HomeMy WebLinkAboutSDP202100001 Study 2021-06-25TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
To: Adam Moore, PE (VDOT)
From: Steve Schmidt, PE, PTOE
RE: Ivy Proper —Turn Lane Warrant Analysis
Date: June 18, 2021
Copy: Clint Shifflett, PE (TG)
1001 Boulders Parkway P 804.200.6500
Suite 300 F 804.560.1016
Richmond, VA 23225 www.timmons.com
�o��QpLTH Op L!
6-18-21 7
USTEPHEN O. SCHMIDTD
Lic. No. 049a9-85
Timmons Group has performed a turn lane warrant and queuing analysis in support of the proposed Ivy
Proper development in Albemarle County, Virginia. The proposed 6,500 square foot office building is
located along the north side of US Route 250 (Ivy Road) to the east of Ivy Depot Road and will be served
by a single, shared access point off of US Route 250. Figures 1 and 2 show the site location and proposed
site layout (all figures can be found at the end of this report).
The site is located adjacent to an existing 2,200 square foot office building with one access point on US
Route 250. With the development, the existing access point will be relocated slightly to the west and a
single, shared access point will serve both uses. There will not be an increase in the number of access
points along US Route 250.
Based on comments received from VDOT on January 21, 2021, a turn lane warrant analysis was requested
at the shared site entrance. This analysis evaluates the need for turn lanes and, if warranted, the storage
length required at the study intersections.
Background Information
US Route 250 (Ivy Road) is a VDOT maintained two-lane, undivided, minor arterial roadway with a posted
speed limit of 35 mph. According to the 2019 VDOT Count Book (most recent available), US Route 250
carries approximately 13,000 vehicles per day in the vicinity of the site. A copy of the VDOT Count Book
data is included in Appendix A.
Traffic Volume Analysis
Existing Traffic Volumes
VDOT Central Office provided hourly traffic volumes along this section of US Route 250 which were
collected in 2018 (pre -pandemic) and 2021 (during the pandemic). The raw traffic data is included in
Appendix B.
The 2018 counts collected 24-hour, bi-directional volume over the course of 3 weekdays when public
schools were in session. The counts were averaged and indicate that the AM peak hour occurs from 8:00-
9:00 AM and the PM peak hour occurs from 5:00 PM to 6:00 PM.
During the AM peak hour, on average, 697 (62%) vehicles travel eastbound on US Route 250 and 421
(38%) vehicles travel westbound.
Ivy Proper —Turn Lane Warrant Analysis
June 18, 2of51
Page2of5 TIMMONS GROUP
During the PM peak hour, on average, 367 (30%) vehicles travel eastbound on US Route 250 and 875
(70%) vehicles travel westbound.
The 2021 counts were collected during the pandemic were between 5% and 15% lower when compared
to the 2018 data. These volumes were therefore discarded from the analysis as not representative of
"normal" traffic conditions.
2021 Traffic Volumes
In order to develop 2021 traffic volumes, a 2% annual traffic growth rate (compounded annually) was
applied to the 2018 traffic counts.
The resulting 2021 traffic volumes indicate 770 vehicles travel eastbound on US Route 250 and 465
vehicles travel westbound during the AM peak hour.
During the PM peak hour, 405 vehicles travel eastbound on US Route 250 and 966 vehicles travel
westbound.
Site Trip Generation and Distribution
The trips generated by existing office and the proposed development were estimated using the 10th
edition of the Institute of Transportation Engineers' (ITE) Trip Generation Manual and calculated using the
size of the building (square feet) as the independent variable.
As shown in Table 1, the existing office and the proposed development will generate a total of 11 AM peak
hour trips (10 in and 1 out), 10 PM peak hour trips (1 in and 9 out), and 84 average weekday daily trips at
the shared site entrance.
Table 1: Site Trip Generation
Buikloul
Weekda iI
Land Use
AM Peak Hour
PM Peak Holy
Average
Land Use
Size
Units Code
In
out Total
In out Total
Daily Tdps
Existing Development
Office
2,200
S.F. 710
3
0 3
0 3 3
21
Proposed Development
Office
6,500
S.F. 710
7
1 8
1 6 7
63
Total Trips at Entrance
10
1 11
1 8 10
84
Note: (1) Based on the Institute of Transportation Engineers Trip Generation, 10tiv Edition. Assumes General UlbaniSubulban land use category.
As noted above, access to the site will be provided via 1 shared access point off of US Route 250. It was
assumed traffic to/from the site will follow the same distribution as the existing traffic along US Route
250 (62% to/from the west in the AM and 70% to/from the east in the PM).
Ivy Proper —Turn Lane Warrant Analysis
June 18, 1 3of5 TIMMONS GROUP
Page 3 of 5
This results in 6 eastbound left turns and 4 westbound right -turns in the AM peak hour and 0 eastbound
left turns and 1 westbound right -turn in the PM peak hour.
It is noted that with 6 left turns in the peak hour, this is an average of 1 left turn vehicle every 10 minutes.
Turn Lane Warrant Analvsis
The 2021 traffic volumes were combined with the site generated traffic to develop the traffic volumes
used in the turn lane warrant and operational analysis. The turn lane warrant analysis was then completed
using Figure 3-26 (right turn) and Figure (3-5) from Appendix F of the VDOT Road Design Manual.
Figure 3 shows the right -turn lane warrant analysis and indicates a westbound right -turn lane and taper
is not warranted at the shared site entrance.
Figure 4 shows the left -turn lane warrant analysis and indicates an eastbound left -turn lane with 100' of
storage is warranted at the shared site entrance.
It is noted that the left -turn lane warrant analysis is based on the amount (percent) of left turns relative
to the total advancing traffic in that direction. The lowest available chart provided by VDOT is for 5% lefts
and Appendix F offers no guidance for percentages less than 5%.
In this case, the 6 left turns in the AM peak hour represent 0.7% of the advancing traffic. The VDOT
provided chart is based on left turn volumes 10 times the traffic generated by the proposed development
and is not necessarily applicable for these circumstances.
Operational and Queuing Analysis
Per VDOT traffic engineering policy, the projected 2021 total peak hour volumes were analyzed using
appropriate TOSAM methodology to determine the operational effectiveness of the existing intersection
geometry and the impacts of the proposed new site traffic.
The operational and queuing analyses were performed using SYNCHRO Version 10 and HCM 6t' Edition
methodologies. The corresponding SYNCHRO worksheets are included in Appendix C.
Table 2 summarizes the future 2021 intersection LOS, delay and 95' percentile queue lengths based on
the volumes discussed above and a single lane approach in each direction (i.e. no turn lanes).
As shown in Table 2, the shared eastbound thru-left lane operates at LOS A during each peak hour with
8.6 seconds/vehicle delay in the AM peak hour. The westbound thru-right lane is unopposed and
therefore experiences no delay. The southbound approach (exiting the site) operates at LOS D in both
peak hours with no concerns of excess delay or queuing.
As shown in Table 2, with a shared thru-left lane, the eastbound approach has a 95" percentile queue of
zero feet. This indicates that 95% of the time, there will be no queue in the shared thrudeft lane.
The nearest entrance or intersection to the west (Ivy Depot Road) is located approximately 150 feet from
the shared site entrance. The 951" percentile queues will not interfere with the adjacent upstream
intersection.
Ivy Proper —Turn Lane Warrant Analysis
June 18, 2021
Page 4 of 5
A left -turn lane is not needed on operational or queuing grounds.
TIMMONS GROUP
Table 1: Intersection Level of Service, Delay, and Queue Summary
Future 2021 Conditions
Intersection and
Type of Control
Movement and
Approach
AM PEAK HOUR
PM PEAK HOUR
Delay
(sec/veh)
LOS
HCM 95th
Percentile
Queue
Length (ft)
Delay
(sec/veh)
LOS
HCM 95th
Percentile
Queue
Length (ft)
1. US Route 250 (E-W) at
Site Entrance (N)
Unsignalized
EBThru-Left
8.6
A
0
0.0
A
0
EBApproach
0.0
A
0.0
A
WBThru-Right
t
t
0
t
t
0
WBApproach
t
j t
--
t
t
SB Left -Right
1 31.3
1 D
0
32.8
D
5
SBApproachl
31.3
1 D
32.8
D
t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes.
Ivy Proper —Turn Lane warrant Analysis
June 18, 2021
Page 5 of 5
Conclusions
TIMMONS GROUP
A turn lane warrant and queuing analysis was prepared in support of the proposed Ivy Proper
development in Albemarle County, Virginia.
The site is located adjacent to an existing 2,200 square foot office building with one access point on US
Route 250. With the development, the existing access point will be relocated slightly to the west and a
single, shared access point will serve both uses. There will not be an increase in the number of access
points along US Route 250.
A westbound right -turn lane is not warranted at the shared site entrance on US Route 250.
While the warrants indicate an eastbound left -turn lane is warranted at the shared site entrance on US
Route 250, the installation of the improvement is not recommended for the following reasons:
1. Low Left Turn Volume — As noted above, traffic making a left turn into the site will make a
maximum of 6 left turns in any hour. This equates to 1 left turn every 10 minutes on average. A
turn lane is not needed for 1 vehicle every 10 minutes.
2. Inapplicable Turn Lane Warrant Chart — As noted above, the VDOT turn lane warrant charts are
based off the percent of left turns with the lowest available chart for 5% lefts. In this case, the
left turn volume is 0.7%; the VDOT chart is based on left turn volumes 10 times greater than the
site traffic and is not necessarily applicable to these circumstances.
3. No Operational Benefit —As noted above, all mainline movements (left, through, and right) on US
Route 250 operate at LOS A with minimal queueing without an eastbound left -turn lane. The 95`h
percentile queue is zero feet. This indicates that 95% of the time, there will be no queue in the
shared thru-left lane.
4. No Queuing Impacts —The projected queue generated by the proposed development is minimal
and will not interfere with operations at the nearest adjacent intersection (Ivy Depot Road).
5. Existing Corridor — A review of the existing US Route 250 corridor finds that there no left -turn
lanes at commercial entrance or intersections for approximately 1 X miles to the west of the site
(until Tilman Road). This includes intersections with streets (Ivy Depot Road, Owensville Road,
and Morgantown Road) which carry far more traffic than the shared site entrance. The current
driver expectation approaching from the west on the corridor is to operate with no left -turn lanes.
In conclusion, based on the operational and queuing analysis, there are no geometric improvements
recommended for the shared site entrance on US Route 250.
=L4vyAE9epa;W F
-"Oki
_dot
Q I
U-2A
P
RIIi!
aennru w.x
RR
'gy
IL
az5
z,
N
�zgil
i�
v
v
II
it
I
�1
E{
000000 �
Site Layout
Figure
9 ure
I Pro per
TIMMONS GROUP
2
YOUR VIS1ON ACHIEVED THROUGH OUR$.
Albemarle County,
Virginia
GUIDELINES FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY)
FIGURE 3-26 VDOT ROAD DESIGN MANUAL APPENDIX F
120
100 ; ; :;;., FULL -WIDTH TURN LANE AND TAPER REQUIRED
O
Cr
LU
H 60
U
x
W
N 60 TAPER REQUIRED
z
0 40
¢
2>
d
20 NO TURN LANES
OR TAPERS REQUIRED
4 -I1----1-----I--------1--3-----4.
100 200 300 400 419 500 600 700:
LEGEND 967
f AM Peak Hour PHV APPROACH TOTAL, VEHICLES PER HOUR
— t - PM Peak Hour
Results:
Westbound Right Turn Lane or Taper Not Warranted
44,10 Right -Turn Lane Guideline
US Route 250/Site Entrance Westbound Right Figure
TIMMONS GROUP Existing + Growth + Site Traffic Volumes 3
Albemarle County, Virginia
NONE ONE ■■■■■v■■■■■■■■MEMO
■■ ,- ,
MEMO MEN ■■■■■\■■■■■■■■ MEN MEN
NONE MEN ■■■■■■\1■■■■■■■MEN OEM S = Storage Length Required
NONE MEN ■■■■■■■\■■■■■■ MEN MEN V=40mph (Design Speed)
■■■■■■■■■■■■■■11■■■■■■MEN OEM
■■■■■■■■■■■■■■■■■■►1 ■■■■■■■i�■ ■■■■■■
■■■■■■■■■■■■■■■■■■■■■►\■■■■■■■■I■■■■■■■■■■■■■■■
APPENDIX A
VDOT Count Book
Viruinia Department of Transportation
Traffic Enpineerinp Division
2019
Annual Average Daily Traffic Volume Estimates By Section of Route
Albemarle Maintenance Area
- -------------Truck---------------
K Dir
Route
Jurisdiction Length AADT GA 4Tire
Bus 2Axle 3+Axle 1Trail 2Trail
GC Factor QK Factor AAWDT QW
West
1-64 west
64 Ramp
Albemarle County 0.22 540 G 99%
0% 1% 0% 0% 0%
F 0.113 F 530 G
02-616 Black Cat Rd
151 Critzers Shop Rd Albemarle County (Maint: 62) 1.11 9800 G 93% 1% 1% 1% 5% 0% F 0.088 F 0.613 9000 G
T
US 250 Rocldish Gap Rd
SR 22 Louisa Rd
231 Gordonsville Rd
Q�
Albemarle County
8.11 6200 G
96%
1%
1%
0%
2%
0%
C
0.098
F
0.678
6000
G
Louisa County Line
US 250 Rockfish Gap Trnpk
240 Crozet Ave
Albemarle County
1.43 7900 G
970/.
1%
1%
1%
0%
0%
C
0.097
F
0.556
8500
G
02-810; Three Notchd Rd
02-810 Crozet Ave
P40 Three Notchd Rd
Albemarle County
2.40 6000 G
970/.
1%
1%
1 %
1 %
0%
F
0.097
F
0.556
6400
G
02-802 Old Th. Notchd Rd
240 Three Notchd Rd
Albemarle County
0.68 7100 G
970/.
1%
1%
1 %
1 %
0%
C
0.104
F
0.684
7000
G
US 250 Ivy Rd
Augusta County Line
250 Rockfish Gap Trnpk
Nelson County (Maint: 02)
1.27 11000 N
93 %
1%
1%
2%
4 %
0%
N
0.103
F
0.617
11000
N
Sic 6 Anon M..wain Rd
250 Rockfish Gap Trnpk
Nelson County (Maint: 02)
0.13 8200 G
93 %
1%
1 %
1 %
4%
0%
C
0.136
F
0.715
8000
G
"`
Aioemade Co Line
250 Rockfish Gap Trnpk
Albemarle County
0.32 8200 N
93 %
1%
1%
1 %
4 %
0%
N
0.136
F
0.715
8000
N
FR-172 Little Rock Lane
250 Rockfish Gap Trnpk
Nelson County (Maint: 02)
1.45 8200 N
93 %
1 %
1 %
1 %
4 %
0%
N
0.136
F
0.715
8000
N
-
Sic 151 Critzers Shop Rd
250 Rockfish Gap Trnpk
Nelson County (Maint: 02)
4.00 7900 G
979/.
0%
19/o
1 %
1 %
0%
C
0.143
F
0.808
7700
G
iR-852 Bluebird Lane
250 Rockfish Gap Trnpk
Albemarle County
0.56 9400 G
97%
1%
19/o
0%
1 %
0%
C
0.139
F
0.793
8700
G
"
1b4 Near Yancey Mills
250 Rockfish Gap Trnpk
Albemarle County
1.69 14000 G
98 %
1%
1 %
0%
0%
0%
F
0.096
F
0.52
13000
G
SR 240 Cmzet Ave; 02-635 Miller School Rd
f2-5C-)� Rockfish Gap Trnpk
Albemarle County
2.97 9800 G
98 %
1%
1 %
0%
0%
0%
F
0.096
F
0.603
10000
G
250 Ivy Rd Albemarle County 3.29 13000 ^ G 98% 1% 1% 0% 0% 0% C 0.107 F 0.694 13000 G
250 Ivy Rd Albemarle County 3.84 13000 G 98 % 1% 1% 0% 0% 0% F 0.097 F 0.689 14000 G
741 US 25 Bus US 250 i Rd
ED250 29 Monacan Trail Rd Albemarle County 1.98 58000 G 97% 0% 1% 1% 2% 0% F 0.097 F 0.542 61000 G
8 11 wCL Charlottesville
4/16/2020 15
APPENDIX B
VDOT Provided Data
VDOT Provided Traffic Data
LinklD Lane
Direction
StartDate
Interval
AxleCount
VehicleCount
'070130'
2
3/20/2018 0:00
60
0
11
'070130'
4
3/20/2018 0:00
60
0
19
'070130'
2
3/20/20181:00
60
0
6
'070130'
4
3/20/20181:00
60
0
8
'070130'
2
3/20/2018 2:00
60
0
5
'070130'
4
3/20/2018 2:00
60
0
7
'070130'
2
3/20/2018 3:00
60
0
10
'070130'
4
3/20/2018 3:00
60
0
8
'070130'
2
3/20/2018 4:00
60
0
29
'070130'
4
3/20/2018 4:00
60
0
5
'070130'
2
3/20/2018 5:00
60
0
93
'070130'
4
3/20/2018 5:00
60
0
11
'070130'
2
3/20/2018 6:00
60
0
276
'070130'
4
3/20/2018 6:00
60
0
68
'070130'
2
3/20/2018 7:00
60
0
705
'070130'
4
3/20/2018 7:00
60
0
244
'070130'
2
3/20/2018 8:00
60
0
693
'070130'
4
3/20/2018 8:00
60
0
401
'070130'
2
3/20/2018 9:00
60
0
437
'070130'
4
3/20/2018 9:00
60
0
257
'070130'
2
3/20/201810:00
60
0
304
'070130'
4
3/20/201810:00
60
0
260
'070130'
2
3/20/201811:00
60
0
283
'070130'
4
3/20/201811:00
60
0
310
'070130'
2
3/20/201812:00
60
0
304
'070130'
4
3/20/201812:00
60
0
330
'070130'
2
3/20/201813:00
60
0
286
'070130'
4
3/20/201813:00
60
0
315
'070130'
2
3/20/201814:00
60
0
315
'070130'
4
3/20/201814:00
60
0
391
'070130'
2
3/20/201815:00
60
0
271
'070130'
4
3/20/201815:00
60
0
464
'070130'
2
3/20/201816:00
60
0
371
'070130'
4
3/20/201816:00
60
0
646
'070130'
2
3/20/201817:00
60
0
319
'070130'
4
3/20/201817:00
60
0
832
'070130'
2
3/20/201818:00
60
0
301
'070130'
4
3/20/201818:00
60
0
479
'070130'
2
3/20/201819:00
60
0
139
'070130'
4
3/20/201819:00
60
0
291
'070130'
2
3/20/2018 20:00
60
0
112
'070130'
4
3/20/2018 20:00
60
0
195
'070130'
2
3/20/2018 21:00
60
0
78
'070130'
4
3/20/2018 21:00
60
0
145
'070130'
2
3/20/2018 22:00
60
0
47
'070130'
4
3/20/2018 22:00
60
0
69
'070130'
2
3/20/2018 23:00
60
0
20
'070130'
4
3/20/2018 23:00
60
0
44
ADT
11214
AM (8-9)
1094
PM (5-6)
1151
VDOT Provided Traffic Data
'070130'
2
4/10/2018 0:00
60
0
8
'070130'
4
4/10/2018 0:00
60
0
20
'070130'
2
4/10/20181:00
60
0
6
'070130'
4
4/10/20181:00
60
0
9
'070130'
2
4/10/2018 2:00
60
0
2
'070130'
4
4/10/2018 2:00
60
0
1
'070130'
2
4/10/2018 3:00
60
0
8
'070130'
4
4/10/2018 3:00
60
0
5
'070130'
2
4/10/2018 4:00
60
0
26
'070130'
4
4/10/2018 4:00
60
0
5
'070130'
2
4/10/2018 5:00
60
0
105
'070130'
4
4/10/2018 5:00
60
0
14
'070130'
2
4/10/2018 6:00
60
0
318
'070130'
4
4/10/2018 6:00
60
0
90
'070130'
2
4/10/2018 7:00
60
0
765
'070130'
4
4/10/2018 7:00
60
0
288
'070130'
2
4/10/2018 8:00
60
0
694
'070130'
4
4/10/2018 8:00
60
0
436
'070130'
2
4/10/2018 9:00
60
0
457
'070130'
4
4/10/2018 9:00
60
0
264
'070130'
2
4/10/201810:00
60
0
365
'070130'
4
4/10/201810:00
60
0
277
'070130'
2
4/10/201811:00
60
0
345
'070130'
4
4/10/201811:00
60
0
302
'070130'
2
4/10/201812:00
60
0
309
'070130'
4
4/10/201812:00
60
0
335
'070130'
2
4/10/201813:00
60
0
314
'070130'
4
4/10/201813:00
60
0
363
'070130'
2
4/10/201814:00
60
0
389
'070130'
4
4/10/201814:00
60
0
440
'070130'
2
4/10/201815:00
60
0
340
'070130'
4
4/10/201815:00
60
0
608
'070130'
2
4/10/201816:00
60
0
434
'070130'
4
4/10/201816:00
60
0
639
'070130'
2
4/10/201817:00
60
0
388
'070130'
4
4/10/201817:00
60
0
918
'070130'
2
4/10/201818:00
60
0
317
'070130'
4
4/10/201818:00
60
0
678
'070130'
2
4/10/201819:00
60
0
220
'070130'
4
4/10/201819:00
60
0
377
'070130'
2
4/10/2018 20:00
60
0
145
'070130'
4
4/10/2018 20:00
60
0
271
'070130'
2
4/10/2018 21:00
60
0
1S4
'070130'
4
4/10/2018 21:00
60
0
189
'070130'
2
4/10/2018 22:00
60
0
40
'070130'
4
4/10/2018 22:00
60
0
72
'070130'
2
4/10/2018 23:00
60
0
21
'070130'
4
4/10/2018 23:00
60
0
36
ADT
12807
AM (8-9)
1130
PM (5-6)
1306
VDOT Provided Traffic Data
'070130'
2
4/11/2018 0:00
60
0
9
'070130'
4
4/11/2018 0:00
60
0
26
'070130'
2
4/11/20181:00
60
0
6
'070130'
4
4/11/20181:00
60
0
7
'070130'
2
4/11/2018 2:00
60
0
5
'070130'
4
4/11/2018 2:00
60
0
5
'070130'
2
4/11/2018 3:00
60
0
7
'070130'
4
4/11/2018 3:00
60
0
9
'070130'
2
4/11/2018 4:00
60
0
23
'070130'
4
4/11/2018 4:00
60
0
7
'070130'
2
4/11/2018 5:00
60
0
102
'070130'
4
4/11/2018 5:00
60
0
13
'070130'
2
4/11/2018 6:00
60
0
310
'070130'
4
4/11/2018 6:00
60
0
88
'070130'
2
4/11/2018 7:00
60
0
729
'070130'
4
4/11/2018 7:00
60
0
308
'070130'
2
4/11/2018 8:00
60
0
704
'070130'
4
4/11/2018 8:00
60
0
426
'070130'
2
4/11/2018 9:00
60
0
445
'070130'
4
4/11/2018 9:00
60
0
290
'070130'
2
4/11/201810:00
60
0
388
'070130'
4
4/11/201810:00
60
0
268
'070130'
2
4/11/201811:00
60
0
330
'070130'
4
4/11/201811:00
60
0
344
'070130'
2
4/11/201812:00
60
0
337
'070130'
4
4/11/201812:00
60
0
381
'070130'
2
4/11/201813:00
60
0
315
'070130'
4
4/11/201813:00
60
0
364
'070130'
2
4/11/201814:00
60
0
367
'070130'
4
4/11/201814:00
60
0
411
'070130'
2
4/11/201815:00
60
0
3S8
'070130'
4
4/11/201815:00
60
0
527
'070130'
2
4/11/201816:00
60
0
477
'070130'
4
4/11/201816:00
60
0
687
'070130'
2
4/11/201817:00
60
0
393
'070130'
4
4/11/201817:00
60
0
875
'070130'
2
4/11/201818:00
60
0
316
'070130'
4
4/11/201818:00
60
0
628
'070130'
2
4/11/201819:00
60
0
213
'070130'
4
4/11/201819:00
60
0
337
'070130'
2
4/11/2018 20:00
60
0
1S7
'070130'
4
4/11/2018 20:00
60
0
274
'070130'
2
4/11/2018 21:00
60
0
115
'070130'
4
4/11/2018 21:00
60
0
187
'070130'
2
4/11/2018 22:00
60
0
48
'070130'
4
4/11/2018 22:00
60
0
86
'070130'
2
4/11/2018 23:00
60
0
16
'070130'
4
4/11/2018 23:00
60
0
40
ADT
12758
AM (8-9)
1130
PM (5-6)
1268
2018 Avg.
12260
AM (8-9)
1118
PM (5-6)
1242
VDOT Provided Traffic Data
'070130'
2
3/31/20210:00
60
0
13
'070130'
4
3/31/20210:00
60
0
10
'070130'
2
3/31/20211:00
60
0
2
'070130'
4
3/31/20211:00
60
0
4
'070130'
2
3/31/20212:00
60
0
4
'070130'
4
3/31/20212:00
60
0
3
'070130'
2
3/31/20213:00
60
0
8
'070130'
4
3/31/20213:00
60
0
2
'070130'
2
3/31/20214:00
60
0
18
'070130'
4
3/31/20214:00
60
0
2
'070130'
2
3/31/20215:00
60
0
75
'070130'
4
3/31/20215:00
60
0
22
'070130'
2
3/31/20216:00
60
0
234
'070130'
4
3/31/20216:00
60
0
91
'070130'
2
3/31/20217:00
60
0
593
'070130'
4
3/31/20217:00
60
0
223
'070130'
2
3/31/20218:00
60
0
499
'070130'
4
3/31/20218:00
60
0
407
'070130'
2
3/31/20219:00
60
0
416
'070130'
4
3/31/20219:00
60
0
247
'070130'
2
3/31/202110:00
60
0
342
'070130'
4
3/31/202110:00
60
0
295
'070130'
2
3/31/202111:00
60
0
336
'070130'
4
3/31/202111:00
60
0
338
'070130'
2
3/31/202112:00
60
0
358
'070130'
4
3/31/202112:00
60
0
382
'070130'
2
3/31/202113:00
60
0
320
'070130'
4
3/31/202113:00
60
0
355
'070130'
2
3/31/202114:00
60
0
338
'070130'
4
3/31/202114:00
60
0
397
'070130'
2
3/31/202115:00
60
0
317
'070130'
4
3/31/202115:00
60
0
532
'070130'
2
3/31/202116:00
60
0
432
'070130'
4
3/31/202116:00
60
0
666
'070130'
2
3/31/202117:00
60
0
295
'070130'
4
3/31/202117:00
60
0
627
'070130'
2
3/31/202118:00
60
0
279
'070130'
4
3/31/202118:00
60
0
391
'070130'
2
3/31/202119:00
60
0
158
'070130'
4
3/31/202119:00
60
0
241
'070130'
2
3/31/202120:00
60
0
92
'070130'
4
3/31/202120:00
60
0
187
'070130'
2
3/31/202121:00
60
0
55
'070130'
4
3/31/202121:00
60
0
86
'070130'
2
3/31/202122:00
60
0
35
'070130'
4
3/31/202122:00
60
0
44
'070130'
2
3/31/202123:00
60
0
17
'070130'
4
3/31/202123:00
60
0
36
ADT 10824
AM (8-9) 906
PM (4-5) 1098
VDOT Provided Traffic Data
'070130'
2
4/1/20210:00
60
0
22
'070130'
4
4/1/20210:00
60
0
23
'070130'
2
4/1/20211:00
60
0
1
'070130'
4
4/1/20211:00
60
0
5
'070130'
2
4/1/20212:00
60
0
2
'070130'
4
4/1/20212:00
60
0
7
'070130'
2
4/1/20213:00
60
0
11
'070130'
4
4/1/20213:00
60
0
5
'070130'
2
4/1/20214:00
60
0
19
'070130'
4
4/1/20214:00
60
0
9
'070130'
2
4/1/20215:00
60
0
81
'070130'
4
4/1/20215:00
60
0
14
'070130'
2
4/1/20216:00
60
0
250
'070130'
4
4/1/20216:00
60
0
77
'070130'
2
4/1/20217:00
60
0
592
'070130'
4
4/1/20217:00
60
0
219
'070130'
2
4/1/20218:00
60
0
584
'070130'
4
4/1/20218:00
60
0
436
'070130'
2
4/1/20219:00
60
0
430
'070130'
4
4/1/20219:00
60
0
270
'070130'
2
4/1/202110:00
60
0
393
'070130'
4
4/1/202110:00
60
0
316
'070130'
2
4/1/202111:00
60
0
400
'070130'
4
4/1/202111:00
60
0
379
'070130'
2
4/1/202112:00
60
0
405
'070130'
4
4/1/202112:00
60
0
416
'070130'
2
4/1/202113:00
60
0
358
'070130'
4
4/1/202113:00
60
0
408
'070130'
2
4/1/202114:00
60
0
391
'070130'
4
4/1/202114:00
60
0
423
'070130'
2
4/1/202115:00
60
0
378
'070130'
4
4/1/202115:00
60
0
571
'070130'
2
4/1/202116:00
60
0
494
'070130'
4
4/1/202116:00
60
0
679
'070130'
2
4/1/202117:00
60
0
365
'070130'
4
4/1/202117:00
60
0
699
'070130'
2
4/1/202118:00
60
0
319
'070130'
4
4/1/202118:00
60
0
426
'070130'
2
4/1/202119:00
60
0
170
'070130'
4
4/1/202119:00
60
0
266
'070130'
2
4/1/202120:00
60
0
90
'070130'
4
4/1/202120:00
60
0
188
'070130'
2
4/1/202121:00
60
0
56
'070130'
4
4/1/202121:00
60
0
110
'070130'
2
4/1/202122:00
60
0
42
'070130'
4
4/1/202122:00
60
0
57
'070130'
2
4/1/202123:00
60
0
23
'070130'
4
4/1/202123:00
60
0
35
ADT 11914
AM (8-9) 1020
PM (4-5) 1173
2021 Avg 11369
AM (8-9) 963
PM (4-5) 1136
APPENDIX C
Synchro Analysis Reports
HCM 6th TWSC
3: Ivy Road & Site Entrance 06/18/2021
Intersection
Int Delay, s/veh 0.1
Movement
EBL
Lane Configurations
Traffic Vol, veh/h
6
Future Vol, veh/h
6
Conflicting Peds, Whr
0
Sign Control
Free
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
EBT WBT WBR SBL SBR
#1
T*
Y
770
465
4
1
0
770
465
4
1
0
0
0
0
0
0
Free
Free
Free
Stop
Stop
None
-
None
-
None
0
0
0
0
0
0
0
85
85
85
85
85
85
2
2
2
2
2
2
7
906
547
5
1
0
Major/Minor Majors
Major2 Minor2
Conflicting Flow All
552
0 0 1470
550
Stage 1
-
- 550
-
Stage 2
-
- 920
-
Critical Hdwy
4.12
-6.42
6.22
Critical Hdwy Stg 1
-
- 5.42
-
Critical Hdwy Stg 2
-
- _ 5.42
-
Follow-up Hdwy 2.218
- 3.518
3.318
Pot Cap-1 Maneuver
1018
- 140
535
Stage 1
-
- 578
-
Stage 2
-
- - MMOF 388
-
Platoon blocked, %
- - -
Mov Cap-1 Maneuver
1018
- - - 138
535
Mov Cap-2 Maneuver
-
- - - 138
-
Stage 1
-
- - - 570
-
Stage 2
-
- - - 388
-
Approach
EB
WB SIB
HCM Control Delay, s
0.1
0 31.3
HCM LOS
D
Minor Lane/Major Mvmt
EBL EBT WBT WBR SBLni
Capacity (veh/h)
1018 - - -
138
HCM Lane V/C Ratio
0.007 - - -
0.009
HCM Control Delay (s)
8.6 0 - -
31.3
HCM Lane LOS
A A - -
D
HCM 95th %tile Q(veh)
0 - - -
0
Ivy Proper 06/14/2021 Future AM Peak Hour Synchro 10 Report
Timmons Group Page 1
HCM 6th TWSC
3: Ivy Road & Site Entrance 06/18/2021
Intersection
Int Delay, s/veh 0.2
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4
T*
M
Traffic Vol, veh/h
0
405
966
1
6
3
Future Vol, veh/h
0
405
966
1
6
3
Conflicting Peds, Whr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
None
-
None
Storage Length
-
-
-
0
-
Veh in Median Storage,
# -
0
0
-
0
-
Grade, %
-
0
0
-
0
-
Peak Hour Factor
85
85
85
85
85
85
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
0
476
1136
1
7
4
Major/Minor Majorl
N
Major2
Minor2
Conflicting Flow All
1137
0
0
1613
1137
Stage 1
-
-
-
1137
-
Stage 2
-
-
-
476
-
Critical Hdwy
4.12
-
-
6.42
6.22
Critical Hdwy Stg 1
-
-
-
5.42
-
Critical Hdwy Stg 2
-
-
-
5.42
-
Follow-up Hdwy 2.218
-
-
3.518
3.318
Pot Cap-1 Maneuver
614
-
-
115
246
Stage 1
-
-
-
306
-
Stage 2
-
-
-
625
-
Platoon blocked, %
-
Mov Cap-1 Maneuver
614
-
-
115
246
Mov Cap-2 Maneuver
-
-
-
115
-
Stage 1
-
-
-
306
-
Stage 2
-
-
-
625
-
Approach
EB
WB
SIB
HCM Control Delay, s
0
0
32.8
HCM LOS
D
Minor Lane/Major Mvmt
EBL
EBT
WBT
WBR SBLni
Capacity (veh/h)
614
140
HCM Lane V/C Ratio
-
0.076
HCM Control Delay (s)
0
32.8
HCM Lane LOS
A
D
HCM 95th %tile Q(veh)
0
0.2
Ivy Proper 06/14/2021 Future PM Peak Hour Synchro 10 Report
Timmons Group Page 1