0.39
v/s Ratio Perm
0.00
0.13
vlc Ratio
0.77
0.05
0.54
0.73
0.20
1.09
0.57
Uniform Delay, dl
58.1
54.4
58.9
15.4
9.3
58.7
10.9
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
11.1
0.1
4.8
1.5
0.4
94.2
0.7
Delay (s)
69.2
54.5
63.6
16.9
9.8
152.9
11.6
Level of Service
E
D
E
B
A
F
B
Approach Delay (s)
65.7
17.2
23.9
Approach LOS
E
B
C
Intersection Summary
HCM 2000 Control Delay
22.7
HCM 2000
Level of Service
C
HCM 2000 Volume to Capacity
ratio
0.79
Actuated Cycle Length (s)
130.0
Sum of lost
time (s)
22.0
Intersection Capacity Utilization
77.4%
ICU Level of Service
D
Analysis Period (min)
15
c Critical Lane Group
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA
1: U.S. 29 & Ashwood Boulevard
Build (2023) Conditions
Timing Plan: PM Peak Hour
f
f,
t
/,*
"
`
1
Lane Group
WBL
WBR
NBU
NBT
NBR
SBU
SBL
SBT
Lane Configurations
1)
F
A
W
r
I+++
Traffic Volume (vph)
212
66
58
2247
298
5
168
1825
Future Volume (vph)
212
66
58
2247
298
5
168
1825
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
250
275
350
Storage Lanes
2
1
1
1
1
Taper Length (ft)
100
100
100
Satd. Flow (1
3433
1583
1770
5085
1583
0
1770
5085
Fit Permitted
0.950
0.950
0.950
Satd. Flow (perm)
3433
1583
1770
5085
1583
0
1770
5085
Right Turn on Red
Yes
Yes
Satd. Flow (RTOR)
71
320
Link Speed (mph)
35
45
45
Link Distance (R)
454
863
808
Travel Time (s)
8.8
13.1
12.2
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.92
0.93
0.93
Shared Lane Traffic (%)
Lane Group Flow (vph)
228
71
62
2416
320
0
186
1962
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
4
5
2
1
1
6
Permitted Phases
4
2
Detector Phase
4
4
5
2
2
1
1
6
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
20.0
20.0
5.0
5.0
20.0
Minimum Split (s)
16.0
16.0
13.0
49.9
49.9
13.0
13.0
27.1
Total Split (s)
20.0
20.0
20.0
90.0
90.0
20.0
20.0
90.0
Total Split (%)
15.4%
15.4%
15.4%
69.2%
69.2%
15.4%
15.4%
69.2%
Yellow Time (s)
3.1
3.1
4.0
4.9
4.9
4.1
4.1
5.1
All -Red Time (s)
5.4
5.4
3.4
1.0
1.0
3.5
3.5
1.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Lead/Lag
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
None
None
C-Min
C-Min
None
None
C-Min
Act Effct Green (s)
11.3
11.3
9.7
84.1
84.1
12.6
89.7
Actuated g/C Ratio
0.09
0.09
0.07
0.65
0.65
0.10
0.69
v/c Ratio
0.77
0.35
0.47
0.73
0.28
1.09
0.56
Control Delay
75.4
17.3
68.8
17.2
1.6
148.0
11.8
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
75.4
17.3
68.8
17.2
1.6
148.0
11.8
LOS
E
B
E
B
A
F
B
Approach Delay
61.6
16.5
23.6
Approach LOS
E
B
C
Queue Length 50th (ft)
98
0
51
468
0
-178
304
Queue Length 95th (ft)
#154
48
97
522
32
#332
368
Internal Link Dist (ft)
374
783
728
Turn Bay Length (ft)
250
275
350
Base Capacity (vph)
303
204
171
3289
1137
171
3510
Starvation Cap Reductn
0
0
0
0
0
0
0
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA
1: U.S. 29 & Ashwood Boulevard
Build (2023) Conditions
Timing Plan: PM Peak Hour
Lane Group
WBL
WBR
NBU
Ni
Ni SBU
SBL
Si
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.75
0.35
0.36
0.73
0.28
1.09
0.56
Intersection Summa
Area Type: Other
Cycle Length:130
Actuated Cycle Length:130
Offset: 79 (61 %), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 80
Control Type: Actuated -Coordinated
Maximum v/c Ratio:1.09
Intersection Signal Delay: 22.0 Intersection LOS: C
Intersection Capacity Utilization 77.4% ICU Level of Service D
Analysis Period (min)15
- Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
ano rnases: i s u.a. zv n Hsnwooa rsouievara
Synchro 10 Report
RKA Page 2
Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions
2: Archer Avenue/Proposed Driveway & Ashwood Boulevard Timing Plan: PM Peak Hour
Intersection
Int Delay, s/veh 4.2
Movement EBL EBT EBR WBL WBT WEIR NBL NBT Ni SBL SBT Si
Lane Configurations ►j + F I j, I y, 4 f
Traffic Vol, veh/h 51 310 105 42 165 5 68 15 34 3 10 45
Future Vol, veh/h 51 310 105 42 165 5 68 15 34 3 10 45
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - None
Storage Length 100 - 200 200 - - 0 - - - 0
Veh In Median Storage, # - 0 - - 0 - - 0 - 0 -
Grade, % - 0 - - 0 - - 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 55 337 114 46 179 5 74 16 37 3 11 49
Major/Minor Majorl Major2 Minorl Minor2
Conflicting Flow Al 184 0 0 451 0 0 751 723 337 805 835 182
Stage 1 - - - - - - 447 447 - 274 274 -
Stage 2 - - - - - - 304 276 - 531 561 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Sig 2 - - - - - - 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3,318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1391 - - 1109 - - 327 352 705 301 304 861
Stage 1 - - - - - - 591 573 - 732 683 -
Stage 2 - - - - - - 705 682 - 532 510 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1391 - - 1109 - - 281 324 705 258 280 861
Mov Cap-2 Maneuver - - - - - - 281 324 - 258 280 -
Stage 1 - - - - 567 550 - 703 655 -
Stage 2 - - - - 627 654 - 470 490 -
Approach EB WB NB SB
HCM Control Delay, s 0.8 1.7 18.3 11.5
HCM LOS C B
Minor Lane/Maior Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLnl SBLn2
Capacity (veh/h)
281
518
1391 -
- 1109 -
- 275
861
HCM Lane V/C Ratio
0,263
0.103
0.04 -
- 0.041 -
- 0.051
0.057
HCM Control Delay (s)
22.3
12.7
7.7 -
- 8.4 -
- 18.8
9.4
HCM Lane LOS
C
B
A -
- A -
- C
A
HCM 95th %tile O(veh)
1
0.3
0.1 -
- 0.1 -
- 0.2
0.2
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions
3: U.S. 29 & Proposed RIRO Timing Plan: PM Peak Hour
Intersection
Int Delay, slveh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h
0
Future Vol, veh/h
0
Conflicting Peds, #/hr
0
Sign Control
Stop
RT Channelized
Storage Length
-
Veh In Median Storage,
# 0
Grade, %
0
Peak Hour Factor
92
Heavy Vehicles, %
2
Mvmt Flow
0
Conflicting Flow Al
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Sig 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
r +++
8 2288
8 2288
0 0
Stop Free
None
0
0
0
92 92
2 2
9 2487
F
+"
30
0
1998
30
0
1998
0
0
0
Free
Free
Free
None
-
None
200
-
-
0
0
92
92
92
2
2
2
33
0
2172
Minorl Majorl
1244 0 0
7.14
- 3.92
0 142
0
0
142
0
0
0
Approach WB NB SB
HCM Control Delay, s 32 0 0
HCM LOS D
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile O(veh)
NBT N13RWBLn1 SBT
142 -
0.061 -
32 -
D
0.2
Synchro 10 Report
RKA Page 2
Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions - Adjusted Lost Time
1: U.S. 29 & Ashwood Boulevard Timing Plan: AM Peak Hour
f- t f, t �' 1-4
Movement
WBL
WBR
NBU
NBT
Ni
SBU
SBL
SBT
Lane Configurations
1)
F
A
fft
r
A
++4
Traffic Volume (vph)
499
93
64
1443
97
2
77
2229
Future Volume (vph)
499
93
64
1443
97
2
77
2229
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lane Util. Factor
0.97
1.00
1.00
0.91
1.00
1.00
0.91
Frt
1.00
0.85
1.00
1.00
0.85
1.00
1.00
Fit Protected
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prof)
3433
1583
1770
5085
1583
1770
5085
Fit Permitted
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
3433
1583
1770
5085
1583
1770
5085
Peak -hour factor, PHF
0.93
0.93
0.93
0.93
0.93
0.92
0.93
0.93
Adj. Flow (vph)
537
100
69
1552
104
2
83
2397
RTOR Reduction (vph)
0
77
0
0
44
0
0
0
Lane Group Flow (vph)
537
23
69
1552
60
0
85
2397
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
4
5
2
1
1
6
Permitted Phases
4
2
Actuated Green, G (s)
21.8
21.8
7.9
64.3
64.3
6.9
63.3
Effective Green, g (s)
26.3
26.3
11.3
66.2
66.2
10.5
65.4
Actuated g/C Ratio
0.23
0.23
0.10
0.58
0.58
0.09
0.57
Clearance Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
785
362
173
2927
911
161
2891
v/s Ratio Prot
c0.16
0.04
0.31
c0.05
c0.47
v/s Ratio Perm
0.01
0.04
vlc Ratio
0.68
0.06
0.40
0.53
0.07
0.53
0.83
Uniform Delay, dl
40.6
34.7
48.7
14.9
10.8
49.9
20.2
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
2.5
0.1
1.5
0.7
0.1
3.1
2.9
Delay (s)
43.0
34.8
50.2
15.6
10.9
53.0
23.2
Level of Service
D
C
D
B
B
D
C
Approach Delay (s)
41.7
16.7
24.2
Approach LOS
D
B
C
Intersection Summary
HCM 2000 Control Delay
23.8
HCM 2000
Level of Service
C
HCM 2000 Volume to Capacity
ratio
0.78
Actuated Cycle Length (s)
115.0
Sum of lost
time (s)
15.6
Intersection Capacity Utilization
71.5%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions - Adjusted Lost Time
1: U.S. 29 & Ashwood Boulevard Timing Plan: AM Peak Hour
f
f,
t
/,*
`
l
Lane Group
WBL
WBR
NBU
NBT
NBR
SBU
SBL
SBT
Lane Configurations
1)
F
A
fft
r
A
++4
Traffic Volume (vph)
499
93
64
1443
97
2
77
2229
Future Volume (vph)
499
93
64
1443
97
2
77
2229
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
250
275
350
Storage Lanes
2
1
1
1
1
Taper Length (ft)
100
100
100
Satd. Flow (1
3433
1583
1770
5085
1583
0
1770
5085
Fit Permitted
0.950
0.950
0.950
Satd. Flow (perm)
3433
1583
1770
5085
1583
0
1770
5085
Right Turn on Red
Yes
Yes
Satd. Flow (RTOR)
100
104
Link Speed (mph)
35
45
45
Link Distance (R)
454
863
808
Travel Time (s)
8.8
13.1
12.2
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.92
0.93
0.93
Shared Lane Traffic e/u)
Lane Group Flow (vph)
537
100
69
1552
104
0
85
2397
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
4
5
2
1
1
6
Permitted Phases
4
2
Detector Phase
4
4
5
2
2
1
1
6
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
20.0
20.0
5.0
5.0
20.0
Minimum Split (s)
16.0
16.0
13.0
49.9
49.9
13.0
13.0
27.1
Total Split (s)
32.0
32.0
18.0
67.0
67.0
16.0
16.0
65.0
Total Split (%)
27.8%
27.8%
15.7%
58.3%
58.3%
13.9%
13.9%
56.5%
Yellow Time 1
3.1
3.1
4.0
4.9
4.9
4.1
4.1
5.1
All -Red Time (s)
5.4
5.4
3.4
1.0
1.0
3.5
3.5
1.0
Lost Time Adjust (s)
-4.5
-4.5
-3.4
-1.9
-1.9
-3.6
-2.1
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
None
None
C-Min
C-Min
None
None
C-Min
Act Effct Green (s)
26.3
26.3
12.5
67.8
67.8
11.8
66.9
Actuated g/C Ratio
0.23
0.23
0.11
0.59
0.59
0.10
0.58
We Ratio
0.68
0.23
0.36
0.52
0.11
0.47
0.81
Control Delay
45.3
8.1
52.5
15.8
2.6
57.6
23.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
45.3
8.1
52.5
15.8
2.6
57.6
23.5
LOS
D
A
D
B
A
E
C
Approach Delay
39.5
16.5
24.7
Approach LOS
D
B
C
Queue Length 50th (ft)
184
0
48
261
0
60
544
Queue Length 95th (ft)
243
43
93
305
25
113
630
Internal Link Dist (ft)
374
783
728
Turn Bay Length (ft)
250
275
350
Base Capacity (vph)
835
461
215
2996
975
186
2959
Starvation Cap Reductn
0
0
0
0
0
0
0
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions - Adjusted Lost Time
1: U.S. 29 & Ashwood Boulevard Timing Plan: AM Peak Hour
Lane Group
WBL
WBR
NBU
Ni
Ni SBU
SBL
Si
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced We Ratio
0.64
0.22
0.32
0.52
0.11
0.46
0.81
Intersection Summa
Area Type: Other
Cycle Length:115
Actuated Cycle Length: 115
Offset: 47 (41 %), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 80
Control Type: Actuated -Coordinated
Maximum We Ratio: 0.81
Intersection Signal Delay: 23.7 Intersection LOS: C
Intersection Capacity Utilization 71.5% ICU Level of Service C
Analysis Period (min)15
anu rnases: I: U.J. LV 61 HsnWUUu tluuMMU
Synchro 10 Report
RKA Page 2
Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions - Adjusted Lost Time
1: U.S. 29 & Ashwood Boulevard Timing Plan: PM Peak Hour
f- t f, t �' 1-4
Movement
WBL
WBR
NBU
NBT
NBR
SBU
SBL
SBT
Lane Configurations
1)
F
A
W
r
I+++
Traffic Volume (vph)
212
66
58
2247
298
5
168
1825
Future Volume (vph)
212
66
58
2247
298
5
168
1825
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lane Util. Factor
0.97
1.00
1.00
0.91
1.00
1.00
0.91
Frt
1.00
0.85
1.00
1.00
0.85
1.00
1.00
Fit Protected
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prof)
3433
1583
1770
5085
1583
1770
5085
Fit Permitted
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Satd. Flow (perm)
3433
1583
1770
5085
1583
1770
5085
Peak -hour factor, PHF
0.93
0.93
0.93
0.93
0.93
0.92
0.93
0.93
Adj. Flow (vph)
228
71
62
2416
320
5
181
1962
RTOR Reduction (vph)
0
62
0
0
108
0
0
0
Lane Group Flow (vph)
228
9
62
2416
212
0
186
1962
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
4
5
2
1
1
6
Permitted Phases
4
2
Actuated Green, G (s)
11.2
11.2
8.5
84.1
84.1
12.7
88.3
Effective Green, g (s)
15.7
15.7
11.9
86.0
86.0
16.3
90.4
Actuated g/C Ratio
0.12
0.12
0.09
0.66
0.66
0.13
0.70
Clearance Time (s)
8.5
8.5
7.4
5.9
5.9
7.6
6.1
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
414
191
162
3363
1047
221
3536
v/s Ratio Prot
c0.07
0.04
c0.48
c0.11
0.39
v/s Ratio Perm
0.01
0.13
vlc Ratio
0.55
0.04
0.38
0.72
0.20
0.84
0.55
Uniform Delay, dl
53.8
50.5
55.6
14.2
8.6
55.6
9.8
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
1.6
0.1
1.5
1.4
0.4
24.1
0.6
Delay (s)
55.4
50.6
57.1
15.5
9.0
79.7
10.5
Level of Service
E
D
E
B
A
E
B
Approach Delay (s)
54.3
15.7
16.4
Approach LOS
D
B
B
Intersection Summary
HCM 2000 Control Delay
18.2
HCM 2000
Level of Service
B
HCM 2000 Volume to Capacity
ratio
0.73
Actuated Cycle Length (s)
130.0
Sum of lost
time (s)
15.6
Intersection Capacity Utilization
69.0%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions - Adjusted Lost Time
1: U.S. 29 & Ashwood Boulevard Timing Plan: PM Peak Hour
f
f,
t
/,*
`
l
Lane Group
WBL
WBR
NBU
NBT
NBR
SBU
SBL
SBT
Lane Configurations
1)
F
A
W
r
I+++
Traffic Volume (vph)
212
66
58
2247
298
5
168
1825
Future Volume (vph)
212
66
58
2247
298
5
168
1825
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
0
0
250
275
350
Storage Lanes
2
1
1
1
1
Taper Length (ft)
100
100
100
Satd. Flow (1
3433
1583
1770
5085
1583
0
1770
5085
Fit Permitted
0.950
0.950
0.950
Satd. Flow (perm)
3433
1583
1770
5085
1583
0
1770
5085
Right Turn on Red
Yes
Yes
Satd. Flow (RTOR)
71
320
Link Speed (mph)
35
45
45
Link Distance (R)
454
863
808
Travel Time (s)
8.8
13.1
12.2
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.92
0.93
0.93
Shared Lane Traffic (%)
Lane Group Flow (vph)
228
71
62
2416
320
0
186
1962
Turn Type
Prot
Perm
Prot
NA
Perm
Prot
Prot
NA
Protected Phases
4
5
2
1
1
6
Permitted Phases
4
2
Detector Phase
4
4
5
2
2
1
1
6
Switch Phase
Minimum Initial (s)
5.0
5.0
5.0
20.0
20.0
5.0
5.0
20.0
Minimum Split (s)
16.0
16.0
13.0
49.9
49.9
13.0
13.0
27.1
Total Split (s)
20.0
20.0
20.0
90.0
90.0
20.0
20.0
90.0
Total Split (%)
15.4%
15.4%
15.4%
69.2%
69.2%
15.4%
15.4%
69.2%
Yellow Time 1
3.1
3.1
4.0
4.9
4.9
4.1
4.1
5.1
All -Red Time (s)
5.4
5.4
3.4
1.0
1.0
3.5
3.5
1.0
Lost Time Adjust (s)
-4.5
-4.5
-3.4
-1.9
-1.9
-3.6
-2.1
Total Lost Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lead/Lag
Lead
Lag
Lag
Lead
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
None
None
C-Min
C-Min
None
None
C-Min
Act Effct Green (s)
15.7
15.7
13.1
86.0
86.0
16.3
91.9
Actuated g/C Ratio
0.12
0.12
0.10
0.66
0.66
0.13
0.71
We Ratio
0.55
0.28
0.35
0.72
0.28
0.84
0.55
Control Delay
59.2
14.4
59.2
15.7
1.5
86.5
10.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
59.2
14.4
59.2
15.7
1.5
86.5
10.6
LOS
E
B
E
B
A
F
B
Approach Delay
48.6
15.1
17.2
Approach LOS
D
B
B
Queue Length 50th (ft)
94
0
49
445
0
156
287
Queue Length 95th (ft)
138
46
94
497
31
#289
349
Internal Link Dist (ft)
374
783
728
Turn Bay Length (ft)
250
275
350
Base Capacity (vph)
422
257
217
3363
1155
221
3594
Starvation Cap Reductn
0
0
0
0
0
0
0
Synchro 10 Report
RKA Page 1
Ashwood Boulevard Residential - Albemarle, VA Build (2023) Conditions - Adjusted Lost Time
1: U.S. 29 & Ashwood Boulevard Timing Plan: PM Peak Hour
Lane Group
WBL
WBR
NBU
Ni
Ni SBU
SBL
Si
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced v/c Ratio
0.54
0.28
0.29
0.72
0.28
0.84
0.55
Intersection Summa
Area Type: Other
Cycle Length:130
Actuated Cycle Length:130
Offset: 79 (61 %), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 80
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay:17.9 Intersection LOS: B
Intersection Capacity Utilization 69.0% ICU Level of Service C
Analysis Period (min)15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Synchro 10 Report
RKA Page 2
F-61
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAY
Nam,
= 700
O
>
W 600
500
O
O 400
Z
U) 300
a
Or 200
O
0
> 100
800
2 700
a
w 600
2
500
O
� 400
Z
300
a
o_
0 200
0
> 100
v 200 400 600 800 1000
VA ADVANCING VOLUME (VPH)
FIGURE 3-5
200 400 600 800 1000
VA ADVANCING VOLUME (VPH)
FIGURE 3-6
F-96
120
¢
100
0
x
S
oC
W
(L 80
U
w
J
U_
W
N 60
2
f-
F
x
0 40
S
IL
20
PHV APPROACH TOTAL, VEHICLES PER HOUR
)0
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-97
oC
M
O
cc
W
a.
W
W
J
U_
x
W
z
z
cc
cc
U
x
a
120
100
80
IN
U41
20
FULL -WIDTH TURN LANE AND TAPER REQUIRED
TAPER REQUIRED
NO TURN LANES OR
TAPERS REQUIRED
200 400 600 800 1000 1200 1400
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
110RAM iL.TI. m • t.TiiitOEi��a►�8_1�>ti7s7�7
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 3-27 WARRANTS FOR RIGHT TURN TREATMENT (4-LANE HIGHWAY)
Rev. 1/15