HomeMy WebLinkAboutSDP201700039 Study 2017-09-01TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
1001 Boulders Parkway
Suite 300
Richmond, VA 23225
To: Adam 1. Moore, PE (VDOT)
From: Steve Schmidt, PE, PTOE
RE: Lidl — 1248 Richmond Road Traffic Memorandum
Date: September 1, 2017
Copy: Cody Pennetti, PE (Timmons Group)
P 804.200.6500
F 804.560.1016
I r-e
1
STEPi*N' 0. SCRMIDT
Lic. No.
�O
SSIONA",
In response to VDOT comments, Timmons Group has performed an Access Management Review
and turn lane warrant analysis for the proposed Lidl located at 1248 Richmond Road in Albemarle
County, Virginia. The location of the proposed grocery store is shown on Figure 1 and is generally
located in the northeast quadrant of the US Route 250 (Richmond Road) and Route 20 signalized
intersection. All figures are included at the conclusion of the memorandum.
The analysis was completed to determine if the proposed development:
1. Would meet VDOT's Road Design Manual Appendix F Access Management Design
Standards at the proposed site entrances; and
2. Would warrant a right or left turn lane at the proposed site entrance on Route 20 or
a right turn lane at the proposed entrance on US Route 250.
Background
The proposed Lidl development would consist of approximately 33,625 S.F. of grocery store with
access provided via a full movement entrance on Route 20 and a full movement entrance on US
Route 250. A site layout plan is shown on Figure 2. For purposes of this analysis, the
development was assumed to be complete in 2018.
The Route 20 entrance would generally align with Winding River Lane across Route 20. The US
Route 250 entrance would be located on the far eastern edge of the property (furthest distance
from the signal at US Route 250/Route 20) and would generally align with the BMW entrance
across US Route 250.
Access Management Regulations
US Route 250 (Richmond Road) is a principal arterial roadway (VDOT Classification) with a posted
speed limit of 45 miles per hour. To the east of the signal at Route 20, US Route 250 is a five
lane section consisting of two travel lanes in both the east and westbound direction and a center
CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIs I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES
Lidl —1248 Richmond Road Traffic Memorandum
September 1, 2017
Page 2 of 12
two-way left -turn lane (TWLTL). A raised concrete median replaces the TWLTL approximately
370 feet east of the Route 20 intersection and continues to the stop bar at the signal.
Route 20 (Stony Point Road) is a minor arterial roadway (VDOT Classification) with a posted
speed limit of 35 miles per hour. North of the signal at US Route 250, Route 20 is a five lane
section consisting of two travel lanes in both the north and southbound direction and a center
TWLTL. Just north of the Winding River Lane intersection (and the proposed site access), the
northbound direction merges into one travel lane and the TWLTL is tapered out.
The existing lane use and traffic control at the intersections in the vicinity are shown on Figure
3. The traffic signal at US Route 250/Route 20 is an InSync signal and adjusts to traffic volumes
in real time. VDOT provided the signal timing parameters but as the signal adjusts continually,
the timings were optimized in each analysis scenario included in this memorandum.
The proposed site entrances and distances from adjacent intersections are shown on Figure 4.
Route 20 Entrance
As shown on Figure 4, the proposed site entrance on Route 20 generally aligns with Winding
River Lane and is located approximately 330 feet (measured centerline to centerline) north of the
McDonald's/Rexel entrances. There is an existing curb cut at the site of the proposed entrance.
The closest intersection to the north is approximately 950 feet north of the proposed entrance.
In accordance with VDOT's Road Design Manual Appendix F, on a minor arterial roadway with a
posted speed limit of 35 miles per hour, the required spacing between two unsignalized
intersections is 660 feet.
The proposed entrance on Route 20 is approximately 330 feet short of the required spacing to
the McDonald's/Rexel entrances to the south but meets spacing standards to the north. As such,
we are requesting an Access Management Exception for the entrance location. See Appendix A
for the completed AM-E form and below for the analysis justify the exception.
US Route 250 Entrance
As shown on Figure 4, the proposed site entrance on US Route 250 generally aligns with the BMW
entrance and is located approximately 770 feet west of the signal at the Route 20 intersection.
The proposed entrance is approximately 260 feet east of the Ford Dealership entrance.
In accordance with VDOT's Road Design Manual Appendix F, on a principal arterial roadway with
a posted speed limit of 45 miles per hour, the required spacing between a signalized intersection
and an unsignalized intersections is 1,050 feet. The required spacing between an unsignalized
intersection and an entrance is 565 feet.
Lidl —1248 Richmond Road Traffic Memorandum
September 1, 2017
Page 3 of 12
The proposed entrance on US Route 250 is approximately 280 feet short of the required spacing
to the signal at Route 20. As such, we are requesting an Access Management Exception for the
entrance location. See Appendix B for the completed AM-E form and below for the analysis justify
the exception. It should be noted that there are multiple full movement entrances between the
proposed entrance and the signal. Additionally, the proposed entrance is located on the far
eastern edge of the property.
The proposed entrance on US Route 250 is approximately 305 feet short of the required spacing
to the Ford Dealership entrance. As such, we are requesting an Access Management Exception
for the entrance location. See Appendix C for the completed AM-E form and below for the analysis
justify the exception.
Traffic Analysis
A traffic analysis was completed to determine the impacts of the proposed development and the
site access locations on the adjacent roadway network. The analysis consisted of the follow
intersections:
1. Route 20/Winding River Lane/Proposed Site Entrance;
2. US Route 250/Route 20;
3. US Route 250/People Place; and
4. US Route 250/BMW Entrance/Proposed Site Entrance.
Existing Traffic Counts
AM (7:OOam — 9:OOam) and PM (4:OOpm — 6:OOpm) peak hour directional turning movement
counts were collected at the study intersections on Thursday, May 18, 2017 when public
schools were in session.
The raw traffic data is included in Appendix D and the peak hours are summarized on Figure 5.
The counts indicate the AM peak hour occurs from 7:00 to 8:00 AM and the PM peak hour
occurs from 4:45-5:45 PM.
2017 Existing Traffic Analysis
Table 1 summarizes the 2017 existing intersection LOS, delay, 95th percentile (Synchro) and
maximum (SimTraffic) queue lengths based on the 2017 existing traffic volumes shown on
Figure 5 and the geometry shown on Figure 3.
The existing traffic signal timing parameters were provided by VDOT but as the signal is InSync
and adjusts continually, the timings were optimized in each analysis scenario included in this
memorandum. The corresponding SYNCHRO worksheets are included in Appendix E.
The results of the analysis are shown in Table 1.
Lidl -1248 Richmond Road Traffic Memorandum
September 1, 2017
Page 4 of 12
Table 1: Intersection Level of Service, Delay, and Queue Summary
2017 Existing Conditions
Intersection and
Type of Control
Movement and Approach
Lanes
Turn
Storage
(ft)
AM
PEAK HOUR
PM PEAK HOUR
Delay '
y
(sec/veh)
LOS '
Synchro
Percentile
Queue
Length (ft)
SimTraffic
Queue
Length(2)
(ft)
1
Delay
y
(sec/veh)
LOS z
Synchro
Percentile
Queue
Length (ft)
SimTraffic
Queue
Length(2)
(ft)
1. Route 20 (NB/SB) at
Winding River Lane (EB)
Unsignalized
EB Left
1
0.0
A
0
0
1 25.7
D
5
28
EB Right
1
12.7
B
1
27
10.7
B
7
54
EBApproach
12.7
B
13.2
B
NB Left-Thru
1
3.7
A
6
66
0.7
A
2
50
NB Thru-Right
1
t
t
t
12
t
t
t
t
NBApproach
1.5
A
a2
A
SB Thru/Thru-Right
2
t
t
t
44
t
t
t
t
EBApproach
t
t
t
t
2. US Route 250 (EB/WB) at
Route 20 (NB/SB)
Signalized
EB Left
2
600'
251.8
F
#228
338
223.8
F
#490
625
EB Thru
2
34.2
C
443
364
62.7
E
#998
1182
EB Right
1
23.8
C
53
122
22.4
C
64
1142
EBApproach
61.3
E
97.9
F
WB Left
1
375'
98.8
F
72
374
151.5
F
#166
375
WB Thru/ Thru-Right
2
110.6
F
#1147
491
128.3
F
#1048
491
WBAMroach
110.3
F
129.7
F
NB Left
1
400'
111.4
F
164
230
161.5
F
#478
412
NB Thru-Left
1
70.7
E
135
280
128.1
F
#365
516
NB Thru-Right
1
70.7
E
135
200
128.1
F
#365
426
NBApproach
86.1
F
139.3
F
SB Left
1
94.7
F
#341
282
171.1
F
#464
272
SB Left-Thru-Right
1
165.7
F
#443
320
152.3
F
#264
283
SB Right
1
75.5
E
#286
272
57.1
E
112
239
SBApproach
114.2
F
128.8
F
Overall
91.8
F
116.8
F
3. US Route 250 (EB/WB) at
People Place (NB)
Unsignalized
EB Thru
2
t
t
t
2
t
t
t
28
EB Right
1
262'
t
t
t
16
t
t
t
t
EBApproach
t
t
t
t
t
t
WB Left (TWLTL)
1
2.5
A
7
160
3.1
A
7
172
WB Thru
2
t
t
t
202
t
t
t
200
WBApproach
0.9
A
1.1
A
NB Left -Right
1
9.7
A
2
35
17.5
C
30
514
NBApproach
9.7
A
17.5
C
4. US Route 250 (EB/WB) at
BMW Driveway (NB)
Unsignalized
EB Thru
2
t
t
t
6
t
t
t
7
EB Right
1
t
t
t
0
t
t
t
0
EBApproach
t
t
t
t
t
t
t
WB Left (TWLTL)
1
0.5
A
1
542
2.6
1 A
6
553
WB Thru
2
t
t
t
546
t
t
t
552
WBApproach
0.0
A
0.9
A
NB Left -Right
1
14.9
B
2
50
26.0
D
12
72
NBApproach
14.9
B
26.0
D
1 Overall intersection LOS and delay reported for signalized intersections only.
z When more than one lane is present, the highest maximum queue is reported.
t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes.
# - 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
TWLTL- Two-way Left -turn Lane.
Lidl —1248 Richmond Road Traffic Memorandum
September 1, 2017
Page 5 of 12
As shown in Table 1, the unsignalized study intersections currently operate at LOS C or better in
each of the peak hours. The US Route 250/Route 20 signalized intersection currently operates
at an overall LOS F in both peak hours with significant queues in all directions. The SimTraffic
analysis indicates that the queue along US Route 250 in the westbound direction extends back
through the adjacent intersections/commercial entrances.
2018 Background Traffic Analysis
To establish traffic conditions in 2018 without the proposed development, a background traffic
analysis was completed. The background traffic volumes were forecasted based on an annual
background traffic growth rate. Given the one-year buildout timeframe, traffic from any
approved but unbuilt developments in the area was not included.
To be conservative, a 2% annual background traffic growth rate was applied to the existing
traffic volumes on US Route 250 and Route 20. Growth was not applied to any of the
commercial entrances or Winding River Lane. The resulting 2018 background traffic forecasts
are shown on Figure 6.
Backaround Traffic Volume Capacity Analvsis
Table 2 summarizes the 2018 background intersection LOS, delay, and 95th percentile queue
lengths based on the 2018 background traffic volumes shown on Figure 6, the geometry shown
on Figure 3, and optimized signal timings. The corresponding SYNCHRO worksheets are
included in Appendix F.
The results of the analysis are shown in Table 2.
As shown on Table 2, with the additional traffic growth, the study intersections would operate
at similar LOS and queueing as the existing conditions. The US Route 250/Route 20
intersection continues to operate at an overall LOS F in both peak hours with significant queues
in all directions.
Lidl -1248 Richmond Road Traffic Memorandum
September 1, 2017
Page 6 of 12
Table 2: Intersection Level of Service, Delay, and Queue Summary
2018 Background Conditions
Intersection and
Type of Control
Movement and Approach
# of
Lanes
Turn
Lane
Storage
(ft)
AM
PEAK HOUR
PM
PEAK HOUR
Del a 1
y
(sec/veh)
LOS I
Synchro
95th
Percentile
Queue
Length (ft)
SimTraffic
Maximum
Queue
Length(')
(ft)
1
Dela y
(sec/veh)
LOS 1
Synchro
95th
Percentile
Queue
Length (ft)
SimTraffic
Maximum
Queue
Length(Z)
(ft)
1. Route 20 (NB/SB) at
Winding River Lane (EB)
Unsignalized
EB Left
1
1
1 0.0
A
0
0
1 25.1
D
3
28
EB Right
1
11.7
B
0
17
10.6
B
5
50
EBApproach
11.7
B
12.6
B
NB Left-Thru
1
2.9
A
4
48
0.4
A
1
50
NB Thru-Right
1
t
t
t
0
t
t
t
t
NBApproach
1.1
A
0.1
A
SB Thru/Thru-Right
2
t
t
t
0
t
t
t
t
SBApproach
t
t
t
t
2. US Route 250 (EB/WB) at
Route 20 (NB/SB)
Signalized
EB Left
2
600'
223.8
F
#490
442
235.5
F
#503
625
EB Thru
2
62.7
E
#998
450
62.1
E
#1017
1229
EB Right
1
22.4
C
64
99
21.4
C
63
1190
EBApproach
97..9
F
100.8
F
WB Left
1
375'
151.5
F
#166
375
154.9
F
#189
375
WB Thru/ Thru-Right
2
128.3
F
#1048
496
135.8
F
#1072
496
WBApproach
129.7
F
136.7
F
NB Left
1
400'
161.5
F
#478
204
164.7
F
#482
405
NB Thru-Left
1
128.1
F
#365
271
126.9
F
#378
517
NB Thru-Right
1
128.1
F
#365
184
126.9
F
#378
413
NBApproach
139.3
F
139.7
F
SB Left
1
171.1
F
#464
264
152.6
F
#460
283
SB Left-Thru-Right
1
152.3
F
#264
305
134.3
F
#429
271
SB Right
1
57.1
E
112
260
56.6
E
102
244
SBApproach
128.8
F
116.0
F
Overall
116.8
F
118.4
F
3. US Route 250 (EB/WB) at
People Place (NB)
Unsignalized
EB Thru
2
t
t
t
0
t
t
t
t
EB Right
1
262'
t
t
t
4
t
t
t
4
EBApproach
t
t
t
t
t
t
WB Left (TWLTL)
1
3.1
A
7
168
2.9
A
6
168
WB Thru
2
t
t
t
199
t
t
t
198
WBApproach
1.1
A
1.0
A
NB Left -Right
1
17.5
C
30
34
19.8
C
19
515
NBApproach
17..5
C
19.8
C
4. US Route 250 (EB/WB) at
BMW Driveway (NB)
Unsignalized
EB Thru
2
t
t
t
3
t
t
t
3
EB Right
1
t
t
t
2
t
t
t
EBApproach
t
t
t
t
t
t
t
WB Left (TWLTL)
1
2.6
A
6
539
1.6
A
3
544
WBThru
2
t
t
t
542
t
t
t
551
WBApproach
0.9
A
0.5
A
NB Left -Right
1
26.0
D
12
34
25.3
D
8
70
NBApproach
26.0
D
25.3
D
1 Overall intersection LOS and delay reported for signalized intersections only.
z When more than one lane is present, the highest maximum queue is reported.
t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes.
# - 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
TWLTL - Two-way Left -turn Lane.
Lidl —1248 Richmond Road Traffic Memorandum
September 1, 2017
Page 7 of 12
Site Trip Generation
The number of trips that would be generated by the proposed development were estimated using
the rates/equations in the Institute of Transportation Engineers (ITE) Trip Generation Manual, .91h
edition. Given the nature of the use, and in accordance with VDOT guidelines, a portion of the
trips were assumed to be pass -by trips, or trips that are already on the roadway network.
"New" or "primary" trips are those generated by the proposed development that are added to
the existing traffic volumes. "Pass -by" trips are those attracted to the proposed development
from the existing traffic flows on the adjacent roadway network. To account for pass -by trips, a
reduction is applied to the existing volumes on the adjacent roadways as these trips are
diverted into and out of the site.
As shown in Table 3, it is estimated that on an average weekday, the proposed development
would generate a total of 73 new AM peak hour trips (46 in and 27 out), a total of 223 new PM
peak hour trips (113 in and 110 out) and 2,200 new average daily trips.
Table 3: Trip Generation Summary
WEEKDAY
ITE
AM PEAK HOUR
PM PEAK HOUR
LAND USE
CODE
AMOUNT UNITS ADT
IN
OUT TOTAL IN
OUT TOTAL
Supermarket
850
33,625 SF 3,438
71
43 114 177
171 348
Pass -By Trips 36%
(1,238)
(25)
(16) (41) (64)
(61) (125)
Total New Site Trips'
2,200
46
27 73 113
110 223
SOURCE: Trip Generation - Institute of Transportation Engineers' Trip Generation Manual, 9th edition.
1. Total New Site Trips = Supermarket trips - Pass -By trips
New Site Trip Distribution and Assignment
The new trips that would be generated by the proposed development were assigned to the local
roadway network based on the existing traffic counts, the nature of the development, and local
knowledge. It was assumed that the new trips would be distributed as follows:
- 50% of the traffic would approach from the west on U.S. Route 250;
- 35% of the traffic would approach from the east on U.S. Route 250; and
- 15% of the traffic would approach from the north on Route 20.
The overall distributions were then assigned to the site entrances as shown on Figure 7. The
resulting new trips are shown on Figure 8.
Lidl —1248 Richmond Road Traffic Memorandum
September 1, 2017
Page 8 of 12
Pass -by Site Trip Distribution and Assignment
It was assumed that the pass -by trips that would be generated by the proposed development
would originate on US Route 250 and would follow the existing east/west splits in traffic.
Therefore, the pass -by trips were distributed as shown on Figure 9 and the resulting pass -by
trips are shown on Figure 10.
The new site trips shown on Figure 8 and the pass -by trips shown on Figure 10 were added to
the 2018 background traffic volumes shown on 6 to yield the 2018 total traffic volumes with
development of the site which are shown on Figure 11.
2018 TOTAL Traffic Volume Capacity Analysis
Table 4 summarizes the 2018 total traffic intersection LOS, delay, and 95th percentile queue
lengths based on the 2018 total traffic volumes shown on Figure 11, the geometry shown on
Figure 3 (with the addition of the site access points), and optimized signal timings. The
corresponding SYNCHRO worksheets are included in Appendix G.
The results of the analysis are shown in Table 4.
As shown on Table 4, with the addition of the site traffic, the study intersections would operate
at similar LOS and queueing as the background conditions. The US Route 250/Route 20
intersection continues to operate at failing LOS in both peak hours with significant queues in all
directions.
Traffic entering both site entrances would operate at LOS C or better in both peak hours. Given
the saturated conditions of the network, traffic leaving the site entrances would experience
failing LOS.
Lidl -1248 Richmond Road Traffic Memorandum
September 1, 2017
Page 9 of 12
Table 4: Intersection Level of Service, Delay, and Queue Summary
2018 Total Traffic Conditions
Intersection and
Type of Control
Movement and Approach
pP
# of
Lanes
Turn
Lane
Storage
(ft)
AM PEAK HOUR
PM
PEAK HOUR
r
(�i eh)
LOS 1
Synchro
95th
Percentile
Queue
Length (ft)
SimTraffic
Maximum
Queue l
Length
(ft)
i
(s��vh)
LOS 1
Synchro
95th
Percentile
Queue
Length (ft)
SimTraffic
Maximum
Queue
Length
(ft)
1. Route 20 (NB/SB) at
Winding River Lane (EB)/
Site Access (WB)
Unsignalized
EBThru-Left
1
0.0
A
0
0
34.8
D
4
28
EB Right
1
11.7
B
0
34
10.6
B
5
59
EBApproach
11.7
8
14.0
8
WBThru-Left
1
23.4
C
3
29
72.6
F
36
64
WB Right
1
9.4
A
0
23
12.6
B
3
39
WBApproach
18.7
C
50.1
F
NB Left-Thru
1
2.3
A
4
74
0.4
A
1
55
NB Thru-Right
1
t
t
t
is
t
t
t
14
NB Approach
1.2
A
a2
A
SB Left
1
8.1
A
1
18
10.7
B
2
33
SB Thru/Thru-Right
2
t
t
t
1
t
t
t
t
SBApproach
0.1
A
0.3
A
2. US Route 250 (EB/WB) at
Route 20 (NB/SB)
Signalized
EB Left
2
600'
105.8
F
#208
256
206.6
F
#511
625
EBThru
2
29.7
C
468
355
66.8
E
#1045
1030
EB Right
1
22.2
C
64
110
21.4
C
63
1002
EB Approach
40.1
D
98.0
F
WB Left
1
375'
73.5
E
77
374
154.9
F
#189
375
WB Thru/ Thru-Right
2
104.6
F
#1184
492
154.3
F
#1095
495
WBApproach
103.9
F
154.4
F
NB Left
1
400'
84.2
F
#196
212
164.7
F
#482
404
NB Thru-Left
1
69.7
E
135
244
126.9
F
#378
528
NB Thru-Right
1
69.7
E
135
168
126.9
F
#378
449
NBApproach
74.9
E
--
--
139.7
F
--
--
SB Left
1
74.9
E
#403
265
171.1
F
#487
276
SB Left-Thru-Right
1
134.3
F
#579
284
133.5
F
#429
272
SB Right
1
68.6
E
#352
260
57.2
E
115
233
SBApproach
94.9
F
122.3
F
Overall
78.5
E
122.9
F
3. US Route 250 (EB/WB) at
People Place (NB)
Unsignalized
EBThru
2
t
t
t
3
t
t
t
82
EB Right
1
262'
t
t
t
2
t
t
t
26
EB Approach
t
t
t
t
t
t
WB Left (TWLTL)
1
11.3
B
4
65
20.6
C
7
64
WBThru
2
t
t
t
164
t
t
t
168
WBApproach
a2
A
a3
A
NB Left -Right
1
9.3
A
1
34
971.1
F
193
516
NB Approach
9.3
A
971.1
F
4. US Route 250 (EB/WB) at
BMW Driveway (NB)/
Full Movement Site Access (SB)
Unsignalized
EB Left (TWLTL)
1
17.4
C
7
54
17.7
C
19
62
EBThru
2
t
t
t
43
t
t
t
112
EB Right
1
t
t
t
0
t
t
t
2
EB Approach
0.4
A
t
0.6
A
t
t
WB Left (TWLTL)
1
10.7
B
1
522
1.6
A
3
542
WBThru-Right
2
t
t
t
531
t
t
t
543
WBApproach
ao
A
a8
A
NB Left-Thru-Right
1
38.4
E
4
29
**
F
**
74
NB Approach
38.4
--
--
*
F
--
SB Left-Thru-Right
1
783.1
EE
F
118
232
**
F
**
168
58Approach
70..1
1 F
**
F
Overall intersection LOS and delay reported for signalized intersections only.
z When more than one lane is present, the highest maximum queue is reported.
* Volume exceeds ideal saturation flow rate of 1,900 vphpl; LOS is not calculated by SYNCHRO.
**Delay greater than 9999.99 seconds cannot be calculated by SYNCHRO.
t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes.
# - 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
TWLTL- Two-way Left -turn Lane.
Lidl —1248 Richmond Road Traffic Memorandum
September 1, 2017
Page 10 of 12
Turn Lane Warrant Analysis
At VDOT's request, analysis was completed to determine if a right or left turn lane is warranted
at the site entrance on Route 20 and if a right turn lane is warranted at the site entrance on US
Route 250. The analysis was completed using the Total Traffic Volumes shown on Figure 11
and Figures 3-3 and 3-27 from VDOT's Road Design Manual Appendix F.
The analysis is shown on Figures 12-14 and indicates that following turn lanes/treatments are
warranted:
- A southbound left turn lane with 50 feet of storage is warranted at the Route 20
site entrance;
- A northbound right turn taper only is warranted at the Route 20 site entrance; and
- A westbound right turn lane with 200 feet of storage is warranted at the US Route
250 site entrance.
It should be noted that along the northern side of US Route 250, no other commercial
entrances provide right turn lanes in the vicinity of the site.
Alternative Access Option
Should VDOT not grant the access management exception request for the full movement entrance
on US Route 250, the applicant would request a partial access entrance to include a left-in/right-
in/right-out only entrance; left turns out of the site would be prohibited.
In this case, the site entrance would require 305 feet of spacing from both the traffic signal and
the Ford Dealership entrance. The entrance would meet the required spacing to the traffic signal
and would be 45 feet short of meeting the required spacing to the Ford Dealership. An AM-E for
this condition is included in Appendix H.
An analysis was completed to determine the impacts of a partial access entrance on the
surrounding roadway network. The exiting site trips were re -distributed to the roadway network
as shown on Figures 15-18. The new site trips and pass -by trips shown on Figures 16 and 18
were then added to the background traffic volumes shown on Figure 6 to yield the 2018 total
traffic volumes with partial access which are shown on Figure 19.
Table 5 summarizes the partial access 2018 total traffic intersection LOS, delay, and 95th
percentile queue lengths based on the partial access 2018 total traffic volumes shown on Figure
19, the geometry shown on Figure 3 (with the addition of the site access points), and optimized
signal timings. The corresponding SYNCHRO worksheets are included in Appendix I.
The results of the analysis are shown in Table 5.
Lidi-1248 Richmond Road Traffic Memorandum
September 1, 2017
Page 11 of 12
Table 5: Intersection Level of Service, Delay, and Queue Summary
2018 Total Traffic Conditions - Partial Access on US Route 250
Intersection and
Type of Control
Movement and Approach
# of
Lanes
Turn
Lane
Storage
(ft)
AM
PEAK HOUR
PM
PEAK HOUR
Delay '
(sec/veh)
LOS 1
Synchro
95th
Percentile
Queue
Length (ft)
SimTraffic
Maximum
Queue
Length()
(ft)
Delay '
(sec/veh)
LOS'
Synchro
95th
Percentile
Queue
Length (ft)
SimTraffic
Maximum
Queue
Length(')
(ft)
1. Route 20 (NB/SB) at
Winding River Lane (EB)/
Site Access (WB)
Unsignalized
EBThru-Left
1
0.0
A
0
0
1 34.8
D
4
31
EB Right
1
11.7
B
0
27
10.6
B
5
61
EBApproach
11.7
B
14.0
B
WBThru-Left
1
25.3
D
11
61
316.5
F
216
124
WB Right
1
9.4
A
0
23
12.6
B
3
36
WBApproach
23.3
C
274.4
F
NB Left-Thru
1
2.3
A
4
78
0.4
A
1
52
NB Thru-Right
1
t
t
t
39
t
t
t
16
NB Approach
1.2
A
0.2
A
SB Left
1
8.1
A
1
16
10.7
B
2
34
SB Thru/Thru-Right
2
t
t
t
7
t
t
t
t
SBApproach
0.1
A
0.3
A
2. US Route 250 (EB/WB) at
Route 20 (NB/SB)
Signalized
ES Left
2
600'
105.8
F
#208
279
233.5
F
#522
625
EBThru
2
29.6
C
468
356
69.8
E
#1052
1027
EB Right
1
22.1
C
64
109
21.7
C
64
992
EBApproach
40.0
Q
106.7
F
WB Left
1
375'
73.8
E
77
375
178.3
F
#193
375
WB Thru/ Thru-Right
2
104.6
F
#1184
492
164.5
F
#1125
489
WBApproach
103.9
F
165.2
F
NB Left
1
400'
84.2
F
#196
196
189.0
F
#493
406
NB Thru-Left
1
69.7
E
135
238
148.5
F
#390
527
NB Thru-Right
1
69.7
E
135
188
148.5
F
#390
457
NBApproach
74.9
E
162.2
F
SB Left
1
83.7
F
#447
280
169.5
F
#529
337
SB Left-Thru-Right
1
136.6
F
#583
305
160.7
F
#518
330
SB Right
1
68.6
E
#352
272
56.7
E
145
307
SB Approach
9B.0
F
131.1
F
Overall
79.2
E
134.1
F
3. US Route 250 (EB/WB) at
People Place (NB)
Unsignalized
EBThru
2
t
t
t
15
t
t
t
116
EB Right
1
262'
t
t
t
2
t
t
t
0
EBApproach
t
t
t
t
t
t
-
WB Left (TWLTL)
1
11.4
B
4
64
21.8
C
7
62
WBThru
2
t
t
t
167
t
t
t
168
WBApproach
a2
A
0.3
A
-
NB Left -Right
1
9.3
A
1
33
1137.4
F
199
515
NBApproach
9.3
A
1137.4
F
4. US Route 250 (EB/WB) at
BMW Driveway(NB)/
Partial Access Site Access (SB)
Unsignalized
EB Left (TWLTL)
1
17.4
C
7
54
17.7
C
19
63
EBThru
2
t
t
t
53
t
t
t
121
EB Right
1
t
t
t
0
t
t
t
EBApproach
0.4
A
t
0.6
A
t
t
WB Left (TWLTL)
1
10.7
B
1
526
1.8
A
3
538
WBThru-Right
2
t
t
t
532
t
t
t
544
WBApproach
0.0
A
0.9
A
NB Left-Thru-Right
1
39.1
E
4
34
**
F
**
73
NBApproach
39.1
E
--
**
F
SB Right
1
19.3
C
4
156
20.1
C
17
174
SBApproach
19.3
C
--
20.1
C
--
' Overall intersection LOS and delay reported for signalized intersections only.
Z When more than one lane is present, the highest maximum queue is reported.
* Volume exceeds ideal saturation flow rate of 1,900 vphpl; LOS is not calculated by SYNCHRO.
**Delay greater than 9999.99 seconds cannot be calculated by SYNCHRO.
t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes.
# - 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.
TWLTL - Two-way Left -turn lane.
Lidl —1248 Richmond Road Traffic Memorandum
September 1, 2017
Page 12 of 12
As shown on Table 5, the partial access would increase the delay leaving the site entrance on
Route 20 and would have a negligible impact on the operations at the signal or along US Route
250.
Conclusions
Based on the analyses presented above, the following is offered:
• The study area is congested and saturated under existing and background conditions;
• The additional trips generated by the site would have a negligible impact on the study
intersections;
• A southbound left turn lane with 50 feet of storage is warranted at the Route 20 site
entrance;
• A northbound right turn taper only is warranted at the Route 20 site entrance; and
• A westbound right turn lane with 200 feet of storage is warranted at the US Route 250
site entrance.
Should you have any questions or comments please contact me at 804.200.6502.
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TIMMONS GROUP 2
YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia
LEGEND:
Existing Road
_ _ _ _ _
Proposed Access
S
Storage Length (in feet)
T
Taper Length (in feet)
�—
Lane Configuration
Signalized Intersection
Stop Controlled Intersection
TWLTL
Two-way Left -turn Lane
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Route 20
(Stony Point Road)
River Lane
.SitUnjt,#2
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J
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Route 20
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2017 Existing Geometry
Lidl — 1248 Richmond Road
Albemarle County, Virginia
NOT TO SCALE
Figure
3
LEGEND:
Existing Road
_ _ _ _ _
Proposed Access
S
Storage Length (in feet)
T
Taper Length (in feet)
�—
Lane Configuration
Signalized Intersection
Stop Controlled Intersection
TWLTL
Two-way Left -turn Lane
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Route 20
(Stony Point Road)
River Lane _ , ibL�n.JL#2
Proposed Spacing: 330'
Required Spacing: 660' SITE
McDonald's Ent. IF Rexel Ent.
U
Proposed Spacing: 770',
Required Spacing: 1,050'
17
10000
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Route 20
(Riverbend Drive)
Proposed Entrance Spacing
Lidl — 1248 Richmond Road
Albemarle County, Virginia
4j
LI
w
Q
0
Proposed Spacing: 260' o
Required Spacing: 565'"
H
NOT TO SCALE
Figure
a]
Route 20
(Stony Point Road)
n
�cy,
co
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00
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v'
4 (0.
F 1375 (1221)
F 1622 (1534)
1673 (1584)
`- 34 (73)
`- 29 (19)
' j— 6 (10)
(Richmond Road)
(558) 205 --�'
�
(1970) 1132 �
� (2025) 1154 -►
(1604) 917
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(9) 6
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v
o
AM Peak Hour: 7:00 AM to 8: 00 AM
o
PM Peak Hour: 4: 45 PM to 5:45 PM
a
m
LEGEND:
Existing Road
— — — — Proposed Access
XX AM Peak Hour Volume
(XX) PM Peak Hour Volume
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Route 20
(Riverbend Drive)
2017 Existing Peak Hour Volumes
Lidl — 1248 Richmond Road
Albemarle County, Virginia
NOT TO SCALE
Figure
5
LEGEND:
Existing Road
— — — — Proposed Access
XX AM Peak Hour Volume
(XX) PM Peak Hour Volume
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
River Lane
Route 20
(Stony Point Road)
0
00
� o
.j 1
(6) 0 }
(40) 3
1� M
M ip
M N N
l00 co00 �
7 W N
(569) 209
(1636) 935
(177) 254
*_ SitQ EnL .#2
I
MLn
7
M
ri rl
t 219 (290)
F 1403 (1245)
`— 35 (74)
HIM
Route 20
(Riverbend Drive)
(2009) 1155 --o-
(19) 53 ---
U
R7
d
N
d
O
N
a
SITE
F 1654 (1565)
`-29 (19)
(2066) 1177
(9) 6
O O
ti n
.�I:s
W '
�I
1706 (1616)
'
6 (10)
z
T
CO
2018 Background Peak Hour Volumes
Lidl — 1248 Richmond Road
Albemarle County, Virginia
NOT TO SCALE
Figure
0
C'
LEGEND:
E
XX% Entering New Trip Percentage
(XX%) Exiting New Trip Percentage
Route 20
r' (Stony Point Road)
Route 20
(Riverbend Drive)
NOT TO SCALE
_,.• , New Site Trip Distribution — Full Access on US 250 � Figure
Fi
Lidl — 1248 Richmond Road 9
TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia 7
Route 20
(Stony Point Road)
oor, t.4 (17)
(, 0-0(0)
)
WindingRiver
Lane _ _ .5itUnjt,.#2
(0) 0 '� 1 I`*
(0) 0
(0) 0
oo0
N
SIT00
C
vOo
r, o o t 0 (0)
W
II
+ y j'
L 16 (40)
.j 1 �► -4- 7 (27)
j - o (0)
7 (27)
0 (0)
0 (0)
()
US Route 250
(Richmond Road)
(28) 11 O
(28) 12 (28) 12
(Richmond Road)
(28) 12 1� 1 (*
(0) 0 o 0 0
(0) 0 (0) 0
(0) 0
I
O O O
Vvv
00
?
fu
000
000
O 00
U >
d Q
N
0
O �
a m
LEGEND:
Existing Road
- - - - Proposed Access
XX AM Peak Hour Volume
(XX) PM Peak Hour Volume
Route 20
(Riverbend Drive)
NOT TO SCALE
**
New Site Trips —
Full Access on US 250
_,.• �
Fi
Figure
9
Lidl — 1248
Richmond Road
TIMMONS GROUP
8
YOUR VISION ACHIEVED THROUGH OURS.
Albemarle
County, Virginia
LEGEND:
E
XX%
XX% AM Pass -By Trip Percentage
(XX%) PM Pass -By Trip Percentage
Route 20
(Stony Point Road)
Route 20
(Riverbend Drive)
NOT TO SCALE
_,.• 44Is Pass -By Site Trip Distribution — Full Access on US 250 Figure
Fi
Lidl — 1248 Richmond Road 9
TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia 9
LEGEND:
Existing Road
— — — — Proposed Access
XX AM Peak Hour Volume
(XX) PM Peak Hour Volume
Route 20
(Stony Point Road)
000
0 0 o
River Lane
It 0 (0)
0-0(0)
_ _ .SitUnjt,#2
'� 1 (►
(0) 0 __�
(0) 0
(0) 0
000
SITE
sso
Boa, w
0 0 o
t 0 (0)
� 1 �► , t 11 (26)
1(0.
.4- 0 (0)
0 (0)
4— -11 (-26)
.j
ii j-- 0 (0)
0 (0)
-0 (0)
0
(0) 0
0
(0) 0 —0.
(38) 14 __3'
(0) 0 —1.
0
1
(0) 0 �,
(-38)
-14
(0) 0
I
(0)
o 0 0
O O O
Vvv
00
?
coo
000
O
U
00
�
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d
N
Q
O
0
�
a
m
Route 20
(Riverbend Drive)
•44• Pass -By Site Trips — Full Access on US 250
40 Lidl — 1248 Richmond Road
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia
NOT TO SCALE
Figure
10
LEGEND:
Existing Road
— — — — Proposed Access
XX AM Peak Hour Volume
(XX) PM Peak Hour Volume
Route 20
(Stony Point Road)
rn
0
in 00 r,
t. 4 (17)
-� 1(.
0 - 0 (0$)
River Lane
_ _* ,SitUnjt.#2
(6) 0
(40) 3 ®
M M y
SITE
�00
T
G M
O O
p
v 00 N L 219 (290)
4j j (". F 1410 (1272)
,`- 35 (74)
() 220
(1664664) 947 947 �
(177) 254
Q N
Route 20
(Riverbend Drive)
F 1661 (1592)
`-29 (19)
00
p W I
i
27 (66)
1695 (1590)
(10)
I
-6
(2037) 1167 --o- (66) 26 --3'
(19) 53 --- (2028) 1163
(9) 6
O CO
fu
_ ?
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U N
fO >
O_ Q
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0
O �
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41•44• 2018 Total Peak Hour Volumes — Full Access on US 250
40 Lidl — 1248 Richmond Road
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia
NOT TO SCALE
Figure
11
c 80
i 6
392
200
WARRANT FOR LEFT -TURN STORAGE LANES
ON FOUR -LANE HIGHWAYS
FIGURE 3-3 VDOT ROAD DESIGN MANUAL APPENDIX F
7
0 17 Fi,+v zoo Jw 60:::
L LEFT TURNING VOLUME (VPH)
LEGEND
AM Peak Hour 50 FT LEFT TURN LANE WARRANTED
— — — - PM Peak Hour
s Route 20/Site Access Intersection Figure
0 0 Southbound Left Turn Lane Warrant
TIMMONS GROUP 2018 Total Volume — Full Access Scenario 12
YOUR VISION ACHIEVED THROUGH OURS. Albemarle Countyf Virginia
120
100
s0
40
2s
20
11
GUIDELINES FOR RIGHT TURN TREATMENT (4-LANE HIGHWAY)
FIGURE 3-27 VDOT ROAD DESIGN MANUAL APPENDIX F
200 400 600 800 1000 1200 1400
392 1000
PHV APPROACH TOTAL, VEHICLES PER HOUR
RIGHT TURN TAPER WARRANTED
LEGEND
AM Peak Hour
— — — - PM Peak Hour
Route 20/Site Access Intersection
0 '0 Northbound Right -Turn Lane Warrant figure
TIMMONS GROUP 2018 Total Volume — Full Access Scenario 13
YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia
GUIDELINES FOR RIGHT TURN TREATMENT (4-LANE HIGHWAY)
FIGURE 3-27 VDOT ROAD DESIGN MANUAL APPENDIX F
120
i
100
so
66
ro0
40
27
20
E
LEGEND
AM Peak Hour
— — — - PM Peak Hour
0
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
m
600
800
1000
PHV APPROACH TOTAL, VEHICLES PER HOUR
1200
200 FT RIGHT TURN LANE WARRANTED
US Route 250/Site Access Intersection
Westbound Right -Turn Lane Warrant
2018 Total Volume — Full Access Scenario
1400
1728 (AM)
1666 (PM)
Figure
14
Albemarle County, Virginia
C'
LEGEND:
E
XX% Entering New Trip Percentage
(XX%) Exiting New Trip Percentage
Route 20
r' (Stony Point Road)
Route 20
(Riverbend Drive)
NOT TO SCALE
_,.• , New Site Trip Distribution — Partial Access on US 250 � Figure
Fi
Lidl — 1248 Richmond Road 9
TIMMONS GROUP 15
YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia
River Lane
LEGEND:
Existing Road
- - - - Proposed Access
XX AM Peak Hour Volume
(XX) PM Peak Hour Volume
(0) 0
(0) 0
(0) 0
Route 20
(Stony Point Road)
't 4 (17)
® ,`- 116((66)
_5itUn$,#2
I
oo�
00
N
N O M
r,Oa,
L0 (0)
.� 1 �►
.4-- 7 (27)
f o (o)
O
(28) 11 ,
(28) 12
(0) 0�
o00
000
Route 20
(Riverbend Drive)
SITE
7 (27)
n �
C
I, W
L 16 (40)
4-0 (0)
-0 (0)
(28) 12 --3
(0) 0
(0) 0
fu
0 0
O o
N
CO
41044• New Site Trips — Partial Access on US 250
40 Lidl — 1248 Richmond Road
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia
NOT TO SCALE
Figure
16
LEGEND:
E
XX%
XX% AM Pass -By Trip Percentage
(XX%) PM Pass -By Trip Percentage
Route 20
(Stony Point Road)
Route 20
(Riverbend Drive)
NOT TO SCALE
_,.• 44Is Pass -By Site Trip Distribution — Partial Access on US 250 Figure
Lidl — 1248 Richmond Road 9
TIMMONS GROUP 17
YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia
LEGEND:
Existing Road
— — — — Proposed Access
XX AM Peak Hour Volume
(XX) PM Peak Hour Volume
Route 20
(Stony Point Road)
000
0 0 o
River Lane
It 0 (0)
0 - 9 (0))
_ _ .5itUnjt,#2
'� 1 I`*
(0) 0 __�
(0) 0
(0) 0
000
SITE
oov
00a,
L0 (0)
' 111(z )
1(►
� 0 (0)
0 (0)
i F� )
.j
ii j-- 0 (0)
0 (0)
j--- (
o 0
0
(0) 0
0
(0) 0 —0.
(38) 14 __3'
(0) 0 —1.
1
(0) 0 �,
(-38)
-14
0
(0) 0
0 0 0
(0)
O O O
00
?
fu
0 0
U
>
d
N
Q
0
O
�
a
m
Route 20
(Riverbend Drive)
.•44• Pass -By Site Trips — Partial Access on US 250
40 Lidl — 1248 Richmond Road
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia
NOT TO SCALE
Figure
18
LEGEND:
Existing Road
— — — — Proposed Access
XX AM Peak Hour Volume
(XX) PM Peak Hour Volume
Route 20
(Stony Point Road)
rn
0
Ln 0 r,
t 4 (17)
1 (.
0(03)
-.025()
River Lane
_ _* ,SitUnjj,,#2
(6) 0
(40) 3 ®
M M y
SITE
�00
T
ul W
.M... N M
Ln Ln
�00
0 N t 219 (290)
�1Iy -
F 1410 (1272)
,`- 35 (74)
() 220
(1664664) 947 947 �
(177) 254
Q N
Route 20
(Riverbend Drive)
ul �
W
27 (66)
F 1661 (1592) 16(5 j1590)
-"
`- 29 (19) I j6 10
(2075) 1176 (66) 26 --3
(19) 53 --- (2066) 1172
(9) 6
O COfu
ti
_ ?
d Q
N
0
O 2:
a m
NOT TO SCALE
•�� 2018 Total Peak Hour Volumes —Partial Access on US 250 Figure
Fi
Lidl — 1248 Richmond Road 9
TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia 19
Appendix A
AM-E Route 20 Access
XVD(3T Virginia orta Lri� ,i,
of Transportation
February 2015
ACCESS MANAGEMENT EXCEPTION REQUEST: AM-E
ACCESS MANAGEMENT REGULATIONS 24 VAC 30-73
SECTION 120
Submitted by: Timmons Group - Steve Schmidt, PE, PTOE
Date: 9/1/17
Email Address: steve.schmidt@timmons.com
Phone: 804-200-6502
Address: 1001 Boulders Parkway, Suite 300, Richmond VA 23225
Project Name: Lidl - 1248 Richmond Road
Rte # US 250
Locality: Albemarle
Description of Project:
The proposed development consists of an approximately 33,625 S.F. grocery store located near the intersection of US Route
250 and Route 20 in Albemarle County, Virginia. Access to the site would be provided via a full movement entrance on Route
20 which would align with Winding River Lane and a full movement access point on US Route 250 which would align with the
BMW driveway. This AM-E is for the Route 20 access point.
VDOT District: Culpepper
Area Land Use Engineer: Adam J. Moore, PE
NOTES:
(1). Submit this form and any attachments to one of the District's Area Land Use Engineers.
(2). See Section 120 of the Regulations for details on the requirements, exceptions, and exception request review process.
(3). Attach additional information as necessary to justify the exception request(s).
(4). If a traffic engineering study is required, the decision on the request will be based on VDOT engineering judgment.
(5). Use the LD-440 Design Exception or the LD-448 Design Waiver forms for design and engineering standards, e.g. radius, grade, sight
distance. See IIM-LD-227 on VDOT web site for additional instructions.
Select the Exception(s) Being Requested
❑ Exception to the shared commercial entrance requirement. (Access M. Regulations Section 120 C.2)
Reason for exception:
❑ A. An agreement to share the entrance could not be reached with adjoining property owner.
❑ Attached: Written evidence that adjoining property owner will not share the entrance.
❑ B. Physical constraints: topography, adjacent hazardous land use, stream, wetland, other.
❑ Specify constraint:
❑ Attached: Documentation of constraint such as aerial photo or topographic map.
❑ Exception to the vehicular connection to adjoining undeveloped property requirement. (Section 120 C.4)
Reason for exception:
❑ A. Physical constraints: topography, adjacent hazardous land use, stream, wetland, other.
❑ Specify constraint:
❑ Attached: Documentation of constraint such as aerial photo or topographic map.
❑ B. Other reason:
February 2015
❑ Exception to the commercial entrance shall not be located within the functional area of an intersection
requirement. (See Regulation Section 120 C. 1; Appendix F, Rd Design Manual)
❑ Attached: A traffic engineering study documenting that the operation of the intersection and public
safety will not be adversely impacted.
❑✓ EXCEPTION TO THE SPACING STANDARDS FOR:
• Commercial entrances; intersections/median crossovers (Table 2-2);
• Commercial entrances/intersections near interchange ramps (Tables 2-3, 2-4); or
• Corner clearance (Figure 4-4). Appendix F, Road Design Manual
Information on the Exception Request
✓❑ ON A STATE HIGHWAY
Functional classification: Principal Arterial: ® Minor Arterial: V Collector: ® Local:
Posted speed limit: 35 mph
NEAR AN INTERCHANGE RAMP (Submittal of a traffic engineering study required)
CORNER CLEARANCE (Submittal of a traffic engineering study required)
Type of intersection/entrance: Signalized [D Unsignalized 2] Full Access 2 Partial AccessEj
Required spacing distance 660 ft
Proposed spacing distance 330 ft
Requested exception: Reduction in required spacing 330 ft
REASON FOR EXCEPTION:
❑ A. To be located on an older, established business corridor along a highway where existing spacing did
not meet the standards prior to 7/1/08 or 10/14/09. (Regulation Section 120 C.3.c)
❑ Attached: Dated aerial photo of corridor identifying proposed entrance/intersection location.
❑✓ B. Not enough property frontage to meet spacing standard, but the applicant does not want a partial
access right-in/right-out entrance. (Section 120 C.3.f)
❑✓ Attached: A traffic engineering study documenting that left turn movements at the entrance will not have a
negative impact on highway operation or safety.
❑ C. To be located within a new urbanism mixed use type development. (Section 120 C.3.d)
❑ Attached: The design of the development and compliance with intersection sight distance.
❑ D. The proposed entrance meets the signal warrants but does not meet the signalized intersection
spacing standard. The applicant requests an exception to the spacing standard.
❑ Attached: A traffic engineering study that (i) evaluates the location's suitability for a roundabout and (ii)
provides documentation that the proposed signal will not impact safety and traffic flow. (Section 120 C.5)
2
February 2015
❑ E. The development's 2"0 (or additional) entrance does not meet the spacing standards but is
necessary for the streets to be accepted into the secondary system. (Section 120 C.3.e)
❑ Attached: Information on the development that identifies the location of entrances.
❑ F. To be located within the limits of a VDOT and locality approved access management corridor plan.
❑ Attached: Aerial photo of corridor identifying proposed entrance/intersection location. (Sect 120 C.3.b)
FOR VDOT USE ONLI(
II Recommendation on Exception Request: Approve❑ Deny❑ II Date:
Area Land Use Engineer or: Name 11
Remarks:
Exception Request Action: Approved❑ Denied El Date:
District Administrator or Designee:
Name (and position if Designee)
Remarks:
District Staff: Please email copy to Brad ley. Shelton c(D,VDOT.Virginia.gov
3
Appendix 6
AM-E US Route 250 Access
to Traffic Signal
XVD(3T Virginia orta Lri� ,i,
of Transportation
February 2015
ACCESS MANAGEMENT EXCEPTION REQUEST: AM-E
ACCESS MANAGEMENT REGULATIONS 24 VAC 30-73
SECTION 120
Submitted by: Timmons Group - Steve Schmidt, PE, PTOE
Date: 9/1/17
Email Address: steve.schmidt@timmons.com
Phone: 804-200-6502
Address: 1001 Boulders Parkway, Suite 300, Richmond VA 23225
Project Name: Lidl - 1248 Richmond Road
Rte # US 250
Locality: Albemarle
Description of Project:
The proposed development consists of an approximately 33,625 S.F. grocery store located near the intersection of US Route
250 and Route 20 in Albemarle County, Virginia. Access to the site would be provided via a full movement entrance on Route
20 which would align with Winding River Lane and a full movement access point on US Route 250 which would align with the
BMW driveway. This AM-E is for the US Route 250 access point for spacing to the US Route 250/Route 20 signal.
VDOT District: Culpepper
Area Land Use Engineer: Adam J. Moore, PE
NOTES:
(1). Submit this form and any attachments to one of the District's Area Land Use Engineers.
(2). See Section 120 of the Regulations for details on the requirements, exceptions, and exception request review process.
(3). Attach additional information as necessary to justify the exception request(s).
(4). If a traffic engineering study is required, the decision on the request will be based on VDOT engineering judgment.
(5). Use the LD-440 Design Exception or the LD-448 Design Waiver forms for design and engineering standards, e.g. radius, grade, sight
distance. See IIM-LD-227 on VDOT web site for additional instructions.
Select the Exception(s) Being Requested
❑ Exception to the shared commercial entrance requirement. (Access M. Regulations Section 120 C.2)
Reason for exception:
❑ A. An agreement to share the entrance could not be reached with adjoining property owner.
❑ Attached: Written evidence that adjoining property owner will not share the entrance.
❑ B. Physical constraints: topography, adjacent hazardous land use, stream, wetland, other.
❑ Specify constraint:
❑ Attached: Documentation of constraint such as aerial photo or topographic map.
❑ Exception to the vehicular connection to adjoining undeveloped property requirement. (Section 120 C.4)
Reason for exception:
❑ A. Physical constraints: topography, adjacent hazardous land use, stream, wetland, other.
❑ Specify constraint:
❑ Attached: Documentation of constraint such as aerial photo or topographic map.
❑ B. Other reason:
February 2015
❑ Exception to the commercial entrance shall not be located within the functional area of an intersection
requirement. (See Regulation Section 120 C. 1; Appendix F, Rd Design Manual)
❑ Attached: A traffic engineering study documenting that the operation of the intersection and public
safety will not be adversely impacted.
❑✓ EXCEPTION TO THE SPACING STANDARDS FOR:
• Commercial entrances; intersections/median crossovers (Table 2-2);
• Commercial entrances/intersections near interchange ramps (Tables 2-3, 2-4); or
• Corner clearance (Figure 4-4). Appendix F, Road Design Manual
Information on the Exception Request
✓❑ ON A STATE HIGHWAY
Functional classification: Principal Arterial: Z✓ Minor Arterial: 0 Collector: ® Local:
Posted speed limit: 45 mph
NEAR AN INTERCHANGE RAMP (Submittal of a traffic engineering study required)
CORNER CLEARANCE (Submittal of a traffic engineering study required)
Type of intersection/entrance: Signalized [D Unsignalized 2] Full Access 2 Partial Access
Required spacing distance 1050 ft
Proposed spacing distance 770 ft
Requested exception: Reduction in required spacing 280 ft
REASON FOR EXCEPTION:
❑ A. To be located on an older, established business corridor along a highway where existing spacing did
not meet the standards prior to 7/1/08 or 10/14/09. (Regulation Section 120 C.3.c)
❑ Attached: Dated aerial photo of corridor identifying proposed entrance/intersection location.
❑✓ B. Not enough property frontage to meet spacing standard, but the applicant does not want a partial
access right-in/right-out entrance. (Section 120 C.3.f)
❑✓ Attached: A traffic engineering study documenting that left turn movements at the entrance will not have a
negative impact on highway operation or safety.
❑ C. To be located within a new urbanism mixed use type development. (Section 120 C.3.d)
❑ Attached: The design of the development and compliance with intersection sight distance.
❑ D. The proposed entrance meets the signal warrants but does not meet the signalized intersection
spacing standard. The applicant requests an exception to the spacing standard.
❑ Attached: A traffic engineering study that (i) evaluates the location's suitability for a roundabout and (ii)
provides documentation that the proposed signal will not impact safety and traffic flow. (Section 120 C.5)
2
February 2015
❑ E. The development's 2"0 (or additional) entrance does not meet the spacing standards but is
necessary for the streets to be accepted into the secondary system. (Section 120 C.3.e)
❑ Attached: Information on the development that identifies the location of entrances.
❑ F. To be located within the limits of a VDOT and locality approved access management corridor plan.
❑ Attached: Aerial photo of corridor identifying proposed entrance/intersection location. (Sect 120 C.3.b)
FOR VDOT USE ONLI(
II Recommendation on Exception Request: Approve❑ Deny❑ II Date:
Area Land Use Engineer or: Name 11
Remarks:
Exception Request Action: Approved❑ Denied El Date:
District Administrator or Designee:
Name (and position if Designee)
Remarks:
District Staff: Please email copy to Brad ley. Shelton c(D,VDOT.Virginia.gov
3
Appendix C
AM-E US Route 250 Access
to Ford Dealership
XVD(3T Virginia orta Lri� ,i,
of Transportation
February 2015
ACCESS MANAGEMENT EXCEPTION REQUEST: AM-E
ACCESS MANAGEMENT REGULATIONS 24 VAC 30-73
SECTION 120
Submitted by: Timmons Group - Steve Schmidt, PE, PTOE
Date: 9/1/17
Email Address: steve.schmidt@timmons.com
Phone: 804-200-6502
Address: 1001 Boulders Parkway, Suite 300, Richmond VA 23225
Project Name: Lidl - 1248 Richmond Road
Rte # US 250
Locality: Albemarle
Description of Project:
The proposed development consists of an approximately 33,625 S.F. grocery store located near the intersection of US Route
250 and Route 20 in Albemarle County, Virginia. Access to the site would be provided via a full movement entrance on Route
20 which would align with Winding River Lane and a full movement access point on US Route 250 which would align with the
BMW driveway. This AM-E is for the US Route 250 access point for spacing to the Ford dealership entrance to the east.
VDOT District: Culpepper
Area Land Use Engineer: Adam J. Moore, PE
NOTES:
(1). Submit this form and any attachments to one of the District's Area Land Use Engineers.
(2). See Section 120 of the Regulations for details on the requirements, exceptions, and exception request review process.
(3). Attach additional information as necessary to justify the exception request(s).
(4). If a traffic engineering study is required, the decision on the request will be based on VDOT engineering judgment.
(5). Use the LD-440 Design Exception or the LD-448 Design Waiver forms for design and engineering standards, e.g. radius, grade, sight
distance. See IIM-LD-227 on VDOT web site for additional instructions.
Select the Exception(s) Being Requested
❑ Exception to the shared commercial entrance requirement. (Access M. Regulations Section 120 C.2)
Reason for exception:
❑ A. An agreement to share the entrance could not be reached with adjoining property owner.
❑ Attached: Written evidence that adjoining property owner will not share the entrance.
❑ B. Physical constraints: topography, adjacent hazardous land use, stream, wetland, other.
❑ Specify constraint:
❑ Attached: Documentation of constraint such as aerial photo or topographic map.
❑ Exception to the vehicular connection to adjoining undeveloped property requirement. (Section 120 C.4)
Reason for exception:
❑ A. Physical constraints: topography, adjacent hazardous land use, stream, wetland, other.
❑ Specify constraint:
❑ Attached: Documentation of constraint such as aerial photo or topographic map.
❑ B. Other reason:
February 2015
❑ Exception to the commercial entrance shall not be located within the functional area of an intersection
requirement. (See Regulation Section 120 C. 1; Appendix F, Rd Design Manual)
❑ Attached: A traffic engineering study documenting that the operation of the intersection and public
safety will not be adversely impacted.
❑✓ EXCEPTION TO THE SPACING STANDARDS FOR:
• Commercial entrances; intersections/median crossovers (Table 2-2);
• Commercial entrances/intersections near interchange ramps (Tables 2-3, 2-4); or
• Corner clearance (Figure 4-4). Appendix F, Road Design Manual
Information on the Exception Request
✓❑ ON A STATE HIGHWAY
Functional classification: Principal Arterial: Z✓ Minor Arterial: 0 Collector: ® Local:
Posted speed limit: 45 mph
NEAR AN INTERCHANGE RAMP (Submittal of a traffic engineering study required)
CORNER CLEARANCE (Submittal of a traffic engineering study required)
Type of intersection/entrance: Signalized [D Unsignalized 2] Full Access 2 Partial Access
Required spacing distance 565 ft
Proposed spacing distance 260 ft
Requested exception: Reduction in required spacing 305 ft
REASON FOR EXCEPTION:
❑ A. To be located on an older, established business corridor along a highway where existing spacing did
not meet the standards prior to 7/1/08 or 10/14/09. (Regulation Section 120 C.3.c)
❑ Attached: Dated aerial photo of corridor identifying proposed entrance/intersection location.
❑✓ B. Not enough property frontage to meet spacing standard, but the applicant does not want a partial
access right-in/right-out entrance. (Section 120 C.3.f)
❑✓ Attached: A traffic engineering study documenting that left turn movements at the entrance will not have a
negative impact on highway operation or safety.
❑ C. To be located within a new urbanism mixed use type development. (Section 120 C.3.d)
❑ Attached: The design of the development and compliance with intersection sight distance.
❑ D. The proposed entrance meets the signal warrants but does not meet the signalized intersection
spacing standard. The applicant requests an exception to the spacing standard.
❑ Attached: A traffic engineering study that (i) evaluates the location's suitability for a roundabout and (ii)
provides documentation that the proposed signal will not impact safety and traffic flow. (Section 120 C.5)
2
February 2015
❑ E. The development's 2"0 (or additional) entrance does not meet the spacing standards but is
necessary for the streets to be accepted into the secondary system. (Section 120 C.3.e)
❑ Attached: Information on the development that identifies the location of entrances.
❑ F. To be located within the limits of a VDOT and locality approved access management corridor plan.
❑ Attached: Aerial photo of corridor identifying proposed entrance/intersection location. (Sect 120 C.3.b)
FOR VDOT USE ONLI(
II Recommendation on Exception Request: Approve❑ Deny❑ II Date:
Area Land Use Engineer or: Name 11
Remarks:
Exception Request Action: Approved❑ Denied El Date:
District Administrator or Designee:
Name (and position if Designee)
Remarks:
District Staff: Please email copy to Brad ley. Shelton c(D,VDOT.Virginia.gov
3
Appendix D
Traffic Counts
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Stony Point and Winding River AM
Site Code : 00234234
Start Date : 5/18/2017
Page No
Grmums Printed- Passenger Veh - Trucks
Stony Point
Stony Point
Winding River
From North
From East
From South
From West
Start Time
Right
Thru
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
Right
Thru
Left Peds
App. Total
Int. Total
07:00 AM
0
130
0
0
130
0
0
0
0
0
0
67
4
0
71
0
0
0
0
0
201
07:15 AM
2
183
0
0
185
0
0
0
0
0
0
99
12
0
111
1
0
0
0
1
297
07:30 AM
2
255
0
0
257
0
0
0
0
0
0
90
9
0
99
1
0
0
0
1
357
07:45 AM
1
281
0
0
282
0
0
0
0
0
0
82
11
0
93
1
0
0
0
1
376
Total
5
849
0
0
854
0
0
0
0
0
0
338
36
0
374
3
0
0
0
3
1231
08:00 AM
2
243
0
0
245
0
0
0
0
0
0
112
10
0
122
5
0
0
0
5
372
08:15 AM
4
247
0
0
251
0
0
0
0
0
0
107
9
0
116
2
0
0
0
2
369
08:30 AM
2
226
0
0
228
0
0
0
0
0
0
116
9
0
125
7
0
0
0
7
360
08:45 AM
1
233
0
0
234
0
0
0
0
0
0
96
9
0
105
6
0
0
0
6
345
Total
9
949
0
0
958
0
0
0
0
0
0
431
37
0
468
20
0
0
0
20
1446
Grand Total
14
1798
0
0
1812
0
0
0
0
0
0
769
73
0
842
23
0
0
0
23
2677
Apprch %
0.8
99.2
0
0
0
0
0
0
0
91.3
8.7
0
100
0
0
0
Total %
0.5
67.2
0
0
67.7
0
0
0
0
0
0
28.7
2.7
0
31.5
0.9
0
0
0
0.9
Passenger Veh
14
1761
0
0
1775
0
0
0
0
0
0
724
73
0
797
23
0
0
0
23
2595
%Passenger Veh
100
97.9
0
0
98
0
0
0
0
0
0
94.1
100
0
94.7
100
0
0
0
100
96.9
Trucks
0
37
0
0
37
0
0
0
0
0
0
45
0
0
45
0
0
0
0
0
82
% Trucks
0
2.1
0
0
2
0
0
0
0
0
0
5.9
0
0
5.3
0
0
0
0
0
3.1
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : Stony Point and Winding River AM
Site Code : 00234234
Start Date : 5/18/2017
Page No
Stony Point
From North
From East
Stony Point
From South
Winding River
From West
Start Time
Right
Thru Left
Peds
App. Total
Right
Thm
Left Peds
App. Total
Right
Thm
Left
Peds
App. Total
Right
Thm Left Peds
App. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Tntersection Begins at 07:45 AM
Int. Total
07:45 AM
1
281
0
0
282
0
0
0
0
0
0
82
11
0
93
1
0
0
0
1
376
08:00 AM
2
243
0
0
245
0
0
0
0
0
0
112
10
0
122
5
0
0
0
5
372
08:15 AM
4
247
0
0
251
0
0
0
0
0
0
107
9
0
116
2
0
0
0
2
369
08:30 AM
2
226
0
0
228
0
0
0
0
0
0
116
9
0
125
7
0
0
0
7
360
Total Volume
9
997
0
0
1006
0
0
0
0
0
0
417
39
0
456
15
0
0
0
15
1477
% App. Total
0.9
99.1
0
0
0
0
0
0
0
91.4
8.6
0
100
0
0
0
PHF
.563
.887
.000
.000
.892
.000
.000
.000
.000
.000
.000
.899
.886
.000
.912
.536
.000
.000
.000
.536
.982
Passenger Veh
9
976
0
0
985
0
0
0
0
0
0
396
39
0
435
15
0
0
0
15
1435
%Passenger Veh
100
97.9
0
0
97.9
0
0
0
0
0
0
95.0
100
0
95.4
100
0
0
0
100
97.2
Trucks
0
21
0
0
21
0
0
0
0
0
0
21
0
0
21
0
0
0
0
0
42
% Trucks
0
2.1
0
0
2.1
0
0
0
0
0
0
5.0
0
0
4.6
0
0
0
0
0
2.8
Data Collection Group
LSmith@DataCollectionGroup.net
mmo�
Ooo}
O
F
J
000
2
NOS
L�
c �
F-
� Lv�
moan
� +
O
000y
v
a
Out In Total
3961 9851 1 1381
21 21 42
417 1 1 1423
9 976 0 0
0 21 0 0
91 9971 0 0
Right Tr LeL+ Peds
Peak Hour Data
North
Peak Hour Begins at 07:45 AM
Passenger Veh
Trucks
F*
Left Thru Right P_ads
39 396 0 0
0 21 0 0
39 417 0 0
1426
42
LM LT L
1012 456 1468
Out In Total
File Name : Stony Point and Winding River AM
Site Code : 00234234
Start Date : 5/18/2017
Page No : 3
�Ao00LO
coon
_
o00
,,;—CD
0
CD
o00
000—
Data Col I ection Group
757.478.6761
LSmith@DataCollectionGroup.net
Grouns Printed- Passenger Veh - Trucks
File Name : Stony Point and Winding River PM
Site Code : 00062272
Start Date : 5/18/2017
Page No : 1
Stony Point
Stony Point
Winding River
From North
From East
From South
From West
Start Time
Right
Thru
Left
Peds
App. Total
Right
Thm
Left
Peds
App. Total
Right
Th.
Left
Peds
App. Total
Right
Thru
Left Peds
FApp. Total
Int. Total
04:00 PM
1
104
0
0
105
0
0
0
0
0
0
192
10
0
202
10
0
2
0 12
319
04:15 PM
0
129
0
0
129
0
0
0
0
0
0
179
3
0
182
9
0
1
0 10
321
04:30 PM
2
112
0
0
114
0
0
0
0
0
0
228
2
0
230
8
0
1
0 9
353
04:45 PM
0
150
0
0
150
0
0
0
0
0
0
227
3
0
230
9
0
1
0 10
390
Total
3
495
0
0
498
0
0
0
0
0
0
826
18
0
844
36
0
5
0 41
1383
05:00 PM
1
152
0
0
153
0
0
0
0
0
0
237
3
0
240
15
0
1
0 16
409
05:15 PM
0
152
0
0
152
0
0
0
0
0
0
254
5
0
259
8
0
3
0 11
422
05:30 PM
0
143
0
0
143
0
0
0
0
0
0
224
0
0
224
8
0
1
0 9
376
05:45 PM
1
125
0
0
126
0
0
0
0
0
0
218
4
0
222
7
0
0
0 7
355
Total
2
572
0
0
574
0
0
0
0
0
0
933
12
0
945
38
0
5
0 43
1562
Grand Total
5
1067
0
0
1072
0
0
0
0
0
0
1759
30
0
1789
74
0
10
0 84
2945
Apprch %
0.5
99.5
0
0
0
0
0
0
0
98.3
1.7
0
88.1
0
11.9
0
Total %
0.2
36.2
0
0
36.4
0
0
0
0
0
0
59.7
1
0
60.7
2.5
0
0.3
0 2.9
Passenger Veh
5
1035
0
0
1040
0
0
0
0
0
0
1740
28
0
1768
72
0
10
0 82
2890
% Passenger Veh
100
97
0
0
97
0
0
0
0
0
0
98.9
93.3
0
98.8
97.3
0
100
0 97.6
98.1
Trucks
0
32
0
0
32
0
0
0
0
0
0
19
2
0
21
2
0
0
0 2
55
% Trucks
0
3
0
0
3
0
0
0
0
0
0
1.1
6.7
0
1.2
2.7
0
0
0 2.4
1.9
Data Col I ection Group
757.478.6761
LSmith@DataCollectionGroup.net
File Name : Stony Point and Winding River PM
Site Code : 00062272
Start Date : 5/18/2017
Page No : 2
Stony Point
From North
From East
Stony Point
From South
Winding River
From West
Start Time
Right Thru Left Peds App. Total
Right Thru Left Peds App. Total
Right Thru Left Peds App. Total
Right Thru Left Peds App. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
Int. Total
04:45 PM
0
150
0
0
150
0
0
0
0
0
0
227
3
0
230
9
0
1
0
10
390
05:00 PM
1
152
0
0
153
0
0
0
0
0
0
237
3
0
240
15
0
1
0
16
409
05:15 PM
0
152
0
0
152
0
0
0
0
0
0
254
5
0
259
8
0
3
0
11
422
05.30 PM
0
143
0
0
143
0
0
0
0
0
0
224
0
0
224
8
0
1
0
9
376
Total Volume
1
597
0
0
598
0
0
0
0
0
0
942
11
0
953
40
0
6
0
46
1597
% App. Total
0.2
99.8
0
0
0
0
0
0
0
98.8
1.2
0
87
0
13
0
PHF
.250
.982
.000
.000
.977
.000
.000
.000
.000
.000
.000
.927
.550
.000
.920
.667
.000
.500
.000
.719
.946
Passenger Veh
1
581
0
0
582
0
0
0
0
0
0
934
9
0
943
38
0
6
0
44
1569
% Passenger Veh
100
97.3
0
0
97.3
0
0
0
0
0
0
99.2
81.8
0
99.0
95.0
0
100
0
95.7
98.2
Trucks
0
16
0
0
16
0
0
0
0
0
0
8
2
0
10
2
0
0
0
2
28
% Trucks
0
2.7
0
0
2.7
0
0
0
0
0
0
0.8
18.2
0
1.0
5.0
0
0
0
4.3
1.8
Data Col I ection Group
757.478.6761
LSmith@DataCollectionGroup.net
File Name
: Stony Point and Winding River PM
Site Code
: 00062272
Start Date
: 5/18/2017
Page No
: 3
Stony Point
Out In Total
940 582
8 16 948 L124�
1 581 0 0
0 16 0 0
1 597 0 0
Right Thru Left Peds
Peak Hour Data
J
O O O
>
000�
North
N
oM—
F�
Peak Hour Begins at 04:45 P
~� O CD O
_
o0NO V
ro v L
Passenger Veh
Trucks
o 0 0
O N E
0o00
O O O
C
o00°1
o
L
F+
Left Thru Ri ht Peds
9 934 0 0
2 8 0 0
11 942 01 0
6377 953 1598
Out In Total
Queuing during peak hour
Data Collection Group
LSmith@DataCollectionGroup.net
Groups Printed- Passeneer Veh - Trucks
File Name : 250 and Stony Point AM
Site Code : 00673245
Start Date : 5/18/2017
Page No : 1
Stony Point
Rte 250
Riverbend
Rte 250
From North
From East
From South
From West
Start Time
Right
Thra
I Left
Peds
I App. Total
Right
Thru
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
Int. Total
07:00 AM
75
17
34
0
126
48
278
6
0
332
6
8
27
0
41
32
162
41
0
235
734
07:15 AM
100
18
43
0
161
63
372
11
0
446
2
15
41
0
58
54
229
56
0
339
1004
07:30 AM
145
30
83
0
258
55
365
9
0
429
9
10
47
0
66
81
224
49
0
354
1107
07:45 AM
139
21
82
0
242
49
360
8
0
417
8
11
73
0
92
82
302
59
0
443
1194
Total
459
86
242
0
787
215
1375
34
0
1624
25
44
188
0
257
249
917
205
0
1371
4039
08:00 AM
140
32
61
0
233
47
362
8
0
417
6
8
52
0
66
69
320
83
0
472
1188
08:15 AM
120
37
86
0
243
49
344
9
0
402
10
17
76
0
103
57
285
70
0
412
1160
08:30 AM
139
16
78
0
233
49
362
17
0
428
14
23
58
0
95
64
280
78
0
422
1178
08:45 AM
142
27
85
0
254
44
321
8
0
373
13
15
72
0
100
56
229
78
0
363
1090
Total
541
112
310
0
963
189
1389
42
0
1620
43
63
258
0
364
246
1114
309
0
1669
4616
Grand Total
1000
198
552
0
1750
404
2764
76
0
3244
68
107
446
0
621
495
2031
514
0
3040
8655
Apprch %
57.1
11.3
31.5
0
12.5
85.2
2.3
0
11
17.2
71.8
0
16.3
66.8
16.9
0
Total %
11.6
2.3
6.4
0
20.2
4.7
31.9
0.9
0
37.5
0.8
1.2
5.2
0
7.2
5.7
23.5
5.9
0
35.1
Passenger Veh
976
195
533
0
1704
377
2672
73
0
3122
63
107
430
0
600
488
1962
481
0
2931
8357
of Passenger Veh
97.6
98.5
96.6
0
97.4
93.3
96.7
96.1
0
96.2
92.6
100
96.4
0
96.6
98.6
96.6
93.6
0
96A
96.6
Trucks
24
3
19
0
46
27
92
3
0
122
5
0
16
0
21
7
69
33
0
109
298
% Trucks
2.4
1.5
3.4
0
2.6
6.7
3.3
3.9
0
3.8
7.4
0
3.6
0
3.4
1.4
3.4
6.4
0
3.6
3.4
Data Collection Group
LSmith@DataCollectionGroup.net
Queuing during peak hour
File Name : 250 and Stony Point AM
Site Code : 00673245
Start Date : 5/18/2017
Page No :2
Stony Point
From North
Rte 250
From East
Riverbend
From South
Rte 250
From West
Start Time
Right
Thru
Left
Peds
App. Total
Right
Thm
Left Peds
App. Total
Right
Thru
Left
Peds
App. Total
Right
FThru Left Peds
App. Total
Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
Int. Total
07:00 AM
75
17
34
0
126
48
278
6
0
332
6
8
27
0
41
32
162
41
0
235
734
07:15 AM
100
18
43
0
161
63
372
11
0
446
2
15
41
0
58
54
229
56
0
339
1004
07:30 AM
145
30
83
0
258
55
365
9
0
429
9
10
47
0
66
81
224
49
0
354
1107
07:45 AM
139
21
82
0
242
49
360
8
0
417
8
11
73
0
92
82
302
59
0
443
1194
Total Volume
459
86
242
0
787
215
1375
34
0
1624
25
44
188
0
257
249
917
205
0
1371
4039
% App. Total
58.3
10.9
30.7
0
13.2
84.7
2.1
0
9.7
17.1
73.2
0
18.2
66.9
15
0
PHF
.791
.717
.729
.000
.763
.853
.924
.773
.000
.910
.694
.733
.644
.000
.698
.759
.759
.869
.000
.774
.846
Passenger Veh
452
85
234
0
771
203
1333
32
0
1568
22
44
183
0
249
248
880
186
0
1314
3902
%Passenger Veh
98.5
98.8
96.7
0
98.0
94.4
96.9
94.1
0
96.6
88.0
100
97.3
0
96.9
99.6
96.0
90.7
0
95.8
96.6
Trucks
7
1
8
0
16
12
42
2
0
56
3
0
5
0
8
1
37
19
0
57
137
% Trucks
1.5
1.2
3.3
0
2.0
5.6
3.1
5.9
0
3.4
12.0
0
2.7
0
3.1
0.4
4.0
9.3
0
4.2
3.4
Data Collection Group
LSmith@DataCollectionGroup.net
Queuing during peak hour File Name : 250 and Stony Point AM
Site Code : 00673245
Start Date : 5/18/2017
Page No : 3
Stony Point
Out In Total
433
Aj�l204314641251
452 85 234 0
7 1 8 0
4591 861242 0
Right Thru Left Peds
Peak Hour Data
H M
N J
NO
C1Nw
C
?N m~
ooM� 2
North
��
M
H�
Peak Hour Begins at 07:00 A
w ca
~c -4 N WCD
N C M
N
CO am
_
5 N
NUt m
i�
N N
Passenger Veh
Trucks
r
? rn W N
O
On
OOO ay
, N N
CD
CLcn
000m
o
op a,
ao as a —
I
Left Thru Ri ht Peds
183 44 22 0
5 0 3 0
188 44 25 0
12
369 257 626
Out In Total
Queuing during peak hour
Data Col I action Group
757.478.6761
LSmith@DataCollectionGroup.net
Groups Printed- Passenger Veh - Trucks
File Name : 250 and Stony Point PM
Site Code
: 00003399
Start Date
: 5/18/2017
Page No
: 1
Stony Point
Rte 250
Riverbend
Rte 250
From North
From East
From South
From West
Start Time
Right
Thru
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
Right
Tbru
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
It. Total
04:00 PM
55
10
66
0
131
74
287
19
0
380
37
34
100
0
171
40
392
112
0
544
1226
04:15 PM
70
14
54
0
138
62
311
19
0
392
33
29
84
0
146
45
413
121
0
579
1255
04:30 PM
69
9
57
0
135
73
305
16
0
394
21
46
90
0
157
37
373
131
0
541
1227
04:45 PM
83
12
67
0
162
69
305
15
0
389
32
34
82
0
148
36
399
141
0
576
1275
Total
277
45
244
0
566
278
1208
69
0
1555
123
143
356
0
622
158
1577
505
0
2240
4983
05:00 PM
81
17
58
0
156
79
305
20
0
404
32
46
99
0
177
52
399
138
0
589
1326
05:15 PM
79
9
74
0
162
67
304
14
0
385
30
45
93
0
168
46
415
147
0
608
1323
05:30 PM
87
23
59
0
169
69
307
24
0
400
28
37
87
0
152
40
391
132
0
563
1284
05.45 PM
77
11
56
0
144
71
283
21
0
375
27
25
74
0
126
36
381
137
0
554
1199
Total
324
60
247
0
631
286
1199
79
0
1564
117
153
353
0
623
174
1586
554
0
2314
5132
Grand Total
601
105
491
0
1197
564
2407
148
0
3119
240
296
709
0
1245
332
3163
1059
0
4554
10115
Apprch %
50.2
8.8
41
0
18.1
77.2
4.7
0
19.3
23.8
56.9
0
7.3
69.5
23.3
0
Total %
5.9
1
4.9
0
11.8
5.6
23.8
1.5
0
30.8
2.4
2.9
7
0
12.3
3.3
31.3
10.5
0
45
Passenger Veh
579
104
481
0
1164
555
2359
147
0
3061
234
295
704
0
1233
327
3125
1045
0
4497
9955
%Passenger Veh
96.3
99
98
0
97.2
98.4
98
99.3
0
98.1
97.5
99.7
99.3
0
99
98.5
98.8
98.7
0
98.7
98.4
Trucks
22
1
10
0
33
9
48
1
0
58
6
1
5
0
12
5
38
14
0
57
160
% Trucks
3.7
1
2
0
2.8
1.6
2
0.7
0
1.9
2.5
0.3
0.7
0
1
1.5
1.2
1.3
0
1.3
1.6
Queuing during peak hour
Data Col I action Group
757.478.6761
LSmith@DataCollectionGroup.net
File Name : 250 and Stony Point PM
Site Code : 00003399
Start Date : 5/18/2017
Page No :2
Stony Point
From North
Rte 250
From East
Riverbend
From South
Rte 250
From West
Start Time
Right Thru Left Peds App. Total
Right Thm Left Peds App. Total
Right Thru Left Peds App. Total
Right Thm Left Peds App. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
Int. Total
04:45 PM
83
12
67
0
162
69
305
15
0
389
32
34
82
0
148
36
399
141
0
576
1275
05:00 PM
81
17
58
0
156
79
305
20
0
404
32
46
99
0
177
52
399
138
0
589
1326
05:15 PM
79
9
74
0
162
67
304
14
0
385
30
45
93
0
168
46
415
147
0
608
1323
05:30 PM
87
23
59
0
169
69
307
24
0
400
28
37
87
0
152
40
391
132
0
563
1284
Total Volume
330
61
258
0
649
284
1221
73
0
1578
122
162
361
0
645
174
1604
558
0
2336
5208
% App. Total
50.8
9.4
39.8
0
18
77.4
4.6
0
18.9
25.1
56
0
7.4
68.7
23.9
0
PHF
.948
.663
.872
.000
.960
.899
.994
.760
.000
.976
.953
.880
.912
.000
.911
.837
.966
.949
.000
.961
.982
Passenger Veh
321
61
249
0
631
281
1199
72
0
1552
120
162
358
0
640
172
1593
551
0
2316
5139
% Passenger Veh
97.3
100
96.5
0
97.2
98.9
98.2
98.6
0
98.4
98.4
100
99.2
0
99.2
98.9
99.3
98.7
0
99.1
98.7
Trucks
9
0
9
0
18
3
22
1
0
26
2
0
3
0
5
2
11
7
0
20
69
% Trucks
2.7
0
3.5
0
2.8
1.1
1.8
1.4
0
1.6
1.6
0
0.8
0
0.8
1.1
0.7
1.3
0
0.9
1.3
Queuing during peak hour
Data Col I ection Group
757.478.6761
LSmith@DataCollectionGroup.net
z
F
N
N
M
V 2
(OOM
W �
In
O
OL�
N
N
a
Out In Total
L99 631 518 649[:�8
3
321 61 249 0
9 0 9 0
330 61 258 0
Right Thru Left Peds
Peak Hour Data
North
Peak Hour Begins at 04:45 PM
Passenger Veh
Trucks
F+
Left Thru Right Peds
k�3611
58 162 120 0
3 0 2 0
162 122 0
L_j L_j L
308 645 Z945
Out In Total
N N
A
�
N N
�2
N
�
r
v
W
N �11
O N
O
A N
a
y
O O O
N
W A —
File Name : 250 and Stony Point PM
Site Code : 00003399
Start Date : 5/18/2017
Page No : 3
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : 250 and People AM
Site Code : 00000821
Start Date : 5/18/2017
Page No : 1
Grouns Printed- Passenger Veh - Trucks
250
People
250
From North
From East
From South
From West
Start Time
Right
Thru
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
Right
Thru
Left Peds
App. Total
Right I
Thru
Left
Peds
App. Total
Int. Total
07:00 AM
0
0
0
0
0
0
349
5
0
354
0
0
0
0
0
11
188
0
0
199
553
07:15 AM
0
0
0
0
0
0
440
11
0
451
1
0
0
0
1
12
270
0
0
282
734
07:30 AM
0
0
0
0
0
0
428
8
0
436
3
0
0
0
3
9
307
0
0
316
755
07:45 AM
0
0
0
0
0
0
405
5
0
410
4
0
0
0
4
21
367
0
0
388
802
Total
0
0
0
0
0
0
1622
29
0
1651
8
0
0
0
8
53
1132
0
0
1185
2844
08:00 AM
0
0
0
0
0
0
423
8
0
431
3
0
0
0
3
16
367
0
0
383
817
08:15 AM
0
0
0
0
0
0
392
2
0
394
1
0
0
0
1
14
368
0
0
382
777
08:30 AM
0
0
0
0
0
0
414
5
0
419
3
0
0
0
3
15
357
0
0
372
794
08:45 AM
0
0
0
0
0
0
387
5
0
392
6
0
0
0
6
9
309
0
0
318
716
Total
0
0
0
0
0
0
1616
20
0
1636
13
0
0
0
13
54
1401
0
0
1455
3104
Grand Total
0
0
0
0
0
0
3238
49
0
3287
21
0
0
0
21
107
2533
0
0
2640
5948
Apprch %
0
0
0
0
0
98.5
1.5
0
100
0
0
0
4.1
95.9
0
0
Total %
0
0
0
0
0
0
54.4
0.8
0
55.3
0.4
0
0
0
0.4
1.8
42.6
0
0
44.4
Passenger Veh
0
0
0
0
0
0
3117
49
0
3166
21
0
0
0
21
107
2443
0
0
2550
5737
% Passenger Veh
0
0
0
0
0
0
96.3
100
0
96.3
100
0
0
0
100
100
96.4
0
0
96.6
96.5
Trucks
0
0
0
0
0
0
121
0
0
121
0
0
0
0
0
0
90
0
0
90
211
% Trucks
0
0
0
0
0
0
3.7
0
0
3.7
0
0
0
0
0
0
3.6
0
0
3.4
3.5
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : 250 and People AM
Site Code : 00000821
Start Date : 5/18/2017
Page No : 2
From North
250
From East
People
From South
250
From West
Start Time
Right
Thru Left
Peds
App. Total
Right
Thru
Left Peds
App. Total
Right
Thru
Left Peds
App. Total
Right
Thru Left
Peds
App. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
Int. Total
07:45 AM
0
0
0
0
0
0
405
5
0
410
4
0
0
0
4
21
367
0
0
388
802
08:00 AM
0
0
0
0
0
0
423
8
0
431
3
0
0
0
3
16
367
0
0
383
817
08:15 AM
0
0
0
0
0
0
392
2
0
394
1
0
0
0
1
14
368
0
0
382
777
08:30 AM
0
0
0
0
0
0
414
5
0
419
3
0
0
0
3
15
357
0
0
372
794
Total Volume
0
0
0
0
0
0
1634
20
0
1654
11
0
0
0
11
66
1459
0
0
1525
3190
% A. Total
0
0
0
0
0
98.8
1.2
0
100
0
0
0
4.3
95.7
0
0
PHF
.000
.000
.000
.000
.000
.000
.966
.625
.000
.959
.688
.000
.000
.000
.688
.786
.991
.000
.000
.983
.976
Passenger Veh
0
0
0
0
0
0
1565
20
0
1585
11
0
0
0
11
66
1422
0
0
1488
3084
% Passenger Veh
0
0
0
0
0
0
95.8
100
0
95.8
100
0
0
0
100
100
97.5
0
0
97.6
96.7
Trucks
0
0
0
0
0
0
69
0
0
69
0
0
0
0
0
0
37
0
0
37
106
% Trucks
0
0
0
0
0
0
4.2
0
0
4.2
0
0
0
0
0
0
2.5
0
0
2.4
3.3
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : 250 and People AM
Site Code : 00000821
Start Date : 5/18/2017
Page No : 3
Out In Total
0 0
0
��00 Fl.
0 0 0 0
0 0 0 0
01 01 0 0
Right Thru Left Peds
Peak Hour Data
-almamuMi�D; ouO1i
n
Ooo�
J
O O O
::Wo
N M �
North
,
�rn Cn
~�
o M
Peak Hour Begins at 07:45 AM
AMM
_ N
N
(00t0 .+
C710M� O
to CD 'Lrn
Passenger Veh
Trucks
�
A O
rn
O O
l
0 00N
N
,;—CD
0 0 0
d
O
N O N
F+
Left Thru Ri ht Peds
0 0 11 0
0 0 0 0
01 01 ill 0
11
Qg7
66 1� 8:6
Out In Total
Data Col I action Group
757.478.6761
LSmith@DataCollectionGroup.net
Grouns Printed- Passenger Veh - Trucks
File Name :250 and People PM
Site Code : 00000654
Start Date : 5/18/2017
Page No : 1
250
People
250
From North
From East
From South
From West
Start Time
Right
Thru
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
lot. Total
04:00 PM
0
0
0
0
0
0
378
2
0
380
21
0
2
0
23
4
488
1
0
493
896
04:15 PM
0
0
0
0
0
0
387
3
0
390
12
0
4
0
16
5
483
1
0
489
895
04:30 PM
0
0
0
0
0
0
391
0
0
391
19
0
0
0
19
2
443
0
0
445
855
04:45 PM
0
0
0
0
0
0
368
5
0
373
6
0
3
0
9
6
487
0
0
493
875
Total
0
0
0
0
0
0
1524
10
0
1534
58
0
9
0
67
17
1901
2
0
1920
3521
05:00 PM
0
0
0
0
0
0
387
4
0
391
27
0
3
0
30
2
484
1
0
487
908
05:15 PM
0
0
0
0
0
0
386
6
0
392
12
0
3
0
15
7
518
0
0
525
932
05:30 PM
0
0
0
0
0
0
393
4
0
397
2
0
2
0
4
1
481
0
0
482
883
05.45 PM
0
0
0
0
0
0
352
2
0
354
0
0
1
0
1
2
462
0
0
464
819
Total
0
0
0
0
0
0
1518
16
0
1534
41
0
9
0
50
12
1945
1
0
1958
3542
Grand Total
0
0
0
0
0
0
3042
26
0
3068
99
0
18
0
117
29
3846
3
0
3878
7063
Apprch %
0
0
0
0
0
99.2
0.8
0
84.6
0
15.4
0
0.7
99.2
0.1
0
Total %
0
0
0
0
0
0
43.1
0.4
0
43.4
1.4
0
0.3
0
1.7
0.4
54.5
0
0
54.9
Passenger Veh
0
0
0
0
0
0
2978
24
0
3002
99
0
18
0
117
27
3783
3
0
3813
6932
%Passenger Veh
0
0
0
0
0
0
97.9
92.3
0
97.8
100
0
100
0
100
93.1
98.4
100
0
98.3
98.1
Trucks
0
0
0
0
0
0
64
2
0
66
0
0
0
0
0
2
63
0
0
65
131
% Trucks
0
0
0
0
0
0
2.1
7.7
0
2.2
0
0
0
0
0
6.9
1.6
0
0
1.7
1.9
Data Col I action Group
757.478.6761
LSmith@DataCollectionGroup.net
File Name :250 and People PM
Site Code : 00000654
Start Date : 5/18/2017
Page No :2
From North
250
From East
People
From South
250
From West
Start Time
Right Thru Left Peds App. Total
Right Thru Left Peds App. Total
Right Thru Left Peds App. Total
Right Thru Left Peds App. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
Int. Total
04:45 PM
0
0
0
0
0
0
368
5
0
373
6
0
3
0
9
6
487
0
0
493
875
05:00 PM
0
0
0
0
0
0
387
4
0
391
27
0
3
0
30
2
484
1
0
487
908
05:15 PM
0
0
0
0
0
0
386
6
0
392
12
0
3
0
15
7
518
0
0
525
932
05.30 PM
0
0
0
0
0
0
393
4
0
397
2
0
2
0
4
1
481
0
0
482
883
Total Volume
0
0
0
0
0
0
1534
19
0
1553
47
0
11
0
58
16
1970
1
0
1987
3598
% App. Total
0
0
0
0
0
98.8
1.2
0
81
0
19
0
0.8
99.1
0.1
0
PHF
.000
.000
.000
.000
.000
.000
.976
.792
.000
.978
.435
.000
.917
.000
.483
.571
.951
.250
.000
.946
.965
Passenger Veh
0
0
0
0
0
0
1511
19
0
1530
47
0
11
0
58
16
1939
1
0
1956
3544
%Passenger Veh
0
0
0
0
0
0
98.5
100
0
98.5
100
0
100
0
100
100
98.4
100
0
98.4
98.5
Trucks
0
0
0
0
0
0
23
0
0
23
0
0
0
0
0
0
31
0
0
31
54
% Trucks
0
0
0
0
0
0
1.5
0
0
1.5
0
0
0
0
0
0
1.6
0
0
1.6
1.5
Data Col I ection Group
757.478.6761
LSmith@DataCollectionGroup.net
7-0 ;
M
—0
i
T M
O L
D M
C O
W
D O
O L
N M l )
D"
O O
O y
d
Out In Total
1 0 1
0 0 0
1 1
0 0 0 0
0 0 0 0
01 01 0 0
Right Thru Left Peds
Peak Hour Data
North
Peak Hour Begins at 04:45 P
Passenger Veh
Trucks
F+
Left Thru Ri ht Peds
11
0
47
0
0
0
0
0
11
0
471
0
35 [
35
58 [9,,"'
58 93
Out
In Total
C. O O
�S
V j
W N
r
Ut
wwo
N W
c0 O c0
W
co
0
v
N N
N
O O O
O
A 6 —
File Name : 250 and People PM
Site Code : 00000654
Start Date : 5/18/2017
Page No : 3
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : 250 and Drive AM
Site Code : 00005532
Start Date : 5/18/2017
Page No : 1
Grnnns Printed- Passenger Veh - Trucks
Rte 250
Driveway (E of People)
Rte 250
From North
From East
From South
From West
Start Time
Right
Thru
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
Right
Thru
Left
Peds I
App. Tota1
Right
Thru
I Left I
Peds I
App. Total
Int. Total
07:00 AM
0
0
0
0
0
0
346
2
0
348
2
0
1
0
3
1
191
0
0
192
543
07:15 AM
0
0
0
0
0
0
463
1
0
464
0
0
0
0
0
2
264
0
0
266
730
07:30 AM
0
0
0
0
0
0
430
2
0
432
2
0
0
0
2
2
312
0
0
314
748
07:45 AM
1 0
0
0
0
0
1 0
434
1
0
435
1 1
0
0
0
1
1 1
387
0
0
388
1 824
Total
1 0
0
0
0
0
1 0
1673
6
0
1679
5
0
1
0
6
6
1154
0
0
1160
1 2845
08:00 AM
0
0
0
0
0
0
414
1
0
415
0
0
1
0
1
5
357
0
0
362
778
08:15 AM
0
0
0
0
0
0
417
4
0
421
3
0
0
0
3
8
365
0
0
373
797
08:30 AM
0
0
0
0
0
0
409
5
0
414
3
0
1
0
4
5
340
0
0
345
763
08:45 AM
0
0
0
0
0
0
389
3
0
392
3
0
1
0
4
5
306
0
0
311
707
Total
0
0
0
0
0
0
1629
13
0
1642
9
0
3
0
12
23
1368
0
0
1391
3045
Grand Total
0
0
0
0
0
0
3302
19
0
3321
14
0
4
0
18
29
2522
0
0
2551
5890
Apprch %
0
0
0
0
0
99.4
0.6
0
77.8
0
22.2
0
1.1
98.9
0
0
Total %
0
0
0
0
0
0
56.1
0.3
0
56.4
0.2
0
0.1
0
0.3
0.5
42.8
0
0
43.3
Passenger Veh
0
0
0
0
0
0
3184
19
0
3203
14
0
4
0
18
28
2427
0
0
2455
5676
%Passenger Veh
0
0
0
0
0
0
96.4
100
0
96.4
100
0
100
0
100
96.6
96.2
0
0
96.2
96.4
Trucks
0
0
0
0
0
0
118
0
0
118
0
0
0
0
0
1
95
0
0
96
214
% Trucks
0
0
0
0
0
0
3.6
0
0
3.6
0
0
0
0
0
3.4
3.8
0
0
3.8
3.6
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : 250 and Drive AM
Site Code : 00005532
Start Date : 5/18/2017
Page No :2
From North
Rte 250
From East
Driveway (E of People)
From South
Rte 250
From West
Start Time
Right
Thru Left
Peds
App. Total
Right
Thru
Left Peds
App. Total
Right
Thm
Left
Peds
App. Total
Right
Thru Left Peds
App. Tonal
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Tntersection Begins at 07:45 AM
Int. Total
07:45 AM
0
0
0
0
0
0
434
1
0
435
1
0
0
0
1
1
387
0
0
388
824
08:00 AM
0
0
0
0
0
0
414
1
0
415
0
0
1
0
1
5
357
0
0
362
778
08:15 AM
0
0
0
0
0
0
417
4
0
421
3
0
0
0
3
8
365
0
0
373
797
08:30 AM
0
0
0
0
0
0
409
5
0
414
3
0
1
0
4
5
340
0
0
345
763
Total Volume
0
0
0
0
0
0
1674
11
0
1685
7
0
2
0
9
19
1449
0
0
1468
3162
% App. Total
0
0
0
0
0
99.3
0.7
0
77.8
0
22.2
0
1.3
98.7
0
0
PHF
.000
.000
.000
.000
.000
.000
.964
.550
.000
.968
.583
.000
.500
.000
.563
.594
.936
.000
.000
.946
.959
Passenger Veh
0
0
0
0
0
0
1601
11
0
1612
7
0
2
0
9
18
1406
0
0
1424
3045
Passenger Veh
0
0
0
0
0
0
95.6
100
0
95.7
100
0
100
0
100
94.7
97.0
0
0
97.0
96.3
Trucks
0
0
0
0
0
0
73
0
0
73
0
0
0
0
0
1
43
0
0
44
117
% Trucks
0
0
0
0
0
0
4.4
0
0
4.3
0
0
0
0
0
5.3
3.0
0
0
3.0
3.7
Data Collection Group
LSmith@DataCollectionGroup.net
File Name
: 250 and Drive AM
Site Code
: 00005532
Start Date
: 5/18/2017
Page No
: 3
Out In Total
0 0 0
0 0 000
0 0 0 0
0 0 0 0
01 01 0 0
Right Thru Left Peds
Peak Hour Data
-@iz� Vim'
F M
OOo J
J
0 0 0
A 0
m W
o Cl) v 2
North
W
N = v 'o
Peak Hour Begins at 07:45 AMCD
rn M
2 a w o
N �
QO��..
Jj
LPassenger
Veh
Trucks
CD
��"
O
W M m
C �
010 m
+
o0o N
o
m
a
j jwoo
a
m o00
°'cn
Left Thru Ri ht Peds
2 0 7 0
0 0 0 0
21 01 71 0
i
9E-319
Out In Total
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : 250 and Drive PM
Site Code : 00000865
Start Date : 5/18/2017
Page No : 1
Grnnns Printed- Passenger Veh - Trucks
Rte 250
Driveway (E of People)
Rte 250
From North
From East
From South
From West
Start Time
Right
Thru
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Total
Right
Thru
Left
Peds
App. Tota1
Right
Thru
Left
Peds
App. Total
Int. Total
04:00 PM
0
0
0
0
0
0
370
1
0
371
3
0
3
0
6
1
519
0
0
520
897
04:15 PM
0
0
0
0
0
0
401
2
0
403
4
0
2
0
6
2
500
0
0
502
911
04:30 PM
0
0
0
0
0
0
383
1
0
384
4
0
4
0
8
3
463
0
0
466
858
04:45 PM
1 0
0
0
0
0
1 0
384
5
0
389
1 4
0
3
0
7
2
493
0
0
495
1 891
Total
1 0
0
0
0
0
1 0
1538
9
0
1547
15
0
12
0
27
8
1975
0
0
1983
1 3557
05:00 PM
0
0
0
0
0
0
415
0
0
415
1
0
3
0
4
2
521
0
0
523
942
05:15 PM
0
0
0
0
0
0
391
1
0
392
4
0
1
0
5
2
524
0
0
526
923
05:30 PM
0
0
0
0
0
0
394
4
0
398
2
0
0
0
2
3
487
0
0
490
890
05:45 PM
0
0
0
0
0
0
331
0
0
331
3
0
1
0
4
2
448
0
0
450
785
Total
0
0
0
0
0
0
1531
5
0
1536
10
0
5
0
15
9
1980
0
0
1989
3540
Grand Total
0
0
0
0
0
0
3069
14
0
3083
25
0
17
0
42
17
3955
0
0
3972
7097
Appreh %
0
0
0
0
0
99.5
0.5
0
59.5
0
40.5
0
0.4
99.6
0
0
Total %
0
0
0
0
0
0
43.2
0.2
0
43.4
0.4
0
0.2
0
0.6
0.2
55.7
0
0
56
Passenger Veh
0
0
0
0
0
0
2996
13
0
3009
24
0
16
0
40
16
3892
0
0
3908
6957
%Passenger Veh
0
0
0
0
0
0
97.6
92.9
0
97.6
96
0
94.1
0
95.2
94.1
98.4
0
0
98.4
98
Trucks
0
0
0
0
0
0
73
1
0
74
1
0
1
0
2
1
63
0
0
64
140
% Trucks
0
0
0
0
0
0
2.4
7.1
0
2.4
4
0
5.9
0
4.8
5.9
1.6
0
0
1.6
2
Data Collection Group
LSmith@DataCollectionGroup.net
File Name : 250 and Drive PM
Site Code : 00000865
Start Date : 5/18/2017
Page No :2
From North
Rte 250
From East
Driveway (E of People)
From South
Rte 250
From West
Start Time
Right
Thru Left
Peds
App. Total
Right
Thru
Left Peds
App. Total
Right
Thm
Left
Peds
App. Total
Right
Thru Left Peds
App. Tota1
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Tntersection Begins at 04:45 PM
Int. Total
04:45 PM
0
0
0
0
0
0
384
5
0
389
4
0
3
0
7
2
493
0
0
495
891
05:00 PM
0
0
0
0
0
0
415
0
0
415
1
0
3
0
4
2
521
0
0
523
942
05:15 PM
0
0
0
0
0
0
391
1
0
392
4
0
1
0
5
2
524
0
0
526
923
05:30 PM
0
0
0
0
0
0
394
4
0
398
2
0
0
0
2
3
487
0
0
490
890
Total Volume
0
0
0
0
0
0
1584
10
0
1594
11
0
7
0
18
9
2025
0
0
2034
3646
% A. Total
0
0
0
0
0
99.4
0.6
0
61.1
0
38.9
0
0.4
99.6
0
0
PHF
.000
.000
.000
.000
.000
.000
.954
.500
.000
.960
.688
.000
.583
.000
.643
.750
.966
.000
.000
.967
.968
Passenger Veh
0
0
0
0
0
0
1550
10
0
1560
11
0
6
0
17
9
1997
0
0
2006
3583
%Passenger Veh
0
0
0
0
0
0
97.9
100
0
97.9
100
0
85.7
0
94.4
100
98.6
0
0
98.6
98.3
Trucks
0
0
0
0
0
0
34
0
0
34
0
0
1
0
1
0
28
0
0
28
63
% Trucks
0
0
0
0
0
0
2.1
0
0
2.1
0
0
14.3
0
5.6
0
1.4
0
0
1.4
1.7
Data Collection Group
LSmith@DataCollectionGroup.net
File Name
: 250 and Drive PM
Site Code
: 00000865
Start Date
: 5/18/2017
Page No
: 3
Out In Total
0 0
0
��00 Fl.
0 0 0 0
0 0 0 0
01 01 0 0
Right Tr Leo Peds
Peak Hour Data
O(NO (MON
P- M
000��
J
-�^ 0 0 0
O
0) N N P
North
�° = o N o
N F'�
Peak Hour Begins at 04[45 PM
�u
~c' a �' o
�—N
CD
Lrn
Passenger Veh
Trucks
�
A 0 0
Lo-
O
y
000�
,;—CD
0 0 0
m (Wn 0
N
d
W O m N
O N W—
F*
Left Thru Ri ht Peds
6 0 11 0
1 0 0 0
71 01 11 0
17
;326
1 118
Out In Total
Appendix E
SYNCHRO & SimTraffic Analysis of
2017 Existing Conditions
HCM Unsignalized Intersection Capacity Analysis
1: Stony Point Road & Winding River Place II 08/31/2017
t t
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
r*
+
t
Traffic Volume (veh/h)
0
3
36
338
849
Future Volume (Veh/h)
0
3
36
338
849
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.25
0.75
0.75
0.85
0.76
Hourly flow rate (vph)
0
4
48
398
1117
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
727
pX, platoon unblocked
vC, conflicting volume
1416
562
1125
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1416
562
1125
tC, single (s)
6.8
6.9
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
100
99
92
cM capacity (veh/h)
118
470
617
0.63
8
Direction, Lane #
EB 1
EB 2
NB 1
NB 2
SIB 1
SB 2
Volume Total
0
4
181
265
745
380
Volume Left
0
0
48
0
0
0
Volume Right
0
4
0
0
0
8
cSH
1700
470
617
1700
1700
1700
Volume to Capacity
0.00
0.01
0.08
0.16
0.44
0.22
Queue Length 95th (ft)
0
1
6
0
0
0
Control Delay (s)
0.0
12.7
3.7
0.0
0.0
0.0
Lane LOS
A
B
A
Approach Delay (s)
12.7
1.5
0.0
Approach LOS
B
Intersection Summary
Average Delay
0.5
Intersection Capacity Utilization
40.7%
ICU Level of Service A
Analysis Period (min)
15
LIDL - Albermarle County 7:00 am 07/11/2017 EX AM Peak Hour Synchro 9 Report
Timmons Group Page 1
Queues
2: Riverbend Road/Stony Point Road & Route 250 08/31/2017
� � t
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
SBL
SBT
SBR
Lane Group Flow (vph)
236
1207
328
44
1748
147
243
299
379
354
v/c Ratio
1.33
0.72
0.36
0.61
1.14
0.92
0.74
0.95
1.15
0.89
Control Delay
232.8
33.8
6.5
100.6
107.2
116.9
75.2
96.3
141.6
58.3
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
232.8
33.8
6.5
100.6
107.2
116.9
75.2
96.3
141.6
58.3
Queue Length 50th (ft)
-148
487
34
42
-1007
153
119
297
-424
220
Queue Length 95th (ft)
#228
443
53
72
#1147
164
135
#341
#443
#286
Internal Link Dist (ft)
907
479
555
647
Turn Bay Length (ft)
600
375
400
Base Capacity (vph)
177
1670
913
76
1537
162
332
316
329
399
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
1.33
0.72
0.36
0.58
1.14
0.91
0.73
0.95
1.15
0.89
Intersection Summary
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.
LIDL - Albermarle County 7:00 am 07/11/2017 EX AM Peak Hour Synchro 9 Report
Timmons Group Page 2
HCM Signalized Intersection Capacity Analysis
2: Riverbend Road/Stony Point Road & Route 250 08/31/2017
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt
r
t
r
Traffic Volume (vph)
205
917
249
34
1375
215
188
44
25
242
86
459
Future Volume (vph)
205
917
249
34
1375
215
188
44
25
242
86
459
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
9.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Lane Util. Factor
0.97
0.95
1.00
1.00
0.95
0.91
0.91
0.95
0.91
0.95
Frt
1.00
1.00
0.85
1.00
0.98
1.00
0.98
1.00
0.91
0.85
Flt Protected
0.95
1.00
1.00
0.95
1.00
0.95
0.97
0.95
1.00
1.00
Satd. Flow (prot)
3213
3471
1615
1703
3414
1595
3168
1665
1540
1504
Flt Permitted
0.95
1.00
1.00
0.95
1.00
0.95
0.97
0.95
1.00
1.00
Satd. Flow (perm)
3213
3471
1615
1703
3414
1595
3168
1665
1540
1504
Peak -hour factor, PHF
0.87
0.76
0.76
0.77
0.92
0.85
0.64
0.73
0.69
0.73
0.72
0.79
Adj. Flow (vph)
236
1207
328
44
1495
253
294
60
36
332
119
581
RTOR Reduction (vph)
0
0
139
0
9
0
0
9
0
0
37
114
Lane Group Flow (vph)
236
1207
189
44
1739
0
147
234
0
299
342
240
Heavy Vehicles (%)
9%
4%
0%
6%
3%
6%
3%
0%
12%
3%
1 %
2%
Turn Type
Prot
NA
Perm
Prot
NA
Split
NA
Split
NA
Perm
Protected Phases
5
2
1
6
3
3
4
4
Permitted Phases
2
4
Actuated Green, G (s)
8.0
68.2
68.2
5.2
64.9
14.6
14.6
27.5
27.5
27.5
Effective Green, g (s)
8.0
68.2
68.2
5.2
64.9
14.6
14.6
27.5
27.5
27.5
Actuated g/C Ratio
0.06
0.47
0.47
0.04
0.45
0.10
0.10
0.19
0.19
0.19
Clearance Time (s)
9.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Vehicle Extension (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Lane Grp Cap (vph)
177
1632
759
61
1528
160
318
315
292
285
vls Ratio Prot
c0.07
c0.35
0.03
c0.51
c0.09
0.07
0.18
c0.22
v/s Ratio Perm
0.12
0.16
vlc Ratio
1.33
0.74
0.25
0.72
1.14
0.92
0.74
0.95
1.17
0.84
Uniform Delay, dl
68.5
31.2
23.0
69.2
40.0
64.6
63.3
58.1
58.8
56.6
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
183.3
3.1
0.8
29.6
70.6
46.8
7.4
36.6
107.0
18.8
Delay (s) 251.8
34.2
23.8
98.8 110.6 111.4
70.7
94.7 165.7 75.5
Level of Service F
C
C
F F F
E
F F E
Approach Delay (s)
61.3
110.3
86.1
114.2
Approach LOS
E
F
F
F
Intersection Summary
HCM 2000 Control Delay
91.8
HCM 2000 Level of Service
F
HCM 2000 Volume to Capacity ratio
1.14
Actuated Cycle Length (s)
145.0
Sum of lost time (s)
30.0
Intersection Capacity Utilization
94.6%
ICU Level of Service
F
Analysis Period (min)
15
c Critical Lane Group
LIDL - Albermarle County 7:00 am 07/11/2017 EX AM Peak Hour Synchro 9 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Route 250 08/31/2017
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tt
r
tt
Traffic Volume (veh/h)
1132
53
29
1622
0
8
Future Volume (Veh/h)
1132
53
29
1622
0
8
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.77
0.63
0.66
0.92
0.25
0.50
Hourly flow rate (vph)
1470
84
44
1763
0
16
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
TWLTL
Median storage veh)
2
Upstream signal (ft)
559
pX, platoon unblocked
0.72
0.72
0.72
vC, conflicting volume
1554
2440
735
vC1, stage 1 conf vol
1470
vC2, stage 2 conf vol
970
vCu, unblocked vol
989
2221
0
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
5.8
tF (s)
2.2
3.5
3.3
p0 queue free %
91
100
98
cM capacity (veh/h)
499
191
780
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
NB 1
Volume Total
735
735
84
632
1175
16
Volume Left
0
0
0
44
0
0
Volume Right
0
0
84
0
0
16
cSH
1700
1700
1700
499
1700
780
Volume to Capacity
0.43
0.43
0.05
0.09
0.69
0.02
Queue Length 95th (ft)
0
0
0
7
0
2
Control Delay (s)
0.0
0.0
0.0
2.5
0.0
9.7
Lane LOS
A
A
Approach Delay (s)
0.0
0.9
9.7
Approach LOS
A
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 75.4% ICU Level of Service D
Analysis Period (min) 15
LIDL - Albermarle County 7:00 am 07/11/2017 EX AM Peak Hour Synchro 9 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Route 250 08/31/2017
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tt
r
tt
Traffic Volume (veh/h)
1154
6
6
1673
1
5
Future Volume (Veh/h)
1154
6
6
1673
1
5
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.75
0.75
0.75
0.90
0.25
0.63
Hourly flow rate (vph)
1539
8
8
1859
4
8
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
747
pX, platoon unblocked
0.72
0.72
0.72
vC, conflicting volume
1547
2484
770
vC1, stage 1 conf vol
1539
vC2, stage 2 conf vol
946
vCu, unblocked vol
982
2284
0
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
5.8
tF (s)
2.2
3.5
3.3
p0 queue free %
98
98
99
cM capacity (veh/h)
503
185
781
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
NB 1
Volume Total
770
770
8
628
1239
12
Volume Left
0
0
0
8
0
4
Volume Right
0
0
8
0
0
8
cSH
1700
1700
1700
503
1700
377
Volume to Capacity
0.45
0.45
0.00
0.02
0.73
0.03
Queue Length 95th (ft)
0
0
0
1
0
2
Control Delay (s)
0.0
0.0
0.0
0.5
0.0
14.9
Lane LOS
A
B
Approach Delay (s)
0.0
0.2
14.9
Approach LOS
B
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 60.4% ICU Level of Service B
Analysis Period (min) 15
LIDL - Albermarle County 7:00 am 07/11/2017 EX AM Peak Hour Synchro 9 Report
Timmons Group Page 5
Queuing and Blocking Report
EX AM Peak Hour 08/08/2017
Intersection: 1: Stony Point Road & Winding River Place
Movement
EB
NB
NB
SB
Directions Served
R
LT
T
TR
Maximum Queue (ft)
27
66
12
44
Average Queue (ft)
2
20
0
2
95th Queue (ft)
16
55
9
44
Link Distance (ft)
305
630
630
460
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Riverbend Road/Stony Point Road & Route 250
Movement
EB
EB
EB
EB EB WB WB WB NB NB NB SB
Directions Served
L
L
T
T
R
L
T
TR
L
LT
TR
L
Maximum Queue (ft)
296
338
356
364
122
374
486
491
230
280
200
282
Average Queue (ft)
146
188
208
197
47
86
470
468
95
156
53
148
95th Queue (ft)
293
322
326
320
93
304
487
485
219
249
151
244
Link Distance (ft)
944
944
944
463
463
566
566
630
Upstream Blk Time (%)
35
36
Queuing Penalty (veh)
280
290
Storage Bay Dist (ft)
600
600
375
400
Storage Blk Time (%)
0
49
Queuing Penalty (veh)
1
17
Intersection: 2: Riverbend Road/Stony Point Road &
Route
250
Movement
SB
SB
Directions Served
LTR
R
Maximum Queue (ft)
320
272
Average Queue (ft)
196
149
95th Queue (ft)
290
241
Link Distance (ft)
630
630
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
EX AM Peak Hour 08/08/2017
Intersection: 3: Route 250
Movement
EB
Directions Served
T
Maximum Queue (ft)
2
Average Queue (ft)
0
95th Queue (ft)
2
Link Distance (ft)
463
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Route
250
EB
WB
WB
NB
R
LT
T
LR
16
160
202
35
1
139
148
6
10
160
198
26
129
129
497
38
38
322
317
262
Movement EB EB WB WB NB
Directions Served
T
T
LT
T
LR
Maximum Queue (ft)
6
3
542
546
50
Average Queue (ft)
0
0
462
455
15
95th Queue (ft)
6
3
688
701
50
Link Distance (ft)
129
129
499
499
60
Upstream Blk Time (%)
45
49
18
Queuing Penalty (veh)
0
0
0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1227
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 2
HCM Unsignalized Intersection Capacity Analysis
1: Stony Point Road & Winding River Lane II 08/31/2017
t t
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
r*
+
t
Traffic Volume (veh/h)
6
40
11
942
597
Future Volume (Veh/h)
6
40
11
942
597
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.50
0.67
0.55
0.93
0.98
Hourly flow rate (vph)
12
60
20
1013
609
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
727
pX, platoon unblocked
vC, conflicting volume
1158
306
613
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1158
306
613
tC, single (s)
6.8
6.9
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
94
91
98
cM capacity (veh/h)
185
689
962
0.25
4
Direction, Lane #
EB 1
EB 2
NB 1
NB 2
SIB 1
SIB 2
Volume Total
12
60
358
675
406
207
Volume Left
12
0
20
0
0
0
Volume Right
0
60
0
0
0
4
cSH
185
689
962
1700
1700
1700
Volume to Capacity
0.06
0.09
0.02
0.40
0.24
0.12
Queue Length 95th (ft)
5
7
2
0
0
0
Control Delay (s)
25.7
10.7
0.7
0.0
0.0
0.0
Lane LOS
D
B
A
Approach Delay (s)
13.2
0.2
0.0
Approach LOS
B
Intersection Summary
Average Delay
0.7
Intersection Capacity Utilization
43.8%
ICU Level of Service A
Analysis Period (min)
15
LIDL - Albermarle County 4:45 pm 07/11/2017 EX PM Peak Hour Synchro 9 Report
Timmons Group Page 1
Queues
2: Riverbend Road/Stony Point Road & Route 250 08/31/2017
� � t
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
SBL
SBT
SBR
Lane Group Flow (vph)
587
1654
207
96
1549
238
471
255
249
232
v/c Ratio
1.33
1.01
0.25
0.98
1.17
1.12
1.07
1.15
1.08
0.61
Control Delay
207.9
62.3
7.2
151.9
122.3
153.7
117.5
161.9
134.4
17.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
207.9
62.3
7.2
151.9
122.3
153.7
117.5
161.9
134.4
17.5
Queue Length 50th (ft)
-369
-828
27
92
-906
-283
-257
-297
-264
20
Queue Length 95th (ft)
#490
#998
64
#166
#1048
#478
#365
#464
#264
112
Internal Link Dist (ft)
1085
479
555
647
Turn Bay Length (ft)
600
375
400
Base Capacity (vph)
443
1639
843
98
1329
212
440
221
230
381
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
1.33
1.01
0.25
0.98
1.17
1.12
1.07
1.15
1.08
0.61
Intersection Summary
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.
LIDL - Albermarle County 4:45 pm 07/11/2017 EX PM Peak Hour Synchro 9 Report
Timmons Group Page 2
HCM Signalized Intersection Capacity Analysis
2: Riverbend Road/Stony Point Road & Route 250 08/31/2017
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt
r
t
r
Traffic Volume (vph)
558
1604
174
73
1221
284
361
162
122
258
61
330
Future Volume (vph)
558
1604
174
73
1221
284
361
162
122
258
61
330
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
9.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Lane Util. Factor
0.97
0.95
1.00
1.00
0.95
0.91
0.91
0.95
0.91
0.95
Frt
1.00
1.00
0.85
1.00
0.97
1.00
0.96
1.00
0.93
0.85
Flt Protected
0.95
1.00
1.00
0.95
1.00
0.95
0.98
0.95
0.99
1.00
Satd. Flow (prot)
3213
3471
1615
1703
3378
1595
3128
1665
1568
1504
Flt Permitted
0.95
1.00
1.00
0.95
1.00
0.95
0.98
0.95
0.99
1.00
Satd. Flow (perm)
3213
3471
1615
1703
3378
1595
3128
1665
1568
1504
Peak -hour factor, PHF
0.95
0.97
0.84
0.76
0.99
0.90
0.91
0.88
0.95
0.87
0.66
0.95
Adj. Flow (vph)
587
1654
207
96
1233
316
397
184
128
297
92
347
RTOR Reduction (vph)
0
0
81
0
16
0
0
24
0
0
22
181
Lane Group Flow (vph)
587
1654
126
96
1533
0
238
447
0
255
227
51
Heavy Vehicles (%)
9%
4%
0%
6%
3%
6%
3%
0%
12%
3%
1 %
2%
Turn Type
Prot
NA
Perm
Prot
NA
Split
NA
Split
NA
Perm
Protected Phases
5
2
1
6
3
3
4
4
Permitted Phases
2
4
Actuated Green, G (s)
20.0
68.5
68.5
8.4
56.4
19.3
19.3
19.3
19.3
19.3
Effective Green, g (s)
20.0
68.5
68.5
8.4
56.4
19.3
19.3
19.3
19.3
19.3
Actuated g/C Ratio
0.14
0.47
0.47
0.06
0.39
0.13
0.13
0.13
0.13
0.13
Clearance Time (s)
9.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
443
1639
762
98
1313
212
416
221
208
200
vls Ratio Prot
c0.18
c0.48
0.06
c0.45
c0.15
0.14
c0.15
0.15
v/s Ratio Perm
0.08
0.03
vlc Ratio
1.33
1.01
0.17
0.98
1.17
1.12
1.07
1.15
1.09
0.25
Uniform Delay, dl
62.5
38.2
21.9
68.2
44.3
62.9
62.9
62.9
62.9
56.4
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
161.3
24.5
0.5
83.3
84.0
98.7
65.3
108.3
89.4
0.7
Delay (s) 223.8
62.7
22.4
151.5 128.3 161.5
128.1
171.1 152.3 57.1
Level of Service F
E
C
F F F
F
F F E
Approach Delay (s)
97.9
129.7
139.3
128.8
Approach LOS
F
F
F
F
Intersection Summary
HCM 2000 Control Delay
116.8
HCM 2000 Level of Service
F
HCM 2000 Volume to Capacity ratio
1.20
Actuated Cycle Length (s)
145.0
Sum of lost time (s)
30.0
Intersection Capacity Utilization
108.4%
ICU Level of Service
G
Analysis Period (min)
15
c Critical Lane Group
LIDL - Albermarle County 4:45 pm 07/11/2017 EX PM Peak Hour Synchro 9 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Route 250 08/31/2017
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tt
r
tt
Traffic Volume (veh/h)
1970
19
19
1534
11
47
Future Volume (Veh/h)
1970
19
19
1534
11
47
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.95
0.68
0.79
0.98
0.92
0.44
Hourly flow rate (vph)
2074
28
24
1565
12
107
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
TWLTL
Median storage veh)
2
Upstream signal (ft)
559
pX, platoon unblocked
0.53
0.53
0.53
vC, conflicting volume
2102
2904
1037
vC1, stage 1 conf vol
2074
vC2, stage 2 conf vol
830
vCu, unblocked vol
1317
2821
0
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
5.8
tF (s)
2.2
3.5
3.3
p0 queue free %
91
89
82
cM capacity (veh/h)
278
111
578
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
NB 1
Volume Total
1037
1037
28
546
1043
119
Volume Left
0
0
0
24
0
12
Volume Right
0
0
28
0
0
107
cSH
1700
1700
1700
278
1700
406
Volume to Capacity
0.61
0.61
0.02
0.09
0.61
0.29
Queue Length 95th (ft)
0
0
0
7
0
30
Control Delay (s)
0.0
0.0
0.0
3.1
0.0
17.5
Lane LOS
A
C
Approach Delay (s)
0.0
1.1
17.5
Approach LOS
C
Intersection Summary
Average Delay 1.0
Intersection Capacity Utilization 66.0% ICU Level of Service C
Analysis Period (min) 15
LIDL - Albermarle County 4:45 pm 07/11/2017 EX PM Peak Hour Synchro 9 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Route 250 08/31/2017
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tt
r
tt
Traffic Volume (veh/h)
2025
9
10
1584
7
11
Future Volume (Veh/h)
2025
9
10
1584
7
11
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.97
0.75
0.50
0.95
0.58
0.69
Hourly flow rate (vph)
2088
12
20
1667
12
16
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
747
pX, platoon unblocked
0.54
0.54
0.54
vC, conflicting volume
2100
2962
1044
vC1, stage 1 conf vol
2088
vC2, stage 2 conf vol
874
vCu, unblocked vol
1326
2928
0
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
5.8
tF (s)
2.2
3.5
3.3
p0 queue free %
93
89
97
cM capacity (veh/h)
278
106
583
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
NB 1
Volume Total
1044
1044
12
576
1111
28
Volume Left
0
0
0
20
0
12
Volume Right
0
0
12
0
0
16
cSH
1700
1700
1700
278
1700
200
Volume to Capacity
0.61
0.61
0.01
0.07
0.65
0.14
Queue Length 95th (ft)
0
0
0
6
0
12
Control Delay (s)
0.0
0.0
0.0
2.6
0.0
26.0
Lane LOS
A
D
Approach Delay (s)
0.0
0.9
26.0
Approach LOS
D
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 66.0% ICU Level of Service C
Analysis Period (min) 15
LIDL - Albermarle County 4:45 pm 07/11/2017 EX PM Peak Hour Synchro 9 Report
Timmons Group Page 5
Queuing and Blocking Report
EX PM Peak Hour 08/31/2017
Intersection: 1: Stony Point Road & Winding River Lane
Movement
EB
EB
NB
Directions Served
L
R
LT
Maximum Queue (ft)
28
54
50
Average Queue (ft)
5
24
5
95th Queue (ft)
23
50
28
Link Distance (ft)
305
305
630
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Riverbend Road/Stony Point Road & Route 250
Movement
EB
EB
EB EB EB WB WB WB NB NB NB SB
Directions Served
L
L
T
T
R
L
T
TR
L
LT
TR
L
Maximum Queue (ft)
612
625
1182
1163
1142
375
491
491
412
516
426
272
Average Queue (ft)
572
595
984
933
389
173
471
469
249
309
237
161
95th Queue (ft)
698
706
1440
1380
1230
427
485
482
371
440
370
244
Link Distance (ft)
1122
1122
1122
463
463
566
566
630
Upstream Blk Time (%)
49
9
3
40
43
0
0
Queuing Penalty (veh)
0
0
0
309
329
0
0
Storage Bay Dist (ft)
600
600
375
400
Storage Blk Time (%)
14
50
3
0
53
0
2
Queuing Penalty (veh)
113
399
19
1
39
0
4
Intersection: 2: Riverbend Road/Stony Point Road &
Route
250
Movement
SB
SB
Directions Served
LTR
R
Maximum Queue (ft)
283
239
Average Queue (ft)
178
129
95th Queue (ft)
258
219
Link Distance (ft)
630
630
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
EX PM Peak Hour
Intersection: 3: Route 250
08/31/2017
Movement
EB
WB
WB
NB
Directions Served
T
LT
T
LR
Maximum Queue (ft)
28
172
200
514
Average Queue (ft)
1
143
153
414
95th Queue (ft)
29
160
188
651
Link Distance (ft)
463
129
129
497
Upstream Blk Time (%)
46
46
67
Queuing Penalty (veh)
369
369
0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Route 250
Movement EB EB WB WB NB
Directions Served
T
T
LT
T
LR
Maximum Queue (ft)
7
7
553
552
72
Average Queue (ft)
0
0
508
506
44
95th Queue (ft)
4
6
595
599
80
Link Distance (ft)
129
129
499
499
60
Upstream Blk Time (%)
58
65
71
Queuing Penalty (veh)
0
0
0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1951
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 2
Appendix F
SYNCHRO & SimTraffic Analysis of
2018 Background Conditions
HCM Unsignalized Intersection Capacity Analysis
1: Stony Point Road & Winding River Lane II 08/31/2017
t t
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
r*
+
t
Traffic Volume (veh/h)
6
40
11
942
597
Future Volume (Veh/h)
6
40
11
942
597
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.50
0.67
0.55
0.93
0.98
Hourly flow rate (vph)
12
60
20
1013
609
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
727
pX, platoon unblocked
vC, conflicting volume
1158
306
613
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1158
306
613
tC, single (s)
6.8
6.9
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
94
91
98
cM capacity (veh/h)
185
689
962
0.25
4
Direction, Lane #
EB 1
EB 2
NB 1
NB 2
SIB 1
SIB 2
Volume Total
12
60
358
675
406
207
Volume Left
12
0
20
0
0
0
Volume Right
0
60
0
0
0
4
cSH
185
689
962
1700
1700
1700
Volume to Capacity
0.06
0.09
0.02
0.40
0.24
0.12
Queue Length 95th (ft)
5
7
2
0
0
0
Control Delay (s)
25.7
10.7
0.7
0.0
0.0
0.0
Lane LOS
D
B
A
Approach Delay (s)
13.2
0.2
0.0
Approach LOS
B
Intersection Summary
Average Delay
0.7
Intersection Capacity Utilization
43.8%
ICU Level of Service A
Analysis Period (min)
15
LIDL - Albermarle County 4:45 pm 07/11/2017 EX PM Peak Hour Synchro 9 Report
Timmons Group Page 1
Queues
2: Riverbend Road/Stony Point Road & Route 250 08/31/2017
� � t
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
SBL
SBT
SBR
Lane Group Flow (vph)
587
1654
207
96
1549
238
471
255
249
232
v/c Ratio
1.33
1.01
0.25
0.98
1.17
1.12
1.07
1.15
1.08
0.61
Control Delay
207.9
62.3
7.2
151.9
122.3
153.7
117.5
161.9
134.4
17.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
207.9
62.3
7.2
151.9
122.3
153.7
117.5
161.9
134.4
17.5
Queue Length 50th (ft)
-369
-828
27
92
-906
-283
-257
-297
-264
20
Queue Length 95th (ft)
#490
#998
64
#166
#1048
#478
#365
#464
#264
112
Internal Link Dist (ft)
1085
479
555
647
Turn Bay Length (ft)
600
375
400
Base Capacity (vph)
443
1639
843
98
1329
212
440
221
230
381
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
1.33
1.01
0.25
0.98
1.17
1.12
1.07
1.15
1.08
0.61
Intersection Summary
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.
LIDL - Albermarle County 4:45 pm 07/11/2017 EX PM Peak Hour Synchro 9 Report
Timmons Group Page 2
HCM Signalized Intersection Capacity Analysis
2: Riverbend Road/Stony Point Road & Route 250 08/31/2017
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt
r
t
r
Traffic Volume (vph)
558
1604
174
73
1221
284
361
162
122
258
61
330
Future Volume (vph)
558
1604
174
73
1221
284
361
162
122
258
61
330
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
9.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Lane Util. Factor
0.97
0.95
1.00
1.00
0.95
0.91
0.91
0.95
0.91
0.95
Frt
1.00
1.00
0.85
1.00
0.97
1.00
0.96
1.00
0.93
0.85
Flt Protected
0.95
1.00
1.00
0.95
1.00
0.95
0.98
0.95
0.99
1.00
Satd. Flow (prot)
3213
3471
1615
1703
3378
1595
3128
1665
1568
1504
Flt Permitted
0.95
1.00
1.00
0.95
1.00
0.95
0.98
0.95
0.99
1.00
Satd. Flow (perm)
3213
3471
1615
1703
3378
1595
3128
1665
1568
1504
Peak -hour factor, PHF
0.95
0.97
0.84
0.76
0.99
0.90
0.91
0.88
0.95
0.87
0.66
0.95
Adj. Flow (vph)
587
1654
207
96
1233
316
397
184
128
297
92
347
RTOR Reduction (vph)
0
0
81
0
16
0
0
24
0
0
22
181
Lane Group Flow (vph)
587
1654
126
96
1533
0
238
447
0
255
227
51
Heavy Vehicles (%)
9%
4%
0%
6%
3%
6%
3%
0%
12%
3%
1 %
2%
Turn Type
Prot
NA
Perm
Prot
NA
Split
NA
Split
NA
Perm
Protected Phases
5
2
1
6
3
3
4
4
Permitted Phases
2
4
Actuated Green, G (s)
20.0
68.5
68.5
8.4
56.4
19.3
19.3
19.3
19.3
19.3
Effective Green, g (s)
20.0
68.5
68.5
8.4
56.4
19.3
19.3
19.3
19.3
19.3
Actuated g/C Ratio
0.14
0.47
0.47
0.06
0.39
0.13
0.13
0.13
0.13
0.13
Clearance Time (s)
9.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
443
1639
762
98
1313
212
416
221
208
200
vls Ratio Prot
c0.18
c0.48
0.06
c0.45
c0.15
0.14
c0.15
0.15
v/s Ratio Perm
0.08
0.03
vlc Ratio
1.33
1.01
0.17
0.98
1.17
1.12
1.07
1.15
1.09
0.25
Uniform Delay, dl
62.5
38.2
21.9
68.2
44.3
62.9
62.9
62.9
62.9
56.4
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
161.3
24.5
0.5
83.3
84.0
98.7
65.3
108.3
89.4
0.7
Delay (s) 223.8
62.7
22.4
151.5 128.3 161.5
128.1
171.1 152.3 57.1
Level of Service F
E
C
F F F
F
F F E
Approach Delay (s)
97.9
129.7
139.3
128.8
Approach LOS
F
F
F
F
Intersection Summary
HCM 2000 Control Delay
116.8
HCM 2000 Level of Service
F
HCM 2000 Volume to Capacity ratio
1.20
Actuated Cycle Length (s)
145.0
Sum of lost time (s)
30.0
Intersection Capacity Utilization
108.4%
ICU Level of Service
G
Analysis Period (min)
15
c Critical Lane Group
LIDL - Albermarle County 4:45 pm 07/11/2017 EX PM Peak Hour Synchro 9 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Route 250 08/31/2017
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tt
r
tt
Traffic Volume (veh/h)
1970
19
19
1534
11
47
Future Volume (Veh/h)
1970
19
19
1534
11
47
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.95
0.68
0.79
0.98
0.92
0.44
Hourly flow rate (vph)
2074
28
24
1565
12
107
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
TWLTL
Median storage veh)
2
Upstream signal (ft)
559
pX, platoon unblocked
0.53
0.53
0.53
vC, conflicting volume
2102
2904
1037
vC1, stage 1 conf vol
2074
vC2, stage 2 conf vol
830
vCu, unblocked vol
1317
2821
0
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
5.8
tF (s)
2.2
3.5
3.3
p0 queue free %
91
89
82
cM capacity (veh/h)
278
111
578
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
NB 1
Volume Total
1037
1037
28
546
1043
119
Volume Left
0
0
0
24
0
12
Volume Right
0
0
28
0
0
107
cSH
1700
1700
1700
278
1700
406
Volume to Capacity
0.61
0.61
0.02
0.09
0.61
0.29
Queue Length 95th (ft)
0
0
0
7
0
30
Control Delay (s)
0.0
0.0
0.0
3.1
0.0
17.5
Lane LOS
A
C
Approach Delay (s)
0.0
1.1
17.5
Approach LOS
C
Intersection Summary
Average Delay 1.0
Intersection Capacity Utilization 66.0% ICU Level of Service C
Analysis Period (min) 15
LIDL - Albermarle County 4:45 pm 07/11/2017 EX PM Peak Hour Synchro 9 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Route 250 08/31/2017
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tt
r
tt
Traffic Volume (veh/h)
2025
9
10
1584
7
11
Future Volume (Veh/h)
2025
9
10
1584
7
11
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.97
0.75
0.50
0.95
0.58
0.69
Hourly flow rate (vph)
2088
12
20
1667
12
16
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
747
pX, platoon unblocked
0.54
0.54
0.54
vC, conflicting volume
2100
2962
1044
vC1, stage 1 conf vol
2088
vC2, stage 2 conf vol
874
vCu, unblocked vol
1326
2928
0
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
5.8
tF (s)
2.2
3.5
3.3
p0 queue free %
93
89
97
cM capacity (veh/h)
278
106
583
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
NB 1
Volume Total
1044
1044
12
576
1111
28
Volume Left
0
0
0
20
0
12
Volume Right
0
0
12
0
0
16
cSH
1700
1700
1700
278
1700
200
Volume to Capacity
0.61
0.61
0.01
0.07
0.65
0.14
Queue Length 95th (ft)
0
0
0
6
0
12
Control Delay (s)
0.0
0.0
0.0
2.6
0.0
26.0
Lane LOS
A
D
Approach Delay (s)
0.0
0.9
26.0
Approach LOS
D
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 66.0% ICU Level of Service C
Analysis Period (min) 15
LIDL - Albermarle County 4:45 pm 07/11/2017 EX PM Peak Hour Synchro 9 Report
Timmons Group Page 5
Queuing and Blocking Report
BG AM Peak Hour 08/08/2017
Intersection: 1: Stony Point Road & Winding River Place
Movement EB NB
Directions Served R LT
Maximum Queue (ft) 29 61
Average Queue (ft) 3 17
95th Queue (ft) 17 48
Link Distance (ft) 305 630
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Riverbend Road/Stony Point Road & Route 250
Movement EB EB EB EB EB WB WB WB NB NB NB SB
Directions Served
L
L
T
T
R
L
T
TR
L
LT
TR
L
Maximum Queue (ft)
425
442
450
349
99
375
486
496
204
271
184
264
Average Queue (ft)
249
281
232
192
47
98
468
466
104
161
51
152
95th Queue (ft)
479
506
395
306
81
329
493
500
205
235
144
233
Link Distance (ft)
1003
1003
1003
463
463
566
566
630
Upstream Blk Time (%)
32
33
Queuing Penalty (veh)
260
270
Storage Bay Dist (ft)
600
600
375
400
Storage Blk Time (%)
0
0
0
0
46
Queuing Penalty (veh)
0
2
0
1
16
Intersection: 2: Riverbend Road/Stony Point Road &
Route
250
Movement
SB
SB
Directions Served
LTR
R
Maximum Queue (ft)
305
260
Average Queue (ft)
195
149
95th Queue (ft)
272
225
Link Distance (ft)
630
630
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
BG AM Peak Hour 08/08/2017
Intersection: 3: Route 250
Movement
EB
WB
WB
NB
Directions Served
R
LT
T
LR
Maximum Queue (ft)
4
168
199
34
Average Queue (ft)
0
137
146
6
95th Queue (ft)
3
176
208
26
Link Distance (ft)
129
129
497
Upstream Blk Time (%)
36
35
Queuing Penalty (veh)
305
297
Storage Bay Dist (ft)
262
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Route 250
Movement EB EB WB WB NB
Directions Served
T
R
LT
T
LR
Maximum Queue (ft)
3
2
539
542
34
Average Queue (ft)
0
0
448
431
7
95th Queue (ft)
3
2
682
691
28
Link Distance (ft)
129
129
499
499
60
Upstream Blk Time (%)
37
39
3
Queuing Penalty (veh)
0
0
0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1151
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 2
HCM Unsignalized Intersection Capacity Analysis
1: Stony Point Road & Winding River Lane II 08/31/2017
t t
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
r*
+
t
Traffic Volume (veh/h)
6
40
11
961
609
Future Volume (Veh/h)
6
40
11
961
609
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.93
0.98
Hourly flow rate (vph)
7
43
12
1033
621
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
727
pX, platoon unblocked
vC, conflicting volume
1162
311
622
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1162
311
622
tC, single (s)
6.8
6.9
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
96
94
99
cM capacity (veh/h)
186
685
955
0.92
1
Direction, Lane #
EB 1
EB 2
NB 1
NB 2
SIB 1
SB 2
Volume Total
7
43
356
689
414
208
Volume Left
7
0
12
0
0
0
Volume Right
0
43
0
0
0
1
cSH
186
685
955
1700
1700
1700
Volume to Capacity
0.04
0.06
0.01
0.41
0.24
0.12
Queue Length 95th (ft)
3
5
1
0
0
0
Control Delay (s)
25.1
10.6
0.4
0.0
0.0
0.0
Lane LOS
D
B
A
Approach Delay (s)
12.6
0.1
0.0
Approach LOS
B
Intersection Summary
Average Delay
0.5
Intersection Capacity Utilization
44.3%
ICU Level of Service A
Analysis Period (min)
15
LIDL - Albermarle County 4:45 pm 07/11/2017 BG PM Peak Hour Synchro 9 Report
Timmons Group Page 1
Queues
2: Riverbend Road/Stony Point Road & Route 250 08/31/2017
� � t
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
SBL
SBT
SBR
Lane Group Flow (vph)
599
1687
192
80
1573
240
470
243
241
224
v/c Ratio
1.35
1.01
0.22
0.96
1.18
1.13
1.07
1.10
1.03
0.59
Control Delay
218.5
61.8
5.9
156.1
129.4
156.5
115.9
145.9
118.2
15.9
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
218.5
61.8
5.9
156.1
129.4
156.5
115.9
145.9
118.2
15.9
Queue Length 50th (ft)
-380
-846
19
77
-931
-287
-254
-272
-232
13
Queue Length 95th (ft)
#503
#1017
63
#189
#1072
#482
#378
#460
#429
102
Internal Link Dist (ft)
1135
479
555
647
Turn Bay Length (ft)
600
375
400
Base Capacity (vph)
443
1670
856
83
1329
212
441
221
234
381
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
1.35
1.01
0.22
0.96
1.18
1.13
1.07
1.10
1.03
0.59
Intersection Summary
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.
LIDL - Albermarle County 4:45 pm 07/11/2017 BG PM Peak Hour Synchro 9 Report
Timmons Group Page 2
HCM Signalized Intersection Capacity Analysis
2: Riverbend Road/Stony Point Road & Route 250 08/31/2017
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt
r
t
r
Traffic Volume (vph)
569
1636
177
74
1245
290
368
165
124
263
62
337
Future Volume (vph)
569
1636
177
74
1245
290
368
165
124
263
62
337
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
9.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Lane Util. Factor
0.97
0.95
1.00
1.00
0.95
0.91
0.91
0.95
0.91
0.95
Frt
1.00
1.00
0.85
1.00
0.97
1.00
0.96
1.00
0.92
0.85
Flt Protected
0.95
1.00
1.00
0.95
1.00
0.95
0.98
0.95
0.99
1.00
Satd. Flow (prot)
3213
3471
1615
1703
3380
1595
3122
1665
1545
1504
Flt Permitted
0.95
1.00
1.00
0.95
1.00
0.95
0.98
0.95
0.99
1.00
Satd. Flow (perm)
3213
3471
1615
1703
3380
1595
3122
1665
1545
1504
Peak -hour factor, PHF
0.95
0.97
0.92
0.92
0.99
0.92
0.92
0.92
0.95
0.92
0.92
0.95
Adj. Flow (vph)
599
1687
192
80
1258
315
400
179
131
286
67
355
RTOR Reduction (vph)
0
0
79
0
15
0
0
26
0
0
29
181
Lane Group Flow (vph)
599
1687
113
80
1558
0
240
444
0
243
212
43
Heavy Vehicles (%)
9%
4%
0%
6%
3%
6%
3%
0%
12%
3%
1 %
2%
Turn Type
Prot
NA
Perm
Prot
NA
Split
NA
Split
NA
Perm
Protected Phases
5
2
1
6
3
3
4
4
Permitted Phases
2
4
Actuated Green, G (s)
20.0
69.8
69.8
7.1
56.4
19.3
19.3
19.3
19.3
19.3
Effective Green, g (s)
20.0
69.8
69.8
7.1
56.4
19.3
19.3
19.3
19.3
19.3
Actuated g/C Ratio
0.14
0.48
0.48
0.05
0.39
0.13
0.13
0.13
0.13
0.13
Clearance Time (s)
9.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
443
1670
777
83
1314
212
415
221
205
200
vls Ratio Prot
c0.19
c0.49
0.05
c0.46
c0.15
0.14
c0.15
0.14
v/s Ratio Perm
0.07
0.03
vlc Ratio
1.35
1.01
0.14
0.96
1.19
1.13
1.07
1.10
1.03
0.21
Uniform Delay, dl
62.5
37.6
21.0
68.8
44.3
62.9
62.9
62.9
62.9
56.1
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
172.8
24.5
0.4
86.1
91.5
101.9
64.0
89.7
71.4
0.5
Delay (s) 235.3
62.1
21.4
154.9 135.8 164.7
126.9
152.6 134.3 56.6
Level of Service F
E
C
F F F
F
F F E
Approach Delay (s)
100.8
136.7
139.7
116.0
Approach LOS
F
F
F
F
Intersection Summary
HCM 2000 Control Delay
118.4
HCM 2000 Level of Service
F
HCM 2000 Volume to Capacity ratio
1.20
Actuated Cycle Length (s)
145.0
Sum of lost time (s)
30.0
Intersection Capacity Utilization
110.1%
ICU Level of Service
H
Analysis Period (min)
15
c Critical Lane Group
LIDL - Albermarle County 4:45 pm 07/11/2017 BG PM Peak Hour Synchro 9 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Route 250 08/31/2017
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tt
r
tt
Traffic Volume (veh/h)
2009
19
19
1565
11
47
Future Volume (Veh/h)
2009
19
19
1565
11
47
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.95
0.92
0.92
0.98
0.92
0.92
Hourly flow rate (vph)
2115
21
21
1597
12
51
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
TWLTL
Median storage veh)
2
Upstream signal (ft)
559
pX, platoon unblocked
0.52
0.52
0.52
vC, conflicting volume
2136
2956
1058
vC1, stage 1 conf vol
2115
vC2, stage 2 conf vol
840
vCu, unblocked vol
1352
2915
0
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
5.8
tF (s)
2.2
3.5
3.3
p0 queue free %
92
88
91
cM capacity (veh/h)
265
103
569
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
NB 1
Volume Total
1058
1058
21
553
1065
63
Volume Left
0
0
0
21
0
12
Volume Right
0
0
21
0
0
51
cSH
1700
1700
1700
265
1700
306
Volume to Capacity
0.62
0.62
0.01
0.08
0.63
0.21
Queue Length 95th (ft)
0
0
0
6
0
19
Control Delay (s)
0.0
0.0
0.0
2.9
0.0
19.8
Lane LOS
A
C
Approach Delay (s)
0.0
1.0
19.8
Approach LOS
C
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 66.8% ICU Level of Service C
Analysis Period (min) 15
LIDL - Albermarle County 4:45 pm 07/11/2017 BG PM Peak Hour Synchro 9 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Route 250 08/31/2017
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tt
r
tt
Traffic Volume (veh/h)
2066
9
10
1616
7
11
Future Volume (Veh/h)
2066
9
10
1616
7
11
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.97
0.92
0.92
0.95
0.92
0.92
Hourly flow rate (vph)
2130
10
11
1701
8
12
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
747
pX, platoon unblocked
0.53
0.53
0.53
vC, conflicting volume
2140
3002
1065
vC1, stage 1 conf vol
2130
vC2, stage 2 conf vol
872
vCu, unblocked vol
1367
3005
0
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
5.8
tF (s)
2.2
3.5
3.3
p0 queue free %
96
92
98
cM capacity (veh/h)
262
100
571
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
NB 1
Volume Total
1065
1065
10
578
1134
20
Volume Left
0
0
0
11
0
8
Volume Right
0
0
10
0
0
12
cSH
1700
1700
1700
262
1700
198
Volume to Capacity
0.63
0.63
0.01
0.04
0.67
0.10
Queue Length 95th (ft)
0
0
0
3
0
8
Control Delay (s)
0.0
0.0
0.0
1.6
0.0
25.3
Lane LOS
A
D
Approach Delay (s)
0.0
0.5
25.3
Approach LOS
D
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 67.1% ICU Level of Service C
Analysis Period (min) 15
LIDL - Albermarle County 4:45 pm 07/11/2017 BG PM Peak Hour Synchro 9 Report
Timmons Group Page 5
Queuing and Blocking Report
BG PM Peak Hour 08/08/2017
Intersection: 1: Stony Point Road & Winding River Lane
Movement
EB
EB
NB
Directions Served
L
R
LT
Maximum Queue (ft)
28
50
50
Average Queue (ft)
5
23
6
95th Queue (ft)
23
47
28
Link Distance (ft)
305
305
630
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Riverbend Road/Stony Point Road & Route 250
Movement
EB
EB
EB EB EB WB WB WB NB NB NB SB
Directions Served
L
L
T
T
R
L
T
TR
L
LT
TR
L
Maximum Queue (ft)
612
625
1229
1207
1190
375
496
487
405
517
413
283
Average Queue (ft)
594
611
1111
1070
445
184
472
469
261
324
244
170
95th Queue (ft)
694
697
1463
1447
1347
438
487
482
393
470
379
250
Link Distance (ft)
1172
1172
1172
463
463
566
566
630
Upstream Blk Time (%)
61
13
3
40
43
0
Queuing Penalty (veh)
0
0
0
318
337
0
Storage Bay Dist (ft)
600
600
375
400
Storage Blk Time (%)
19
61
3
0
54
0
4
Queuing Penalty (veh)
157
500
20
1
40
0
8
Intersection: 2: Riverbend Road/Stony Point Road &
Route
250
Movement
SB
SB
Directions Served
LTR
R
Maximum Queue (ft)
271
244
Average Queue (ft)
182
132
95th Queue (ft)
258
217
Link Distance (ft)
630
630
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
BG PM Peak Hour 08/08/2017
Intersection: 3: Route 250
Movement
EB
WB
WB
NB
Directions Served
R
LT
T
LR
Maximum Queue (ft)
4
168
198
515
Average Queue (ft)
0
143
154
440
95th Queue (ft)
3
156
191
625
Link Distance (ft)
129
129
497
Upstream Blk Time (%)
48
47
72
Queuing Penalty (veh)
387
385
0
Storage Bay Dist (ft)
262
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Route 250
Movement EB EB WB WB NB
Directions Served
T
T
LT
T
LR
Maximum Queue (ft)
3
2
544
551
70
Average Queue (ft)
0
0
517
518
51
95th Queue (ft)
3
2
530
543
74
Link Distance (ft)
129
129
499
499
60
Upstream Blk Time (%)
63
71
87
Queuing Penalty (veh)
0
0
0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 2154
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 2
Appendix G
SYNCHRO & SimTraffic Analysis of
2018 Total Traffic Conditions
HCM Unsignalized Intersection Capacity Analysis
1: Stony Point Road & Winding River Place/LIDL Ent #1 1I09/01/2017
-11 --1. 4--- t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
4
r*
4
r*
4M
t
Traffic Volume (veh/h)
0
0
3
7
0
4
36
345
11
7
866
5
Future Volume (Veh/h)
0
0
3
7
0
4
36
345
11
7
866
5
Sign Control
Stop
Stop
Free
Free
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
0
0
3
8
0
4
39
375
12
8
941
5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
725
pX, platoon unblocked
vC, conflicting volume
1229
1424
473
948
1421
194
946
387
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1229
1424
473
948
1421
194
946
387
tC, single (s)
7.5
6.5
6.9
7.5
6.5
6.9
4.1
4.1
tC, 2 stage (s)
tF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
p0 queue free %
100
100
99
96
100
100
95
99
cM capacity (veh/h)
127
126
538
204
127
815
721
1168
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
NB 1
NB 2
SIB 1
SB 2
SIB 3
Volume Total
0
3
8
4
226
200
8
627
319
Volume Left
0
0
8
0
39
0
8
0
0
Volume Right
0
3
0
4
0
12
0
0
5
cSH
1700
538
204
815
721
1700
1168
1700
1700
Volume to Capacity
0.00
0.01
0.04
0.00
0.05
0.12
0.01
0.37
0.19
Queue Length 95th (ft)
0
0
3
0
4
0
1
0
0
Control Delay (s)
0.0
11.7
23.4
9.4
2.3
0.0
8.1
0.0
0.0
Lane LOS
A
B
C
A
A
A
Approach Delay (s)
11.7
18.7
1.2
0.1
Approach LOS
B
C
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 47.9% ICU Level of Service A
Analysis Period (min) 15
LIDL - Albermarle County 7:00 am 07/11/2017 TOTAL AM Peak Hour - Full Entrance Synchro 9 Report
Timmons Group Page 1
Queues
2: Riverbend Road/Stony Point Road & Route 250 09/01/2017
� � t
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
SBL
SBT
SBR
Lane Group Flow (vph)
239
1029
276
38
1771
104
182
241
329
310
v/c Ratio
0.93
0.60
0.30
0.40
1.12
0.73
0.63
0.81
1.05
0.82
Control Delay
108.2
29.6
4.4
79.9
101.4
94.6
71.8
81.0
114.7
50.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
108.2
29.6
4.4
79.9
101.4
94.6
71.8
81.0
114.7
50.5
Queue Length 50th (ft)
122
386
12
37
-1045
109
89
244
-356
182
Queue Length 95th (ft)
#208
468
64
77
#1184
#196
135
#403
#579
#352
Internal Link Dist (ft)
823
479
555
645
Turn Bay Length (ft)
600
375
400
Base Capacity (vph)
257
1729
931
114
1579
157
321
296
312
380
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.93
0.60
0.30
0.33
1.12
0.66
0.57
0.81
1.05
0.82
Intersection Summary
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.
LIDL - Albermarle County 7:00 am 07/11/2017 TOTAL AM Peak Hour - Full Entrance Synchro 9 Report
Timmons Group Page 2
HCM Signalized Intersection Capacity Analysis
2: Riverbend Road/Stony Point Road & Route 250 09/01/2017
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt
r
t
r
Traffic Volume (vph)
220
947
254
35
1410
219
192
45
26
247
88
475
Future Volume (vph)
220
947
254
35
1410
219
192
45
26
247
88
475
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
8.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Lane Util. Factor
0.97
0.95
1.00
1.00
0.95
0.91
0.91
0.95
0.91
0.95
Frt
1.00
1.00
0.85
1.00
0.98
1.00
0.98
1.00
0.91
0.85
Flt Protected
0.95
1.00
1.00
0.95
1.00
0.95
0.97
0.95
1.00
1.00
Satd. Flow (prot)
3213
3471
1615
1703
3421
1595
3170
1665
1533
1504
Flt Permitted
0.95
1.00
1.00
0.95
1.00
0.95
0.97
0.95
1.00
1.00
Satd. Flow (perm)
3213
3471
1615
1703
3421
1595
3170
1665
1533
1504
Peak -hour factor, PHF
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Adj. Flow (vph)
239
1029
276
38
1533
238
209
49
28
268
96
516
RTOR Reduction (vph)
0
0
130
0
8
0
0
9
0
0
39
113
Lane Group Flow (vph)
239
1029
146
38
1763
0
104
173
0
241
290
197
Heavy Vehicles (%)
9%
4%
0%
6%
3%
6%
3%
0%
12%
3%
1 %
2%
Turn Type
Prot
NA
Perm
Prot
NA
Split
NA
Split
NA
Perm
Protected Phases
5
2
1
6
3
3
4
4
Permitted Phases
2
4
Actuated Green, G (s)
12.0
73.1
73.1
7.3
68.9
13.4
13.4
26.7
26.7
26.7
Effective Green, g (s)
12.0
73.1
73.1
7.3
68.9
13.4
13.4
26.7
26.7
26.7
Actuated g/C Ratio
0.08
0.49
0.49
0.05
0.46
0.09
0.09
0.18
0.18
0.18
Clearance Time (s)
8.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
257
1691
787
82
1571
142
283
296
272
267
vls Ratio Prot
c0.07
c0.30
0.02
c0.52
c0.07
0.05
0.14
c0.19
v/s Ratio Perm
0.09
0.13
vlc Ratio
0.93
0.61
0.19
0.46
1.12
0.73
0.61
0.81
1.06
0.74
Uniform Delay, dl
68.6
28.0
21.7
69.4
40.5
66.6
65.8
59.3
61.6
58.4
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
37.2
1.6
0.5
4.1
64.0
17.6
3.9
15.6
72.7
10.2
Delay (s) 105.8
29.7
22.2
73.5 104.6 84.2
69.7
74.9 134.3 68.6
Level of Service F
C
C
E F F
E
E F E
Approach Delay (s)
40.1
103.9
74.9
94.9
Approach LOS
D
F
E
F
Intersection Summary
HCM 2000 Control Delay
78.5
HCM 2000 Level of Service
E
HCM 2000 Volume to Capacity ratio
1.06
Actuated Cycle Length (s)
150.0
Sum of lost time (s)
29.5
Intersection Capacity Utilization
95.7%
ICU Level of Service
F
Analysis Period (min)
15
c Critical Lane Group
LIDL - Albermarle County 7:00 am 07/11/2017 TOTAL AM Peak Hour - Full Entrance Synchro 9 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Route 250 09/01/2017
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tt
r
tt
Traffic Volume (veh/h)
1167
53
29
1661
0
8
Future Volume (Veh/h)
1167
53
29
1661
0
8
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
1268
58
32
1805
0
9
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
559
pX, platoon unblocked
0.79
0.79
0.79
vC, conflicting volume
1326
2234
634
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
869
2026
0
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
95
100
99
cM capacity (veh/h)
606
37
852
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
WB 3
NB 1
Volume Total
634
634
58
32
902
902
9
Volume Left
0
0
0
32
0
0
0
Volume Right
0
0
58
0
0
0
9
cSH
1700
1700
1700
606
1700
1700
852
Volume to Capacity
0.37
0.37
0.03
0.05
0.53
0.53
0.01
Queue Length 95th (ft)
0
0
0
4
0
0
1
Control Delay (s)
0.0
0.0
0.0
11.3
0.0
0.0
9.3
Lane LOS
B
A
Approach Delay (s)
0.0
0.2
9.3
Approach LOS
A
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 55.9% ICU Level of Service B
Analysis Period (min) 15
LIDL - Albermarle County 7:00 am 07/11/2017 TOTAL AM Peak Hour - Full Entrance Synchro 9 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Drive/LIDL Ent #2 & Route 250 1I09/01/2017
-11 --1. 4--- t t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt
r*
t
Traffic Volume (veh/h)
26
1163
6
6
1695
27
1
0
5
18
0
14
Future Volume (Veh/h)
26
1163
6
6
1695
27
1
0
5
18
0
14
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
28
1264
7
7
1842
29
1
0
5
20
0
15
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
747
pX, platoon unblocked
0.79
0.79
0.79
0.79
0.79
0.79
vC, conflicting volume
1871
1271
2270
3205
632
2564
3198
936
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1871
806
2074
3260
0
2446
3251
936
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
91
99
95
100
99
0
100
94
cM capacity (veh/h)
318
642
21
6
855
12
6
267
Direction, Lane #
EB 1
EB 2
EB 3
EB 4
WB 1
WB 2
WB 3
NB 1
SIB 1
Volume Total
28
632
632
7
7
1228
643
6
35
Volume Left
28
0
0
0
7
0
0
1
20
Volume Right
0
0
0
7
0
0
29
5
15
cSH
318
1700
1700
1700
642
1700
1700
114
20
Volume to Capacity
0.09
0.37
0.37
0.00
0.01
0.72
0.38
0.05
1.78
Queue Length 95th (ft)
7
0
0
0
1
0
0
4
118
Control Delay (s)
17.4
0.0
0.0
0.0
10.7
0.0
0.0
38.4
783.1
Lane LOS
C
B
E
F
Approach Delay (s)
0.4
0.0
38.4
783.1
Approach LOS
E
F
Intersection Summary
Average Delay
8.8
Intersection Capacity Utilization
59.3%
ICU Level of Service
B
Analysis Period (min)
15
LIDL - Albermarle County 7:00 am 07/11/2017 TOTAL AM Peak Hour - Full Entrance Synchro 9 Report
Timmons Group Page 5
Queuing and Blocking Report
TOTAL AM Peak Hour - Full Entrance 08/08/2017
Intersection: 1: Stony Point Road & Winding River Place/LIDL Ent #1
Movement
EB
WB
WB
NB NB SB SB
Directions Served
R
LT
R
LT TR L TR
Maximum Queue (ft)
34
29
23
74 15 18 1
Average Queue (ft)
3
5
3
21 1 2 0
95th Queue (ft)
18
23
14
56 10 11 1
Link Distance (ft)
302
411
411
616 616 456
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
300
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Riverbend Road/Stony Point Road & Route 250
Movement
EB
EB
EB
EB EB WB WB WB NB NB NB SB
Directions Served
L
L
T
T
R
L
T
TR
L
LT
TR
L
Maximum Queue (ft)
217
256
355
346
110
374
482
492
212
244
168
265
Average Queue (ft)
108
156
220
198
49
81
469
469
107
159
53
151
95th Queue (ft)
204
228
329
316
89
293
483
482
211
228
142
236
Link Distance (ft)
860
860
860
463
463
566
566
616
Upstream Blk Time (%)
38
39
Queuing Penalty (veh)
319
324
Storage Bay Dist (ft)
600
600
375
400
Storage Blk Time (%)
0
52
Queuing Penalty (veh)
0
18
Intersection: 2: Riverbend Road/Stony Point Road &
Route
250
Movement
SB
SB
Directions Served
LTR
R
Maximum Queue (ft)
284
260
Average Queue (ft)
196
154
95th Queue (ft)
270
232
Link Distance (ft)
616
616
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
TOTAL AM Peak Hour - Full Entrance 08/08/2017
Intersection: 3: Route 250
Movement
EB
EB
WB
WB
WB
NB
Directions Served
T
R
L
T
T
LR
Maximum Queue (ft)
3
2
65
157
164
34
Average Queue (ft)
0
0
18
136
137
8
95th Queue (ft)
3
2
56
162
168
30
Link Distance (ft)
463
129
129
502
Upstream Blk Time (%)
38
39
Queuing Penalty (veh)
323
332
Storage Bay Dist (ft)
262
65
Storage Blk Time (%)
0
48
Queuing Penalty (veh)
2
14
Intersection: 4: Drive/LIDL Ent #2
& Route 250
Movement EB EB EB WB WB WB NB SB
Directions Served
L
T
T
L
T
TR
LTR
LTR
Maximum Queue (ft)
54
43
13
522
531
530
29
232
Average Queue (ft)
18
2
0
412
458
448
6
149
95th Queue (ft)
48
23
10
729
658
673
24
278
Link Distance (ft)
129
129
484
484
484
63
219
Upstream Blk Time (%)
0
0
46
59
47
45
Queuing Penalty (veh)
0
0
0
0
0
0
Storage Bay Dist (ft)
65
Storage Blk Time (%)
1
0
Queuing Penalty (veh)
6
0
Network Summary
Network wide Queuing Penalty: 1339
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 2
HCM Unsignalized Intersection Capacity Analysis
1: Stony Point Road & Winding River Lane/LIDL Ent #1 1I09/01/2017
-11 --1. 4--- t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
4
r*
4
r*
4M
t
Traffic Volume (veh/h)
6
0
40
28
0
17
11
961
28
17
609 1
Future Volume (Veh/h)
6
0
40
28
0
17
11
961
28
17
609 1
Sign Control
Stop
Stop
Free
Free
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.93
0.92
0.92
0.98 0.92
Hourly flow rate (vph)
7
0
43
30
0
18
12
1033
30
18
621 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
726
pX, platoon unblocked
vC, conflicting volume
1216
1744
311
1462
1730
532
622
1063
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1216
1744
311
1462
1730
532
622
1063
tC, single (s)
7.5
6.5
6.9
7.5
6.5
6.9
4.1
4.1
tC, 2 stage (s)
tF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
p0 queue free %
95
100
94
63
100
96
99
97
cM capacity (veh/h)
128
82
685
82
84
492
955
651
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
NB 1
NB 2
SIB 1
SB 2
SIB 3
Volume Total
7
43
30
18
528
546
18
414
208
Volume Left
7
0
30
0
12
0
18
0
0
Volume Right
0
43
0
18
0
30
0
0
1
cSH
128
685
82
492
955
1700
651
1700
1700
Volume to Capacity
0.05
0.06
0.37
0.04
0.01
0.32
0.03
0.24
0.12
Queue Length 95th (ft)
4
5
36
3
1
0
2
0
0
Control Delay (s)
34.8
10.6
72.6
12.6
0.4
0.0
10.7
0.0
0.0
Lane LOS
D
B
F
B
A
B
Approach Delay (s)
14.0
50.1
0.2
0.3
Approach LOS
B
F
Intersection Summary
Average Delay 1.9
Intersection Capacity Utilization 50.1% ICU Level of Service A
Analysis Period (min) 15
LIDL - Albermarle County 4:45 pm 07/11/2017 TOTAL PM Peak Hour - Full Entrance Synchro 9 Report
Timmons Group Page 1
Queues
2: Riverbend Road/Stony Point Road & Route 250 09/01/2017
� � t
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
SBL
SBT
SBR
Lane Group Flow (vph)
628
1715
192
80
1570
240
470
255
248
234
v/c Ratio
1.29
1.03
0.22
0.96
1.22
1.13
1.07
1.15
1.02
0.61
Control Delay
192.4
66.2
5.9
156.1
146.5
156.5
115.9
161.9
113.9
17.9
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
192.4
66.2
5.9
156.1
146.5
156.5
115.9
161.9
113.9
17.9
Queue Length 50th (ft)
-388
-906
19
77
-953
-287
-254
-297
-230
22
Queue Length 95th (ft)
#511
#1045
63
#189
#1095
#482
#378
#487
#429
115
Internal Link Dist (ft)
934
479
555
646
Turn Bay Length (ft)
600
375
400
Base Capacity (vph)
487
1670
856
83
1283
212
441
221
242
381
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
1.29
1.03
0.22
0.96
1.22
1.13
1.07
1.15
1.02
0.61
Intersection Summary
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.
LIDL - Albermarle County 4:45 pm 07/11/2017 TOTAL PM Peak Hour - Full Entrance Synchro 9 Report
Timmons Group Page 2
HCM Signalized Intersection Capacity Analysis
2: Riverbend Road/Stony Point Road & Route 250 09/01/2017
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt
r
t
r
Traffic Volume (vph)
597
1664
177
74
1242
290
368
165
124
263
62
365
Future Volume (vph)
597
1664
177
74
1242
290
368
165
124
263
62
365
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
9.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Lane Util. Factor
0.97
0.95
1.00
1.00
0.95
0.91
0.91
0.95
0.91
0.95
Frt
1.00
1.00
0.85
1.00
0.97
1.00
0.96
1.00
0.91
0.85
Flt Protected
0.95
1.00
1.00
0.95
1.00
0.95
0.98
0.95
0.99
1.00
Satd. Flow (prot)
3213
3471
1615
1703
3380
1595
3122
1665
1534
1504
Flt Permitted
0.95
1.00
1.00
0.95
1.00
0.95
0.98
0.95
0.99
1.00
Satd. Flow (perm)
3213
3471
1615
1703
3380
1595
3122
1665
1534
1504
Peak -hour factor, PHF
0.95
0.97
0.92
0.92
0.99
0.92
0.92
0.92
0.95
0.92
0.92
0.95
Adj. Flow (vph)
628
1715
192
80
1255
315
400
179
131
286
67
384
RTOR Reduction (vph)
0
0
79
0
15
0
0
26
0
0
38
181
Lane Group Flow (vph)
628
1715
113
80
1555
0
240
444
0
255
210
53
Heavy Vehicles (%)
9%
4%
0%
6%
3%
6%
3%
0%
12%
3%
1 %
2%
Turn Type
Prot
NA
Perm
Prot
NA
Split
NA
Split
NA
Perm
Protected Phases
5
2
1
6
3
3
4
4
Permitted Phases
2
4
Actuated Green, G (s)
22.0
69.8
69.8
7.1
54.4
19.3
19.3
19.3
19.3
19.3
Effective Green, g (s)
22.0
69.8
69.8
7.1
54.4
19.3
19.3
19.3
19.3
19.3
Actuated g/C Ratio
0.15
0.48
0.48
0.05
0.38
0.13
0.13
0.13
0.13
0.13
Clearance Time (s)
9.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
487
1670
777
83
1268
212
415
221
204
200
vls Ratio Prot
c0.20
c0.49
0.05
c0.46
c0.15
0.14
c0.15
0.14
v/s Ratio Perm
0.07
0.04
vlc Ratio
1.29
1.03
0.14
0.96
1.23
1.13
1.07
1.15
1.03
0.26
Uniform Delay, dl
61.5
37.6
21.0
68.8
45.3
62.9
62.9
62.9
62.9
56.5
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
145.1
29.2
0.4
86.1
109.0
101.9
64.0
108.3
70.7
0.7
Delay (s) 206.6
66.8
21.4
154.9 154.3 164.7
126.9
171.1 133.5 57.2
Level of Service F
E
C
F F F
F
F F E
Approach Delay (s)
98.0
154.4
139.7
122.3
Approach LOS
F
F
F
F
Intersection Summary
HCM 2000 Control Delay
122.9
HCM 2000 Level of Service
F
HCM 2000 Volume to Capacity ratio
1.22
Actuated Cycle Length (s)
145.0
Sum of lost time (s)
30.0
Intersection Capacity Utilization
111.1%
ICU Level of Service
H
Analysis Period (min)
15
c Critical Lane Group
LIDL - Albermarle County 4:45 pm 07/11/2017 TOTAL PM Peak Hour - Full Entrance Synchro 9 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Route 250 09/01/2017
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tt
r
tt
Traffic Volume (veh/h)
2037
19
19
1592
11
47
Future Volume (Veh/h)
2037
19
19
1592
11
47
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.95
0.92
0.92
0.98
0.92
0.92
Hourly flow rate (vph)
2144
21
21
1624
12
51
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
559
pX, platoon unblocked
0.52
0.52
0.52
vC, conflicting volume
2165
2998
1072
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1407
2996
0
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
92
0
91
cM capacity (veh/h)
252
5
568
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
WB 3
NB 1
Volume Total
1072
1072
21
21
812
812
63
Volume Left
0
0
0
21
0
0
12
Volume Right
0
0
21
0
0
0
51
cSH
1700
1700
1700
252
1700
1700
26
Volume to Capacity
0.63
0.63
0.01
0.08
0.48
0.48
2.43
Queue Length 95th (ft)
0
0
0
7
0
0
193
Control Delay (s)
0.0
0.0
0.0
20.6
0.0
0.0
971.1
Lane LOS
C
F
Approach Delay (s)
0.0
0.3
971.1
Approach LOS
F
Intersection Summary
Average Delay 15.9
Intersection Capacity Utilization 66.5% ICU Level of Service C
Analysis Period (min) 15
LIDL - Albermarle County 4:45 pm 07/11/2017 TOTAL PM Peak Hour - Full Entrance Synchro 9 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Drive/LIDL Ent #2 & Route 250 1I09/01/2017
-11 --1. 4--- t t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt
r*
t
Traffic Volume (veh/h)
66
2028
9
10
1590
66
7
0
11
75
0
51
Future Volume (Veh/h)
66
2028
9
10
1590
66
7
0
11
75
0
51
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.97
0.92
0.92
0.95
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
72
2091
10
11
1674
72
8
0
12
82
0
55
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
747
pX, platoon unblocked
0.53
0.53
0.53
0.53
0.53
0.53
vC, conflicting volume
1746
2101
3149
4003
1046
2934
3977
873
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1746
1296
3282
4901
0
2874
4852
873
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
80
96
0
100
98
0
100
81
cM capacity (veh/h)
356
280
1
0
572
3
0
293
Direction, Lane #
EB 1
EB 2
EB 3
EB 4
WB 1
WB 2
NB 1
SIB 1
Volume Total
72
1046
1046
10
848
909
20
137
Volume Left
72
0
0
0
11
0
8
82
Volume Right
0
0
0
10
0
72
12
55
cSH
356
1700
1700
1700
280
1700
3
5
Volume to Capacity
0.20
0.61
0.61
0.01
0.04
0.53
6.46
26.23
Queue Length 95th (ft)
19
0
0
0
3
0
Err
Err
Control Delay (s)
17.7
0.0
0.0
0.0
1.6
0.0
Err
Err
Lane LOS
C
A
F
F
Approach Delay (s)
0.6
0.8
Err
Err
Approach LOS
F
F
Intersection Summary
Average Delay
384.8
Intersection Capacity Utilization
74.2%
ICU Level of Service
D
Analysis Period (min)
15
LIDL - Albermarle County 4:45 pm 07/11/2017 TOTAL PM Peak Hour - Full Entrance Synchro 9 Report
Timmons Group Page 5
Queuing and Blocking Report
TOTAL PM Peak Hour - Full Entrance 08/08/2017
Intersection: 1: Stony Point Road & Winding River Lane/LIDL Ent #1
Movement
EB
EB
WB
WB
NB
NB
SB
Directions Served
LT
R
LT
R
LT
TR
L
Maximum Queue (ft)
28
59
64
39
55
14
33
Average Queue (ft)
5
24
23
12
5
0
6
95th Queue (ft)
23
49
56
37
29
13
24
Link Distance (ft)
300
300
401
401
625
625
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
300
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Riverbend Road/Stony Point Road & Route 250
Movement
EB
EB
EB
EB
EB
WB
WB WB NB NB NB SB
Directions Served
L
L
T
T
R
L
T
TR
L
LT
TR
L
Maximum Queue (ft)
612
625
1030
1010
1002
375
486
495
404
528
449
276
Average Queue (ft)
596
614
964
920
418
161
471
471
265
336
260
166
95th Queue (ft)
685
688
1184
1160
1184
407
482
486
394
493
404
250
Link Distance (ft)
971
971
971
463
463
566
566
625
Upstream Blk Time (%)
58
11
3
44
46
1
0
Queuing Penalty (veh)
0
0
0
356
372
0
0
Storage Bay Dist (ft)
600
600
375
400
Storage Blk Time (%)
14
57
4
0
58
0
5
Queuing Penalty (veh)
115
474
24
1
43
0
9
Intersection: 2: Riverbend Road/Stony Point Road &
Route
250
Movement
SB
SB
Directions Served
LTR
R
Maximum Queue (ft)
272
233
Average Queue (ft)
183
134
95th Queue (ft)
256
219
Link Distance (ft)
625
625
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
TOTAL PM Peak Hour - Full Entrance 08/08/2017
Intersection: 3: Route 250
Movement
EB
EB
EB
WB
WB
WB
NB
Directions Served
T
T
R
L
T
T
LR
Maximum Queue (ft)
72
82
26
64
167
168
516
Average Queue (ft)
5
6
1
18
141
141
429
95th Queue (ft)
66
80
27
54
155
155
633
Link Distance (ft)
463
463
128
128
501
Upstream Blk Time (%)
0
44
47
65
Queuing Penalty (veh)
0
363
383
0
Storage Bay Dist (ft)
262
65
Storage Blk Time (%)
0
0
0
54
Queuing Penalty (veh)
0
0
2
10
Intersection: 4: Drive/LIDL Ent #2
& Route 250
Movement EB EB EB EB WB WB NB SB
Directions Served
L
T
T
R
LT
TR
LTR
LTR
Maximum Queue (ft)
62
112
76
2
542
543
74
168
Average Queue (ft)
31
8
5
0
511
513
58
150
95th Queue (ft)
65
60
41
2
525
532
94
164
Link Distance (ft)
128
128
128
494
494
63
148
Upstream Blk Time (%)
1
0
55
66
81
100
Queuing Penalty (veh)
5
0
0
0
0
0
Storage Bay Dist (ft)
65
Storage Blk Time (%)
5
0
Queuing Penalty (veh)
47
0
Network Summary
Network wide Queuing Penalty: 2206
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 2
Appendix H
AM-E US Route 250 Partial Access
to Ford Dealership
XVD(3T Virginia orta Lri� ,i,
of Transportation
February 2015
ACCESS MANAGEMENT EXCEPTION REQUEST: AM-E
ACCESS MANAGEMENT REGULATIONS 24 VAC 30-73
SECTION 120
Submitted by: Timmons Group - Steve Schmidt, PE, PTOE
Date: 9/1/17
Email Address: steve.schmidt@timmons.com
Phone: 804-200-6502
Address: 1001 Boulders Parkway, Suite 300, Richmond VA 23225
Project Name: Lidl - 1248 Richmond Road
Rte # US 250
Locality: Albemarle
Description of Project:
The proposed development consists of an approximately 33,625 S.F. grocery store located near the intersection of US Route
250 and Route 20 in Albemarle County, Virginia. Access to the site would be provided via a full movement entrance on Route
20 which would align with Winding River Lane and a full movement access point on US Route 250 which would align with the
BMW driveway. This AM-E is for the US Route 250 partial access point for spacing to the Ford dealership entrance to the east.
VDOT District: Culpepper
Area Land Use Engineer: Adam J. Moore, PE
NOTES:
(1). Submit this form and any attachments to one of the District's Area Land Use Engineers.
(2). See Section 120 of the Regulations for details on the requirements, exceptions, and exception request review process.
(3). Attach additional information as necessary to justify the exception request(s).
(4). If a traffic engineering study is required, the decision on the request will be based on VDOT engineering judgment.
(5). Use the LD-440 Design Exception or the LD-448 Design Waiver forms for design and engineering standards, e.g. radius, grade, sight
distance. See IIM-LD-227 on VDOT web site for additional instructions.
Select the Exception(s) Being Requested
❑ Exception to the shared commercial entrance requirement. (Access M. Regulations Section 120 C.2)
Reason for exception:
❑ A. An agreement to share the entrance could not be reached with adjoining property owner.
❑ Attached: Written evidence that adjoining property owner will not share the entrance.
❑ B. Physical constraints: topography, adjacent hazardous land use, stream, wetland, other.
❑ Specify constraint:
❑ Attached: Documentation of constraint such as aerial photo or topographic map.
❑ Exception to the vehicular connection to adjoining undeveloped property requirement. (Section 120 C.4)
Reason for exception:
❑ A. Physical constraints: topography, adjacent hazardous land use, stream, wetland, other.
❑ Specify constraint:
❑ Attached: Documentation of constraint such as aerial photo or topographic map.
❑ B. Other reason:
February 2015
❑ Exception to the commercial entrance shall not be located within the functional area of an intersection
requirement. (See Regulation Section 120 C. 1; Appendix F, Rd Design Manual)
❑ Attached: A traffic engineering study documenting that the operation of the intersection and public
safety will not be adversely impacted.
❑✓ EXCEPTION TO THE SPACING STANDARDS FOR:
• Commercial entrances; intersections/median crossovers (Table 2-2);
• Commercial entrances/intersections near interchange ramps (Tables 2-3, 2-4); or
• Corner clearance (Figure 4-4). Appendix F, Road Design Manual
Information on the Exception Request
✓❑ ON A STATE HIGHWAY
Functional classification: Principal Arterial: Z✓ Minor Arterial: 0 Collector: ® Local:
Posted speed limit: 45 mph
NEAR AN INTERCHANGE RAMP (Submittal of a traffic engineering study required)
CORNER CLEARANCE (Submittal of a traffic engineering study required)
Type of intersection/entrance: Signalized [D Unsignalized 2] Full Access ® Partial Access �✓
Required spacing distance 305 ft
Proposed spacing distance 260 ft
Requested exception: Reduction in required spacing 45 ft
REASON FOR EXCEPTION:
❑ A. To be located on an older, established business corridor along a highway where existing spacing did
not meet the standards prior to 7/1/08 or 10/14/09. (Regulation Section 120 C.3.c)
❑ Attached: Dated aerial photo of corridor identifying proposed entrance/intersection location.
❑✓ B. Not enough property frontage to meet spacing standard, but the applicant does not want a partial
access right-in/right-out entrance. (Section 120 C.3.f)
❑✓ Attached: A traffic engineering study documenting that left turn movements at the entrance will not have a
negative impact on highway operation or safety.
❑ C. To be located within a new urbanism mixed use type development. (Section 120 C.3.d)
❑ Attached: The design of the development and compliance with intersection sight distance.
❑ D. The proposed entrance meets the signal warrants but does not meet the signalized intersection
spacing standard. The applicant requests an exception to the spacing standard.
❑ Attached: A traffic engineering study that (i) evaluates the location's suitability for a roundabout and (ii)
provides documentation that the proposed signal will not impact safety and traffic flow. (Section 120 C.5)
2
February 2015
❑ E. The development's 2"0 (or additional) entrance does not meet the spacing standards but is
necessary for the streets to be accepted into the secondary system. (Section 120 C.3.e)
❑ Attached: Information on the development that identifies the location of entrances.
❑ F. To be located within the limits of a VDOT and locality approved access management corridor plan.
❑ Attached: Aerial photo of corridor identifying proposed entrance/intersection location. (Sect 120 C.3.b)
FOR VDOT USE ONLI(
II Recommendation on Exception Request: Approve❑ Deny❑ II Date:
Area Land Use Engineer or: Name 11
Remarks:
Exception Request Action: Approved❑ Denied El Date:
District Administrator or Designee:
Name (and position if Designee)
Remarks:
District Staff: Please email copy to Brad ley. Shelton c(D,VDOT.Virginia.gov
3
Appendix I
SYNCHRO & SimTraffic Analysis of
2018 Total Traffic Conditions
— Partial Access
HCM Unsignalized Intersection Capacity Analysis
1: Stony Point Road & Winding River Place/LIDL Ent #1 1I09/01/2017
-11 --1. 4--- t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
4
r*
4
r*
4M
t
Traffic Volume (veh/h)
0
0
3
25
0
4
36
345
11
7
866
5
Future Volume (Veh/h)
0
0
3
25
0
4
36
345
11
7
866
5
Sign Control
Stop
Stop
Free
Free
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
0
0
3
27
0
4
39
375
12
8
941
5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
725
pX, platoon unblocked
vC, conflicting volume
1229
1424
473
948
1421
194
946
387
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1229
1424
473
948
1421
194
946
387
tC, single (s)
7.5
6.5
6.9
7.5
6.5
6.9
4.1
4.1
tC, 2 stage (s)
tF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
p0 queue free %
100
100
99
87
100
100
95
99
cM capacity (veh/h)
127
126
538
204
127
815
721
1168
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
NB 1
NB 2
SIB 1
SB 2
SIB 3
Volume Total
0
3
27
4
226
200
8
627
319
Volume Left
0
0
27
0
39
0
8
0
0
Volume Right
0
3
0
4
0
12
0
0
5
cSH
1700
538
204
815
721
1700
1168
1700
1700
Volume to Capacity
0.00
0.01
0.13
0.00
0.05
0.12
0.01
0.37
0.19
Queue Length 95th (ft)
0
0
11
0
4
0
1
0
0
Control Delay (s)
0.0
11.7
25.3
9.4
2.3
0.0
8.1
0.0
0.0
Lane LOS
A
B
D
A
A
A
Approach Delay (s)
11.7
23.3
1.2
0.1
Approach LOS
B
C
Intersection Summary
Average Delay 0.9
Intersection Capacity Utilization 47.9% ICU Level of Service A
Analysis Period (min) 15
LIDL - Albermarle County 7:00 am 07/11/2017 TOTAL AM Peak Hour - Left Over Synchro 9 Report
Timmons Group Page 1
Queues
2: Riverbend Road/Stony Point Road & Route 250 09/01/2017
� � t
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
SBL
SBT
SBR
Lane Group Flow (vph)
239
1029
276
38
1771
104
182
259
331
310
v/c Ratio
0.93
0.59
0.30
0.40
1.12
0.73
0.63
0.88
1.06
0.82
Control Delay
108.2
29.5
4.4
80.1
101.4
94.6
71.8
88.3
116.2
50.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
108.2
29.5
4.4
80.1
101.4
94.6
71.8
88.3
116.2
50.5
Queue Length 50th (ft)
122
386
12
37
-1045
109
89
266
-360
182
Queue Length 95th (ft)
#208
468
64
77
#1184
#196
135
#447
#583
#352
Internal Link Dist (ft)
823
479
555
645
Turn Bay Length (ft)
600
375
400
Base Capacity (vph)
257
1730
931
113
1579
157
321
296
312
380
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.93
0.59
0.30
0.34
1.12
0.66
0.57
0.88
1.06
0.82
Intersection Summary
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.
LIDL - Albermarle County 7:00 am 07/11/2017 TOTAL AM Peak Hour - Left Over Synchro 9 Report
Timmons Group Page 2
HCM Signalized Intersection Capacity Analysis
2: Riverbend Road/Stony Point Road & Route 250 09/01/2017
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt
r
t
r
Traffic Volume (vph)
220
947
254
35
1410
219
192
45
26
265
88
475
Future Volume (vph)
220
947
254
35
1410
219
192
45
26
265
88
475
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
8.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Lane Util. Factor
0.97
0.95
1.00
1.00
0.95
0.91
0.91
0.95
0.91
0.95
Frt
1.00
1.00
0.85
1.00
0.98
1.00
0.98
1.00
0.91
0.85
Flt Protected
0.95
1.00
1.00
0.95
1.00
0.95
0.97
0.95
1.00
1.00
Satd. Flow (prot)
3213
3471
1615
1703
3421
1595
3170
1665
1533
1504
Flt Permitted
0.95
1.00
1.00
0.95
1.00
0.95
0.97
0.95
1.00
1.00
Satd. Flow (perm)
3213
3471
1615
1703
3421
1595
3170
1665
1533
1504
Peak -hour factor, PHF
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Adj. Flow (vph)
239
1029
276
38
1533
238
209
49
28
288
96
516
RTOR Reduction (vph)
0
0
130
0
8
0
0
9
0
0
39
113
Lane Group Flow (vph)
239
1029
146
38
1763
0
104
173
0
259
292
197
Heavy Vehicles (%)
9%
4%
0%
6%
3%
6%
3%
0%
12%
3%
1 %
2%
Turn Type
Prot
NA
Perm
Prot
NA
Split
NA
Split
NA
Perm
Protected Phases
5
2
1
6
3
3
4
4
Permitted Phases
2
4
Actuated Green, G (s)
12.0
73.2
73.2
7.2
68.9
13.4
13.4
26.7
26.7
26.7
Effective Green, g (s)
12.0
73.2
73.2
7.2
68.9
13.4
13.4
26.7
26.7
26.7
Actuated g/C Ratio
0.08
0.49
0.49
0.05
0.46
0.09
0.09
0.18
0.18
0.18
Clearance Time (s)
8.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
257
1693
788
81
1571
142
283
296
272
267
vls Ratio Prot
c0.07
c0.30
0.02
c0.52
c0.07
0.05
0.16
c0.19
v/s Ratio Perm
0.09
0.13
vlc Ratio
0.93
0.61
0.19
0.47
1.12
0.73
0.61
0.88
1.07
0.74
Uniform Delay, dl
68.6
28.0
21.6
69.5
40.5
66.6
65.8
60.0
61.6
58.4
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
37.2
1.6
0.5
4.2
64.0
17.6
3.9
23.7
74.9
10.2
Delay (s) 105.8
29.6
22.1
73.8 104.6 84.2
69.7
83.7 136.6 68.6
Level of Service F
C
C
E F F
E
F F E
Approach Delay (s)
40.0
103.9
74.9
98.0
Approach LOS
D
F
E
F
Intersection Summary
HCM 2000 Control Delay
79.2
HCM 2000 Level of Service
E
HCM 2000 Volume to Capacity ratio
1.06
Actuated Cycle Length (s)
150.0
Sum of lost time (s)
29.5
Intersection Capacity Utilization
96.2%
ICU Level of Service
F
Analysis Period (min)
15
c Critical Lane Group
LIDL - Albermarle County 7:00 am 07/11/2017 TOTAL AM Peak Hour - Left Over Synchro 9 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Route 250 09/01/2017
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tt
r
tt
Traffic Volume (veh/h)
1176
53
29
1661
0
8
Future Volume (Veh/h)
1176
53
29
1661
0
8
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
1278
58
32
1805
0
9
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
559
pX, platoon unblocked
0.79
0.79
0.79
vC, conflicting volume
1336
2244
639
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
884
2039
0
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
95
100
99
cM capacity (veh/h)
599
36
853
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
WB 3
NB 1
Volume Total
639
639
58
32
902
902
9
Volume Left
0
0
0
32
0
0
0
Volume Right
0
0
58
0
0
0
9
cSH
1700
1700
1700
599
1700
1700
853
Volume to Capacity
0.38
0.38
0.03
0.05
0.53
0.53
0.01
Queue Length 95th (ft)
0
0
0
4
0
0
1
Control Delay (s)
0.0
0.0
0.0
11.4
0.0
0.0
9.3
Lane LOS
B
A
Approach Delay (s)
0.0
0.2
9.3
Approach LOS
A
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 55.9% ICU Level of Service B
Analysis Period (min) 15
LIDL - Albermarle County 7:00 am 07/11/2017 TOTAL AM Peak Hour - Left Over Synchro 9 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Drive/LIDL Ent #2 & Route 250 1I09/01/2017
-11 --1. 4--- t t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt
r*
t
r*
Traffic Volume (veh/h)
26
1172
6
6
1695
27
1
0
5
0
0
14
Future Volume (Veh/h)
26
1172
6
6
1695
27
1
0
5
0
0
14
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
28
1274
7
7
1842
29
1
0
5
0
0
15
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
747
pX, platoon unblocked
0.79
0.79
0.79
0.79
0.79
0.79
vC, conflicting volume
1871
1281
2280
3215
637
2568
3208
936
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1871
821
2087
3272
5
2453
3263
936
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
91
99
95
100
99
100
100
94
cM capacity (veh/h)
318
634
21
6
849
11
6
267
Direction, Lane #
EB 1
EB 2
EB 3
EB 4
WB 1
WB 2
WB 3
NB 1
SIB 1
Volume Total
28
637
637
7
7
1228
643
6
15
Volume Left
28
0
0
0
7
0
0
1
0
Volume Right
0
0
0
7
0
0
29
5
15
cSH
318
1700
1700
1700
634
1700
1700
111
267
Volume to Capacity
0.09
0.37
0.37
0.00
0.01
0.72
0.38
0.05
0.06
Queue Length 95th (ft)
7
0
0
0
1
0
0
4
4
Control Delay (s)
17.4
0.0
0.0
0.0
10.7
0.0
0.0
39.1
19.3
Lane LOS
C
B
E
C
Approach Delay (s)
0.4
0.0
39.1
19.3
Approach LOS
E
C
Intersection Summary
Average Delay
0.3
Intersection Capacity Utilization
64.4%
ICU Level of Service
C
Analysis Period (min)
15
LIDL - Albermarle County 7:00 am 07/11/2017 TOTAL AM Peak Hour - Left Over Synchro 9 Report
Timmons Group Page 5
Queuing and Blocking Report
TOTAL AM Peak Hour - Left Over 08/08/2017
Intersection: 1: Stony Point Road & Winding River Place/LIDL Ent #1
Movement
EB
WB
WB
NB NB
SB SB
Directions Served
R
LT
R
LT TR
L TR
Maximum Queue (ft)
27
61
23
78 39
16 7
Average Queue (ft)
3
18
3
22 1
1 0
95th Queue (ft)
17
46
16
60 19
8 6
Link Distance (ft)
302
411
411
616 616
456
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
300
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Riverbend Road/Stony Point Road & Route 250
Movement
EB
EB
EB
EB EB
WB WB WB NB NB NB SB
Directions Served
L
L
T
T
R
L
T
TR
L
LT
TR
L
Maximum Queue (ft)
242
279
356
348
109
375
486
492
196
237
188
280
Average Queue (ft)
121
168
222
208
45
104
469
468
99
158
53
173
95th Queue (ft)
220
252
333
314
83
342
487
488
203
225
143
257
Link Distance (ft)
860
860
860
463
463
566
566
616
Upstream Blk Time (%)
38
39
Queuing Penalty (veh)
315
323
Storage Bay Dist (ft)
600
600
375
400
Storage Blk Time (%)
0
52
Queuing Penalty (veh)
1
18
Intersection: 2: Riverbend Road/Stony Point Road &
Route
250
Movement
SB
SB
Directions Served
LTR
R
Maximum Queue (ft)
305
272
Average Queue (ft)
209
161
95th Queue (ft)
282
241
Link Distance (ft)
616
616
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
TOTAL AM Peak Hour - Left Over 08/08/2017
Intersection: 3: Route 250
Movement
EB
EB
EB
WB
WB
WB
NB
Directions Served
T
T
R
L
T
T
LR
Maximum Queue (ft)
15
10
2
64
162
167
33
Average Queue (ft)
1
0
0
22
137
136
8
95th Queue (ft)
15
8
2
60
163
168
29
Link Distance (ft)
463
463
129
129
502
Upstream Blk Time (%)
37
38
Queuing Penalty (veh)
321
326
Storage Bay Dist (ft)
262
65
Storage Blk Time (%)
0
47
Queuing Penalty (veh)
4
14
Intersection: 4: Drive/LIDL Ent #2
& Route 250
Movement EB EB EB WB WB WB NB SB
Directions Served
L
T
T
L
T
TR
LTR
R
Maximum Queue (ft)
54
53
27
526
532
523
34
156
Average Queue (ft)
18
3
1
382
453
436
10
65
95th Queue (ft)
48
35
21
733
657
670
39
164
Link Distance (ft)
129
129
484
484
484
63
219
Upstream Blk Time (%)
0
0
43
55
42
5
5
Queuing Penalty (veh)
1
0
0
0
0
0
0
Storage Bay Dist (ft)
65
Storage Blk Time (%)
1
0
Queuing Penalty (veh)
7
0
Network Summary
Network wide Queuing Penalty: 1329
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 2
HCM Unsignalized Intersection Capacity Analysis
1: Stony Point Road & Winding River Lane/LIDL Ent #1 1I09/01/2017
-11 --1. 4--- t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
4
r*
4
r*
4M
t
Traffic Volume (veh/h)
6
0
40
103
0
17
11
961
28
17
609 1
Future Volume (Veh/h)
6
0
40
103
0
17
11
961
28
17
609 1
Sign Control
Stop
Stop
Free
Free
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.93
0.92
0.92
0.98 0.92
Hourly flow rate (vph)
7
0
43
112
0
18
12
1033
30
18
621 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
726
pX, platoon unblocked
vC, conflicting volume
1216
1744
311
1462
1730
532
622
1063
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1216
1744
311
1462
1730
532
622
1063
tC, single (s)
7.5
6.5
6.9
7.5
6.5
6.9
4.1
4.1
tC, 2 stage (s)
tF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
p0 queue free %
95
100
94
0
100
96
99
97
cM capacity (veh/h)
128
82
685
82
84
492
955
651
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
NB 1
NB 2
SIB 1
SB 2
SIB 3
Volume Total
7
43
112
18
528
546
18
414
208
Volume Left
7
0
112
0
12
0
18
0
0
Volume Right
0
43
0
18
0
30
0
0
1
cSH
128
685
82
492
955
1700
651
1700
1700
Volume to Capacity
0.05
0.06
1.37
0.04
0.01
0.32
0.03
0.24
0.12
Queue Length 95th (ft)
4
5
216
3
1
0
2
0
0
Control Delay (s)
34.8
10.6
316.5
12.6
0.4
0.0
10.7
0.0
0.0
Lane LOS
D
B
F
B
A
B
Approach Delay (s)
14.0
274.4
0.2
0.3
Approach LOS
B
F
Intersection Summary
Average Delay 19.4
Intersection Capacity Utilization 54.3% ICU Level of Service A
Analysis Period (min) 15
LIDL - Albermarle County 4:45 pm 07/11/2017 TOTAL PM Peak Hour - Left Over Synchro 9 Report
Timmons Group Page 1
Queues
2: Riverbend Road/Stony Point Road & Route 250 09/01/2017
� � t
Lane Group
EBL
EBT
EBR
WBL
WBT
NBL
NBT
SBL
SBT
SBR
Lane Group Flow (vph)
628
1715
192
80
1600
240
470
283
278
257
v/c Ratio
1.35
1.04
0.23
1.03
1.25
1.19
1.12
1.16
1.12
0.64
Control Delay
217.0
69.0
6.0
174.4
156.0
177.8
133.7
160.3
143.2
21.0
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
217.0
69.0
6.0
174.4
156.0
177.8
133.7
160.3
143.2
21.0
Queue Length 50th (ft)
-398
-914
19
-78
-984
-300
-267
-331
-308
43
Queue Length 95th (ft)
#522
#1052
64
#193
#1125
#493
#390
#529
#518
145
Internal Link Dist (ft)
934
479
555
646
Turn Bay Length (ft)
600
375
400
Base Capacity (vph)
465
1656
850
78
1283
201
419
244
248
399
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
1.35
1.04
0.23
1.03
1.25
1.19
1.12
1.16
1.12
0.64
Intersection Summary
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.
LIDL - Albermarle County 4:45 pm 07/11/2017 TOTAL PM Peak Hour - Left Over Synchro 9 Report
Timmons Group Page 2
HCM Signalized Intersection Capacity Analysis
2: Riverbend Road/Stony Point Road & Route 250 09/01/2017
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt
r
t
r
Traffic Volume (vph)
597
1664
177
74
1272
290
368
165
124
338
62
365
Future Volume (vph)
597
1664
177
74
1272
290
368
165
124
338
62
365
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
9.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Lane Util. Factor
0.97
0.95
1.00
1.00
0.95
0.91
0.91
0.95
0.91
0.95
Frt
1.00
1.00
0.85
1.00
0.97
1.00
0.96
1.00
0.93
0.85
Flt Protected
0.95
1.00
1.00
0.95
1.00
0.95
0.98
0.95
0.99
1.00
Satd. Flow (prot)
3213
3471
1615
1703
3382
1595
3122
1665
1555
1504
Flt Permitted
0.95
1.00
1.00
0.95
1.00
0.95
0.98
0.95
0.99
1.00
Satd. Flow (perm)
3213
3471
1615
1703
3382
1595
3122
1665
1555
1504
Peak -hour factor, PHF
0.95
0.97
0.92
0.92
0.99
0.92
0.92
0.92
0.95
0.92
0.92
0.95
Adj. Flow (vph)
628
1715
192
80
1285
315
400
179
131
367
67
384
RTOR Reduction (vph)
0
0
80
0
15
0
0
25
0
0
20
178
Lane Group Flow (vph)
628
1715
112
80
1585
0
240
445
0
283
258
79
Heavy Vehicles (%)
9%
4%
0%
6%
3%
6%
3%
0%
12%
3%
1 %
2%
Turn Type
Prot
NA
Perm
Prot
NA
Split
NA
Split
NA
Perm
Protected Phases
5
2
1
6
3
3
4
4
Permitted Phases
2
4
Actuated Green, G (s)
21.0
69.2
69.2
6.7
54.4
18.3
18.3
21.3
21.3
21.3
Effective Green, g (s)
21.0
69.2
69.2
6.7
54.4
18.3
18.3
21.3
21.3
21.3
Actuated g/C Ratio
0.14
0.48
0.48
0.05
0.38
0.13
0.13
0.15
0.15
0.15
Clearance Time (s)
9.0
6.2
6.2
7.9
5.6
7.7
7.7
7.7
7.7
7.7
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
465
1656
770
78
1268
201
394
244
228
220
vls Ratio Prot
c0.20
c0.49
0.05
c0.47
c0.15
0.14
c0.17
0.17
v/s Ratio Perm
0.07
0.05
vlc Ratio
1.35
1.04
0.15
1.03
1.25
1.19
1.13
1.16
1.13
0.36
Uniform Delay, dl
62.0
37.9
21.3
69.2
45.3
63.4
63.4
61.9
61.9
55.7
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
171.5
31.9
0.4
109.1
119.2
125.6
85.1
107.7
98.9
1.0
Delay (s) 233.5
69.8
21.7
178.3 164.5 189.0
148.5
169.5 160.7 56.7
Level of Service F
E
C
F F F
F
F F E
Approach Delay (s)
106.7
165.2
162.2
131.1
Approach LOS
F
F
F
F
Intersection Summary
HCM 2000 Control Delay
134.1
HCM 2000 Level of Service
F
HCM 2000 Volume to Capacity ratio
1.25
Actuated Cycle Length (s)
145.0
Sum of lost time (s)
30.0
Intersection Capacity Utilization
114.0%
ICU Level of Service
H
Analysis Period (min)
15
c Critical Lane Group
LIDL - Albermarle County 4:45 pm 07/11/2017 TOTAL PM Peak Hour - Left Over Synchro 9 Report
Timmons Group Page 3
HCM Unsignalized Intersection Capacity Analysis
3: Route 250 09/01/2017
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
tt
r
tt
Traffic Volume (veh/h)
2075
19
19
1592
11
47
Future Volume (Veh/h)
2075
19
19
1592
11
47
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Peak Hour Factor
0.95
0.92
0.92
0.98
0.92
0.92
Hourly flow rate (vph)
2184
21
21
1624
12
51
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
559
pX, platoon unblocked
0.53
0.53
0.53
vC, conflicting volume
2205
3038
1092
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1496
3072
0
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
91
0
91
cM capacity (veh/h)
235
5
573
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
WB 3
NB 1
Volume Total
1092
1092
21
21
812
812
63
Volume Left
0
0
0
21
0
0
12
Volume Right
0
0
21
0
0
0
51
cSH
1700
1700
1700
235
1700
1700
23
Volume to Capacity
0.64
0.64
0.01
0.09
0.48
0.48
2.73
Queue Length 95th (ft)
0
0
0
7
0
0
199
Control Delay (s)
0.0
0.0
0.0
21.8
0.0
0.0
1137.4
Lane LOS
C
F
Approach Delay (s)
0.0
0.3
1137.4
Approach LOS
F
Intersection Summary
Average Delay 18.4
Intersection Capacity Utilization 67.5% ICU Level of Service C
Analysis Period (min) 15
LIDL - Albermarle County 4:45 pm 07/11/2017 TOTAL PM Peak Hour - Left Over Synchro 9 Report
Timmons Group Page 4
HCM Unsignalized Intersection Capacity Analysis
4: Drive/LIDL Ent #2 & Route 250 1I09/01/2017
-11 --1. 4--- t t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
tt
r*
t
r*
Traffic Volume (veh/h)
66
2066
9
10
1590
66
7
0
11
0
0
51
Future Volume (Veh/h)
66
2066
9
10
1590
66
7
0
11
0
0
51
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.92
0.97
0.92
0.92
0.95
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
72
2130
10
11
1674
72
8
0
12
0
0
55
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
747
pX, platoon unblocked
0.53
0.53
0.53
0.53
0.53
0.53
vC, conflicting volume
1746
2140
3188
4042
1065
2953
4016
873
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1746
1382
3354
4961
0
2912
4912
873
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
80
96
0
100
98
100
100
81
cM capacity (veh/h)
356
261
1
0
576
3
0
293
Direction, Lane #
EB 1
EB 2
EB 3
EB 4
WB 1
WB 2
NB 1
SIB 1
Volume Total
72
1065
1065
10
848
909
20
55
Volume Left
72
0
0
0
11
0
8
0
Volume Right
0
0
0
10
0
72
12
55
cSH
356
1700
1700
1700
261
1700
3
293
Volume to Capacity
0.20
0.63
0.63
0.01
0.04
0.53
7.32
0.19
Queue Length 95th (ft)
19
0
0
0
3
0
Err
17
Control Delay (s)
17.7
0.0
0.0
0.0
1.8
0.0
Err
20.1
Lane LOS
C
A
F
C
Approach Delay (s)
0.6
0.9
Err
20.1
Approach LOS
F
C
Intersection Summary
Average Delay
50.4
Intersection Capacity Utilization
67.1%
ICU Level of Service
C
Analysis Period (min)
15
LIDL - Albermarle County 4:45 pm 07/11/2017 TOTAL PM Peak Hour - Left Over Synchro 9 Report
Timmons Group Page 5
Queuing and Blocking Report
TOTAL PM Peak Hour - Left Over 08/08/2017
Intersection: 1: Stony Point Road & Winding River Lane/LIDL Ent #1
Movement
EB
EB
WB WB
NB NB
SB
Directions Served
LT
R
LT R
LT TR
L
Maximum Queue (ft)
31
61
124 36
52 16
34
Average Queue (ft)
5
25
64 14
6 1
7
95th Queue (ft)
22
53
111 39
30 13
26
Link Distance (ft)
300
300
401 401
625 625
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
300
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Riverbend Road/Stony Point Road & Route 250
Movement
EB
EB
EB EB
EB WB
WB WB NB NB NB SB
Directions Served
L
L
T
T
R
L
T
TR
L
LT
TR
L
Maximum Queue (ft)
612
625
1027
1007
992
375
489
487
406
527
457
337
Average Queue (ft)
599
622
981
942
465
163
471
469
288
356
287
216
95th Queue (ft)
668
641
1116
1123
1243
412
483
481
426
519
463
316
Link Distance (ft)
971
971
971
463
463
566
566
625
Upstream Blk Time (%)
61
13
4
45
46
1
0
Queuing Penalty (veh)
0
0
0
358
371
0
0
Storage Bay Dist (ft)
600
600
375
400
Storage Blk Time (%)
12
58
6
0
58
1
9
Queuing Penalty (veh)
101
482
33
1
43
2
16
Intersection: 2: Riverbend Road/Stony Point Road &
Route
250
Movement
SB
SB
Directions Served
LTR
R
Maximum Queue (ft)
330
307
Average Queue (ft)
221
165
95th Queue (ft)
317
275
Link Distance (ft)
625
625
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 1
Queuing and Blocking Report
TOTAL PM Peak Hour - Left Over 08/08/2017
Intersection: 3: Route 250
Movement
EB
EB
WB
WB
WB
NB
Directions Served
T
T
L
T
T
LR
Maximum Queue (ft)
116
107
62
168
164
515
Average Queue (ft)
7
6
16
140
141
433
95th Queue (ft)
82
76
50
154
153
610
Link Distance (ft)
463
463
128
128
501
Upstream Blk Time (%)
0
0
45
47
59
Queuing Penalty (veh)
0
0
367
386
0
Storage Bay Dist (ft)
65
Storage Blk Time (%)
0
0
55
Queuing Penalty (veh)
0
1
10
Intersection: 4: Drive/LIDL Ent #2
& Route 250
Movement EB EB EB WB WB NB SB
Directions Served
L
T
T
LT
TR
LTR
R
Maximum Queue (ft)
63
121
97
538
544
73
174
Average Queue (ft)
33
10
6
510
511
57
150
95th Queue (ft)
66
68
48
547
559
92
176
Link Distance (ft)
128
128
494
494
63
148
Upstream Blk Time (%)
1
0
56
65
85
95
Queuing Penalty (veh)
9
1
0
0
0
0
Storage Bay Dist (ft)
65
Storage Blk Time (%)
5
1
Queuing Penalty (veh)
54
1
Network Summary
Network wide Queuing Penalty: 2237
LIDL - Albermarle County SimTraffic Report
Timmons Group Page 2