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TRANSPORTATION IMPACT ANALYSIS
June 30, 2022
Ironwood
New Hanover County, NC
Prepared for
Hoosier Daddy, LLC
Project #: 210291
Home Office:
John Davenport Engineering, Inc. Wilmington Regional Office: Serving the Southeast since 2002
119 Brookstown Ave. Suite PH1 5917 Oleander Drive, Suite 206 NC License: C-2522
Winston-Salem, NC 27101 Wilmington, NC 28403
Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912
Transportation Impact Analysis
Ironwood
New Hanover County, NC
Prepared for Hoosier Daddy, LLC
June 30, 2022
Analysis by: Tou Lee, E.I.
Nick Liguori, P.E.
Drafting/Graphics by: Tou Lee, E.I.
Reviewed by: Nick Liguori, P.E.
Don Bennett, P.E.
Sealed by: Nick Liguori, P.E.
This document, together with the concepts and designs presented herein, is intended only for the specific
purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others
without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and
shall be a violation of the agreement between DAVENPORT and the client.
SEAL
6/30/2022
6/30/2022 210291 Ironwood – TIA Executive Summary i
Ironwood – Transportation Impact Analysis
Hanover County, NC
Prepared for Hoosier Daddy, LLC.
June 30, 2022
Executive Summary
The proposed Ironwood development is to be located north of Shiloh Drive and east of
Rosa Parks Lane in New Hanover County, NC. The development proposes to utilize the
existing Shiloh Drive and two (2) proposed site access points off US 421.
Ironwood development will be analyzed for three (3) phases:
Phase 1A will consist of 125 dwelling units of single-family homes. Phase 1A will
utilize the existing Shiloh Drive as the site access. The build year for Phase 1A is
assumed to be 2023.
Phase 1B includes the addition of approximately 125 dwelling units of townhomes.
In addition to the existing Shiloh Drive, Phase 1B proposes a new right-in right-out
access connection on US 421 north of Rosa Parks Lane. The build year for Phase
1B is assumed to be 2024.
Phase 2 includes the addition of approximately 116 dwelling units of townhomes.
Phase 2 proposes an egress only access connection on US 421 north of Sanders
Road, south of the Tregembo Animal Park. The build year for Phase 2 is assumed
to be 2026.
Based on rates and equations in the ITE Trip Generation Manual, the site has a trip
generation potential of 204 trips in the AM peak, 255 trips in the PM peak and a total of
3,058 daily trips.
DAVENPORT was retained to determine the potential traffic impacts of this development
and to identify transportation improvements that may be required to accommodate the
impacts of both background traffic and new development traffic.
The need for roadway improvements was reviewed based on the capacity analysis and
turn lane warrant analysis. In Phase 1A condition, no improvements are recommended
based upon the results.
In Phase 1B, based on the capacity analysis, NCDOT turn lane criteria and projected
volumes, a right turn lane on US 421 is warranted at Site Access 1.
At the intersection of US 421 and SB-NB U-turn south of Rosa Parks Lane, it is
recommended to extend the southbound U-turn lane from 450 feet to 500 feet of storage.
It is also recommended to optimize the signal timings at this intersection.
6/30/2022 210291 Ironwood – TIA Executive Summary ii
Based on the NCDOT nomograph for intersection signalization with two or three
approaches, a traffic signal is warranted at US 421 and Beau Rivage Driveway during
existing conditions whether the development is built or not. Due to the proximity of the
nearby signal, the installation of a signal is not recommended. The committed northbound
leftover/U-turn lane storage is expected to be adequate to contain the future queues. Also,
exiting traffic can reroute and use alternative accesses to reduce exit delays.
Based on the Phase 2 analysis, the recommendations from Phase 1B are expected to
remain adequate.
Please note that all site access points should be designed according to NCDOT and City
of Wilmington standards. The recommended improvements are illustrated in Exhibit A
and are summarized in Table A. In conclusion, this analysis has been conducted based
on the City of Wilmington and NCDOT guidelines and has identified roadway
improvements to mitigate this development’s impacts.
6/30/2022 210291 Ironwood – TIA Executive Summary iii
Table A – Recommended Improvement Summary
Intersection 2023 Phase 1A Build 2024 Phase 1B Build 2026 Phase 2 Build
US 421 at U-turn south of
Rosa Parks Lane
No improvements
recommended
Extend southbound U-turn lane on US
421 to provide 500 feet of storage and
appropriate taper
Optimize signal timings accordingly
No improvements
recommended
US 421 at Sanders Road No improvements
recommended No improvements recommended No improvements
recommended
US 421 at Beau Rivage
Driveway
No improvements
recommended No improvements recommended No improvements
recommended
US 421 at Manassas Drive
/ Sharks Eye Lane
No improvements
recommended No improvements recommended No improvements
recommended
Manassas Drive at Shiloh
Drive
No improvements
recommended No improvements recommended No improvements
recommended
Myrtle Grove Road at
Lieutenant Congleton Road
No improvements
recommended No improvements recommended No improvements
recommended
US 421 at Site Access 1
Provide northbound right turn lane on
US 421 with 250 feet of storage and
appropriate taper
Design site access according with
NCDOT standards and with one (1)
ingress and one (1) egress lanes
No improvements
recommended
US 421 at Site Access 2
Design site access according
with NCDOT standards and
with one (1) egress lane
*** NOT TO SCALE ***
100'
Beau Rivage
Marketplace Driveway
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
US
4
2
1
Sanders Road
Manassas DriveSharks Eye
Lane
Sh
i
l
o
h
D
r
i
v
e
My
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t
l
e
G
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v
e
R
o
a
d
Lieutenant
Congleton Road
15
0
'
50
0
'
47
5
'
22
5
'
12
5
'
40
0
'
30
0
'
300'
200'
25
0
'
15
0
'
50
0
'
PROJECT NUMBER 210291
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
EXHIBIT A
RECOMMENDED
IMPROVEMENTS
FULL
FULL
US
4
2
1
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
Site Access 1
Site Access 2
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
BLUE = PROPOSED IN
PHASE 1A
PURPLE = PROPOSED IN
PHASE 1B
ORANGE = PROPOSED IN
PHASE 2
RIGHT IN /
RIGHT OUT
DIRECTIONAL
CROSSOVER
25
0
'
~5,544'~1,000'
~8
9
0
'
~7
1
0
'
~1
,
7
7
0
'
~4
2
5
'
Design site access according to
NCDOT and City standards
Extend southbound U-turn lane from
450 feet of storage currently to 500
feet of storage and optimize signal
timings
Design site access according to
NCDOT and City standards
25
0
'
FULL
FULL
~3
9
0
'
FULL
225'
6/30/2022 Ironwood – Transportation Impact Analysis 1
Ironwood – Transportation Impact Analysis
Hanover County, NC
Prepared for Hoosier Daddy, LLC.
June 30, 2022
Table of Contents
1.0 Introduction ............................................................................................................. 3
Figure 1 – Site Plan ..................................................................................................... 5
Figure 2A – Site Location Map .................................................................................... 6
Figure 2B – Vicinity Map .............................................................................................. 7
2.0 Area Conditions ...................................................................................................... 8
2.1 Inventory ................................................................................................................ 8
2.2 Existing Traffic Volumes ........................................................................................ 9
Figure 3 – Existing Lane Geometry ........................................................................... 10
Figure 4 – 2021 Existing Traffic Volumes .................................................................. 11
3.0 Approved Developments and Committed Improvements ................................. 12
3.1 Approved Developments ...................................................................................... 12
3.2 Committed Improvements .................................................................................... 12
3.3 2023 Future No Build Traffic ................................................................................ 12
Figure 5A – Rerouted Traffic ..................................................................................... 13
Figure 5B – 2023 Future No Build Volumes .............................................................. 14
4.0 Methodology ......................................................................................................... 15
4.1 Base Assumptions and Standards ....................................................................... 15
5.0 Capacity Analysis ................................................................................................. 15
5.1 Level of Service Evaluation Criteria ..................................................................... 15
6.0 2023 Phase 1A Build Conditions ......................................................................... 16
6.1 Trip Generation .................................................................................................... 16
6.2 Trip Distribution .................................................................................................... 16
6.3 2023 Phase 1A Build Total Traffic........................................................................ 16
Figure 6 – Phase 1A Trip Distribution ........................................................................ 17
Figure 7 – Phase 1A Site Trip .................................................................................... 18
Figure 8 – 2023 Phase 1A Build Volumes ................................................................. 19
6.4 Phase 1A Discussion of Results .......................................................................... 20
6.5 Phase 1A Queue Results ..................................................................................... 28
Figure 9 – Phase 1A Recommended Improvements .............................................. 32
7.0 2024 Phase 1B Build Conditions ......................................................................... 33
7.1 Trip Generation .................................................................................................... 33
7.2 Trip Distribution .................................................................................................... 33
7.3 2024 Future No Build Traffic ................................................................................ 33
7.4 2024 Phase 1B Build Total Traffic........................................................................ 33
Figure 10 – Phase 1B Trip Distribution ...................................................................... 34
Figure 11 – 2024 Future No Build .............................................................................. 35
Figure 12 – Phase 1B Site Trips ................................................................................ 36
Figure 13 – 2024 Phase 1B Build Volumes ............................................................... 37
7.5 Phase 1B Discussion of Results .......................................................................... 38
6/30/2022 Ironwood – Transportation Impact Analysis 2
7.6 Phase 1B Queue Results ..................................................................................... 47
Figure 14 – Phase 1B Recommended Improvements ............................................... 50
8.0 2026 Phase 2 Build Conditions ........................................................................... 51
8.1 Trip Generation .................................................................................................... 51
8.2 Trip Distribution .................................................................................................... 51
8.3 2026 Future No Build Traffic ................................................................................ 51
8.4 2026 Phase 2 Build Total Traffic .......................................................................... 51
Figure 15 – Phase 2 Trip Distribution ........................................................................ 52
Figure 16 – 2026 Future No Build .............................................................................. 53
Figure 17 – Phase 2 Site Trips .................................................................................. 54
Figure 18 – 2026 Phase 2 Build Volumes .................................................................. 55
8.5 Phase 2 Discussion of Results ............................................................................ 56
8.6 Phase 2 Queue Results ....................................................................................... 66
Figure 19 – Phase 2 Recommended Improvements .................................................. 69
9.0 Summary and Conclusion ................................................................................... 70
Appendix ...................................................................................................................... 72
6/30/2022 Ironwood – Transportation Impact Analysis 3
Ironwood – Transportation Impact Analysis
Hanover County, NC
Prepared for Hoosier Daddy, LLC.
June 30, 2022
1.0 Introduction
The proposed Ironwood development is to be located north of Shiloh Drive and east of
Rosa Parks Lane in New Hanover County, NC. The development proposes to utilize the
existing Shiloh Drive and two (2) proposed site access points off US 421. Figure 1
shows the site plan. Figures 2A and 2B show the site location map and vicinity map,
respectively.
Ironwood development will be analyzed for three (3) phases:
Phase 1A will consist of 125 dwelling units of single-family homes. Phase 1A will
utilize the existing Shiloh Drive as the site access. The build year for Phase 1A is
assumed to be 2023.
Phase 1B includes the addition of approximately 125 dwelling units of
townhomes. In addition to the existing Shiloh Drive, Phase 1B proposes a new
right-in right-out access connection on US 421 north of Rosa Parks Lane. The
build year for Phase 1B is assumed to be 2024.
Phase 2 includes the addition of approximately 116 dwelling units of townhomes.
Phase 2 proposes an egress only access connection on US 421 north of
Sanders Road, south of the Tregembo Animal Park. The build year for Phase 2 is
assumed to be 2026.
DAVENPORT was retained to determine the potential traffic impacts of this
development and to identify transportation improvements that may be required to
accommodate the impacts of both background traffic and new development traffic. The
following intersections were included in the study:
US 421 at U-turn south of Rosa Parks Lane (signalized)
US 421 at Sanders Road (signalized)
US 421 at Beau Rivage Driveway (unsignalized)
US 421 at Manassas Drive / Sharks Eye Lane (signalized)
Manassas Drive at Shilo Drive (unsignalized)
Myrtle Grove Road at Lieutenant Congleton Road (unsignalized)
US 421 at Proposed Site Access 1 (RIRO, Phase 1B)
US 421 at Proposed Site Access 2 (egress only, Phase 2)
6/30/2022 Ironwood – Transportation Impact Analysis 4
The intersections were analyzed during the AM (7-9 am) and PM (4-6 pm) peaks for the
following conditions:
2021 Existing Conditions
2023 Future No Build Conditions
2023 Phase 1A Build Conditions
2023 Phase 1A Build Conditions with Improvements
2024 Future No Build Conditions
2024 Phase 1B Build Conditions
2024 Phase 1B Build Conditions with Improvements
2026 Future No Build Conditions
2026 Phase 2 Build Conditions
2026 Phase 2 Build Conditions with Improvements
The Wilmington Metropolitan Planning Organization (WMPO) and NCDOT were
contacted to obtain background information and to ascertain the elements to be
covered in this Transportation Impact Analysis (TIA). The approved scope for this TIA is
included in the appendix. Information regarding the property was provided by Hoosier
Daddy, LLC and CSD Engineering.
FIGURE 1
SITE PLAN
FIGURE 2A
SITE LOCATION MAP
SITE INDICATOR
FIGURE 2B
VICINITY MAP
STUDY INTERSECTIONS
EXISTING
PROPOSED
1
2
3
7
SITE
8
4 5
6
6/30/2022 Ironwood – Transportation Impact Analysis 8
2.0 Area Conditions
2.1 Inventory
A field investigation was conducted by DAVENPORT staff to determine the existing
roadway conditions in the study area. Table 2.1 contains the results of this effort.
Figure 3 illustrates the existing lane geometry.
Table 2.1 - Street Inventory
Facility Name Route # Typical Cross
Section
Pavement
Width
Speed
Limit
Maintained
By
Carolina Beach
Road US 421 4 lanes divided with
median Approx. 85’ 55 MPH NCDOT
Sanders Road SR 1187 2 lanes undivided Approx. 20’ 45 MPH NCDOT
Manassas Drive SR 1581 2-lane divided with
median Approx. 58’ 35 MPH NCDOT
Shiloh Drive N/A 2-lane undivided Approx. 18’ Not Posted
(25 MPH) Local
Lieutenant
Congleton Road N/A 2-Lane undivided Approx. 24’ Not Posted
(25 MPH) Local
Myrtle Grove
Road SR 1492 2-Lane undivided Approx. 20’ 45 MPH NCDOT
6/30/2022 Ironwood – Transportation Impact Analysis 9
2.2 Existing Traffic Volumes
Existing traffic volumes for this project were collected by Quality Counts staff. Table 2.2
contains the dates these counts were conducted. Schools were in session at the time of
traffic counts.
Review of the Sanders Road counts indicated that Sanders Road was still closed at the
time of recording. After discussion with reviewing agencies, counts taken in September
2021 were provided for use in place of the December 2021 counts. Balancing was
applied to the through traffic volumes along US 421 to account for the differences in
volumes due to the closure of Sanders Road, rerouting due to the closure and different
date of recording.
A system peak hour was used for the traffic analysis. The peak hour occurred at
approximately 7:30 to 8:30 AM, and 4:15 to 5:15 PM. Figure 4 shows the 2021 existing
volumes for AM and PM peak hours. More information can be found in the Traffic
Volume Data section of the appendix.
Table 2.2 - Traffic Volume Data
Count Location: Date Taken: By:
US 421 at SB-NB U-turn south of Rosa Parks Lane 12/09/2021 Quality Counts
US 421 at Sanders Road 12/09/2021 Quality Counts
US 421 at Sanders Road 09/02/2021 Burns Services
US 421 at Beau Rivage Market 12/09/2021 Quality Counts
US 421 at Manassas Drive / Sharks Eye Lane 12/09/2021 Quality Counts
Manassas Drive at Shiloh Drive 12/09/2021 Quality Counts
Myrtle Grove Road at Lieutenant Conglenton Road 12/09/2021 Quality Counts
*** NOT TO SCALE ***
Beau Rivage
Marketplace Driveway
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
US
4
2
1
Sanders Road
Manassas DriveSharks Eye
Lane
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
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o
v
e
R
o
a
d
Lieutenant
Congleton Road
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
ROADWAY
LEGEND
2019 AADT
VOLUMESXXXX
SPEED
LIMIT
55
15
0
'
45
0
'
47
5
'
22
5
'
12
5
'
40
0
'
30
0
'
300'
200'
25
0
'
15
0
'
50
0
'
SPEED
LIMIT
45
SPEED
LIMIT
35
44
,
9
0
0
12,500
3,000
SPEED
LIMIT
55
PROJECT NUMBER 210291
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
FIGURE 3
EXISTING LANE
GEOMETRY
FULL
FULL
FULL
US
4
2
1
~5,544'~1,000'
~8
9
0
'
~7
1
0
'
~2
,
1
6
0
'
DIRECTIONAL
CROSSOVER
*** NOT TO SCALE ***
Beau Rivage
Marketplace Driveway
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM/PM PEAK
BLACK = EXISTING
GREY = UNANALYZED
PROJECT NUMBER 210291
FIGURE 4
2021 EXISTING TRAFFIC
VOLUMES
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
Sanders Road
Manassas DriveSharks Eye Lane
Sh
i
l
o
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D
r
i
v
e
My
r
t
l
e
G
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o
v
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R
o
a
d
Lieutenant
Congleton Road
23
2
6
/
1
7
7
7
2
/
1
0
15
9
5
/
2
2
9
6
82
/
1
2
1
0 / 3
5 / 4
0 / 0
5
/
5
18
5
2
/
1
4
3
2
462 / 342
0 / 0
147 / 101
20
1
3
/
1
5
6
1
10
2
/
8
9
14
9
1
/
1
9
8
4
33
/
8
7
34 / 107
26
/
2
4
1
/
2
38
/
2
9
17
3
5
/
1
3
9
6
61
/
6
9
96
/
1
3
3
13
9
1
/
1
8
9
0
12
/
4
4
0
/
0
0
/
0
0
/
7
252 / 141
3
/
1
15
/
1
1
0
/
0
20 / 92
37
3
/
5
0
4
20
/
2
6
8
/
4
37
2
/
3
9
4
18 / 28
29 / 13
1 / 2
0 / 0
230 / 120
DIRECTIONAL
CROSSOVER
54
/
3
5
2
/
3
13
2
3
/
1
9
3
2
26
3
/
3
6
2
9
/
9
1 / 5
6 / 17
113 / 132
1 / 3
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
6/30/2022 Ironwood – Transportation Impact Analysis 12
3.0 Approved Developments and Committed Improvements
3.1 Approved Developments
Approved developments are developments that have been recently approved in
the area, but not yet constructed. Per WMPO staff, there is one (1) approved
development to be considered in this analysis, Tarin Woods II Development. The
development is expected to consist of 215 single-family homes. 185 out of the 215
homes has been built. The remaining 30 units projected traffic volumes were assumed
to be in place in future conditions. More information about the approved development
can be found in the Approved Development section of the appendix.
3.2 Committed Improvements
Committed Improvements are improvements that are planned by NCDOT, a local
municipality, or a developer in the area, but not yet constructed. During the scoping of
the TIA and recording of the turning movement counts, the three improvements listed
below were requirements of the approved TIA for the Tarin Woods II development and
were under construction. At the time of submittal for this Ironwood TIA, these
improvements are complete, accepted, and in operation.
Manassas Drive at Shiloh Drive
Provide an eastbound left turn lane with 100 feet of storage and appropriate
taper
US 421 at Manassas Drive
Provide a second westbound right turn lane with 225 feet of storage and
appropriate taper
US 421 at Beau Rivage Driveway
Provide a northbound leftover/U-turn with 250 feet of storage and appropriate
taper
3.3 2023 Future No Build Traffic
The 2023 future no build traffic volumes were computed by applying a 1.0%
compounded annual growth rate to the 2021 existing traffic volumes and adding
approved development trips. With the construction of the committed crossover, existing
left and U-turns are expected to reroute to the new crossover. Figure 5A shows the
assumed rerouted volumes making these movements. Figure 5B shows 2023 future no
build traffic volumes for AM and PM peaks. More information can be found in the Traffic
Volume Data section of the appendix.
*** NOT TO SCALE ***
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM/PM PEAK
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
PROJECT NUMBER 210291
FIGURE 5A
REROUTED TRIPS
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
Sanders Road
Beau Rivage
Marketplace Driveway
Manassas DriveSharks Eye Lane
Lieutenant
Congleton Road
0
/
0
0
/
0
0
/
0
0
/
0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
-1
4
/
-
1
2
-9
/
-
3
0 / 0
0
/
0
0
/
0
0
/
0
0
/
0
0
/
0
0
/
0
0
/
0
0
/
0
0
/
0
0
/
0
0
/
0
0 / 0
0
/
0
0
/
0
0
/
0
0 / 0 0
/
0
0
/
0
0
/
0
0
/
0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
DIRECTIONAL
CROSSOVER
Sanders Road
14
/
1
2
16
/
1
4
-3
0
/
-
2
6
0
/
0
0
/
0
-7
/
-
1
1
-2
3
/
-
1
5
0 / 0
0
/
0
0
/
0
0
/
0
0
/
0
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
r
o
v
e
R
o
a
d
*** NOT TO SCALE ***
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM/PM PEAK
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
PROJECT NUMBER 210291
FIGURE 5B
2023 FUTURE NO
BUILD VOLUMES
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
Sanders Road
Beau Rivage
Marketplace Driveway
Manassas DriveSharks Eye Lane
Lieutenant
Congleton Road
23
8
8
/
1
8
2
2
3
/
1
1
16
3
4
/
2
3
5
8
84
/
1
2
4
0 / 4
6 / 5
0 / 0
472 / 349
0 / 0
151 / 105
15
1
3
/
2
0
2
8
25
/
8
6
35 / 110
27
/
2
5
2
/
3
41
/
3
4
17
7
0
/
1
4
2
5
63
/
7
1
10
4
/
1
5
2
14
3
5
/
1
9
3
8
13
/
4
5
0
/
0
0
/
0
8
/
1
3
277 / 156
4
/
2
16
/
1
2
0
/
0
21 / 94
38
1
/
5
1
5
21
/
2
7
9
/
5
38
0
/
4
0
2
19 / 29
30 / 14
2 / 3
0 / 0
247 / 131
5 / 12
121 / 147
7 / 18
DIRECTIONAL
CROSSOVER
Sanders Road
16
/
1
4
18
/
1
6
20
4
0
/
1
5
7
7
6
/
6
19
0
5
/
1
4
7
0
99
/
8
1
33
/
2
1
2 / 6
3
/
4
13
5
6
/
1
9
8
6
26
9
/
3
7
0
10
/
1
0
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
Sh
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6/30/2022 Ironwood – Transportation Impact Analysis 15
4.0 Methodology
4.1 Base Assumptions and Standards
In general, the analysis for this project was conducted utilizing commonly accepted
NCDOT standards. The following table contains a summary of the base assumptions:
5.0 Capacity Analysis
5.1 Level of Service Evaluation Criteria
The Transportation Research Board’s Highway Capacity Manual (HCM) utilizes a term
“level of service” to measure how traffic operates in intersections and on roadway
segments. There are currently six levels of service ranging from A to F. Level of service
“A” represents low-volume traffic operations and Level of Service “F” represents high-
volume, oversaturated traffic operations. However, in very congested areas, a simple
LOS evaluation technique may not be sufficient to determine the true impact of a
project. Synchro Traffic Modeling software was used to determine the level of service
for studied intersections. Note for unsignalized intersection analysis, the level of service
noted is for the worst approach of the intersection. This is typically the left turn
movement for the side street approach, due to the number of opposing movements. All
worksheet reports from the analyses can be found in the Appendix.
Table 4.1 - Assumptions
Peak Hour Factor 0.90
Background Traffic Annual Growth Rate 1.0% per year for all roadways
Analysis Software Synchro/SimTraffic Version 10.0
Base Signal Timing/Phasing NCDOT
Lane widths 12-feet
Truck percentages 2%
Table 5.1 – Highway Capacity Manual
Levels of Service and Control Delay Criteria
Signalized Intersection Unsignalized Intersection
Level of Service Control Delay Per
vehicle (sec) Level of Service Delay Range
(sec)
A 10 A 10
B 10 and 20 B 10 and 15
C 20 and 35 C 15 and 25
D 35 and 55 D 25 and 35
E 55 and 80 E 35 and 50
F 80 F 50
6/30/2022 Ironwood – Transportation Impact Analysis 16
6.0 2023 Phase 1A Build Conditions
6.1 Trip Generation
Phase 1A is planned to consist of 125 single-family homes. The ITE Land Use Code of
210 was agreed upon with the City of Wilmington and NCDOT during the scoping
process. The choice of adjacent street peak hour trips and rates for this site was based
on NCDOT Congestion Management Rate vs Equation Spreadsheet dated July 1, 2018.
Table 6.1 presents the results.
Table 6.1 - ITE Trip Generation
Ironwood - Phase 1A
Average Weekday Driveway Volumes 24 Hour AM Peak
Hour
PM Peak
Hour Two-Way
Land Use
ITE
Land
Code
Size Data
Source Volume Enter Exit Enter Exit
Single Family Homes 210 125 Dwelling
Units
Adjacent
/Equation 1,277 24 70 79 47
Total Unadjusted Trips 1,262 24 70 79 47
6.2 Trip Distribution
Site trips for this development were distributed based on the existing traffic patterns and
engineering judgment. Site trip distribution models were agreed upon with the City of
Wilmington and NCDOT staff. The site trip distributions are shown in Figure 6 and
utilizes the following overall directional patterns:
65% to and from the north on US 421
20% to and from the south on US 421
5% to and from the west on Sanders Road
5% to and from the west on Beau Rivage Marketplace Driveway
5% to and from the north on Myrtle Grove Road
6.3 2023 Phase 1A Build Total Traffic
The 2023 build-out traffic volume was obtained by summing the 2023 future no build
volumes and Phase 1A site trips due to the proposed development. Phase 1A site trips
are shown in Figure 7. The resulting 2023 Phase 1A build volume totals for AM and PM
peaks are shown in Figure 8.
*** NOT TO SCALE ***
5%
O
U
T
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
BLUE = PROPOSED IN
PHASE 1A
PROJECT NUMBER 210291
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
Sanders Road
Beau Rivage
Marketplace
Driveway
Manassas DriveSharks Eye
Lane
Lieutenant
Congleton Road
DIRECTIONAL
CROSSOVER
DESTINATION
NODE%
65%
5%
20%
5%
5%
I
N
FIGURE 6
PHASE 1A TRIP
DISTRIBUTION
5%
O
U
T
5% OUT
5% IN
95% IN
95
%
O
U
T
95% OUT
75
%
I
N
20
%
O
U
T
20
%
I
N
20
%
O
U
T
70
%
O
U
T
70
%
I
N
5%
O
U
T
65
%
O
U
T
5% IN
65
%
I
N
65
%
O
U
T
65
%
I
N
5%
5% IN
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
Sh
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D
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My
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*** NOT TO SCALE ***
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM/PM PEAK
PROJECT NUMBER 210291
FIGURE 7
PHASE 1A SITE TRIPS
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
Sanders Road
Beau Rivage
Marketplace Driveway
Manassas DriveSharks Eye Lane
Lieutenant
Congleton Road
46
/
3
1
0
/
0
16
/
5
1
0
/
0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
1 / 4
17
/
5
5
0
/
0
1 / 4
0
/
0
0
/
0
5
/
1
6
0
/
0
0
/
0
18
/
5
9
14
/
9
0
/
0
4
/
2
0
/
0
67
/
4
5
67 / 45
0
/
0
0
/
0
0
/
0
0 / 0 0
/
0
1
/
4
0
/
0
0
/
0
4 / 2
0 / 0
0 / 0
1 / 4
0 / 0
23 / 75
0 / 0
0 / 0
DIRECTIONAL
CROSSOVER
Sanders Road
14
/
9
4
/
2
49
/
3
3
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
BLUE = PROPOSED IN
PHASE 1A
0
/
0
46
/
3
1
4
/
2
0
/
0
0
/
0
16
/
5
1
0
/
0
0
/
0
0 / 0
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
Sh
i
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o
h
D
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My
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*** NOT TO SCALE ***
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM/PM PEAK
PROJECT NUMBER 210291
FIGURE 8
2023 PHASE 1A BUILD
VOLUMES
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
Sanders Road
Beau Rivage
Marketplace Driveway
Manassas DriveSharks Eye Lane
Lieutenant
Congleton Road
24
3
4
/
1
8
5
3
3
/
1
1
16
5
0
/
2
4
0
9
84
/
1
2
4
0 / 4
6 / 5
0 / 0
472 / 349
0 / 0
152 / 109
15
3
0
/
2
0
8
3
25
/
8
6
36 / 114
27
/
2
5
2
/
3
46
/
5
0
17
7
0
/
1
4
2
5
63
/
7
1
12
2
/
2
1
1
14
4
9
/
1
9
4
7
13
/
4
5
4
/
2
0
/
0
75
/
5
8
344 / 201
4
/
2
16
/
1
2
0
/
0
21 / 94
38
1
/
5
1
5
22
/
3
1
9
/
5
38
0
/
4
0
2
23 / 31
30 / 14
2 / 3
1 / 4
247 / 131
28 / 87
121 / 147
7 / 18
DIRECTIONAL
CROSSOVER
Sanders Road
30
/
2
3
22
/
1
8
20
8
9
/
1
6
1
0
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
BLUE = PROPOSED IN
PHASE 1A
6
/
6
19
5
1
/
1
5
0
1
10
3
/
8
3
33
/
2
1
3
/
4
13
7
2
/
2
0
3
7
26
9
/
3
7
0
10
/
1
0
2 / 6
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
Sh
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6/30/2022 Ironwood – Transportation Impact Analysis 20
6.4 Phase 1A Discussion of Results
The following section discusses 2023 Phase 1A levels of service for each intersection.
Recommended improvements for Phase 1A are illustrated in Figure 9.
US 421 at SB-NB U-turn south of Rosa Parks Lane
This signalized intersection currently operates at LOS A during both the AM and PM
peak hours. In 2023 future no build conditions, this intersection is expected to operate at
LOS B during both the AM and PM peaks. In Phase 1A build conditions, the LOS is
expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 6.2 - US 421 & SB-NB U turn south of Rosa
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Northbound
AM Peak Hour
2021 Existing A (6.2)
L T R L T R
A (0.1) A (6.4)
A (0.1) A (6.4)
2023 Future
No-Build B (14.8)
L T R L T R
F (85.1) B (12.3)
F (85.1) B (12.3)
2023 Phase
1A Build B (15.6)
L T R L T R
F (85.1) B (13.2)
F (85.1) B (13.2)
PM Peak Hour
2021 Existing A (4.1)
L T R L T R
A (0.1) A (4.3)
A (0.1) A (6.4)
2023 Future
No-Build B (16.1)
L T R L T R
F (82.8) B (11.6)
F (82.8) B (11.6)
2023 Phase
1A Build B (16.1)
L T R L T R
F (82.8) B (11.6)
F (82.8) B (11.6)
6/30/2022 Ironwood – Transportation Impact Analysis 21
US 421 at NB-SB U-turn south of Rosa Parks Lane
This unsignalized intersection currently operates at LOS C during the AM peak and LOS
D in the PM peak. In 2023 future no build and Phase 1A build conditions, the LOS is
expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 6.3 - US 421 & NB-SB U turn south of Rosa
Scenario
LOS of
Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Westbound Southbound
AM Peak Hour
2021
Existing
C (17.9)
WB Approach
L T R L T R
C (17.9) #N/A #N/A #N/A A (0.0) #N/A
C (17.9) A (0.0)
2023 Future
No-Build
C (18.3)
WB Approach
L T R L T R
C (18.3) #N/A #N/A #N/A A (0.0) #N/A
C (18.3) A (0.0)
2023 Phase
1A Build
C (18.5)
WB Approach
L T R L T R
C (18.5) #N/A #N/A #N/A A (0.0) #N/A
C (18.5) A (0.0)
PM Peak Hour
2021
Existing
D (29.5)
WB Approach
L T R L T R
D (29.5) #N/A #N/A #N/A A (0.0) #N/A
D (29.5) A (0.0)
2023 Future
No-Build
D (30.9)
WB Approach
L T R L T R
D (30.9) #N/A #N/A #N/A A (0.0) #N/A
D (30.9) A (0.0)
2023 Phase
1A Build
D (32.3)
WB Approach
L T R L T R
D (32.3) #N/A #N/A #N/A A (0.0) #N/A
D (32.3) A (0.0)
6/30/2022 Ironwood – Transportation Impact Analysis 22
US 421 at Sanders Road / Storage Driveway
This signalized intersection currently operates at LOS C during both the AM and PM
peak hours. In 2023 future no build conditions, this intersection is expected to operate at
LOS D during the AM peak and LOS C in the PM peak. In Phase 1A build conditions,
the LOS is expected to remain unchanged with slight increase in delay. No
improvements are recommended.
Table 6.4 - US 421 & Sanders Rd/North State Storage Driveway
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2021
Existing
C
(28.2)
L T R L T R L T R L T R
F
(82.1)
F
(83.6)
A
(9.5)
E
(75.8)
E
(75.8)
E
(75.8)
C
(33.0)
C
(22.5)
C
(22.5)
B
(11.6)
C
(23.7)
A
(0.3)
E (65.3) E (75.8) C (23.3) B (19.8)
2023
Future
No-Build
D
(35.5)
L T R L T R L T R L T R
F
(82.8)
F
(83.9)
A
(0.1)
E
(76.0)
E
(76.0)
E
(76.0)
F
(186.0)
C
(28.0)
C
(28.0)
E
(76.9)
C
(24.6)
A
(0.3)
E (63.2) E (76.0) D (38.2) C (21.1)
2023
Phase
1A Build
D
(36.4)
L T R L T R L T R L T R
F
(82.8)
F
(83.9)
A
(0.1)
E
(76.0)
E
(76.0)
E
(76.0)
F
(195.2)
C
(29.4)
C
(29.4)
E
(76.9)
C
(24.9)
A
(0.3)
E (63.1) E (76.0) D (40.1) C (21.3)
PM Peak Hour
2021
Existing
C
(29.6)
L T R L T R L T R L T R
F
(181.6)
F
(172.0)
B
(14.9)
E
(74.6)
E
(74.6)
E
(74.6)
F
(86.3)
A
(7.4)
A
(7.4)
A
(4.8)
C
(22.2)
A
(0.4)
F (140.3) E (75.8) C (23.3) B (19.8)
2023
Future
No-Build
C
(32.5)
L T R L T R L T R L T R
F
(181.6)
F
(186.7)
A
(0.1)
E
(75.8)
E
(75.8)
E
(75.8)
F
(151.7)
A
(8.9)
A
(8.9)
E
(74.6)
C
(24.1)
A
(0.4)
F (141.9) E (75.8) B (18.1) C (20.7)
2023
Phase
1A Build
C
(33.0)
L T R L T R L T R L T R
F
(181.6)
F
(186.7)
A
(0.1)
E
(75.8)
E
(75.8)
E
(75.8)
F
(153.0)
A
(8.6)
A
(8.6)
E
(74.6)
C
(25.8)
A
(0.4)
F (140.7) E (75.8) B (17.8) C (22.2)
6/30/2022 Ironwood – Transportation Impact Analysis 23
US 421 at Beau Rivage Marketplace Driveway
This unsignalized intersection currently operates at LOS B during the AM peak and LOS
D in the PM peak. In 2023 future no build conditions with the committed improvement in
place, the LOS is expected to remain unchanged. In Phase 1A build conditions, the
intersection is expected to operate at LOS B in the AM peak and LOS E in the PM peak
with slight increase in delay.
Based on the NCDOT nomograph for intersection signalization with two or three
approaches, a traffic signal is warranted in existing conditions whether the development
is built or not. Due to the proximity of the nearby signal, the installation of a signal is not
recommended. The committed northbound leftover/U-turn lane storage is expected to
be adequate to contain the future queues. Also, exiting traffic can reroute and use
alternative accesses to reduce exit delays. No improvements are recommended.
Table 6.5 - US 421 & Beau Rivage Driveway
Scenario
LOS of
Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Northbound Southbound
AM Peak Hour
2021 Existing B (13.2)
EB Approach
L T R L T R L T R
#N/A #N/A B
(13.2) #N/A - (-) #N/A A
(0.0)
A
(0.0)
B (13.2) A (0.0)
2023 Future
No-Build
B (13.6)
EB Approach
L T R L T R L T R
#N/A #N/A B
(13.6)
B
(11.2)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
B (13.6) A (0.2) A (0.0)
2023 Phase
1A Build
B (13.6)
EB Approach
L T R L T R L T R
#N/A #N/A C
(13.6)
B
(11.6)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
C (13.6) A (0.3) A (0.0)
PM Peak Hour
2021 Existing D (26.9)
EB Approach
L T R L T R L T R
#N/A #N/A D
(26.9) #N/A - (-) #N/A #N/A A
(0.0)
A
(0.0)
D (26.9) A (0.0)
2023 Future
No-Build
D (30.4)
EB Approach
L T R L T R L T R
#N/A #N/A D
(30.4)
C
(22.1)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
D (30.4) A (0.4) A (0.0)
2023 Phase
1A Build
E (35.4)
EB Approach
L T R L T R L T R
#N/A #N/A E
(35.4)
D
(28.1)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
E (35.4) A (0.7) A (0.0)
6/30/2022 Ironwood – Transportation Impact Analysis 24
US 421 at Manassas Drive
This signalized intersection currently operates at LOS C during the AM peak and LOS B
in the PM peak. In 2023 future no build conditions with the committed improvement in
place, the LOS is expected to remain unchanged. In Phase 1A build conditions, the
intersection is expected to operate at LOS C in both the AM and PM peaks. The
increase in delay is expected to be minimal, therefore, no improvements are
recommended.
Table 6.6 - US 421 & SB Manassas Crossover/Manassas Dr
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound
AM Peak Hour
2021 Existing C
(23.9)
L T R L T R L T R
A (0.1) F (128.1) B (10.9) A (4.4)
A (0.1) F (128.1) B (10.8)
2023 Future
No-Build
C
(20.4)
L T R L T R L T R
D (49.0) F (80.2) A (9.3) A (3.9)
D (49.0) F (80.2) A (9.2)
2023 Phase
1A Build
C
(23.9)
L T R L T R L T R
D (47.0) F (85.2) B (10.6) A (4.3)
D (47.0) F (85.2) B (10.4)
PM Peak Hour
2021 Existing B
(12.2)
L T R L T R L T R
A (0.1) F (83.0) A (6.6) A (3.9)
A (0.1) F (128.1) B (10.8)
2023 Future
No-Build
B
(17.1)
L T R L T R L T R
E (57.6) E (64.4) A (7.2) A (4.2)
E (57.6) E (64.4) A (7.2)
2023 Phase
1A Build
C
(20.6)
L T R L T R L T R
E (56.9) E (59.9) A (9.6) A (5.6)
E (56.9) E (59.9) A (9.5)
6/30/2022 Ironwood – Transportation Impact Analysis 25
US 421 at Sharks Eye Lane
This signalized intersection currently operates at LOS A during both the AM and PM
peak hours. In 2023 future no build and Phase 1A build conditions, the LOS is expected
to remain unchanged with slight increase in delay. No improvements are recommended.
Table 6.7 - US 421 & Sharks Eye Lane/NB Manassas Crossover
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Southbound
AM Peak Hour
2021 Existing A (1.6)
L T R L T R L T R
F
(81.9) A (0.0) A
(0.5)
A
(0.1)
F (81.9) A (0.0) A (0.5)
2023 Future No-
Build A (5.4)
L T R L T R L T R
E
(71.0) F (86.6) A
(0.7)
A
(0.2)
E (71.0) F (86.6) A (0.7)
2023 Phase 1A
Build A (5.3)
L T R L T R L T R
E
(71.0) F (86.6) A
(0.7)
A
(0.2)
E (71.0) F (86.6) A (0.7)
PM Peak Hour
2021 Existing A (5.0)
L T R L T R L T R
F
(87.2)
A (0.0) A
(1.3)
A
(0.5)
F (87.3) A (0.0) A (0.5)
2023 Future No-
Build A (7.6)
L T R L T R L T R
F
(87.2) E
(73.2) A
(1.5)
A
(0.5)
F (87.3) E (73.2) A (1.5)
2023 Phase 1A
Build A (7.7)
L T R L T R L T R
F
(87.1)
E
(72.7) A
(1.6)
A
(0.5)
F (87.1) E (72.7) A (1.5)
6/30/2022 Ironwood – Transportation Impact Analysis 26
Manassas Drive at Shiloh Drive
This unsignalized intersection currently operates at LOS B during both the AM and PM
peak hours. In 2023 future no build and Phase 1A build conditions, the LOS is expected
to remain unchanged with slight increase in delay. No improvements are recommended.
Table 6.8 - Shiloh Dr & Manassas Dr
Scenario
LOS of
Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2021
Existing
B (11.4)
NB Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.5)
A
(0.0)
A
(0.0)
B
(11.4)
B
(11.4)
B
(11.4)
B
(11.1)
B
(11.1)
B
(11.1)
A (0.0) A (0.1) B (11.4) B (11.1)
2023
Future
No-Build
B (11.9)
NB Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.5)
A
(0.0)
A
(0.0)
B
(11.9)
B
(11.9)
B
(11.9)
B
(11.1)
B
(11.1)
B
(11.1)
A (0.0) A (0.1) B (11.9) B (11.1)
2023
Phase
1A Build
B (13.4)
NB Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.5)
A
(0.0)
A
(0.0)
B
(13.4)
B
(13.4)
B
(13.4)
B
(10.9)
B
(10.9)
B
(10.9)
A (0.0) A (0.1) B (13.4) B (10.9)
PM Peak Hour
2021
Existing
B (10.6)
NB Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
A
(0.0)
B
(10.6)
B
(10.6)
B
(10.6)
B
(10.1)
B
(10.1)
B
(10.1)
A (0.0) A (0.2) B (10.6) B (10.1)
2023
Future
No-Build
B (11.1)
NB Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
A
(0.0)
B
(11.1)
B
(11.1)
B
(11.1)
B
(10.1)
B
(10.1)
B
(10.1)
A (0.0) A (0.2) B (11.1) B (10.1)
2023
Phase
1A Build
B (13.2)
NB Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
A
(0.0)
B
(13.2)
B
(13.2)
B
(13.2)
A
(9.9)
A
(9.9)
A
(9.9)
A (0.0) A (0.2) B (13.2) A (9.9)
6/30/2022 Ironwood – Transportation Impact Analysis 27
Myrtle Grove Road at Lieutenant Conglenton Road
This unsignalized intersection currently operates at LOS B during the AM peak and LOS
C in the PM peak. In 2023 future no build and Phase 1A build conditions, the LOS is
expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 6.9 - Myrtle Grove Road & Lieutenant Congleton Rd
Scenario
LOS of
Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Northbound Southbound
AM Peak Hour
2021 Existing B (13.8)
EB Approach
L T R L T R L T R
B
(13.8) B
(13.8)
A
(8.2)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
B (13.8) A (0.2) A (0.0)
2023 Future No-
Build
B (14.1)
EB Approach
L T R L T R L T R
B
(14.1) B
(14.1)
A
(8.3)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
B (14.1) A (0.2) A (0.0)
2023 Phase 1A
Build
B (14.5)
EB Approach
L T R L T R L T R
B
(14.5) B
(14.5)
A
(8.3)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
B (14.5) A (0.2) A (0.0)
PM Peak Hour
2021 Existing C (18.6)
EB Approach
L T R L T R L T R
C
(18.6) C
(18.6)
A
(8.7)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
C (18.6) A (0.1) A (0.0)
2023 Future No-
Build
C (19.2)
EB Approach
L T R L T R L T R
C
(19.2) C
(19.2)
A
(8.7)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
C (19.2) A (0.1) A (0.0)
2023 Phase 1A
Build
C (19.6)
EB Approach
L T R L T R L T R
C
(19.6) C
(19.6)
A
(8.7)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
C (19.6) A (0.1) A (0.0)
6/30/2022 Ironwood – Transportation Impact Analysis 28
6.5 Phase 1A Queue Results
Queuing analysis was conducted using SimTraffic simulation for the study intersections,
based on a NCDOT-standard 10-minute seeding time and a 60-minute recording time.
The maximum queue lengths and Synchro 95% queues are shown, along with existing
turn lane lengths. All queue reports can be found in the appendix. The Phase 1A results
are shown in Table 6.10 to 6.13 below for all exclusive turn lanes. All queue reports can
be found in the Queueing and Blocking Reports section of the appendix.
Table 6.10 - Queue Results
AM Peak Hour Queues
Scenario US 421 & SB-NB U-turn
south of Rosa
US 421 & NB-SB U-turn
south of Rosa
2021 Existing EBL WBL
Max Queue (ft) 76 18
95th Percentile Queue (ft) 0 0
Storage Bay (ft) 450 150
2023 No Build EBL WBL
Max Queue (ft) 92 25
95th Percentile Queue (ft) 152 0
Storage Bay (ft) 450 150
2023 Phase 1A Build EBL WBL
Max Queue (ft) 194 28
95th Percentile Queue (ft) 152 3
Storage Bay (ft) 450 150
PM Peak Hour Queues
Scenario US 421 & SB-NB U-turn
south of Rosa
US 421 & NB-SB U-turn
south of Rosa
2021 Existing EBL WBL
Max Queue (ft) 84 60
95th Percentile Queue (ft) 0 5
Storage Bay (ft) 450 150
2023 No Build EBL WBL
Max Queue (ft) 145 58
95th Percentile Queue (ft) 202 8
Storage Bay (ft) 450 150
2023 Phase 1A Build EBL WBL
Max Queue (ft) 143 52
95th Percentile Queue (ft) 202 8
Storage Bay (ft) 450 150
6/30/2022 Ironwood – Transportation Impact Analysis 29
Table 6.11 - Queue Results
AM Peak Hour Queues
Scenario US 421 at Sanders Road
2021 Existing EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 354 399 274 59 190 304 130 310
95th Percentile Queue (ft) 370 377 64 40 m#162 m#1302 15 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
2023 No Build EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 311 378 275 59 466 587 130 305
95th Percentile Queue (ft) 378 386 0 41 m#314 #1426 41 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
2023 Phase 1A Build EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 360 415 275 67 538 610 132 305
95th Percentile Queue (ft) 378 386 0 41 m#305 #1485 41 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
PM Peak Hour Queues
Scenario US 421 at Sanders Road
2021 Existing EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 400 1062 275 59 181 128 119 375
95th Percentile Queue (ft) #415 #404 58 36 #219 586 9 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
2023 No Build EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 400 1049 275 62 280 159 173 306
95th Percentile Queue (ft) #415 #426 0 40 #253 660 40 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
2023 Phase 1A Build EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 400 1058 275 66 226 192 72 373
95th Percentile Queue (ft) #415 #426 0 40 #258 601 40 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
#: 95th percentile volume exceeds capacity, queue may be longer
m: volume for 95th percentile queue is metered by upstream signal
6/30/2022 Ironwood – Transportation Impact Analysis 30
Table 6.12 - Queue Results
AM Peak Hour Queues
Scenario
US 421 at Beau
Rivage Marketplace
Driveway
US 421 & Manassas Dr/ SB
Manassas Crossover
US 421 & Sharks Eye
Lane/NB Manassas
Crossover
2021 Existing EBR NBUL SBR EBLT WBR NBR EBR WBLT SBR
Max Queue (ft) 67 0 87 637 50 50 72 10
95th Percentile
Queue (ft) 8 0 m0 #502 19 53 0 m0
Storage Bay (ft) FULL 300 475 FULL 125 FULL 400 225
2023 No Build EBR NBUL SBR EBLT WBR WBR NBR EBR WBLT SBR
Max Queue (ft) 70 176 4 265 339 248 47 63 110 38
95th Percentile
Queue (ft) 8 5 0 m182 230 230 20 53 129 m1
Storage Bay (ft) FULL 250 300 475 FULL 225 125 FULL 400 225
2023 Phase 1A
Build EBR NBUL SBR EBLT WBR WBR NBR EBR WBLT SBR
Max Queue (ft) 216 228 260 398 427 273 55 51 99 23
95th Percentile
Queue (ft) 8 8 0 m211 #299 #299 21 53 129 m1
Storage Bay (ft) FULL 250 300 475 FULL 225 125 FULL 400 225
PM Peak Hour Queues
Scenario
US 421 at Beau
Rivage Marketplace
Driveway
US 421 & Manassas Dr/ SB
Manassas Crossover
US 421 & Sharks Eye
Lane/NB Manassas
Crossover
2021 Existing EBR NBUL SBR EBLT WBR NBR EBR WBLT SBR
Max Queue (ft) 191 0 91 222 41 159 72 46
95th Percentile
Queue (ft) 50 0 m0 222 16 161 0 m2
Storage Bay (ft) FULL 300 475 FULL 125 FULL 400 225
2023 No Build EBR NBUL SBR EBLT WBR WBR NBR EBR WBLT SBR
Max Queue (ft) 187 60 5 239 148 112 49 180 110 49
95th Percentile
Queue (ft) 58 13 0 m201 128 128 18 161 132 m2
Storage Bay (ft) FULL 250 300 475 FULL 225 125 FULL 400 225
2023 Phase 1A
Build EBR NBUL SBR EBLT WBR WBR NBR EBR WBLT SBR
Max Queue (ft) 293 87 0 309 154 137 58 170 101 56
95th Percentile
Queue (ft) 70 20 0 m280 153 153 30 162 132 m2
Storage Bay (ft) FULL 250 300 475 FULL 225 125 FULL 400 225
#: 95th percentile volume exceeds capacity, queue may be longer
m: volume for 95th percentile queue is metered by upstream signal
6/30/2022 Ironwood – Transportation Impact Analysis 31
Table 6.13 - Queue Results
AM Peak Hour Queues
Scenario Shiloh Dr & Manassas Dr Myrtle Grove Road &
Lieutenant Congleton Rd
2021 Existing EBLTR WBLTR NBLTR SBLTR EBLR NBLT SBTR
Max Queue (ft) 16 33 35 31 80 52 0
95th Percentile Queue (ft) 0 0 3 3 10 0 0
Storage Bay (ft) FULL FULL FULL FULL FULL FULL FULL
2023 No Build EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR
Max Queue (ft) 12 6 28 35 39 68 64 0
95th Percentile Queue (ft) 0 0 0 3 3 10 0 0
Storage Bay (ft) 100 FULL FULL FULL FULL FULL FULL FULL
2023 Phase 1A Build EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR
Max Queue (ft) 54 6 34 44 55 79 52 0
95th Percentile Queue (ft) 0 0 5 13 13 0 0
Storage Bay (ft) 100 FULL FULL FULL FULL FULL FULL FULL
PM Peak Hour Queues
Scenario Shiloh Dr & Manassas Dr Myrtle Grove Road &
Lieutenant Congleton Rd
2021 Existing EBLTR WBLTR NBLTR SBLTR EBLR NBLT SBTR
Max Queue (ft) 15 9 45 31 65 43 0
95th Percentile Queue (ft) 0 0 3 3 13 0 0
Storage Bay (ft) FULL FULL FULL FULL FULL FULL FULL
2023 No Build EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR
Max Queue (ft) 22 0 9 38 40 96 60 0
95th Percentile Queue (ft) 0 0 0 3 3 15 0 0
Storage Bay (ft) 100 FULL FULL FULL FULL FULL FULL FULL
2023 Phase 1A Build EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR
Max Queue (ft) 54 0 34 55 63 86 43 0
95th Percentile Queue (ft) 0 0 0 5 8 15 0 0
Storage Bay (ft) 100 FULL FULL FULL FULL FULL FULL FULL
*** NOT TO SCALE ***
Beau Rivage
Marketplace Driveway
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
US
4
2
1
Sanders Road
Manassas DriveSharks Eye
Lane
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
r
o
v
e
R
o
a
d
Lieutenant
Congleton Road
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
IMPROVEMENTS
BLUE = PROPOSED IN
PHASE 1A
ROADWAY
LEGEND
15
0
'
45
0
'
47
5
'
22
5
'
12
5
'
40
0
'
30
0
'
300'
200'
25
0
'
15
0
'
50
0
'
PROJECT NUMBER 210291
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
FIGURE 9
PHASE 1A
RECOMMENDED
IMPROVEMENTS
FULL
FULL
FULL
US
4
2
1
DIRECTIONAL
CROSSOVER
~5,544'~1,000'
~8
9
0
'
~7
1
0
'
~2
,
1
6
0
'
225'
25
0
'
100'
6/30/2022 Ironwood – Transportation Impact Analysis 33
7.0 2024 Phase 1B Build Conditions
Phase 1B of this development will add 125 dwelling units of townhomes. This brings the
developments total unit count to 125 dwelling units of single-family homes and 125
dwelling units of townhomes.
7.1 Trip Generation
Similar to Phase 1A, the ITE Land Use Code of 210 and 220 was agreed upon with the
City of Wilmington and NCDOT during the scoping process. The choice of adjacent
street peak hour trips and rates for this site was based on NCDOT Congestion
Management Rate vs Equation Spreadsheet dated July 1, 2018. Table 7.1 presents the
results.
Table 7.1 - ITE Trip Generation
Ironwood - Phase 1B
Average Weekday Driveway Volumes 24 Hour AM Peak
Hour
PM Peak
Hour Two-Way
Land Use
ITE
Land
Code
Size Data
Source Volume Enter Exit Enter Exit
Single Family Homes 210 125 Dwelling
Units
Adjacent
/Equation 2,177 24 70 79 47
Townhomes 220 125 Dwelling
Units
Adjacent
/Equation 904 14 45 45 27
Total Unadjusted Trips 2,181 38 115 124 74
7.2 Trip Distribution
Site trips for this proposed development were distributed based on the existing traffic
patterns and engineering judgment. Site trip distribution models were agreed upon with
the City of Wilmington and NCDOT staff. The site trip distributions are shown in Figure
10 and utilizes the same overall directional patterns as Phase 1A.
7.3 2024 Future No Build Traffic
The 2024 future no build traffic volumes were computed by applying a 1.0%
compounded annual growth rate to the 2021 base traffic volumes, adding approved
development trips, and rerouting trips due to the committed improvement. Figure 11
shows 2024 future no build traffic volumes for AM and PM peaks.
7.4 2024 Phase 1B Build Total Traffic
The 2024 Phase 1B traffic volume was obtained by summing the 2024 future no build
volumes and Phase 1B site trips due to the proposed development. Phase 1B site trips
are shown in Figure 12. The 2024 future build volumes for Phase 1B are shown for AM
and PM peaks in Figure 13.
*** NOT TO SCALE ***
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
BLUE = PROPOSED IN
PHASE 1A
PURPLE = PROPOSED IN
PHASE 1B
PROJECT NUMBER 210291
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
Sanders Road
Beau Rivage
Marketplace
Driveway
Manassas DriveSharks Eye
Lane
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
r
o
v
e
R
o
a
d
Lieutenant
Congleton Road
DIRECTIONAL
CROSSOVER
DESTINATION
NODE%
65%
5%
20%
5%
5%
I
N
FIGURE 10
PHASE 1B TRIP
DISTRIBUTION
5%
O
U
T
5% OUT
5% IN
30% IN
30
%
O
U
T
30% OUT
25
%
I
N
20
%
O
U
T
20
%
O
U
T
15
%
I
N
+
5
%
O
U
T
20
%
I
N
5%
O
U
T
15
%
I
N
5% IN
20
%
I
N
20
%
I
N
20
%
I
N
Site Access 1
65% OUT
65
%
I
N
15
%
I
N
5%
I
N
45
%
I
N
5%5% IN 5%
O
U
T
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
Sanders Road
RIGHT IN /
RIGHT OUT
*** NOT TO SCALE ***
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM/PM PEAK
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
PROJECT NUMBER 210291
FIGURE 11
2024 FUTURE NO
BUILD VOLUMES
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
Sanders Road
Beau Rivage
Marketplace Driveway
Manassas DriveSharks Eye Lane
Lieutenant
Congleton Road
24
1
2
/
1
8
4
0
3
/
1
1
16
5
0
/
2
3
8
1
85
/
1
2
5
0 / 4
6 / 5
0 / 0
476 / 353
0 / 0
153 / 106
15
2
9
/
2
0
4
9
25
/
8
7
36 / 111
27
/
2
5
2
/
3
42
/
3
4
17
8
8
/
1
4
3
9
63
/
7
2
10
5
/
1
5
4
14
5
0
/
1
9
5
8
13
/
4
6
0
/
0
0
/
0
8
/
1
3
279 / 158
4
/
2
16
/
1
2
0
/
0
21 / 95
38
5
/
5
2
0
21
/
2
7
9
/
5
38
4
/
4
0
6
19 / 29
30 / 14
2 / 3
0 / 0
249 / 132
5 / 12
122 / 148
7 / 18
DIRECTIONAL
CROSSOVER
Sanders Road
16
/
1
4
18
/
1
6
20
6
0
/
1
5
9
3
6
/
6
19
2
4
/
1
4
8
5
10
0
/
8
2
33
/
2
2
2 / 6
3
/
4
13
7
0
/
2
0
0
6
27
1
/
3
7
3
10
/
1
0
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
r
o
v
e
R
o
a
d
*** NOT TO SCALE ***
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM/PM PEAK
PROJECT NUMBER 210291
FIGURE 12
PHASE 1B SITE TRIPS
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
Site Access 1
Sanders Road
Beau Rivage
Marketplace Driveway
Manassas DriveSharks Eye Lane
Lieutenant
Congleton Road
75 / 48
25
/
8
1
0
/
0
8
/
2
5
0
/
0
8
/
2
5
17
/
5
6
0 / 0
0 / 0
0 / 0
2 / 6
0 / 0
0 / 0
8
/
2
5
0
/
0
2 / 6
0
/
0
0
/
0
2
/
6
6
/
1
9
0
/
0
8
/
2
5
23
/
1
5
0
/
0
6
/
4
0
/
0
35
/
2
2
35 / 22
0
/
0
0
/
0
0
/
0
0 / 0 0
/
0
2
/
6
0
/
0
0
/
0
6 / 4
0 / 0
0 / 0
2 / 6
0 / 0
11 / 37
0 / 0
0 / 0
DIRECTIONAL
CROSSOVER
Sanders Road
23
/
1
5
6
/
4
11
/
2
2
0
/
0
6
/
1
9
6
/
4
0
/
0
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
BLUE = PROPOSED IN
PHASE 1A
PURPLE = PROPOSED IN
PHASE 1B
0
/
0
8
/
2
5
0
/
0
0
/
0
0 / 0
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
r
o
v
e
R
o
a
d
RIGHT IN /
RIGHT OUT
*** NOT TO SCALE ***
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM/PM PEAK
PROJECT NUMBER 210291
FIGURE 13
2024 PHASE 1B BUILD
VOLUMES
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
Site Access 1
Sanders Road
Beau Rivage
Marketplace Driveway
Manassas DriveSharks Eye Lane
Lieutenant
Congleton Road
75 / 48
25
/
8
1
24
9
7
/
1
9
6
5
24
2
0
/
1
8
6
5
3
/
1
1
16
5
8
/
2
4
0
6
10
2
/
1
8
1
0 / 4
6 / 5
0 / 0
478 / 359
0 / 0
153 / 106
15
3
7
/
2
0
7
4
25
/
8
7
38 / 117
27
/
2
5
2
/
3
44
/
4
0
17
9
4
/
1
4
5
8
63
/
7
2
11
3
/
1
7
9
14
7
3
/
1
9
7
3
13
/
4
6
6
/
4
0
/
0
43
/
3
5
314 / 180
4
/
2
16
/
1
2
0
/
0
21 / 95
38
5
/
5
2
0
23
/
3
3
9
/
5
38
4
/
4
0
6
25 / 33
30 / 14
2 / 3
2 / 6
249 / 132
16 / 49
122 / 148
7 / 18
DIRECTIONAL
CROSSOVER
Sanders Road
39
/
2
9
24
/
2
0
20
7
1
/
1
6
1
5
6
/
6
19
3
0
/
1
5
0
4
10
6
/
8
6
33
/
2
2
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
BLUE = PROPOSED IN
PHASE 1A
PURPLE = PROPOSED IN
PHASE 1B
3
/
4
13
7
8
/
2
0
3
1
27
1
/
3
7
3
10
/
1
0
2 / 6
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
r
o
v
e
R
o
a
d
RIGHT IN /
RIGHT OUT
6/30/2022 Ironwood – Transportation Impact Analysis 38
7.5 Phase 1B Discussion of Results
The following section discusses 2024 Phase 1B level of service for each intersection.
Recommended improvements for Phase 1B are illustrated in Figure 14.
US 421 at SB-NB U-turn south of Rosa Parks Lane
In 2024 future no build conditions, the intersection is expected to operate at LOS B
during both the AM and PM peaks. In Phase 1B build conditions, the intersection is
expected to operate at LOS B in the AM peak and LOS C in the PM peak. A comparison
of delays without and with the proposed development traffic indicates that a capacity
improvement is warranted. Mitigations such as dual U-turn lanes were reviewed but not
recommended due to the low turning volumes. A potential mitigation measure is as
follows:
Extend southbound U-turn lane on US 421 to provide 500 feet of storage and
appropriate taper
Optimize signal timings accordingly
With the recommendations in place, the intersection is expected to operate at LOS B in
both the AM and PM peaks. It should be noted that the delay increase is expected to be
less than 5 seconds, and the queues are expected to be contained within the available
storage.
Table 7.2 - US 421 & SB-NB U turn south of Rosa
Scenario Overall LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Northbound
AM Peak Hour
2024 Future No-Build B (15.2)
L T R L T R
F (85.1) B (12.7)
F (85.1) B (12.7)
2024 Phase 1B Build B (16.9)
L T R L T R
F (85.4) B (14.0)
F (85.4) B (14.0)
2024 Phase 1B Build
with Improvements B (16.9)
L T R L T R
F (85.4) B (14.0)
F (85.4) B (14.0)
PM Peak Hour
2024 Future No-Build B (16.3)
L T R L T R
F (82.9) B (11.8)
F (82.9) B (11.8)
2024 Phase 1B Build C (21.2)
L T R L T R
F (87.4) B (14.8)
F (87.4) B (14.8)
2024 Phase 1B Build
with Improvements B (19.9)
L T R L T R
F (94.0) B (12.7)
F (94.0) B (12.7)
6/30/2022 Ironwood – Transportation Impact Analysis 39
US 421 at NB-SB U-turn south of Rosa Parks Lane
In 2024 future no build conditions, the intersection is expected to operate at LOS C in
the AM peak and LOS D in the PM peak. In Phase 1B build conditions, the LOS is
expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 7.3 - US 421 & NB-SB U turn south of Rosa
Scenario LOS of Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Westbound Southbound
AM Peak Hour
2024 Future No-
Build
C (18.5)
WB Approach
L T R L T R
C (18.5) #N/A #N/A #N/A A (0.0) #N/A
C (18.5) A (0.0)
2024 Phase 1B
Build
C (18.6)
WB Approach
L T R L T R
C (18.6) #N/A #N/A #N/A A (0.0) #N/A
C (18.6) A (0.0)
PM Peak Hour
2024 Future No-
Build
D (31.5)
WB Approach
L T R L T R
D (31.5) #N/A #N/A #N/A A (0.0) #N/A
D (31.5) A (0.0)
2024 Phase 1B
Build
D (32.1)
WB Approach
L T R L T R
D (32.1) #N/A #N/A #N/A A (0.0) #N/A
D (32.1) A (0.0)
6/30/2022 Ironwood – Transportation Impact Analysis 40
US 421 at Sanders Road / Storage Driveway
In 2024 future no build conditions, this intersection is expected to operate at LOS D
during the AM peak and LOS C in the PM peak. In Phase 1B build conditions, the LOS
is expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 7.4 - US 421 & Sanders Rd/North State Storage Driveway
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2024
Future
No-Build
D
(35.8)
L T R L T R L T R L T R
F
(82.7)
F
(84.2)
A
(0.1)
E
(76.0)
E
(76.0)
E
(76.0)
F
(188.4)
C
(28.5)
C
(28.5)
E
(76.9)
C
(25.0)
A
(0.3)
E (63.3) E (76.0) D (38.8) C (21.4)
2024
Phase 1B
Build
D
(36.8)
L T R L T R L T R L T R
F
(82.8)
F
(84.3)
A
(0.1)
E
(76.0)
E
(76.0)
E
(76.0)
F
(206.2)
C
(28.6)
C
(28.6)
E
(76.9)
C
(25.2)
A
(0.3)
E (63.4) E (76.0) D (40.6) C (21.5)
PM Peak Hour
2024
Future
No-Build
C
(33.2)
L T R L T R L T R L T R
F
(185.4)
F
(190.5)
A
(0.1)
E
(75.8)
E
(75.8)
E
(75.8)
F
(155.6)
A
(9.0)
A
(9.0)
E
(74.6)
C
(24.8)
A
(0.4)
F (144.8) E (75.8) B (18.5) C (21.3)
2024
Phase 1B
Build
C
(34.5)
L T R L T R L T R L T R
F
(191.1)
F
(198.4)
A
(0.1)
E
(75.8)
E
(75.8)
E
(75.8)
F
(163.0)
A
(8.8)
A
(8.8)
E
(74.6)
C
(25.6)
A
(0.4)
F (150.7) E (75.8) B (19.1) C (22.0)
6/30/2022 Ironwood – Transportation Impact Analysis 41
US 421 at Beau Rivage Marketplace Driveway
In 2024 future no build conditions, the intersection is expected to operate at LOS B in
the AM peak and LOS D in the PM peak. In Phase 1B build conditions, the intersection
is expected to operate at LOS B in the AM peak and LOS E in the PM peak with slight
increase in delay.
Based on the NCDOT nomograph for intersection signalization with two or three
approaches, a traffic signal is warranted in existing conditions whether the development
is built or not. Due to the proximity of the nearby signal, the installation of a signal is not
recommended. The committed northbound leftover/U-turn lane storage is expected to
be adequate to contain the future queues. Also, exiting traffic can reroute and use
alternative accesses to reduce exit delays. No improvements are recommended.
Table 7.5 - US 421 & Beau Rivage Driveway
Scenario
LOS of
Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Northbound Southbound
AM Peak Hour
2024 Future
No-Build
B (13.6)
EB Approach
L T R L T R L T R
#N/A #N/A B
(13.6)
B
(11.2)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
B (13.6) A (0.2) A (0.0)
2024 Phase
1B Build
B (13.7)
EB Approach
L T R L T R L T R
#N/A #N/A B
(13.7)
B
(11.8)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
B (13.7) A (0.3) A (0.0)
PM Peak Hour
2024 Future
No-Build
D (34.6)
EB Approach
L T R L T R L T R
#N/A #N/A D
(34.6)
C
(22.8)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
D (34.6) A (0.4) A (0.0)
2024 Phase
1B Build
E (36.2)
EB Approach
L T R L T R L T R
#N/A #N/A E
(36.2)
D
(30.2)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
E (36.2) A (0.9) A (0.0)
6/30/2022 Ironwood – Transportation Impact Analysis 42
US 421 at Manassas Drive
In 2024 future no build conditions, the intersection is expected to operate at LOS C in
the AM peak and LOS B in the PM peak. In Phase 1B build conditions, the LOS is
expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 7.6 - US 421 & SB Manassas Crossover/Manassas Dr
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound
AM Peak Hour
2024 Future
No-Build C (20.5)
L T R L T R L T R
D
(48.6) F
(80.2) A
(9.5)
A
(3.9)
D (48.6) F (80.2) A (9.4)
2024 Phase
1B Build C (22.4)
L T R L T R L T R
D
(47.3) F
(82.7) B
(10.3)
A
(4.2)
D (47.3) F (82.7) B (10.1)
PM Peak Hour
2024 Future
No-Build B (17.2)
L T R L T R L T R
E
(57.4) E
(64.4) A
(7.4)
A
(4.2)
E (57.4) E (64.4) A (7.3)
2024 Phase
1B Build B (18.8)
L T R L T R L T R
E
(56.6) E
(62.5) A
(8.5)
A
(4.8)
E (56.6) E (62.5) A (8.4)
6/30/2022 Ironwood – Transportation Impact Analysis 43
US 421 at Sharks Eye Lane
In 2024 future no build conditions, the intersection is expected to operate at LOS A
during both the AM and PM peak hours. In Phase 1B build conditions, the LOS is
expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 7.7 - US 421 & Sharks Eye Lane/NB Manassas Crossover
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Southbound
AM Peak Hour
2024 Future
No-Build A (5.3)
L T R L T R L T R
E
(71.0) F
(86.6) A
(0.7)
A
(0.2)
E (71.0) F (86.6) A (0.7)
2024 Phase 1B
Build A (5.3)
L T R L T R L T R
E
(71.3) F
(86.6) A
(0.7)
A
(0.2)
E (71.3) F (86.6) A (0.7)
PM Peak Hour
2024 Future
No-Build A (7.9)
L T R L T R L T R
F
(87.2) E
(72.4) A
(1.7)
A
(0.5)
F (87.2) E (72.4) A (1.7)
2024 Phase 1B
Build A (8.0)
L T R L T R L T R
F
(87.2) E
(72.4) A
(1.9)
A
(0.5)
F (87.2) E (72.4) A (1.8)
6/30/2022 Ironwood – Transportation Impact Analysis 44
Manassas Drive at Shiloh Drive
In 2024 future no build conditions, the intersection is expected to operate at LOS B
during both the AM and PM peak hours. In Phase 1B build conditions, the LOS is
expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 7.8 - Shiloh Dr & Manassas Dr
Scenario
LOS of
Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2024
Future
No-Build
B (11.9)
NB
Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.5)
A
(0.0)
A
(0.0)
B
(11.9)
B
(11.9)
B
(11.9)
B
(11.1)
B
(11.1)
B
(11.1)
A (0.0) A (0.1) B (11.9) B (11.1)
2024
Phase 1B
Build
B (12.7)
NB
Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.5)
A
(0.0)
A
(0.0)
B
(12.7)
B
(12.7)
B
(12.7)
B
(10.8)
B
(10.8)
B
(10.8)
A (0.0) A (0.1) B (12.7) B (10.8)
PM Peak Hour
2024
Future
No-Build
B (11.1)
NB
Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
A
(0.0)
B
(11.1)
B
(11.1)
B
(11.1)
B
(10.1)
B
(10.1)
B
(10.1)
A (0.0) A (0.2) B (11.1) B (10.1)
2024
Phase 1B
Build
B (12.0)
NB
Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
A
(0.0)
B
(12.0)
B
(12.0)
B
(12.0)
A
(9.9)
A
(9.9)
A
(9.9)
A (0.0) A (0.2) B (12.0) A (9.9)
6/30/2022 Ironwood – Transportation Impact Analysis 45
Myrtle Grove Road at Lieutenant Conglenton Road
In 2024 future no build conditions, the intersection is expected to operate at LOS B
during the AM peak and LOS C in the PM peak. In Phase 1B build conditions, the LOS
is expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 7.9 - Myrtle Grove Road & Lieutenant Congleton Rd
Scenario
LOS of
Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Northbound Southbound
AM Peak Hour
2024 Future
No-Build
B (14.2)
EB Approach
L T R L T R L T R
B
(14.2) B
(14.2)
A
(8.3)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
B (14.2) A (0.2) A (0)
2024 Phase
1B Build
B (14.9)
EB Approach
L T R L T R L T R
B
(14.9) B
(14.9) A (8.3) A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
B (14.9) A (0.2) A (0)
PM Peak Hour
2024 Future
No-Build
C (19.4)
EB Approach
L T R L T R L T R
C
(19.4) C
(19.4)
A
(8.7)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
C (19.4) A (0.1) A (0)
2024 Phase
1B Build
C (20.1)
EB Approach
L T R L T R L T R
C
(20.1) C
(20.1)
A
(8.8)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
C (20.1) A (0.1) A (0.0)
6/30/2022 Ironwood – Transportation Impact Analysis 46
US 421 at Proposed Site Access 1 (RIRO)
This proposed stopped-controlled site access has a right-in right-out configuration. In
Phase 1B build conditions, this intersection is expected to operate at LOS F during the
AM peak and LOS D in the PM peak. Based on NCDOT turn lane criteria and projected
volumes, a northbound right turn lane on US 421 is warranted. It is recommended to
provide the right turn lane with 250 feet of storage and appropriate taper. The 250 feet
of storage is expected to be adequate to contain Phase 2 volumes.
LOS F is typical for a minor street entering a major roadway such as US 421. Also, the
traffic simulation indicates that delays are short-lived.
Table 7.10 - US 421 & Site Access 1
Scenario LOS of Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Westbound Northbound
AM Peak Hour
2024 Phase 1B Build F (72.4)
WB Approach
L T R L T R
#N/A F (72.4) #N/A A (0.0) A (0.0)
F (72.4) A (0.0)
2024 Phase 1B Build
with Improvements
F (69.3)
WB Approach
L T R L T R
#N/A F (69.3) #N/A A (0.0) A (0.0)
F (69.3) A (0.0)
PM Peak Hour
2024 Phase 1B Build D (30.1)
WB Approach
L T R L T R
#N/A D (30.1) #N/A A (0.0) A (0.0)
D (30.1) A (0.0)
2024 Phase 1B Build
with Improvements
D (27.9)
WB Approach
L T R L T R
#N/A D (27.9) #N/A A (0.0) A (0.0)
D (27.9) A (0.0)
6/30/2022 Ironwood – Transportation Impact Analysis 47
7.6 Phase 1B Queue Results
Queuing analysis was conducted using SimTraffic simulation for the study intersections,
based on a NCDOT-standard 10-minute seeding time and a 60-minute recording time.
The maximum queue lengths and Synchro 95% queues are shown, along with existing
turn lane lengths. All queue reports can be found in the appendix. The Phase 1B results
are shown in Table 7.11 to 6.14 below for all exclusive turn lanes. All queue reports can
be found in the Queueing and Blocking Reports section of the appendix.
Table 7.11 - Queue Results
AM Peak Hour Queues
Scenario US 421 & SB-NB U-turn
south of Rosa
US 421 & NB-SB U-turn
south of Rosa
2024 No Build EBL WBL
Max Queue (ft) 106 28
95th Percentile Queue (ft) 154 3
Storage Bay (ft) 450 150
2024 Phase 1B Build EBL WBL
Max Queue (ft) 154 23
95th Percentile Queue (ft) 176 3
Storage Bay (ft) 450 150
2024 Phase 1B Build + Improvements EBL WBL
Max Queue (ft) 137
95th Percentile Queue (ft) 176
Storage Bay (ft) 500 150
PM Peak Hour Queues
Scenario US 421 & SB-NB U-turn
south of Rosa
US 421 & NB-SB U-turn
south of Rosa
2024 No Build EBL WBL
Max Queue (ft) 136 62
95th Percentile Queue (ft) 203 8
Storage Bay (ft) 450 150
2024 Phase 1B Build EBL WBL
Max Queue (ft) 189 69
95th Percentile Queue (ft) 283 8
Storage Bay (ft) 450 150
2024 Phase 1B Build + Improvements EBL WBL
Max Queue (ft) 219
95th Percentile Queue (ft) #319
Storage Bay (ft) 500 150
#: 95th percentile volume exceeds capacity, queue may be longer
6/30/2022 Ironwood – Transportation Impact Analysis 48
Table 7.12 - Queue Results
AM Peak Hour Queues
Scenario US 421 at Sanders Road
2024 No Build EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 393 440 275 50 540 575 41 309
95th Percentile Queue (ft) 382 #393 0 41 m#314 #1450 41 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
2024 Phase 1B Build EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 362 401 275 55 527 557 178 234
95th Percentile Queue (ft) 385 #396 0 41 m#324 #1458 41 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
PM Peak Hour Queues
Scenario US 421 at Sanders Road
2024 No Build EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 400 1051 275 49 282 241 124 375
95th Percentile Queue (ft) #420 #430 0 40 #258 672 40 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
2024 Phase 1B Build EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 400 1054 275 54 322 282 79 375
95th Percentile Queue (ft) #428 #438 0 40 #271 693 40 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
#: 95th percentile volume exceeds capacity, queue may be longer
m: volume for 95th percentile queue is metered by upstream signal
Table 7.13 - Queue Results
AM Peak Hour Queues
Scenario
US 421 at Beau
Rivage Marketplace
Driveway
US 421 & Manassas Dr/ SB
Manassas Crossover
US 421 & Sharks Eye
Lane/NB Manassas
Crossover
2024 No Build EBR NBUL SBR EBLT WBR WBR NBR EBR WBLT SBR
Max Queue (ft) 76 192 0 289 285 241 67 72 181 24
95th Percentile
Queue (ft) 8 5 0 m180 231 231 20 53 129 m1
Storage Bay (ft) FULL 250 300 475 FULL 225 125 FULL 400 225
2024 Phase 1B
Build EBR NBUL SBR EBLT WBR WBR NBR EBR WBLT SBR
Max Queue (ft) 125 172 65 391 394 252 38 53 201 32
95th Percentile
Queue (ft) 8 10 0 m191 260 260 21 55 129 m1
Storage Bay (ft) FULL 250 300 475 FULL 225 125 FULL 400 225
PM Peak Hour Queues
Scenario
US 421 at Beau
Rivage Marketplace
Driveway
US 421 & Manassas Dr/ SB
Manassas Crossover
US 421 & Sharks Eye
Lane/NB Manassas
Crossover
2024 No Build EBR NBUL SBR EBLT WBR WBR NBR EBR WBLT SBR
Max Queue (ft) 173 87 0 242 120 115 46 201 98 43
95th Percentile
Queue (ft) 68 13 0 m202 130 130 19 164 133 m2
Storage Bay (ft) FULL 250 300 475 FULL 225 125 FULL 400 225
2024 Phase 1B
Build EBR NBUL SBR EBLT WBR WBR NBR EBR WBLT SBR
Max Queue (ft) 296 97 0 263 162 148 38 156 80 54
95th Percentile
Queue (ft) 73 28 0 m234 143 143 23 164 133 m2
Storage Bay (ft) FULL 250 300 475 FULL 225 125 FULL 400 225
#: 95th percentile volume exceeds capacity, queue may be longer
m: volume for 95th percentile queue is metered by upstream signal
6/30/2022 Ironwood – Transportation Impact Analysis 49
Table 7.14 - Queue Results
AM Peak Hour Queues
Scenario Shiloh Dr & Manassas Dr
Myrtle Grove Road &
Lieutenant Congleton
Rd
US 421 at
Site Access 1
2024 No Build EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR WBR NBTR
Max Queue (ft) 20 10 32 44 44 70 49 0
95th Percentile
Queue (ft) 0 0 0 5 3 10 0 0
Storage Bay (ft) 100 FULL FULL FULL FULL FULL FULL FULL
2024 Phase 1B
Build EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR WBR NBTR
Max Queue (ft) 38 6 55 44 67 80 48 0 169 18
95th Percentile
Queue (ft) 0 0 0 5 8 13 0 0 85 0
Storage Bay (ft) 100 FULL FULL FULL FULL FULL FULL FULL FULL FULL
2024 Phase 1B
Build +
Improvements
EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR WBR NBR
Max Queue (ft) 173 0
95th Percentile
Queue (ft) 83 0
Storage Bay (ft) FULL FULL FULL FULL FULL FULL FULL FULL 250
PM Peak Hour Queues
Scenario Shiloh Dr & Manassas Dr
Myrtle Grove Road &
Lieutenant Congleton
Rd
US 421 at
Site Access 1
2024 No Build EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR WBR NBTR
Max Queue (ft) 28 0 19 44 36 78 57 0
95th Percentile
Queue (ft) 0 0 0 3 3 15 0 0
Storage Bay (ft) 100 FULL FULL FULL FULL FULL FULL FULL
2024 Phase 1B
Build EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR WBR NBTR
Max Queue (ft) 42 3 15 35 49 87 61 0 89 22
95th Percentile
Queue (ft) 0 0 0 3 5 15 0 0 28 0
Storage Bay (ft) 100 FULL FULL FULL FULL FULL FULL FULL FULL FULL
2024 Phase 1B
Build +
Improvements
EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR WBR NBR
Max Queue (ft) 75 0
95th Percentile
Queue (ft) 25 0
Storage Bay (ft) FULL FULL FULL FULL FULL FULL FULL FULL 250
*** NOT TO SCALE ***
100'
Beau Rivage
Marketplace Driveway
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
US
4
2
1
Sanders Road
Manassas DriveSharks Eye
Lane
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
r
o
v
e
R
o
a
d
Lieutenant
Congleton Road
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
IMPROVEMENTS
BLUE = PROPOSED IN
PHASE 1A
PURPLE = PROPOSED IN
PHASE 1B
ROADWAY
LEGEND
15
0
'
50
0
'
47
5
'
22
5
'
12
5
'
40
0
'
30
0
'
300'
200'
25
0
'
15
0
'
50
0
'
PROJECT NUMBER 210291
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
FIGURE 14
PHASE 1B
RECOMMENDED
IMPROVEMENTS
FULL
FULL
FULL
US
4
2
1
DIRECTIONAL
CROSSOVER
~5,544'~1,000'
~8
9
0
'
~7
1
0
'
~2
,
1
6
0
'
225'
25
0
'
Site Access 1
~4
2
5
'
RIGHT IN /
RIGHT OUT
25
0
'
FULL
Design site access according to
NCDOT and City standards
Extend southbound U-turn lane from
450 feet of storage currently to 500
feet of storage and optimize signal
timings
6/30/2022 Ironwood – Transportation Impact Analysis 51
8.0 2026 Phase 2 Build Conditions
Phase 2 of this development will add 116 dwelling units of townhomes. This brings the
developments total unit count to 125 dwelling units of single-family homes and 241
dwelling units of townhomes.
8.1 Trip Generation
Similar to Phase 1A and Phase 1B, the ITE Land Use Code of 210 and 220 was agreed
upon with the City of Wilmington and NCDOT during the scoping process. The choice of
adjacent street peak hour trips and rates for this site was based on NCDOT Congestion
Management Rate vs Equation Spreadsheet dated July 1, 2018. Table 8.1 presents the
results.
Table 8.1 - ITE Trip Generation
Ironwood - Phase 2
Average Weekday Driveway Volumes 24 Hour AM Peak
Hour
PM Peak
Hour Two-Way
Land Use
ITE
Land
Code
Size Data
Source Volume Enter Exit Enter Exit
Single Family and
Townhomes 210 125 Dwelling
Units
Adjacent
/Equation 2,177 24 70 79 47
Townhomes 220 241 Dwelling
Units
Adjacent
/Equation 1,781 25 85 81 48
Total Unadjusted Trips 3,058 49 155 160 95
8.2 Trip Distribution
Site trips for this proposed development were distributed based on the existing traffic
patterns and engineering judgment. Site trip distribution models were agreed upon with
the City of Wilmington and NCDOT staff. The site trip distributions are shown in Figure
15 and utilizes the same overall directional patterns as Phase 1A and Phase 1B.
8.3 2026 Future No Build Traffic
The 2026 future no build traffic volumes were computed by applying a 1.0%
compounded annual growth rate to the 2021 base traffic volumes, adding approved
development trips, and rerouting trips due to the committed improvement. Figure 16
shows 2026 future no build traffic volumes for AM and PM peaks.
8.4 2026 Phase 2 Build Total Traffic
The 2026 Phase 2 traffic volume was obtained by summing the 2026 future no build
volumes and Phase 2 site trips due to the proposed development. Phase 2 site trips are
shown in Figure 17. The 2026 future build volumes for Phase 2 are shown for AM and
PM peaks in Figure 18.
*** NOT TO SCALE ***
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
BLUE = PROPOSED IN
PHASE 1A
PURPLE = PROPOSED IN
PHASE 1B
ORANGE = PROPOSED IN
PHASE 2
PROJECT NUMBER 210291
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
Sanders Road
Beau Rivage
Marketplace
Driveway
Manassas DriveSharks Eye
Lane
Lieutenant
Congleton Road
DIRECTIONAL
CROSSOVER
DESTINATION
NODE%
65%
5%
20%
5%
5%
I
N
FIGURE 15
PHASE 2 TRIP
DISTRIBUTION
5%
O
U
T
5% OUT
5% IN
30% IN
30
%
O
U
T
30% OUT
25
%
I
N
20
%
O
U
T
20
%
O
U
T
15
%
I
N
+
5
%
O
U
T
20
%
I
N
5%
O
U
T
15
%
I
N
5% IN
20
%
I
N
20
%
I
N
+
20
%
O
U
T
20
%
I
N
Site Access 1
45% OUT
65
%
I
N
15
%
I
N
5%
I
N
45
%
I
N
Site Access 2
20% OUT
20
%
I
N
20
%
O
U
T
5%
5% IN 5%
O
U
T
US
4
2
1
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
r
o
v
e
Ro
a
d
US
4
2
1
US
4
2
1
RIGHT IN /
RIGHT OUT
*** NOT TO SCALE ***
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM/PM PEAK
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
PROJECT NUMBER 210291
FIGURE 16
2026 FUTURE NO
BUILD VOLUMES
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
Sanders Road
Beau Rivage
Marketplace Driveway
Manassas DriveSharks Eye Lane
Lieutenant
Congleton Road
24
6
0
/
1
8
7
7
3
/
1
1
16
8
3
/
2
4
2
9
87
/
1
2
8
0 / 4
6 / 5
0 / 0
486 / 360
0 / 0
156 / 108
15
6
0
/
2
0
9
0
26
/
8
9
36 / 113
28
/
2
6
2
/
3
42
/
3
5
18
2
4
/
1
4
6
8
65
/
7
3
10
7
/
1
5
6
14
7
8
/
1
9
9
7
13
/
4
7
0
/
0
0
/
0
8
/
1
3
284 / 161
4
/
2
16
/
1
2
0
/
0
22 / 97
39
3
/
5
3
0
22
/
2
8
9
/
5
39
1
/
4
1
5
19 / 30
31 / 14
2 / 3
0 / 0
254 / 135
5 / 12
124 / 151
7 / 18
DIRECTIONAL
CROSSOVER
Sanders Road
16
/
1
4
18
/
1
6
21
0
2
/
1
6
2
5
6
/
6
19
6
2
/
1
5
1
5
10
2
/
8
4
34
/
2
2
2 / 6
3
/
4
13
9
7
/
2
0
4
6
27
7
/
3
8
1
10
/
1
0
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
r
o
v
e
R
o
a
d
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM/PM PEAK
PROJECT NUMBER 210291
FIGURE 17
PHASE 2 SITE TRIPS
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
US
4
2
1
Site Access 1
Sanders Road
Beau Rivage
Marketplace Driveway
Manassas DriveSharks Eye Lane
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
r
o
v
e
R
o
a
d
Lieutenant
Congleton Road
70 / 43
32
/
1
0
4
31
/
1
9
31 / 19
41
/
5
1
0
/
0
10
/
3
2
22
/
7
2
0 / 0
0 / 0
0 / 0
0
/
0
7
/
2
4
2 / 8
0 / 0
0 / 0 8
/
5
10
/
3
2
0
/
0
2 / 8
0
/
0
0
/
0
2
/
8
7
/
2
4
0
/
0
12
/
4
0
31
/
1
9
0
/
0
8
/
5
0
/
0
47
/
2
9
47 / 29
0
/
0
0
/
0
0
/
0
0 / 0 0
/
0
2
/
8
0
/
0
0
/
0
8 / 5
0 / 0
0 / 0
2 / 8
0 / 0
15 / 48
0 / 0
0 / 0
DIRECTIONAL
CROSSOVER
31
/
1
9
8
/
5
15
/
2
9
Site Access 2
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
BLUE = PROPOSED IN
PHASE 1A
PURPLE = PROPOSED IN
PHASE 1B
ORANGE = PROPOSED IN
PHASE 2
0
/
0
10
/
3
2
0
/
0
0
/
0
Sanders Road
0 / 0
10
/
3
2
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
RIGHT IN /
RIGHT OUT
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM/PM PEAK
PROJECT NUMBER 210291
FIGURE 18
2026 PHASE 2 BUILD
VOLUMES
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
US
4
2
1
Site Access 1
Sanders Road
Beau Rivage
Marketplace Driveway
Manassas DriveSharks Eye Lane
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
r
o
v
e
R
o
a
d
Lieutenant
Congleton Road
70 / 43
32
/
1
0
4
25
7
8
/
2
0
2
4
31 / 19
25
0
1
/
1
9
2
8
3
/
1
1
16
9
3
/
2
4
6
1
10
9
/
2
0
0
0 / 4
6 / 5
0 / 0
6
/
6
19
6
9
/
1
5
3
9
488 / 368
0 / 0
156 / 108 11
0
/
8
9
15
7
0
/
2
1
2
2
26
/
8
9
38 / 121
28
/
2
6
2
/
3
44
/
4
3
18
3
1
/
1
4
9
2
65
/
7
3
11
9
/
1
9
6
15
0
9
/
2
0
1
6
13
/
4
7
8
/
5
0
/
0
55
/
4
2
331 / 190
4
/
2
16
/
1
2
0
/
0
22 / 97
39
3
/
5
3
0
24
/
3
6
9
/
5
39
1
/
4
1
5
27 / 35
31 / 14
2 / 3
2 / 8
254 / 135
20 / 60
124 / 151
7 / 18
DIRECTIONAL
CROSSOVER
47
/
3
3
26
/
2
1
21
1
7
/
1
6
5
4
Site Access 2
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
BLUE = PROPOSED IN
PHASE 1A
PURPLE = PROPOSED IN
PHASE 1B
ORANGE = PROPOSED IN
PHASE 2
3
/
4
14
0
7
/
2
0
7
8
27
7
/
3
8
1
10
/
1
0
Sanders Road
2 / 6
24
7
4
/
1
9
2
2
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
RIGHT IN /
RIGHT OUT
6/30/2022 Ironwood – Transportation Impact Analysis 56
8.5 Phase 2 Discussion of Results
The following section discusses 2026 Phase 2 level of service for each intersection.
Recommended improvements for Phase 2 are illustrated in Figure 19.
US 421 at SB-NB U-turn south of Rosa Parks Lane
In 2026 future no build conditions, the intersection is expected to operate at LOS B
during both the AM and PM peaks. In Phase 2 build conditions with Phase 1B
recommendations, the intersection is expected to operate at LOS B in the AM peak and
LOS C in the PM peak. The delay increase is expected to be 5 seconds or less, and the
queues are expected to be contained within the available storage. Therefore, no
additional improvements are recommended in Phase 2.
Table 8.2 - US 421 & SB-NB U turn south of Rosa
Scenario Overall LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Northbound
AM Peak Hour
2026 Future No-
Build B (16.1)
L T R L T R
F (85.4) B (13.7)
F (85.4) B (13.7)
2026 Phase 2
Build B (19.6)
L T R L T R
F (85.2) B (16.7)
F (85.2) B (16.7)
PM Peak Hour
2026 Future No-
Build B (16.9)
L T R L T R
F (82.9) B (12.4)
F (82.9) B (12.4)
2026 Phase 2
Build C (21.9)
L T R L T R
F (100.1) B (13.8)
F (100.1) B (13.8)
6/30/2022 Ironwood – Transportation Impact Analysis 57
US 421 at NB-SB U-turn south of Rosa Parks Lane
In 2026 future no build conditions, the intersection is expected to operate at LOS C in
the AM peak and LOS D in the PM peak. In Phase 2 build conditions, the LOS is
expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 8.3 - US 421 & NB-SB U turn south of Rosa
Scenario LOS of Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Westbound Southbound
AM Peak Hour
2026 Future No-
Build
C (18.9)
WB Approach
L T R L T R
C (18.9) #N/A #N/A #N/A A (0.0) #N/A
C (18.9) A (0.0)
2026 Phase 2
Build
C (19.0)
WB Approach
L T R L T R
C (19.0) #N/A #N/A #N/A A (0.0) #N/A
C (19.0) A (0.0)
PM Peak Hour
2026 Future No-
Build
D (32.7)
WB Approach
L T R L T R
D (32.7) #N/A #N/A #N/A A (0.0) #N/A
D (32.7) A (0.0)
2026 Phase 2
Build
D (33.6)
WB Approach
L T R L T R
D (33.6) #N/A #N/A #N/A A (0.0) #N/A
D (33.6) A (0.0)
6/30/2022 Ironwood – Transportation Impact Analysis 58
US 421 at Sanders Road / Storage Driveway
In 2026 future no build conditions, this intersection is expected to operate at LOS D
during the AM peak and LOS C in the PM peak. In Phase 2 build conditions, the
intersection is expected to operate at LOS D during both the AM and PM peaks with
slight increase in delay. No improvements are recommended.
Table 8.4 - US 421 & Sanders Rd/North State Storage Driveway
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2026
Future
No-Build
D
(36.9)
L T R L T R L T R L T R
F
(83.5)
F
(84.7)
A
(0.1)
E
(76.0)
E
(76.0)
E
(76.0)
F
(195.6)
C
(29.6)
C
(29.6)
E
(76.9)
C
(25.7)
A
(0.3)
E (63.8) E (76.0) D (40.3) C (21.9)
2026
Phase 2
Build
D
(38.1)
L T R L T R L T R L T R
F
(83.6)
F
(84.7)
A
(0.1)
E
(76.0)
E
(76.0)
E
(76.0)
F
(219.1)
C
(29.8)
C
(29.8)
E
(76.9)
C
(25.9)
A
(0.3)
E (63.9) E (76.0) D (42.7) C (22.2)
PM Peak Hour
2026
Future
No-Build
C
(34.6)
L T R L T R L T R L T R
F
(193.1)
F
(198.4)
A
(0.1)
E
(75.8)
E
(75.8)
E
(75.8)
F
(158.7)
A
(9.1)
A
(9.1)
E
(74.6)
C
(26.2)
A
(0.4)
F (151) E (75.8) B (18.8) C (22.4)
2026
Phase 2
Build
D
(36.2)
L T R L T R L T R L T R
F
(201.0)
F
(208.5)
A
(0.1)
E
(75.8)
E
(75.8)
E
(75.8)
F
(167.4)
A
(8.6)
A
(8.6)
E
(74.6)
C
(27.6)
A
(0.4)
F (158.7) E (75.8) B (19.2) C (23.6)
6/30/2022 Ironwood – Transportation Impact Analysis 59
US 421 at Beau Rivage Marketplace Driveway
In 2026 future no build conditions, the intersection is expected to operate at LOS B in
the AM peak and LOS E in the PM peak. In Phase 2 build conditions, the LOS is
expected to remain unchanged with slight increase in delay.
Based on the NCDOT nomograph for intersection signalization with two or three
approaches, a traffic signal is warranted in existing conditions whether the development
is built or not. Due to the proximity of the nearby signal, the installation of a signal is not
recommended. The committed northbound leftover/U-turn lane storage is expected to
be adequate to contain the future queues. Also, exiting traffic can reroute and use
alternative accesses to reduce exit delays. No improvements are recommended.
Table 8.5 - US 421 & Beau Rivage Driveway
Scenario
LOS of
Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Northbound Southbound
AM Peak Hour
2026 Future
No-Build
B (14.0)
EB Approach
L T R L T R L T R
#N/A #N/A B
(14.0)
B
(11.5)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
B (14.0) A (0.2) A (0.0)
2026 Phase
2 Build
B (14.1)
EB Approach
L T R L T R L T R
#N/A #N/A B
(14.1)
B
(12.4)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
B (14.1) A (0.4) A (0.0)
PM Peak Hour
2026 Future
No-Build
E (40.4)
EB Approach
L T R L T R L T R
#N/A #N/A E
(40.4)
D
(27.2)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
E (40.4) A (0.5) A (0.0)
2026 Phase
2 Build
E (43.4)
EB Approach
L T R L T R L T R
#N/A #N/A E
(43.4)
E
(39.5)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
E (43.4) A (1.2) A (0.0)
6/30/2022 Ironwood – Transportation Impact Analysis 60
US 421 at Manassas Drive
In 2026 future no build conditions, the intersection is expected to operate at LOS C in
the AM peak and LOS B in the PM peak. In Phase 2 build conditions, the LOS is
expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 8.6 - US 421 & SB Manassas Crossover/Manassas Dr
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound
AM Peak Hour
2026 Future
No-Build C (20.9)
L T R L T R L T R
D
(48.4) F
(80.3) A
(10.0)
A
(4.0)
D (48.4) F (80.3) A (9.9)
2026 Phase 2
Build C (23.4)
L T R L T R L T R
D
(47.2) F
(83.7) B
(11.0)
A
(4.2)
D (47.2) F (83.7) B (10.9)
PM Peak Hour
2026 Future
No-Build B (17.3)
L T R L T R L T R
E
(56.8) E
(64.2) A
(7.6)
A
(4.3)
E (56.8) E (64.2) A (7.6)
2026 Phase 2
Build B (19.7)
L T R L T R L T R
E
(56.1) E
(60.9) A
(9.5)
A
(5.2)
E (56.1) E (60.9) A (9.4)
6/30/2022 Ironwood – Transportation Impact Analysis 61
US 421 at Sharks Eye Lane
In 2026 future no build conditions, the intersection is expected to operate at LOS A
during both the AM and PM peak hours. In Phase 2 build conditions, the LOS is
expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 8.7 - US 421 & Sharks Eye Lane/NB Manassas Crossover
Scenario Overall
LOS
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Southbound
AM Peak Hour
2026 Future
No-Build A (5.4)
L T R L T R L T R
E
(71.0)
F
(86.6)
F
(86.6) A
(0.7)
A
(0.2)
E (71.0) F (86.6) A (0.7)
2026 Phase 2
Build A (5.3)
L T R L T R L T R
E
(71.0)
F
(86.6)
F
(86.6) A
(0.7)
A
(0.2)
E (71.0) F (86.6) A (0.7)
PM Peak Hour
2026 Future
No-Build A (8.2)
L T R L T R L T R
F
(87.2)
E
(72.1)
E
(72.1) A
(2.1)
A
(0.5)
F (87.2) E (72.1) A (2.1)
2026 Phase 2
Build A (8.3)
L T R L T R L T R
F
(87.2)
E
(72.1)
E
(72.1) A
(2.3)
A
(0.5)
F (87.2) E (72.1) A (2.2)
6/30/2022 Ironwood – Transportation Impact Analysis 62
Manassas Drive at Shiloh Drive
In 2026 future no build conditions, the intersection is expected to operate at LOS B
during both the AM and PM peak hours. In Phase 2 build conditions, the LOS is
expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 8.8 - Shiloh Dr & Manassas Dr
Scenario
LOS of
Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2026
Future
No-Build
B (12.0)
NB
Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.5)
A
(0.0)
A
(0.0)
B
(12.0)
B
(12.0)
B
(12.0)
B
(11.2)
B
(11.2)
B
(11.2)
A (0.0) A (0.1) B (12.0) B (11.2)
2026
Phase 2
Build
B (13.0)
NB
Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.5)
A
(0.0)
A
(0.0)
B
(13.0)
B
(13.0)
B
(13.0)
B
(10.9)
B
(10.9)
B
(10.9)
A (0.0) A (0.1) B (13.0) B (10.9)
PM Peak Hour
2026
Future
No-Build
B (11.2)
NB
Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
A
(0.0)
B
(11.2)
B
(11.2)
B
(11.2)
B
(10.1)
B
(10.1)
B
(10.1)
A (0.0) A (0.2) B (11.2) B (10.1)
2026
Phase 2
Build
B (12.5)
NB
Approach
L T R L T R L T R L T R
A
(0.0)
A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
A
(0.0)
B
(12.5)
B
(12.5)
B
(12.5)
B
(10.0)
B
(10.0)
B
(10.0)
A (0.0) A (0.2) B (12.5) B (10.0)
6/30/2022 Ironwood – Transportation Impact Analysis 63
Myrtle Grove Road at Lieutenant Conglenton Road
In 2026 future no build conditions, the intersection is expected to operate at LOS B
during the AM peak and LOS C in the PM peak. In Phase 2 build conditions, the LOS is
expected to remain unchanged with slight increase in delay. No improvements are
recommended.
Table 8.9 - Myrtle Grove Road & Lieutenant Congleton Rd
Scenario
LOS of
Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Eastbound Northbound Southbound
AM Peak Hour
2026 Future
No-Build
B (14.3)
EB Approach
L T R L T R L T R
B
(14.3) #N/A B
(14.3)
A
(8.3)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
B (14.3) A (0.2) A (0.0)
2026 Phase
2 Build
C (15.3)
EB Approach
L T R L T R L T R
C
(15.3) #N/A C
(15.3)
A
(8.3)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
C (15.3) A (0.2) A (0.0)
PM Peak Hour
2026 Future
No-Build
C (20.1)
EB Approach
L T R L T R L T R
C
(20.1) #N/A C
(20.1)
A
(8.8)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
C (20.1) A (0.1) A (0.0)
2026 Phase
2 Build
C (20.9)
EB Approach
L T R L T R L T R
C
(20.9) #N/A C
(20.9)
A
(8.8)
A
(0.0) #N/A #N/A A
(0.0)
A
(0.0)
C (20.9) A (0.1) A (0.0)
6/30/2022 Ironwood – Transportation Impact Analysis 64
US 421 at Proposed Site Access 1 (RIRO)
In Phase 2 build conditions, this intersection is expected to operate at LOS F during the
AM peak and LOS D in the PM peak. The northbound right turn lane recommended in
Phase 1B is expected to be adequate to contain Phase 2 queues.
LOS F is typical for a minor street entering a major roadway such as US 421. Also, the
traffic simulation indicates that delays are short-lived.
Table 8.10 - US 421 & Site Access 1
Scenario LOS of Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Westbound Northbound
AM Peak Hour
2026 Phase 2
Build
F (73.6)
WB Approach
L T R L T R
#N/A #N/A F (73.6) #N/A A (0.0) A (0.0)
F (73.6) A (0)
PM Peak Hour
2026 Phase 2
Build
D (28.7)
WB Approach
L T R L T R
#N/A #N/A D (28.7) #N/A A (0.0) A (0.0)
D (28.7) A (0)
6/30/2022 Ironwood – Transportation Impact Analysis 65
US 421 at Proposed Site Access 2 (egress only)
This proposed stopped-controlled site access has a right-out only configuration. In
Phase 2 build conditions, this intersection is expected to operate at LOS E during the
AM peak and LOS C in the PM peak. LOS E is typical for a minor street entering a
major roadway such as US 421. Also, the traffic simulation indicates that delays are
short-lived.
Table 8.11 - US 421 & Site Access 2
Scenario LOS of Worst
Approach
Level of Service per Movement by Approach
(Delay in sec/veh)
Westbound Northbound
AM Peak Hour
2026 Phase 2
Build
E (40.6)
WB Approach
L T R L T R
#N/A #N/A E (40.6) #N/A A (0.0) #N/A
E (40.6) A (0.0)
PM Peak Hour
2026 Phase 2
Build
C (23.3)
WB Approach
L T R L T R
#N/A #N/A C (23.3) #N/A A (0.0) #N/A
C (23.3) A (0.0)
6/30/2022 Ironwood – Transportation Impact Analysis 66
8.6 Phase 2 Queue Results
Queuing analysis was conducted using SimTraffic simulation for the study intersections,
based on a NCDOT-standard 10-minute seeding time and a 60-minute recording time.
The maximum queue lengths and Synchro 95% queues are shown, along with existing
turn lane lengths. All queue reports can be found in the appendix. The Phase 2 results
are shown in Table 8.12 to 8.16 below for all exclusive turn lanes. All queue reports can
be found in the Queueing and Blocking Reports section of the appendix.
Table 8.12 - Queue Results
AM Peak Hour Queues
Scenario US 421 & SB-NB U-turn
south of Rosa
US 421 & NB-SB U-turn
south of Rosa
2026 No Build EBL WBL
Max Queue (ft) 120 24
95th Percentile Queue (ft) 158 3
Storage Bay (ft) 450 150
2026 Phase 2 Build EBL WBL
Max Queue (ft) 132 24
95th Percentile Queue (ft) 186 3
Storage Bay (ft) 450 150
PM Peak Hour Queues
Scenario US 421 & SB-NB U-turn
south of Rosa
US 421 & NB-SB U-turn
south of Rosa
2026 No Build EBL WBL
Max Queue (ft) 121 65
95th Percentile Queue (ft) 206 8
Storage Bay (ft) 450 150
2026 Phase 2 Build EBL WBL
Max Queue (ft) 250 70
95th Percentile Queue (ft) #368 8
Storage Bay (ft) 450 150
#: 95th percentile volume exceeds capacity, queue may be longer
6/30/2022 Ironwood – Transportation Impact Analysis 67
Table 8.13 - Queue Results
AM Peak Hour Queues
Scenario US 421 at Sanders Road
2026 No Build EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 370 416 275 54 522 607 130 375
95th Percentile Queue (ft) #397 #414 0 41 m#313 #1496 41 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
2026 Phase 2 Build EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 374 468 275 66 569 620 226 312
95th Percentile Queue (ft) #407 #414 0 41 m#323 #1506 41 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
PM Peak Hour Queues
Scenario US 421 at Sanders Road
2026 No Build EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 400 1045 275 54 300 241 227 375
95th Percentile Queue (ft) #430 #438 0 40 #265 695 40 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
2026 Phase 2 Build EBL EBLT EBR WBLTR NBUL NBTR SBUL SBR
Max Queue (ft) 400 1047 275 67 236 160 178 336
95th Percentile Queue (ft) #440 #453 0 40 #280 636 40 0
Storage Bay (ft) 300 FULL 200 FULL 500 FULL 150 250
#: 95th percentile volume exceeds capacity, queue may be longer
m: volume for 95th percentile queue is metered by upstream signal
Table 8.14 - Queue Results
AM Peak Hour Queues
Scenario
US 421 at Beau
Rivage Marketplace
Driveway
US 421 & Manassas Dr/ SB
Manassas Crossover
US 421 & Sharks Eye
Lane/NB Manassas
Crossover
2026 No Build EBR NBUL SBR EBLT WBR WBR NBR EBR WBLT SBR
Max Queue (ft) 86 183 10 320 288 244 56 59 114 34
95th Percentile
Queue (ft) 8 5 0 m180 235 235 20 55 132 m1
Storage Bay (ft) FULL 250 300 475 FULL 225 125 FULL 400 225
2026 Phase 2
Build EBR NBUL SBR EBLT WBR WBR NBR EBR WBLT SBR
Max Queue (ft) 90 204 75 353 264 222 41 62 91 30
95th Percentile
Queue (ft) 8 13 0 m197 #277 #277 21 55 132 m1
Storage Bay (ft) FULL 250 300 475 FULL 225 125 FULL 400 225
PM Peak Hour Queues
Scenario
US 421 at Beau
Rivage Marketplace
Driveway
US 421 & Manassas Dr/ SB
Manassas Crossover
US 421 & Sharks Eye
Lane/NB Manassas
Crossover
2026 No Build EBR NBUL SBR EBLT WBR WBR NBR EBR WBLT SBR
Max Queue (ft) 230 86 4 238 126 122 46 161 112 52
95th Percentile
Queue (ft) 78 15 0 m201 131 131 19 167 135 m2
Storage Bay (ft) FULL 250 300 475 FULL 225 125 FULL 400 225
2026 Phase 2
Build EBR NBUL SBR EBLT WBR WBR NBR EBR WBLT SBR
Max Queue (ft) 280 107 8 244 125 125 53 162 98 48
95th Percentile
Queue (ft) 88 40 0 m252 147 147 25 167 135 m2
Storage Bay (ft) FULL 250 300 475 FULL 225 125 FULL 400 225
#: 95th percentile volume exceeds capacity, queue may be longer
m: volume for 95th percentile queue is metered by upstream signal
6/30/2022 Ironwood – Transportation Impact Analysis 68
Table 8.15 - Queue Results
AM Peak Hour Queues
Scenario Shiloh Dr & Manassas Dr Myrtle Grove Road &
Lieutenant Congleton Rd
2026 No Build EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR
Max Queue (ft) 12 34 42 40 40 60 40 0
95th Percentile Queue (ft) 0 0 0 5 3 10 0 0
Storage Bay (ft) 100 FULL FULL FULL FULL FULL FULL FULL
2026 Phase 2 Build EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR
Max Queue (ft) 29 26 43 48 64 85 49 4
95th Percentile Queue (ft) 0 0 0 5 10 13 0 0
Storage Bay (ft) 100 FULL FULL FULL FULL FULL FULL FULL
PM Peak Hour Queues
Scenario Shiloh Dr & Manassas Dr Myrtle Grove Road &
Lieutenant Congleton Rd
2026 No Build EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR
Max Queue (ft) 27 0 10 35 44 75 48 0
95th Percentile Queue (ft) 0 0 0 3 3 15 0 0
Storage Bay (ft) 100 FULL FULL FULL FULL FULL FULL FULL
2026 Phase 2 Build EBUL EBTR WBLTR NBLTR SBLTR EBLR NBLT SBTR
Max Queue (ft) 34 0 10 35 54 98 32 4
95th Percentile Queue (ft) 0 0 0 3 5 18 0 0
Storage Bay (ft) 100 FULL FULL FULL FULL FULL FULL FULL
Table 8.16 - Queue Results
AM Peak Hour Queues
Scenario US 421 at Site Access 1 US 421 at Site Access 2
2026 Phase 2 Build WBR NBTR WBR
Max Queue (ft) 174 0 86
95th Percentile Queue (ft) 80 0 25
Storage Bay (ft) FULL FULL FULL
PM Peak Hour Queues
Scenario US 421 at Site Access 1 US 421 at Site Access 2
2026 Phase 2 Build WBR NBTR WBR
Max Queue (ft) 71 0 51
95th Percentile Queue (ft) 23 0 8
Storage Bay (ft) FULL FULL FULL
*** NOT TO SCALE ***
100'
Beau Rivage
Marketplace Driveway
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
US
4
2
1
Sanders Road
Manassas DriveSharks Eye
Lane
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
r
o
v
e
R
o
a
d
Lieutenant
Congleton Road
15
0
'
50
0
'
47
5
'
22
5
'
12
5
'
40
0
'
30
0
'
300'
200'
25
0
'
15
0
'
50
0
'
PROJECT NUMBER 210291
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
FIGURE 19
PHASE 2
RECOMMENDED
IMPROVEMENTS
FULL
FULL
US
4
2
1
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
Site Access 1
Site Access 2
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
BLUE = PROPOSED IN
PHASE 1A
PURPLE = PROPOSED IN
PHASE 1B
ORANGE = PROPOSED IN
PHASE 2
RIGHT IN /
RIGHT OUT
DIRECTIONAL
CROSSOVER
25
0
'
~5,544'~1,000'
~8
9
0
'
~7
1
0
'
~1
,
7
7
0
'
~4
2
5
'
Design site access according to
NCDOT and City standards
Extend southbound U-turn lane from
450 feet of storage currently to 500
feet of storage and optimize signal
timings
Design site access according to
NCDOT and City standards
25
0
'
FULL
FULL
~3
9
0
'
FULL
225'
6/30/2022 Ironwood – Transportation Impact Analysis 70
9.0 Summary and Conclusion
The proposed Ironwood development is to be located north of Shiloh Drive and east of
Rosa Parks Lane in New Hanover County, NC. The development proposes to utilize the
existing Shiloh Drive and two (2) proposed site access points off US 421.
Ironwood development will be analyzed for three (3) phases:
Phase 1A will consist of 125 dwelling units of single-family homes. Phase 1A will
utilize the existing Shiloh Drive as the site access. The build year for Phase 1A is
assumed to be 2023.
Phase 1B includes the addition of approximately 125 dwelling units of
townhomes. In addition to the existing Shiloh Drive, Phase 1B proposes a new
right-in right-out access connection on US 421 north of Rosa Parks Lane. The
build year for Phase 1B is assumed to be 2024.
Phase 2 includes the addition of approximately 116 dwelling units of townhomes.
Phase 2 proposes an egress only access connection on US 421 north of
Sanders Road, south of the Tregembo Animal Park. The build year for Phase 2 is
assumed to be 2026.
Based on rates and equations in the ITE Trip Generation Manual, the site has a trip
generation potential of 204 trips in the AM peak, 255 trips in the PM peak and a total of
3,058 daily trips.
DAVENPORT was retained to determine the potential traffic impacts of this
development and to identify transportation improvements that may be required to
accommodate the impacts of both background traffic and new development traffic.
The need for roadway improvements was reviewed based on the capacity analysis and
turn lane warrant analysis. In Phase 1A condition, no improvements are recommended
based upon the results.
In Phase 1B, based on the capacity analysis, NCDOT turn lane criteria and projected
volumes, a right turn lane on US 421 is warranted at Site Access 1.
At the intersection of US 421 and SB-NB U-turn south of Rosa Parks Lane, it is
recommended to extend the southbound U-turn lane from 450 feet to 500 feet of
storage. It is also recommended to optimize the signal timings at this intersection.
Based on the NCDOT nomograph for intersection signalization with two or three
approaches, a traffic signal is warranted at US 421 and Beau Rivage Driveway during
existing conditions whether the development is built or not. Due to the proximity of the
nearby signal, the installation of a signal is not recommended. The committed
northbound leftover/U-turn lane storage is expected to be adequate to contain the future
queues. Also, exiting traffic can reroute and use alternative accesses to reduce exit
delays.
6/30/2022 Ironwood – Transportation Impact Analysis 71
Based on the Phase 2 analysis, the recommendations from Phase 1B are expected to remain adequate.
Please note that all site access points should be designed according to NCDOT and City of Wilmington standards. The
recommended improvements are illustrated in Figure 19 and are summarized in Table 11.1. In conclusion, this analysis has
been conducted based on the City of Wilmington and NCDOT guidelines and has identified roadway improvements to mitigate
this development’s impacts.
Table 11.1 – Recommended Improvement Summary
Intersection 2023 Phase 1A Build 2024 Phase 1B Build 2026 Phase 2 Build
US 421 at U-turn south of
Rosa Parks Lane
No improvements
recommended
Extend southbound U-turn lane on US
421 to provide 500 feet of storage and
appropriate taper
Optimize signal timings accordingly
No improvements
recommended
US 421 at Sanders Road No improvements
recommended No improvements recommended No improvements
recommended
US 421 at Beau Rivage
Driveway
No improvements
recommended No improvements recommended No improvements
recommended
US 421 at Manassas Drive
/ Sharks Eye Lane
No improvements
recommended No improvements recommended No improvements
recommended
Manassas Drive at Shiloh
Drive
No improvements
recommended No improvements recommended No improvements
recommended
Myrtle Grove Road at
Lieutenant Congleton Road
No improvements
recommended No improvements recommended No improvements
recommended
US 421 at Site Access 1
Provide northbound right turn lane on US
421 with 250 feet of storage and
appropriate taper
Design site access according with
NCDOT standards and with one (1)
ingress and one (1) egress lanes
No improvements
recommended
US 421 at Site Access 2
Design site access according
with NCDOT standards and
with one (1) egress lane
6/30/2022 Ironwood – Transportation Impact Analysis 72
Appendix
Ironwood – Transportation Impact Analysis
Level of Service Analysis
Ironwood – Transportation Impact Analysis
AM 2021 Existing
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/06/2022
210291 Ironwood AM 2021 Existing
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 82 0 0 2326 0 0
Future Volume (vph) 82 0 0 2326 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 80 116 1479
Travel Time (s) 1.8 1.4 18.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 91 0 0 2584 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 91 0 0 2584 0 0
Turn Type D.P+P NA
Protected Phases 1 2!
Permitted Phases 2!
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 33.0 123.0
Total Split (%) 21.2% 78.8%
Maximum Green (s) 27.2 117.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 156.0 140.2
Actuated g/C Ratio 1.00 0.90
v/c Ratio 0.05 0.81
Control Delay 0.1 6.4
Queue Delay 0.0 0.0
Total Delay 0.1 6.4
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/06/2022
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Lane Group EBL EBR NBL NBT SBT SBR
LOS A A
Approach Delay 0.1 6.4
Approach LOS A A
Queue Length 50th (ft) 0 291
Queue Length 95th (ft) 0 96
Internal Link Dist (ft) 1 36 1399
Turn Bay Length (ft)
Base Capacity (vph) 1770 3180
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.05 0.81
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 109 (70%), Referenced to phase 2:NBEB, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 6.2 Intersection LOS: A
Intersection Capacity Utilization 115.9% ICU Level of Service H
Analysis Period (min) 15
! Phase conflict between lane groups.
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/06/2022
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Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)400001595
Future Volume (vph)400001595
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 93 1109 102
Travel Time (s) 2.1 13.7 1.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)400001772
Shared Lane Traffic (%)
Lane Group Flow (vph)400001772
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 67.6% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/06/2022
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Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 00001595
Future Vol, veh/h 4 00001595
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 4 00001772
Major/Minor Minor1 Major2
Conflicting Flow All 886 - - -
Stage 1 0 - - -
Stage 2 886 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 284 0 0 -
Stage 1 - 0 0 -
Stage 2 363 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 284 - - -
Mov Cap-2 Maneuver 284 - - -
Stage 1 - - - -
Stage 2 363 - - -
Approach WB SB
HCM Control Delay, s 17.9 0
HCM LOS C
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 284 -
HCM Lane V/C Ratio 0.016 -
HCM Control Delay (s) 17.9 -
HCM Lane LOS C -
HCM 95th %tile Q(veh) 0 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/06/2022
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Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 462 4 147 4 4 5 54 102 1852 5 9 4
Future Volume (vph) 462 4 147 4 4 5 54 102 1852 5 9 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Frt 0.850 0.942
Flt Protected 0.950 0.953 0.986 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1730 0 0 1770 3539 0 0 1770
Flt Permitted 0.950 0.953 0.986 0.090 0.044
Satd. Flow (perm) 1681 1686 1583 0 1730 0 0 168 3539 0 0 82
Right Turn on Red Yes No No
Satd. Flow (RTOR) 163
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1091 679
Travel Time (s) 16.4 29.8 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 513 4 163 4 4 6 60 113 2058 6 10 4
Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 256 261 163 0 14 0 0 173 2064 0 0 14
Turn Type Split NA Perm Split NA pm+pt pm+pt NA pm+pt pm+pt
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases 4 2 2 6 6
Detector Phase 44433 552 11
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 38.0 38.0 38.0 15.0 15.0 16.0 16.0 87.0 16.0 16.0
Total Split (%) 24.4% 24.4% 24.4% 9.6% 9.6% 10.3% 10.3% 55.8% 10.3% 10.3%
Maximum Green (s) 31.1 31.1 31.1 8.6 8.6 9.9 9.9 80.7 10.1 10.1
Yellow Time (s) 5.0 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None None C-Max None None
Act Effct Green (s) 28.9 28.9 28.9 7.3 111.6 107.2 102.0
Actuated g/C Ratio 0.19 0.19 0.19 0.05 0.72 0.69 0.65
v/c Ratio 0.82 0.84 0.38 0.17 0.75 0.85 0.12
Control Delay 82.1 83.6 9.5 75.8 33.0 22.5 11.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 82.1 83.6 9.5 75.8 33.0 22.5 11.6
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/06/2022
210291 Ironwood AM 2021 Existing
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Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 1323 263
Future Volume (vph) 1323 263
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 1063
Travel Time (s) 13.2
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 1470 292
Shared Lane Traffic (%)
Lane Group Flow (vph) 1470 292
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 87.0
Total Split (%) 55.8%
Maximum Green (s) 80.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 95.9 156.0
Actuated g/C Ratio 0.61 1.00
v/c Ratio 0.68 0.18
Control Delay 23.7 0.3
Queue Delay 0.0 0.0
Total Delay 23.7 0.3
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/06/2022
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Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
LOS F F A E C C B
Approach Delay 65.3 75.8 23.3
Approach LOS E E C
Queue Length 50th (ft) 264 270 0 14 39 755 3
Queue Length 95th (ft) 370 377 64 40 m#162 m#1302 15
Internal Link Dist (ft) 1003 1011 599
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 355 356 463 110 233 2431 175
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.72 0.73 0.35 0.13 0.74 0.85 0.08
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 116 (74%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 28.2 Intersection LOS: C
Intersection Capacity Utilization 87.6% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/06/2022
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Lane Group SBT SBR
LOS C A
Approach Delay 19.8
Approach LOS B
Queue Length 50th (ft) 463 0
Queue Length 95th (ft) 713 0
Internal Link Dist (ft) 983
Turn Bay Length (ft) 250
Base Capacity (vph) 2175 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.68 0.18
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/06/2022
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Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 34 0 2013 1491 33
Future Volume (vph) 0 34 0 2013 1491 33
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 300
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 3539 1583
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1069 425 679
Travel Time (s) 24.3 5.3 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 38 0 2237 1657 37
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 38 0 2237 1657 37
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 59.0% ICU Level of Service B
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/06/2022
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Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 34 0 2013 1491 33
Future Vol, veh/h 0 34 0 2013 1491 33
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 300
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 38 0 2237 1657 37
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 829 - 0 - 0
Stage 1 ------
Stage 2 ------
Critical Hdwy - 6.94 ----
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy - 3.32 ----
Pot Cap-1 Maneuver 0 *477 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % 1 - - -
Mov Cap-1 Maneuver - *477 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 13.2 0 0
HCM LOS B
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 477 - -
HCM Lane V/C Ratio - 0.079 - -
HCM Control Delay (s) - 13.2 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/06/2022
210291 Ironwood AM 2021 Existing
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 26 96 0 0 0 252 0 1735 38 0 0 0
Future Volume (vph) 26 96 0 0 0 252 0 1735 38 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected 0.989
Satd. Flow (prot) 0 1842 0 0 0 1611 0 3539 1583 0 0 0
Flt Permitted 0.989
Satd. Flow (perm) 0 1842 0 0 0 1611 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 477
Travel Time (s) 2.6 19.3 1.5 5.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 29 107 0 0 0 280 0 1928 42 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 136 0 0 0 280 0 1928 42 0 0 0
Turn Type custom NA Perm NA Perm
Protected Phases 7 7 2!
Permitted Phases 2! 2! 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.8 10.8 10.8 20.3 20.3
Total Split (s) 31.0 31.0 31.0 125.0 125.0
Total Split (%) 19.9% 19.9% 19.9% 80.1% 80.1%
Maximum Green (s) 25.2 25.2 25.2 118.7 118.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.8 2.8 2.8 1.0 1.0
Lost Time Adjust (s) -0.8 -0.8 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 156.0 26.0 120.0 120.0
Actuated g/C Ratio 1.00 0.17 0.77 0.77
v/c Ratio 0.07 1.04 0.71 0.03
Control Delay 0.1 128.1 10.9 4.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 0.1 128.1 10.9 4.4
LOS A F B A
Approach Delay 0.1 128.1 10.8
Approach LOS A F B
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/06/2022
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 0 ~308 464 9
Queue Length 95th (ft) m0 #502 534 19
Internal Link Dist (ft) 1 911 42 397
Turn Bay Length (ft)
Base Capacity (vph) 1842 268 2722 1217
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.07 1.04 0.71 0.03
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 60 (38%), Referenced to phase 2:NBEB, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.04
Intersection Signal Delay: 23.9 Intersection LOS: C
Intersection Capacity Utilization 82.6% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
! Phase conflict between lane groups.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/06/2022
210291 Ironwood AM 2021 Existing
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 20 4 61 000001391 12
Future Volume (vph) 0 0 20 4 61 000001391 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.997
Satd. Flow (prot) 0 0 1611 0 1857 000003539 1583
Flt Permitted 0.997
Satd. Flow (perm) 0 0 1611 0 1857 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 22 4 68 000001546 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 22 0 72 000001546 13
Turn Type Perm custom NA NA Perm
Protected Phases 3 3 6!
Permitted Phases 3 6! 6! 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 25.0 25.0 25.0 131.0 131.0
Total Split (%) 16.0% 16.0% 16.0% 84.0% 84.0%
Maximum Green (s) 19.7 19.7 19.7 124.9 124.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 7.1 156.0 138.9 138.9
Actuated g/C Ratio 0.05 1.00 0.89 0.89
v/c Ratio 0.30 0.04 0.49 0.01
Control Delay 81.9 0.0 0.5 0.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 81.9 0.0 0.5 0.1
LOS F A A A
Approach Delay 81.9 0.5
Approach LOS F A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/06/2022
210291 Ironwood AM 2021 Existing
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 22 0 7 0
Queue Length 95th (ft) 53 0 7 m0
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 206 1857 3150 1409
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.11 0.04 0.49 0.01
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 94 (60%), Referenced to phase 6:WBSB, Start of Green
Natural Cycle: 40
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.49
Intersection Signal Delay: 1.6 Intersection LOS: A
Intersection Capacity Utilization 59.3% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
! Phase conflict between lane groups.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/06/2022
210291 Ironwood AM 2021 Existing
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Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 4 4 113 6 4 230 4 15 4444
Future Volume (vph) 4 4 113 6 4 230 4 15 4444
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.993 0.998 0.978 0.955
Flt Protected 0.997 0.999 0.967 0.984
Satd. Flow (prot) 0 0 1844 0 0 1857 0 0 1762 0 0 1750
Flt Permitted 0.997 0.999 0.967 0.984
Satd. Flow (perm) 0 0 1844 0 0 1857 0 0 1762 0 0 1750
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 4 4 126 7 4 256 4 17 4444
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 141 0 0 264 0 0 25 0 0 12
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 23.5% ICU Level of Service A
Analysis Period (min) 15
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 4
Future Volume (vph) 4
Ideal Flow (vphpl) 1900
Lane Util. Factor 1.00
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor 0.90
Adj. Flow (vph) 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/06/2022
210291 Ironwood AM 2021 Existing
T. Lee Page 16
Intersection
Int Delay, s/veh 1
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 4 113 6 4 230 4 15 4 4 4 4 4
Future Vol, veh/h 4 4 113 6 4 230 4 15 4 4 4 4 4
Conflicting Peds, #/hr 0 000000000000
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length -------------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 4 4 126 7 4 256 4 17 4 4 4 4 4
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 260 0 0 133 0 0 408 414 130 408 415 258
Stage 1 -------138146-266266-
Stage 2 -------270268-142149-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1304 - - 1452 - - 554 529 920 554 528 781
Stage 1 -------865776-739689-
Stage 2 -------736687-861774-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ ~ - - 1452 - - 546 527 920 547 526 781
Mov Cap-2 Maneuver -------546527-547526-
Stage 1 -------865776-739687-
Stage 2 -------725685-852774-
Approach EB WB NB SB
HCM Control Delay, s 0.1 11.4 11.1
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 584 ~ - - 1452 - - 599
HCM Lane V/C Ratio 0.044 ~ - - 0.003 - - 0.022
HCM Control Delay (s) 11.4 - - - 7.5 0 - 11.1
HCM Lane LOS B - - - A A - B
HCM 95th %tile Q(veh) 0.1 ~ - - 0 - - 0.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/06/2022
210291 Ironwood AM 2021 Existing
T. Lee Page 17
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 18 29 8 372 373 20
Future Volume (vph) 18 29 8 372 373 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.917 0.993
Flt Protected 0.981 0.999
Satd. Flow (prot) 1676 0 0 1861 1850 0
Flt Permitted 0.981 0.999
Satd. Flow (perm) 1676 0 0 1861 1850 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 20 32 9 413 414 22
Shared Lane Traffic (%)
Lane Group Flow (vph) 52 0 0 422 436 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 36.0% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/06/2022
210291 Ironwood AM 2021 Existing
T. Lee Page 18
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 18 29 8 372 373 20
Future Vol, veh/h 18 29 8 372 373 20
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 20 32 9 413 414 22
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 856 425 436 0 - 0
Stage 1 425 -----
Stage 2 431 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 328 629 1124 - - -
Stage 1 659 -----
Stage 2 655 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 325 629 1124 - - -
Mov Cap-2 Maneuver 325 -----
Stage 1 652 -----
Stage 2 655 -----
Approach EB NB SB
HCM Control Delay, s 13.8 0.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1124 - 463 - -
HCM Lane V/C Ratio 0.008 - 0.113 - -
HCM Control Delay (s) 8.2 0 13.8 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.4 - -
Ironwood – Transportation Impact Analysis
AM 2023 Future No Build
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 84 0 0 2388 0 0
Future Volume (vph) 84 0 0 2388 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 80 116 1479
Travel Time (s) 1.8 1.4 18.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 93 0 0 2653 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 93 0 0 2653 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 33.0 123.0
Total Split (%) 21.2% 78.8%
Maximum Green (s) 27.2 117.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 13.4 132.6
Actuated g/C Ratio 0.09 0.85
v/c Ratio 0.61 0.88
Control Delay 85.1 12.3
Queue Delay 0.0 0.0
Total Delay 85.1 12.3
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 85.1 12.3
Approach LOS F B
Queue Length 50th (ft) 93 1237
Queue Length 95th (ft) 152 452
Internal Link Dist (ft) 1 36 1399
Turn Bay Length (ft)
Base Capacity (vph) 317 3008
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.29 0.88
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 109 (70%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 14.8 Intersection LOS: B
Intersection Capacity Utilization 118.7% ICU Level of Service H
Analysis Period (min) 15
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)400001634
Future Volume (vph)400001634
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 93 1109 102
Travel Time (s) 2.1 13.7 1.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)400001816
Shared Lane Traffic (%)
Lane Group Flow (vph)400001816
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 69.3% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 4
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 00001634
Future Vol, veh/h 4 00001634
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 4 00001816
Major/Minor Minor1 Major2
Conflicting Flow All 908 - - -
Stage 1 0 - - -
Stage 2 908 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 275 0 0 -
Stage 1 - 0 0 -
Stage 2 354 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 275 - - -
Mov Cap-2 Maneuver 275 - - -
Stage 1 - - - -
Stage 2 354 - - -
Approach WB SB
HCM Control Delay, s 18.3 0
HCM LOS C
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 275 -
HCM Lane V/C Ratio 0.016 -
HCM Control Delay (s) 18.3 -
HCM Lane LOS C -
HCM 95th %tile Q(veh) 0 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 472 4 151 4 4 6 33 99 1905 6 10 4
Future Volume (vph) 472 4 151 4 4 6 33 99 1905 6 10 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Frt 0.850 0.937
Flt Protected 0.950 0.953 0.987 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1723 0 0 1770 3539 0 0 1770
Flt Permitted 0.950 0.953 0.987 0.950 0.950
Satd. Flow (perm) 1681 1686 1583 0 1723 0 0 1770 3539 0 0 1770
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1091 683
Travel Time (s) 16.4 29.8 8.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 524 4 168 4 4 7 37 110 2117 7 11 4
Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 262 266 168 0 15 0 0 147 2124 0 0 15
Turn Type Split NA Free Split NA Prot Prot NA Prot Prot
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases Free
Detector Phase 4 4 3 3 5 5 2 1 1
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 38.0 38.0 15.0 15.0 16.0 16.0 87.0 16.0 16.0
Total Split (%) 24.4% 24.4% 9.6% 9.6% 10.3% 10.3% 55.8% 10.3% 10.3%
Maximum Green (s) 31.1 31.1 8.6 8.6 9.9 9.9 80.7 10.1 10.1
Yellow Time (s) 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None C-Max None None
Act Effct Green (s) 29.2 29.2 156.0 7.4 11.0 106.0 6.9
Actuated g/C Ratio 0.19 0.19 1.00 0.05 0.07 0.68 0.04
v/c Ratio 0.83 0.84 0.11 0.19 1.19 0.88 0.19
Control Delay 82.8 83.9 0.1 76.0 186.0 28.0 76.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 82.8 83.9 0.1 76.0 186.0 28.0 76.9
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 1356 269
Future Volume (vph) 1356 269
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 1063
Travel Time (s) 13.2
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 1507 299
Shared Lane Traffic (%)
Lane Group Flow (vph) 1507 299
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 87.0
Total Split (%) 55.8%
Maximum Green (s) 80.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 95.3 156.0
Actuated g/C Ratio 0.61 1.00
v/c Ratio 0.70 0.19
Control Delay 24.6 0.3
Queue Delay 0.0 0.0
Total Delay 24.6 0.3
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
LOS F F A E F C E
Approach Delay 63.2 76.0 38.2
Approach LOS E E D
Queue Length 50th (ft) 269 274 0 15 ~176 840 15
Queue Length 95th (ft) 378 386 0 41 m#314 #1426 41
Internal Link Dist (ft) 1003 1011 603
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 355 356 1583 110 124 2405 124
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.74 0.75 0.11 0.14 1.19 0.88 0.12
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 116 (74%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 130
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.19
Intersection Signal Delay: 35.5 Intersection LOS: D
Intersection Capacity Utilization 89.4% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 8
Lane Group SBT SBR
LOS C A
Approach Delay 21.1
Approach LOS C
Queue Length 50th (ft) 489 0
Queue Length 95th (ft) 746 0
Internal Link Dist (ft) 983
Turn Bay Length (ft) 250
Base Capacity (vph) 2161 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.70 0.19
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 9
Lane Group EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 35 16 18 2040 1513 25
Future Volume (vph) 0 35 16 18 2040 1513 25
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 300
Storage Lanes 0 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1611 0 1770 3539 3539 1583
Flt Permitted 0.950
Satd. Flow (perm) 0 1611 0 1770 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1069 418 683
Travel Time (s) 24.3 5.2 8.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 39 18 20 2267 1681 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 39 0 38 2267 1681 28
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 59.7% ICU Level of Service B
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 10
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 35 16 18 2040 1513 25
Future Vol, veh/h 0 35 16 18 2040 1513 25
Conflicting Peds, #/hr 0 000000
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length - 0 - 250 - - 300
Veh in Median Storage, # 0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222
Mvmt Flow 0 39 18 20 2267 1681 28
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 841 1681 1709 0 - 0
Stage 1 -------
Stage 2 -------
Critical Hdwy - 6.94 6.44 4.14 - - -
Critical Hdwy Stg 1 -------
Critical Hdwy Stg 2 -------
Follow-up Hdwy - 3.32 2.52 2.22 - - -
Pot Cap-1 Maneuver 0 *458 *603 *684 - - -
Stage 1 0 ------
Stage 2 0 ------
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver - *458 *618 *618 - - -
Mov Cap-2 Maneuver -------
Stage 1 -------
Stage 2 -------
Approach EB NB SB
HCM Control Delay, s 13.6 0.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) * 618 - 458 - -
HCM Lane V/C Ratio 0.061 - 0.085 - -
HCM Control Delay (s) 11.2 - 13.6 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0.2 - 0.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 27 104 0 0 0 277 0 1770 41 0 0 0
Future Volume (vph) 27 104 0 0 0 277 0 1770 41 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 225 0 0 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.990
Satd. Flow (prot) 0 1844 0 0 0 2787 0 3539 1583 0 0 0
Flt Permitted 0.990
Satd. Flow (perm) 0 1844 0 0 0 2787 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 477
Travel Time (s) 2.6 19.3 1.5 5.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 30 116 0 0 0 308 0 1967 46 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 146 0 0 0 308 0 1967 46 0 0 0
Turn Type Perm NA Prot NA Perm
Protected Phases 7 7 2
Permitted Phases 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.6 10.6 10.6 20.3 20.3
Total Split (s) 31.0 31.0 31.0 125.0 125.0
Total Split (%) 19.9% 19.9% 19.9% 80.1% 80.1%
Maximum Green (s) 25.4 25.4 25.4 118.7 118.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.6 2.6 2.6 1.0 1.0
Lost Time Adjust (s) -0.6 -0.6 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 21.7 21.7 124.3 124.3
Actuated g/C Ratio 0.14 0.14 0.80 0.80
v/c Ratio 0.57 0.80 0.70 0.04
Control Delay 49.0 80.2 9.3 3.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 49.0 80.2 9.3 3.9
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS D F A A
Approach Delay 49.0 80.2 9.2
Approach LOS D F A
Queue Length 50th (ft) 141 175 422 9
Queue Length 95th (ft) m182 230 557 20
Internal Link Dist (ft) 1 911 42 397
Turn Bay Length (ft) 225
Base Capacity (vph) 307 464 2819 1261
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.48 0.66 0.70 0.04
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 60 (38%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 20.4 Intersection LOS: C
Intersection Capacity Utilization 78.1% ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 21 4 63 000001435 13
Future Volume (vph) 0 0 21 4 63 000001435 13
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.997
Satd. Flow (prot) 0 0 1611 0 1857 000003539 1583
Flt Permitted 0.997
Satd. Flow (perm) 0 0 1611 0 1857 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 23 4 70 000001594 14
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 23 0 74 000001594 14
Turn Type Prot Perm NA NA Perm
Protected Phases 3 3 6
Permitted Phases 3 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 25.0 25.0 25.0 131.0 131.0
Total Split (%) 16.0% 16.0% 16.0% 84.0% 84.0%
Maximum Green (s) 19.7 19.7 19.7 124.9 124.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 10.9 10.9 135.1 135.1
Actuated g/C Ratio 0.07 0.07 0.87 0.87
v/c Ratio 0.21 0.57 0.52 0.01
Control Delay 71.0 86.6 0.7 0.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 71.0 86.6 0.7 0.2
LOS E F A A
Approach Delay 71.0 86.6 0.7
Approach LOS E F A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 23 75 12 0
Queue Length 95th (ft) 53 129 m17 m1
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 206 238 3064 1370
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.11 0.31 0.52 0.01
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 94 (60%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 40
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 5.4 Intersection LOS: A
Intersection Capacity Utilization 60.5% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 15
Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 4 5 121 7 4 247 4 15 4444
Future Volume (vph) 4 5 121 7 4 247 4 15 4444
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.998 0.978 0.929
Flt Protected 0.950 0.999 0.967 0.988
Satd. Flow (prot) 0 1770 1848 0 0 1857 0 0 1762 0 0 1710
Flt Permitted 0.950 0.999 0.967 0.988
Satd. Flow (perm) 0 1770 1848 0 0 1857 0 0 1762 0 0 1710
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Confl. Peds. (#/hr)4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 4 6 134 8 4 274 4 17 4444
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 10 142 0 0 282 0 0 25 0 0 17
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 27.7% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 16
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 8
Future Volume (vph) 8
Ideal Flow (vphpl) 1900
Storage Length (ft) 0
Storage Lanes 0
Taper Length (ft)
Lane Util. Factor 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr) 4
Peak Hour Factor 0.90
Adj. Flow (vph) 9
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 17
Intersection
Int Delay, s/veh 1.1
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 5 121 7 4 247 4 15 4 4 4 4 8
Future Vol, veh/h 4 5 121 7 4 247 4 15 4 4 4 4 8
Conflicting Peds, #/hr 0 000000000404
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length - 100 -----------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 4 6 134 8 4 274 4 17 4 4 4 4 9
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 278 0 0 142 0 0 445 444 142 442 446 280
Stage 1 -------150158-284284-
Stage 2 -------295286-158162-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1285 - - 1441 - - 523 508 906 526 507 759
Stage 1 -------853767-723676-
Stage 2 -------713675-844764-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ ~ - - 1441 - - 510 506 903 517 505 756
Mov Cap-2 Maneuver -------510506-517505-
Stage 1 -------853767-723674-
Stage 2 -------695673-832764-
Approach EB WB NB SB
HCM Control Delay, s 0.1 11.9 11.1
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 551 ~ - - 1441 - - 610
HCM Lane V/C Ratio 0.046 ~ - - 0.003 - - 0.029
HCM Control Delay (s) 11.9 - - - 7.5 0 - 11.1
HCM Lane LOS B - - - A A - B
HCM 95th %tile Q(veh) 0.1 ~ - - 0 - - 0.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 18
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 19 30 9 380 381 21
Future Volume (vph) 19 30 9 380 381 21
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.917 0.993
Flt Protected 0.981 0.999
Satd. Flow (prot) 1676 0 0 1861 1850 0
Flt Permitted 0.981 0.999
Satd. Flow (perm) 1676 0 0 1861 1850 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 21 33 10 422 423 23
Shared Lane Traffic (%)
Lane Group Flow (vph) 54 0 0 432 446 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 37.2% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood AM 2023 Future No Build
T. Lee Page 19
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 19 30 9 380 381 21
Future Vol, veh/h 19 30 9 380 381 21
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 21 33 10 422 423 23
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 877 435 446 0 - 0
Stage 1 435 -----
Stage 2 442 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 319 621 1114 - - -
Stage 1 653 -----
Stage 2 648 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 315 621 1114 - - -
Mov Cap-2 Maneuver 315 -----
Stage 1 645 -----
Stage 2 648 -----
Approach EB NB SB
HCM Control Delay, s 14.1 0.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1114 - 451 - -
HCM Lane V/C Ratio 0.009 - 0.121 - -
HCM Control Delay (s) 8.3 0 14.1 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.4 - -
Ironwood – Transportation Impact Analysis
AM 2023 Phase 1A Build
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 84 0 0 2434 0 0
Future Volume (vph) 84 0 0 2434 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 80 116 592
Travel Time (s) 1.8 1.4 7.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 93 0 0 2704 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 93 0 0 2704 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 33.0 123.0
Total Split (%) 21.2% 78.8%
Maximum Green (s) 27.2 117.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 13.4 132.6
Actuated g/C Ratio 0.09 0.85
v/c Ratio 0.61 0.90
Control Delay 85.1 13.2
Queue Delay 0.0 0.0
Total Delay 85.1 13.2
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 85.1 13.2
Approach LOS F B
Queue Length 50th (ft) 93 1300
Queue Length 95th (ft) 152 481
Internal Link Dist (ft) 1 36 512
Turn Bay Length (ft)
Base Capacity (vph) 317 3008
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.29 0.90
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 109 (70%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 15.6 Intersection LOS: B
Intersection Capacity Utilization 120.4% ICU Level of Service H
Analysis Period (min) 15
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)400001650
Future Volume (vph)400001650
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 93 1109 102
Travel Time (s) 2.1 13.7 1.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)400001833
Shared Lane Traffic (%)
Lane Group Flow (vph)400001833
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 70.6% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 4
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 00001650
Future Vol, veh/h 4 00001650
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 4 00001833
Major/Minor Minor1 Major2
Conflicting Flow All 917 - - -
Stage 1 0 - - -
Stage 2 917 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 271 0 0 -
Stage 1 - 0 0 -
Stage 2 350 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 271 - - -
Mov Cap-2 Maneuver 271 - - -
Stage 1 - - - -
Stage 2 350 - - -
Approach WB SB
HCM Control Delay, s 18.5 0
HCM LOS C
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 271 -
HCM Lane V/C Ratio 0.016 -
HCM Control Delay (s) 18.5 -
HCM Lane LOS C -
HCM 95th %tile Q(veh) 0.1 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 472 4 152 4 4 6 33 103 1951 6 10 4
Future Volume (vph) 472 4 152 4 4 6 33 103 1951 6 10 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Ped Bike Factor 0.97
Frt 0.850 0.937
Flt Protected 0.950 0.953 0.987 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1723 0 0 1770 3539 0 0 1770
Flt Permitted 0.950 0.953 0.987 0.950 0.950
Satd. Flow (perm) 1681 1686 1583 0 1723 0 0 1770 3539 0 0 1723
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1091 679
Travel Time (s) 16.4 29.8 8.4
Confl. Peds. (#/hr)1370
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 524 4 169 4 4 7 37 114 2168 7 11 4
Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 262 266 169 0 15 0 0 151 2175 0 0 15
Turn Type Split NA Free Split NA Prot Prot NA Prot Prot
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases Free
Detector Phase 4 4 3 3 5 5 2 1 1
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 38.0 38.0 15.0 15.0 16.0 16.0 87.0 16.0 16.0
Total Split (%) 24.4% 24.4% 9.6% 9.6% 10.3% 10.3% 55.8% 10.3% 10.3%
Maximum Green (s) 31.1 31.1 8.6 8.6 9.9 9.9 80.7 10.1 10.1
Yellow Time (s) 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None C-Max None None
Act Effct Green (s) 29.2 29.2 156.0 7.4 11.0 106.0 6.9
Actuated g/C Ratio 0.19 0.19 1.00 0.05 0.07 0.68 0.04
v/c Ratio 0.83 0.84 0.11 0.19 1.22 0.90 0.19
Control Delay 82.8 83.9 0.1 76.0 195.2 29.4 76.9
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 1372 269
Future Volume (vph) 1372 269
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Ped Bike Factor
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 1063
Travel Time (s) 13.2
Confl. Peds. (#/hr)
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 1524 299
Shared Lane Traffic (%)
Lane Group Flow (vph) 1524 299
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 87.0
Total Split (%) 55.8%
Maximum Green (s) 80.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 95.3 156.0
Actuated g/C Ratio 0.61 1.00
v/c Ratio 0.71 0.19
Control Delay 24.9 0.3
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 82.8 83.9 0.1 76.0 195.2 29.4 76.9
LOS F F A E F C E
Approach Delay 63.1 76.0 40.1
Approach LOS E E D
Queue Length 50th (ft) 269 274 0 15 ~185 904 15
Queue Length 95th (ft) 378 386 0 41 m#305 #1485 41
Internal Link Dist (ft) 1003 1011 599
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 355 356 1583 110 124 2405 124
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.74 0.75 0.11 0.14 1.22 0.90 0.12
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 116 (74%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 140
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.22
Intersection Signal Delay: 36.4 Intersection LOS: D
Intersection Capacity Utilization 90.6% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 8
Lane Group SBT SBR
Queue Delay 0.0 0.0
Total Delay 24.9 0.3
LOS C A
Approach Delay 21.3
Approach LOS C
Queue Length 50th (ft) 499 0
Queue Length 95th (ft) 759 0
Internal Link Dist (ft) 983
Turn Bay Length (ft) 250
Base Capacity (vph) 2161 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.71 0.19
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 9
Lane Group EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 36 30 22 2089 1530 25
Future Volume (vph) 0 36 30 22 2089 1530 25
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 300
Storage Lanes 0 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1611 0 1770 3539 3539 1583
Flt Permitted 0.950
Satd. Flow (perm) 0 1611 0 1770 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1069 425 679
Travel Time (s) 24.3 5.3 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 40 33 24 2321 1700 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 40 0 57 2321 1700 28
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 61.1% ICU Level of Service B
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 10
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 36 30 22 2089 1530 25
Future Vol, veh/h 0 36 30 22 2089 1530 25
Conflicting Peds, #/hr 0 000000
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length - 0 - 250 - - 300
Veh in Median Storage, # 0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222
Mvmt Flow 0 40 33 24 2321 1700 28
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 850 1700 1728 0 - 0
Stage 1 -------
Stage 2 -------
Critical Hdwy - 6.94 6.44 4.14 - - -
Critical Hdwy Stg 1 -------
Critical Hdwy Stg 2 -------
Follow-up Hdwy - 3.32 2.52 2.22 - - -
Pot Cap-1 Maneuver 0 *458 *603 *684 - - -
Stage 1 0 ------
Stage 2 0 ------
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver - *458 *603 *603 - - -
Mov Cap-2 Maneuver -------
Stage 1 -------
Stage 2 -------
Approach EB NB SB
HCM Control Delay, s 13.6 0.3 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) * 603 - 458 - -
HCM Lane V/C Ratio 0.096 - 0.087 - -
HCM Control Delay (s) 11.6 - 13.6 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0.3 - 0.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 27 122 0 0 0 344 0 1770 46 0 0 0
Future Volume (vph) 27 122 0 0 0 344 0 1770 46 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 225 0 0 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.991
Satd. Flow (prot) 0 1846 0 0 0 2787 0 3539 1583 0 0 0
Flt Permitted 0.991
Satd. Flow (perm) 0 1846 0 0 0 2787 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 477
Travel Time (s) 2.6 19.3 1.5 5.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 30 136 0 0 0 382 0 1967 51 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 166 0 0 0 382 0 1967 51 0 0 0
Turn Type Perm NA Prot NA Perm
Protected Phases 7 7 2
Permitted Phases 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.6 10.6 10.6 20.3 20.3
Total Split (s) 31.0 31.0 31.0 125.0 125.0
Total Split (%) 19.9% 19.9% 19.9% 80.1% 80.1%
Maximum Green (s) 25.4 25.4 25.4 118.7 118.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.6 2.6 2.6 1.0 1.0
Lost Time Adjust (s) -0.6 -0.6 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 24.4 24.4 121.6 121.6
Actuated g/C Ratio 0.16 0.16 0.78 0.78
v/c Ratio 0.58 0.88 0.71 0.04
Control Delay 47.0 85.2 10.6 4.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 47.0 85.2 10.6 4.3
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS D F B A
Approach Delay 47.0 85.2 10.4
Approach LOS D F B
Queue Length 50th (ft) 158 216 485 11
Queue Length 95th (ft) m211 #299 557 21
Internal Link Dist (ft) 1 911 42 397
Turn Bay Length (ft) 225
Base Capacity (vph) 307 464 2758 1233
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.54 0.82 0.71 0.04
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 60 (38%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 23.9 Intersection LOS: C
Intersection Capacity Utilization 81.4% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 21 4 63 000001449 13
Future Volume (vph) 0 0 21 4 63 000001449 13
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.997
Satd. Flow (prot) 0 0 1611 0 1857 000003539 1583
Flt Permitted 0.997
Satd. Flow (perm) 0 0 1611 0 1857 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 23 4 70 000001610 14
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 23 0 74 000001610 14
Turn Type Prot Perm NA NA Perm
Protected Phases 3 3 6
Permitted Phases 3 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 25.0 25.0 25.0 131.0 131.0
Total Split (%) 16.0% 16.0% 16.0% 84.0% 84.0%
Maximum Green (s) 19.7 19.7 19.7 124.9 124.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 10.9 10.9 135.1 135.1
Actuated g/C Ratio 0.07 0.07 0.87 0.87
v/c Ratio 0.21 0.57 0.53 0.01
Control Delay 71.0 86.6 0.7 0.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 71.0 86.6 0.7 0.2
LOS E F A A
Approach Delay 71.0 86.6 0.7
Approach LOS E F A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 23 75 12 0
Queue Length 95th (ft) 53 129 m16 m1
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 206 238 3064 1370
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.11 0.31 0.53 0.01
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 94 (60%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 40
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 5.3 Intersection LOS: A
Intersection Capacity Utilization 60.9% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 15
Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 4 28 121 7 4 247 4 16 4464
Future Volume (vph) 4 28 121 7 4 247 4 16 4464
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.998 0.979 0.881
Flt Protected 0.950 0.999 0.967 0.996
Satd. Flow (prot) 0 1770 1848 0 0 1857 0 0 1763 0 0 1635
Flt Permitted 0.950 0.999 0.967 0.996
Satd. Flow (perm) 0 1770 1848 0 0 1857 0 0 1763 0 0 1635
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Confl. Peds. (#/hr)4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 4 31 134 8 4 274 4 18 4474
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 35 142 0 0 282 0 0 26 0 0 94
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 35.0% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 16
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 75
Future Volume (vph) 75
Ideal Flow (vphpl) 1900
Storage Length (ft) 0
Storage Lanes 0
Taper Length (ft)
Lane Util. Factor 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr) 4
Peak Hour Factor 0.90
Adj. Flow (vph) 83
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 17
Intersection
Int Delay, s/veh 2.4
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 28 121 7 4 247 4 16 4 4 6 4 75
Future Vol, veh/h 4 28 121 7 4 247 4 16 4 4 6 4 75
Conflicting Peds, #/hr 0 000000000404
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length - 100 -----------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 4 31 134 8 4 274 4 18 4 4 7 4 83
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 278 0 0 142 0 0 532 494 142 492 496 280
Stage 1 -------200208-284284-
Stage 2 -------332286-208212-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1285 - - 1441 - - 458 476 906 487 475 759
Stage 1 -------802730-723676-
Stage 2 -------681675-794727-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ -8 ~ -8 - - 1441 - - 402 475 903 478 474 756
Mov Cap-2 Maneuver -------402475-478474-
Stage 1 -------802730-723674-
Stage 2 -------598673-782727-
Approach EB WB NB SB
HCM Control Delay, s 0.1 13.4 10.9
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 456 + - - 1441 - - 707
HCM Lane V/C Ratio 0.058 - - - 0.003 - - 0.134
HCM Control Delay (s) 13.4 - - - 7.5 0 - 10.9
HCM Lane LOS B - - - A A - B
HCM 95th %tile Q(veh) 0.2 - - - 0 - - 0.5
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 18
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 23 30 9 380 381 22
Future Volume (vph) 23 30 9 380 381 22
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.924 0.993
Flt Protected 0.978 0.999
Satd. Flow (prot) 1683 0 0 1861 1850 0
Flt Permitted 0.978 0.999
Satd. Flow (perm) 1683 0 0 1861 1850 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 26 33 10 422 423 24
Shared Lane Traffic (%)
Lane Group Flow (vph) 59 0 0 432 447 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 37.2% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood AM 2023 Phase 1A Build
T. Lee Page 19
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 23 30 9 380 381 22
Future Vol, veh/h 23 30 9 380 381 22
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 26 33 10 422 423 24
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 877 435 447 0 - 0
Stage 1 435 -----
Stage 2 442 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 319 621 1113 - - -
Stage 1 653 -----
Stage 2 648 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 315 621 1113 - - -
Mov Cap-2 Maneuver 315 -----
Stage 1 645 -----
Stage 2 648 -----
Approach EB NB SB
HCM Control Delay, s 14.5 0.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1113 - 437 - -
HCM Lane V/C Ratio 0.009 - 0.135 - -
HCM Control Delay (s) 8.3 0 14.5 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.5 - -
Ironwood – Transportation Impact Analysis
AM 2024 Future No Build
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 85 0 0 2412 0 0
Future Volume (vph) 85 0 0 2412 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 80 116 1479
Travel Time (s) 1.8 1.4 18.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 94 0 0 2680 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 94 0 0 2680 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 33.0 123.0
Total Split (%) 21.2% 78.8%
Maximum Green (s) 27.2 117.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 13.5 132.5
Actuated g/C Ratio 0.09 0.85
v/c Ratio 0.61 0.89
Control Delay 85.1 12.7
Queue Delay 0.0 0.0
Total Delay 85.1 12.7
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 85.1 12.7
Approach LOS F B
Queue Length 50th (ft) 94 1263
Queue Length 95th (ft) 154 467
Internal Link Dist (ft) 1 36 1399
Turn Bay Length (ft)
Base Capacity (vph) 317 3006
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.30 0.89
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 109 (70%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 15.2 Intersection LOS: B
Intersection Capacity Utilization 119.8% ICU Level of Service H
Analysis Period (min) 15
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)400001650
Future Volume (vph)400001650
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 93 1109 102
Travel Time (s) 2.1 13.7 1.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)400001833
Shared Lane Traffic (%)
Lane Group Flow (vph)400001833
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 70.0% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 4
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 00001650
Future Vol, veh/h 4 00001650
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 4 00001833
Major/Minor Minor1 Major2
Conflicting Flow All 917 - - -
Stage 1 0 - - -
Stage 2 917 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 271 0 0 -
Stage 1 - 0 0 -
Stage 2 350 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 271 - - -
Mov Cap-2 Maneuver 271 - - -
Stage 1 - - - -
Stage 2 350 - - -
Approach WB SB
HCM Control Delay, s 18.5 0
HCM LOS C
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 271 -
HCM Lane V/C Ratio 0.016 -
HCM Control Delay (s) 18.5 -
HCM Lane LOS C -
HCM 95th %tile Q(veh) 0.1 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 476 4 153 4 4 6 33 100 1924 6 10 4
Future Volume (vph) 476 4 153 4 4 6 33 100 1924 6 10 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Frt 0.850 0.937
Flt Protected 0.950 0.953 0.987 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1723 0 0 1770 3539 0 0 1770
Flt Permitted 0.950 0.953 0.987 0.950 0.950
Satd. Flow (perm) 1681 1686 1583 0 1723 0 0 1770 3539 0 0 1770
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1091 683
Travel Time (s) 16.4 29.8 8.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 529 4 170 4 4 7 37 111 2138 7 11 4
Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 264 269 170 0 15 0 0 148 2145 0 0 15
Turn Type Split NA Free Split NA Prot Prot NA Prot Prot
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases Free
Detector Phase 4 4 3 3 5 5 2 1 1
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 38.0 38.0 15.0 15.0 16.0 16.0 87.0 16.0 16.0
Total Split (%) 24.4% 24.4% 9.6% 9.6% 10.3% 10.3% 55.8% 10.3% 10.3%
Maximum Green (s) 31.1 31.1 8.6 8.6 9.9 9.9 80.7 10.1 10.1
Yellow Time (s) 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None C-Max None None
Act Effct Green (s) 29.4 29.4 156.0 7.4 11.0 105.9 6.9
Actuated g/C Ratio 0.19 0.19 1.00 0.05 0.07 0.68 0.04
v/c Ratio 0.83 0.85 0.11 0.19 1.19 0.89 0.19
Control Delay 82.7 84.2 0.1 76.0 188.4 28.5 76.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 82.7 84.2 0.1 76.0 188.4 28.5 76.9
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 1370 271
Future Volume (vph) 1370 271
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 1063
Travel Time (s) 13.2
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 1522 301
Shared Lane Traffic (%)
Lane Group Flow (vph) 1522 301
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 87.0
Total Split (%) 55.8%
Maximum Green (s) 80.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 95.1 156.0
Actuated g/C Ratio 0.61 1.00
v/c Ratio 0.71 0.19
Control Delay 25.0 0.3
Queue Delay 0.0 0.0
Total Delay 25.0 0.3
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
LOS F F A E F C E
Approach Delay 63.3 76.0 38.8
Approach LOS E E D
Queue Length 50th (ft) 271 277 0 15 ~179 861 15
Queue Length 95th (ft) 382 #393 0 41 m#314 #1450 41
Internal Link Dist (ft) 1003 1011 603
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 355 356 1583 110 124 2401 124
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.74 0.76 0.11 0.14 1.19 0.89 0.12
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 116 (74%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 140
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.19
Intersection Signal Delay: 35.8 Intersection LOS: D
Intersection Capacity Utilization 90.0% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 8
Lane Group SBT SBR
LOS C A
Approach Delay 21.4
Approach LOS C
Queue Length 50th (ft) 501 0
Queue Length 95th (ft) 758 0
Internal Link Dist (ft) 983
Turn Bay Length (ft) 250
Base Capacity (vph) 2157 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.71 0.19
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 9
Lane Group EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 36 16 18 2060 1529 25
Future Volume (vph) 0 36 16 18 2060 1529 25
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 300
Storage Lanes 0 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1611 0 1770 3539 3539 1583
Flt Permitted 0.950
Satd. Flow (perm) 0 1611 0 1770 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1069 418 683
Travel Time (s) 24.3 5.2 8.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 40 18 20 2289 1699 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 40 0 38 2289 1699 28
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 60.3% ICU Level of Service B
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 10
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 36 16 18 2060 1529 25
Future Vol, veh/h 0 36 16 18 2060 1529 25
Conflicting Peds, #/hr 0 000000
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length - 0 - 250 - - 300
Veh in Median Storage, # 0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222
Mvmt Flow 0 40 18 20 2289 1699 28
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 850 1699 1727 0 - 0
Stage 1 -------
Stage 2 -------
Critical Hdwy - 6.94 6.44 4.14 - - -
Critical Hdwy Stg 1 -------
Critical Hdwy Stg 2 -------
Follow-up Hdwy - 3.32 2.52 2.22 - - -
Pot Cap-1 Maneuver 0 *458 *603 *684 - - -
Stage 1 0 ------
Stage 2 0 ------
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver - *458 *617 *617 - - -
Mov Cap-2 Maneuver -------
Stage 1 -------
Stage 2 -------
Approach EB NB SB
HCM Control Delay, s 13.6 0.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) * 617 - 458 - -
HCM Lane V/C Ratio 0.061 - 0.087 - -
HCM Control Delay (s) 11.2 - 13.6 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0.2 - 0.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 27 105 0 0 0 279 0 1788 42 0 0 0
Future Volume (vph) 27 105 0 0 0 279 0 1788 42 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 225 0 0 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.990
Satd. Flow (prot) 0 1844 0 0 0 2787 0 3539 1583 0 0 0
Flt Permitted 0.990
Satd. Flow (perm) 0 1844 0 0 0 2787 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 477
Travel Time (s) 2.6 19.3 1.5 5.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 30 117 0 0 0 310 0 1987 47 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 147 0 0 0 310 0 1987 47 0 0 0
Turn Type Perm NA Prot NA Perm
Protected Phases 7 7 2
Permitted Phases 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.6 10.6 10.6 20.3 20.3
Total Split (s) 31.0 31.0 31.0 125.0 125.0
Total Split (%) 19.9% 19.9% 19.9% 80.1% 80.1%
Maximum Green (s) 25.4 25.4 25.4 118.7 118.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.6 2.6 2.6 1.0 1.0
Lost Time Adjust (s) -0.6 -0.6 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 21.8 21.8 124.2 124.2
Actuated g/C Ratio 0.14 0.14 0.80 0.80
v/c Ratio 0.57 0.80 0.71 0.04
Control Delay 48.6 80.2 9.5 3.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 48.6 80.2 9.5 3.9
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS D F A A
Approach Delay 48.6 80.2 9.4
Approach LOS D F A
Queue Length 50th (ft) 142 176 434 9
Queue Length 95th (ft) m180 231 570 20
Internal Link Dist (ft) 1 911 42 397
Turn Bay Length (ft) 225
Base Capacity (vph) 307 464 2818 1260
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.48 0.67 0.71 0.04
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 60 (38%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 20.5 Intersection LOS: C
Intersection Capacity Utilization 78.7% ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 21 4 63 000001450 13
Future Volume (vph) 0 0 21 4 63 000001450 13
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.997
Satd. Flow (prot) 0 0 1611 0 1857 000003539 1583
Flt Permitted 0.997
Satd. Flow (perm) 0 0 1611 0 1857 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 23 4 70 000001611 14
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 23 0 74 000001611 14
Turn Type Prot Perm NA NA Perm
Protected Phases 3 3 6
Permitted Phases 3 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 25.0 25.0 25.0 131.0 131.0
Total Split (%) 16.0% 16.0% 16.0% 84.0% 84.0%
Maximum Green (s) 19.7 19.7 19.7 124.9 124.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 10.9 10.9 135.1 135.1
Actuated g/C Ratio 0.07 0.07 0.87 0.87
v/c Ratio 0.21 0.57 0.53 0.01
Control Delay 71.0 86.6 0.7 0.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 71.0 86.6 0.7 0.2
LOS E F A A
Approach Delay 71.0 86.6 0.7
Approach LOS E F A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 23 75 12 0
Queue Length 95th (ft) 53 129 m17 m1
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 206 238 3064 1370
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.11 0.31 0.53 0.01
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 94 (60%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 40
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 5.3 Intersection LOS: A
Intersection Capacity Utilization 60.9% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 15
Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 4 5 122 7 4 249 4 16 4444
Future Volume (vph) 4 5 122 7 4 249 4 16 4444
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.998 0.979 0.929
Flt Protected 0.950 0.999 0.967 0.988
Satd. Flow (prot) 0 1770 1848 0 0 1857 0 0 1763 0 0 1710
Flt Permitted 0.950 0.999 0.967 0.988
Satd. Flow (perm) 0 1770 1848 0 0 1857 0 0 1763 0 0 1710
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Confl. Peds. (#/hr)4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 4 6 136 8 4 277 4 18 4444
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 10 144 0 0 285 0 0 26 0 0 17
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 27.8% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 16
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 8
Future Volume (vph) 8
Ideal Flow (vphpl) 1900
Storage Length (ft) 0
Storage Lanes 0
Taper Length (ft)
Lane Util. Factor 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr) 4
Peak Hour Factor 0.90
Adj. Flow (vph) 9
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 17
Intersection
Int Delay, s/veh 1.1
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 5 122 7 4 249 4 16 4 4 4 4 8
Future Vol, veh/h 4 5 122 7 4 249 4 16 4 4 4 4 8
Conflicting Peds, #/hr 0 000000000404
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length - 100 -----------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 4 6 136 8 4 277 4 18 4 4 4 4 9
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 281 0 0 144 0 0 450 449 144 447 451 283
Stage 1 -------152160-287287-
Stage 2 -------298289-160164-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1282 - - 1438 - - 519 505 903 522 504 756
Stage 1 -------850766-720674-
Stage 2 -------711673-842762-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ ~ - - 1438 - - 507 503 900 513 502 753
Mov Cap-2 Maneuver -------507503-513502-
Stage 1 -------850766-720672-
Stage 2 -------693671-830762-
Approach EB WB NB SB
HCM Control Delay, s 0.1 11.9 11.1
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 546 ~ - - 1438 - - 606
HCM Lane V/C Ratio 0.049 ~ - - 0.003 - - 0.029
HCM Control Delay (s) 11.9 - - - 7.5 0 - 11.1
HCM Lane LOS B - - - A A - B
HCM 95th %tile Q(veh) 0.2 ~ - - 0 - - 0.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 18
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 19 30 9 384 385 21
Future Volume (vph) 19 30 9 384 385 21
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.917 0.993
Flt Protected 0.981 0.999
Satd. Flow (prot) 1676 0 0 1861 1850 0
Flt Permitted 0.981 0.999
Satd. Flow (perm) 1676 0 0 1861 1850 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 21 33 10 427 428 23
Shared Lane Traffic (%)
Lane Group Flow (vph) 54 0 0 437 451 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 37.4% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood AM 2024 Future No Build
T. Lee Page 19
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 19 30 9 384 385 21
Future Vol, veh/h 19 30 9 384 385 21
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 21 33 10 427 428 23
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 887 440 451 0 - 0
Stage 1 440 -----
Stage 2 447 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 315 617 1109 - - -
Stage 1 649 -----
Stage 2 644 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 311 617 1109 - - -
Mov Cap-2 Maneuver 311 -----
Stage 1 641 -----
Stage 2 644 -----
Approach EB NB SB
HCM Control Delay, s 14.2 0.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1109 - 447 - -
HCM Lane V/C Ratio 0.009 - 0.122 - -
HCM Control Delay (s) 8.3 0 14.2 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.4 - -
Ironwood – Transportation Impact Analysis
AM 2024 Phase 1B Build
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 102 0 0 2420 0 0
Future Volume (vph) 102 0 0 2420 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 80 116 416
Travel Time (s) 1.8 1.4 5.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 113 0 0 2689 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 113 0 0 2689 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 33.0 123.0
Total Split (%) 21.2% 78.8%
Maximum Green (s) 27.2 117.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 15.1 130.9
Actuated g/C Ratio 0.10 0.84
v/c Ratio 0.66 0.91
Control Delay 85.4 14.0
Queue Delay 0.0 0.0
Total Delay 85.4 14.0
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 85.4 14.0
Approach LOS F B
Queue Length 50th (ft) 113 1304
Queue Length 95th (ft) 176 473
Internal Link Dist (ft) 1 36 336
Turn Bay Length (ft)
Base Capacity (vph) 317 2969
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.36 0.91
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 109 (70%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 16.9 Intersection LOS: B
Intersection Capacity Utilization 121.4% ICU Level of Service H
Analysis Period (min) 15
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)400001658
Future Volume (vph)400001658
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 93 1109 102
Travel Time (s) 2.1 13.7 1.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)400001842
Shared Lane Traffic (%)
Lane Group Flow (vph)400001842
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 70.2% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 4
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 00001658
Future Vol, veh/h 4 00001658
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 4 00001842
Major/Minor Minor1 Major2
Conflicting Flow All 921 - - -
Stage 1 0 - - -
Stage 2 921 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 270 0 0 -
Stage 1 - 0 0 -
Stage 2 348 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 270 - - -
Mov Cap-2 Maneuver 270 - - -
Stage 1 - - - -
Stage 2 348 - - -
Approach WB SB
HCM Control Delay, s 18.6 0
HCM LOS C
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 270 -
HCM Lane V/C Ratio 0.016 -
HCM Control Delay (s) 18.6 -
HCM Lane LOS C -
HCM 95th %tile Q(veh) 0.1 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 478 4 153 4 4 6 33 106 1930 6 10 4
Future Volume (vph) 478 4 153 4 4 6 33 106 1930 6 10 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Ped Bike Factor 0.97
Frt 0.850 0.937
Flt Protected 0.950 0.953 0.987 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1723 0 0 1770 3539 0 0 1770
Flt Permitted 0.950 0.953 0.987 0.950 0.950
Satd. Flow (perm) 1681 1686 1583 0 1723 0 0 1770 3539 0 0 1721
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1091 679
Travel Time (s) 16.4 29.8 8.4
Confl. Peds. (#/hr)1370
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 531 4 170 4 4 7 37 118 2144 7 11 4
Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 265 270 170 0 15 0 0 155 2151 0 0 15
Turn Type Split NA Free Split NA Prot Prot NA Prot Prot
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases Free
Detector Phase 4 4 3 3 5 5 2 1 1
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 38.0 38.0 15.0 15.0 16.0 16.0 87.0 16.0 16.0
Total Split (%) 24.4% 24.4% 9.6% 9.6% 10.3% 10.3% 55.8% 10.3% 10.3%
Maximum Green (s) 31.1 31.1 8.6 8.6 9.9 9.9 80.7 10.1 10.1
Yellow Time (s) 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None C-Max None None
Act Effct Green (s) 29.5 29.5 156.0 7.4 11.0 105.8 6.9
Actuated g/C Ratio 0.19 0.19 1.00 0.05 0.07 0.68 0.04
v/c Ratio 0.84 0.85 0.11 0.19 1.25 0.90 0.19
Control Delay 82.8 84.3 0.1 76.0 206.2 28.6 76.9
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 1378 271
Future Volume (vph) 1378 271
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Ped Bike Factor
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 1063
Travel Time (s) 13.2
Confl. Peds. (#/hr)
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 1531 301
Shared Lane Traffic (%)
Lane Group Flow (vph) 1531 301
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 87.0
Total Split (%) 55.8%
Maximum Green (s) 80.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 95.0 156.0
Actuated g/C Ratio 0.61 1.00
v/c Ratio 0.71 0.19
Control Delay 25.2 0.3
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 82.8 84.3 0.1 76.0 206.2 28.6 76.9
LOS F F A E F C E
Approach Delay 63.4 76.0 40.6
Approach LOS E E D
Queue Length 50th (ft) 272 278 0 15 ~194 879 15
Queue Length 95th (ft) 385 #396 0 41 m#324 #1458 41
Internal Link Dist (ft) 1003 1011 599
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 355 356 1583 110 124 2400 124
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.75 0.76 0.11 0.14 1.25 0.90 0.12
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 116 (74%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 140
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.25
Intersection Signal Delay: 36.8 Intersection LOS: D
Intersection Capacity Utilization 90.2% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 8
Lane Group SBT SBR
Queue Delay 0.0 0.0
Total Delay 25.2 0.3
LOS C A
Approach Delay 21.5
Approach LOS C
Queue Length 50th (ft) 507 0
Queue Length 95th (ft) 765 0
Internal Link Dist (ft) 983
Turn Bay Length (ft) 250
Base Capacity (vph) 2156 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.71 0.19
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 9
Lane Group EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 38 39 24 2071 1537 25
Future Volume (vph) 0 38 39 24 2071 1537 25
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 300
Storage Lanes 0 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1611 0 1770 3539 3539 1583
Flt Permitted 0.950
Satd. Flow (perm) 0 1611 0 1770 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1069 425 679
Travel Time (s) 24.3 5.3 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 42 43 27 2301 1708 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 42 0 70 2301 1708 28
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 60.6% ICU Level of Service B
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 10
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 38 39 24 2071 1537 25
Future Vol, veh/h 0 38 39 24 2071 1537 25
Conflicting Peds, #/hr 0 000000
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length - 0 - 250 - - 300
Veh in Median Storage, # 0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222
Mvmt Flow 0 42 43 27 2301 1708 28
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 854 1708 1736 0 - 0
Stage 1 -------
Stage 2 -------
Critical Hdwy - 6.94 6.44 4.14 - - -
Critical Hdwy Stg 1 -------
Critical Hdwy Stg 2 -------
Follow-up Hdwy - 3.32 2.52 2.22 - - -
Pot Cap-1 Maneuver 0 *458 *603 681 - - -
Stage 1 0 ------
Stage 2 0 ------
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver - *458 *596 596 - - -
Mov Cap-2 Maneuver -------
Stage 1 -------
Stage 2 -------
Approach EB NB SB
HCM Control Delay, s 13.7 0.3 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 596 - 458 - -
HCM Lane V/C Ratio 0.117 - 0.092 - -
HCM Control Delay (s) 11.8 - 13.7 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0.4 - 0.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 27 113 0 0 0 314 0 1794 44 0 0 0
Future Volume (vph) 27 113 0 0 0 314 0 1794 44 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 225 0 0 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.990
Satd. Flow (prot) 0 1844 0 0 0 2787 0 3539 1583 0 0 0
Flt Permitted 0.990
Satd. Flow (perm) 0 1844 0 0 0 2787 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 477
Travel Time (s) 2.6 19.3 1.5 5.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 30 126 0 0 0 349 0 1993 49 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 156 0 0 0 349 0 1993 49 0 0 0
Turn Type Perm NA Prot NA Perm
Protected Phases 7 7 2
Permitted Phases 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.6 10.6 10.6 20.3 20.3
Total Split (s) 31.0 31.0 31.0 125.0 125.0
Total Split (%) 19.9% 19.9% 19.9% 80.1% 80.1%
Maximum Green (s) 25.4 25.4 25.4 118.7 118.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.6 2.6 2.6 1.0 1.0
Lost Time Adjust (s) -0.6 -0.6 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 23.3 23.3 122.7 122.7
Actuated g/C Ratio 0.15 0.15 0.79 0.79
v/c Ratio 0.57 0.84 0.72 0.04
Control Delay 47.3 82.7 10.3 4.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 47.3 82.7 10.3 4.2
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS D F B A
Approach Delay 47.3 82.7 10.1
Approach LOS D F B
Queue Length 50th (ft) 149 197 473 10
Queue Length 95th (ft) m191 260 574 21
Internal Link Dist (ft) 1 911 42 397
Turn Bay Length (ft) 225
Base Capacity (vph) 307 464 2784 1245
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.51 0.75 0.72 0.04
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 60 (38%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 22.4 Intersection LOS: C
Intersection Capacity Utilization 80.5% ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 22 4 63 000001473 13
Future Volume (vph) 0 0 22 4 63 000001473 13
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.997
Satd. Flow (prot) 0 0 1611 0 1857 000003539 1583
Flt Permitted 0.997
Satd. Flow (perm) 0 0 1611 0 1857 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 24 4 70 000001637 14
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 24 0 74 000001637 14
Turn Type Prot Perm NA NA Perm
Protected Phases 3 3 6
Permitted Phases 3 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 25.0 25.0 25.0 131.0 131.0
Total Split (%) 16.0% 16.0% 16.0% 84.0% 84.0%
Maximum Green (s) 19.7 19.7 19.7 124.9 124.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 10.9 10.9 135.1 135.1
Actuated g/C Ratio 0.07 0.07 0.87 0.87
v/c Ratio 0.21 0.57 0.53 0.01
Control Delay 71.3 86.6 0.7 0.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 71.3 86.6 0.7 0.2
LOS E F A A
Approach Delay 71.3 86.6 0.7
Approach LOS E F A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 24 75 12 0
Queue Length 95th (ft) 55 129 m17 m1
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 206 238 3064 1370
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.12 0.31 0.53 0.01
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 94 (60%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 40
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 5.3 Intersection LOS: A
Intersection Capacity Utilization 61.6% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 15
Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 4 16 122 7 4 249 4 16 4464
Future Volume (vph) 4 16 122 7 4 249 4 16 4464
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.998 0.979 0.890
Flt Protected 0.950 0.999 0.967 0.994
Satd. Flow (prot) 0 1770 1848 0 0 1857 0 0 1763 0 0 1648
Flt Permitted 0.950 0.999 0.967 0.994
Satd. Flow (perm) 0 1770 1848 0 0 1857 0 0 1763 0 0 1648
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Confl. Peds. (#/hr)4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 4 18 136 8 4 277 4 18 4474
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 22 144 0 0 285 0 0 26 0 0 59
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.4% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 16
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 43
Future Volume (vph) 43
Ideal Flow (vphpl) 1900
Storage Length (ft) 0
Storage Lanes 0
Taper Length (ft)
Lane Util. Factor 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr) 4
Peak Hour Factor 0.90
Adj. Flow (vph) 48
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 17
Intersection
Int Delay, s/veh 1.9
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 16 122 7 4 249 4 16 4 4 6 4 43
Future Vol, veh/h 4 16 122 7 4 249 4 16 4 4 6 4 43
Conflicting Peds, #/hr 0 000000000404
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length - 100 -----------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 4 18 136 8 4 277 4 18 4 4 7 4 48
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 281 0 0 144 0 0 493 473 144 471 475 283
Stage 1 -------176184-287287-
Stage 2 -------317289-184188-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1282 - - 1438 - - 486 490 903 503 488 756
Stage 1 -------826747-720674-
Stage 2 -------694673-818745-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ -5 ~ -5 - - 1438 - - 449 489 900 494 487 753
Mov Cap-2 Maneuver -------449489-494487-
Stage 1 -------826747-720672-
Stage 2 -------641671-806745-
Approach EB WB NB SB
HCM Control Delay, s 0.1 12.7 10.8
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 497 + - - 1438 - - 684
HCM Lane V/C Ratio 0.054 - - - 0.003 - - 0.086
HCM Control Delay (s) 12.7 - - - 7.5 0 - 10.8
HCM Lane LOS B - - - A A - B
HCM 95th %tile Q(veh) 0.2 - - - 0 - - 0.3
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 18
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 25 30 9 384 385 23
Future Volume (vph) 25 30 9 384 385 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.927 0.992
Flt Protected 0.978 0.999
Satd. Flow (prot) 1689 0 0 1861 1848 0
Flt Permitted 0.978 0.999
Satd. Flow (perm) 1689 0 0 1861 1848 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 28 33 10 427 428 26
Shared Lane Traffic (%)
Lane Group Flow (vph) 61 0 0 437 454 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 37.4% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 19
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 25 30 9 384 385 23
Future Vol, veh/h 25 30 9 384 385 23
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 28 33 10 427 428 26
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 888 441 454 0 - 0
Stage 1 441 -----
Stage 2 447 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 314 616 1107 - - -
Stage 1 648 -----
Stage 2 644 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 310 616 1107 - - -
Mov Cap-2 Maneuver 310 -----
Stage 1 640 -----
Stage 2 644 -----
Approach EB NB SB
HCM Control Delay, s 14.9 0.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1107 - 425 - -
HCM Lane V/C Ratio 0.009 - 0.144 - -
HCM Control Delay (s) 8.3 0 14.9 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.5 - -
Lanes, Volumes, Timings
700: US 421 & Site Access 1 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 20
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 75 2497 25 0 0
Future Volume (vph) 0 75 2497 25 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00
Frt 0.865 0.999
Flt Protected
Satd. Flow (prot) 0 1611 3536 0 0 0
Flt Permitted
Satd. Flow (perm) 0 1611 3536 0 0 0
Link Speed (mph) 30 55 55
Link Distance (ft) 1311 416 1000
Travel Time (s) 29.8 5.2 12.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 83 2774 28 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 83 2802 0 0 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 81.1% ICU Level of Service D
Analysis Period (min) 15
HCM 6th TWSC
700: US 421 & Site Access 1 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build
T. Lee Page 21
Intersection
Int Delay, s/veh 2.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 75 2497 25 0 0
Future Vol, veh/h 0 75 2497 25 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 16979
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 83 2774 28 0 0
Major/Minor Minor1 Major1
Conflicting Flow All - 1401 0 0
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - 6.94 - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - 3.32 - -
Pot Cap-1 Maneuver 0 130 - -
Stage 1 0 - - -
Stage 2 0 - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - 130 - -
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach WB NB
HCM Control Delay, s 72.4 0
HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1
Capacity (veh/h) - - 130
HCM Lane V/C Ratio - - 0.641
HCM Control Delay (s) - - 72.4
HCM Lane LOS - - F
HCM 95th %tile Q(veh) - - 3.4
Ironwood – Transportation Impact Analysis
AM 2024 Phase 1B Build +
Improvements
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build with Improvements
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 102 0 0 2420 0 0
Future Volume (vph) 102 0 0 2420 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 80 116 416
Travel Time (s) 1.8 1.4 5.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 113 0 0 2689 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 113 0 0 2689 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 33.0 123.0
Total Split (%) 21.2% 78.8%
Maximum Green (s) 27.2 117.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 15.1 130.9
Actuated g/C Ratio 0.10 0.84
v/c Ratio 0.66 0.91
Control Delay 85.4 14.0
Queue Delay 0.0 0.0
Total Delay 85.4 14.0
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build with Improvements
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 85.4 14.0
Approach LOS F B
Queue Length 50th (ft) 113 1304
Queue Length 95th (ft) 176 473
Internal Link Dist (ft) 1 36 336
Turn Bay Length (ft)
Base Capacity (vph) 317 2969
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.36 0.91
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 109 (70%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 16.9 Intersection LOS: B
Intersection Capacity Utilization 121.4% ICU Level of Service H
Analysis Period (min) 15
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
102: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build with Improvements
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)00001021658
Future Volume (vph)00001021658
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 450
Storage Lanes 0 0 0 1
Taper Length (ft) 25 125
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot)00001770 3539
Flt Permitted 0.950
Satd. Flow (perm)00001770 3539
Link Speed (mph) 30 55 55
Link Distance (ft) 80 102 1345
Travel Time (s) 1.8 1.3 16.7
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)00001131842
Shared Lane Traffic (%)
Lane Group Flow (vph)00001131842
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 120.2% ICU Level of Service H
Analysis Period (min) 15
Lanes, Volumes, Timings
700: US 421 & Site Access 1 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build with Improvements
T. Lee Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 75 2497 25 0 0
Future Volume (vph) 0 75 2497 25 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 0
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 0
Link Speed (mph) 30 55 55
Link Distance (ft) 1311 416 1000
Travel Time (s) 29.8 5.2 12.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 83 2774 28 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 83 2774 28 0 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 80.3% ICU Level of Service D
Analysis Period (min) 15
HCM 6th TWSC
700: US 421 & Site Access 1 05/05/2022
210291 Ironwood AM 2024 Phase 1B Build with Improvements
T. Lee Page 5
Intersection
Int Delay, s/veh 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 75 2497 25 0 0
Future Vol, veh/h 0 75 2497 25 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 250 - -
Veh in Median Storage, # 0 - 0 - - 16979
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 83 2774 28 0 0
Major/Minor Minor1 Major1
Conflicting Flow All - 1387 0 0
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - 6.94 - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - 3.32 - -
Pot Cap-1 Maneuver 0 133 - -
Stage 1 0 - - -
Stage 2 0 - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - 133 - -
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach WB NB
HCM Control Delay, s 69.3 0
HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1
Capacity (veh/h) - - 133
HCM Lane V/C Ratio - - 0.627
HCM Control Delay (s) - - 69.3
HCM Lane LOS - - F
HCM 95th %tile Q(veh) - - 3.3
Ironwood – Transportation Impact Analysis
AM 2026 Future No Build
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 87 0 0 2460 0 0
Future Volume (vph) 87 0 0 2460 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 80 116 1479
Travel Time (s) 1.8 1.4 18.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 97 0 0 2733 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 97 0 0 2733 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 33.0 123.0
Total Split (%) 21.2% 78.8%
Maximum Green (s) 27.2 117.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 13.7 132.3
Actuated g/C Ratio 0.09 0.85
v/c Ratio 0.63 0.91
Control Delay 85.4 13.7
Queue Delay 0.0 0.0
Total Delay 85.4 13.7
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 85.4 13.7
Approach LOS F B
Queue Length 50th (ft) 97 1319
Queue Length 95th (ft) 158 496
Internal Link Dist (ft) 1 36 1399
Turn Bay Length (ft)
Base Capacity (vph) 317 3000
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.31 0.91
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 109 (70%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 16.1 Intersection LOS: B
Intersection Capacity Utilization 122.0% ICU Level of Service H
Analysis Period (min) 15
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)400001683
Future Volume (vph)400001683
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 93 1109 102
Travel Time (s) 2.1 13.7 1.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)400001870
Shared Lane Traffic (%)
Lane Group Flow (vph)400001870
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 71.3% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 4
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 00001683
Future Vol, veh/h 4 00001683
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 4 00001870
Major/Minor Minor1 Major2
Conflicting Flow All 935 - - -
Stage 1 0 - - -
Stage 2 935 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 264 0 0 -
Stage 1 - 0 0 -
Stage 2 342 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 264 - - -
Mov Cap-2 Maneuver 264 - - -
Stage 1 - - - -
Stage 2 342 - - -
Approach WB SB
HCM Control Delay, s 18.9 0
HCM LOS C
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 264 -
HCM Lane V/C Ratio 0.017 -
HCM Control Delay (s) 18.9 -
HCM Lane LOS C -
HCM 95th %tile Q(veh) 0.1 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 486 4 156 4 4 6 34 102 1962 6 10 4
Future Volume (vph) 486 4 156 4 4 6 34 102 1962 6 10 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Frt 0.850 0.937
Flt Protected 0.950 0.953 0.987 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1723 0 0 1770 3539 0 0 1770
Flt Permitted 0.950 0.953 0.987 0.950 0.950
Satd. Flow (perm) 1681 1686 1583 0 1723 0 0 1770 3539 0 0 1770
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1091 683
Travel Time (s) 16.4 29.8 8.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 540 4 173 4 4 7 38 113 2180 7 11 4
Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 270 274 173 0 15 0 0 151 2187 0 0 15
Turn Type Split NA Free Split NA Prot Prot NA Prot Prot
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases Free
Detector Phase 4 4 3 3 5 5 2 1 1
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 38.0 38.0 15.0 15.0 16.0 16.0 87.0 16.0 16.0
Total Split (%) 24.4% 24.4% 9.6% 9.6% 10.3% 10.3% 55.8% 10.3% 10.3%
Maximum Green (s) 31.1 31.1 8.6 8.6 9.9 9.9 80.7 10.1 10.1
Yellow Time (s) 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None C-Max None None
Act Effct Green (s) 29.7 29.7 156.0 7.4 11.0 105.5 6.9
Actuated g/C Ratio 0.19 0.19 1.00 0.05 0.07 0.68 0.04
v/c Ratio 0.84 0.85 0.11 0.19 1.22 0.91 0.19
Control Delay 83.5 84.7 0.1 76.0 195.6 29.6 76.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 83.5 84.7 0.1 76.0 195.6 29.6 76.9
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 1397 277
Future Volume (vph) 1397 277
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 1063
Travel Time (s) 13.2
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 1552 308
Shared Lane Traffic (%)
Lane Group Flow (vph) 1552 308
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 87.0
Total Split (%) 55.8%
Maximum Green (s) 80.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 94.8 156.0
Actuated g/C Ratio 0.61 1.00
v/c Ratio 0.72 0.19
Control Delay 25.7 0.3
Queue Delay 0.0 0.0
Total Delay 25.7 0.3
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
LOS F F A E F C E
Approach Delay 63.8 76.0 40.3
Approach LOS E E D
Queue Length 50th (ft) 277 282 0 15 ~186 905 15
Queue Length 95th (ft) #397 #414 0 41 m#313 #1496 41
Internal Link Dist (ft) 1003 1011 603
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 355 356 1583 110 124 2394 124
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.76 0.77 0.11 0.14 1.22 0.91 0.12
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 116 (74%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.22
Intersection Signal Delay: 36.9 Intersection LOS: D
Intersection Capacity Utilization 91.3% ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 8
Lane Group SBT SBR
LOS C A
Approach Delay 21.9
Approach LOS C
Queue Length 50th (ft) 525 0
Queue Length 95th (ft) 784 0
Internal Link Dist (ft) 983
Turn Bay Length (ft) 250
Base Capacity (vph) 2150 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.72 0.19
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 9
Lane Group EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 36 16 18 2102 1560 26
Future Volume (vph) 0 36 16 18 2102 1560 26
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 300
Storage Lanes 0 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1611 0 1770 3539 3539 1583
Flt Permitted 0.950
Satd. Flow (perm) 0 1611 0 1770 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1069 418 683
Travel Time (s) 24.3 5.2 8.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 40 18 20 2336 1733 29
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 40 0 38 2336 1733 29
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 61.4% ICU Level of Service B
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 10
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 36 16 18 2102 1560 26
Future Vol, veh/h 0 36 16 18 2102 1560 26
Conflicting Peds, #/hr 0 000000
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length - 0 - 250 - - 300
Veh in Median Storage, # 0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222
Mvmt Flow 0 40 18 20 2336 1733 29
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 867 1733 1762 0 - 0
Stage 1 -------
Stage 2 -------
Critical Hdwy - 6.94 6.44 4.14 - - -
Critical Hdwy Stg 1 -------
Critical Hdwy Stg 2 -------
Follow-up Hdwy - 3.32 2.52 2.22 - - -
Pot Cap-1 Maneuver 0 *438 *577 *655 - - -
Stage 1 0 ------
Stage 2 0 ------
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver - *438 *590 *590 - - -
Mov Cap-2 Maneuver -------
Stage 1 -------
Stage 2 -------
Approach EB NB SB
HCM Control Delay, s 14 0.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) * 590 - 438 - -
HCM Lane V/C Ratio 0.064 - 0.091 - -
HCM Control Delay (s) 11.5 - 14 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0.2 - 0.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 28 107 0 0 0 284 0 1824 42 0 0 0
Future Volume (vph) 28 107 0 0 0 284 0 1824 42 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 225 0 0 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.990
Satd. Flow (prot) 0 1844 0 0 0 2787 0 3539 1583 0 0 0
Flt Permitted 0.990
Satd. Flow (perm) 0 1844 0 0 0 2787 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 477
Travel Time (s) 2.6 19.3 1.5 5.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 31 119 0 0 0 316 0 2027 47 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 150 0 0 0 316 0 2027 47 0 0 0
Turn Type Perm NA Prot NA Perm
Protected Phases 7 7 2
Permitted Phases 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.6 10.6 10.6 20.3 20.3
Total Split (s) 31.0 31.0 31.0 125.0 125.0
Total Split (%) 19.9% 19.9% 19.9% 80.1% 80.1%
Maximum Green (s) 25.4 25.4 25.4 118.7 118.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.6 2.6 2.6 1.0 1.0
Lost Time Adjust (s) -0.6 -0.6 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 22.1 22.1 123.9 123.9
Actuated g/C Ratio 0.14 0.14 0.79 0.79
v/c Ratio 0.58 0.80 0.72 0.04
Control Delay 48.4 80.3 10.0 4.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 48.4 80.3 10.0 4.0
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS D F A A
Approach Delay 48.4 80.3 9.9
Approach LOS D F A
Queue Length 50th (ft) 144 178 462 9
Queue Length 95th (ft) m180 235 597 20
Internal Link Dist (ft) 1 911 42 397
Turn Bay Length (ft) 225
Base Capacity (vph) 307 464 2811 1257
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.49 0.68 0.72 0.04
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 60 (38%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 20.9 Intersection LOS: C
Intersection Capacity Utilization 80.0% ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 22 4 65 000001478 13
Future Volume (vph) 0 0 22 4 65 000001478 13
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.997
Satd. Flow (prot) 0 0 1611 0 1857 000003539 1583
Flt Permitted 0.997
Satd. Flow (perm) 0 0 1611 0 1857 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 24 4 72 000001642 14
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 24 0 76 000001642 14
Turn Type Prot Perm NA NA Perm
Protected Phases 3 3 6
Permitted Phases 3 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 25.0 25.0 25.0 131.0 131.0
Total Split (%) 16.0% 16.0% 16.0% 84.0% 84.0%
Maximum Green (s) 19.7 19.7 19.7 124.9 124.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 11.1 11.1 134.9 134.9
Actuated g/C Ratio 0.07 0.07 0.86 0.86
v/c Ratio 0.21 0.58 0.54 0.01
Control Delay 71.0 86.6 0.7 0.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 71.0 86.6 0.7 0.2
LOS E F A A
Approach Delay 71.0 86.6 0.7
Approach LOS E F A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 24 76 13 0
Queue Length 95th (ft) 55 132 m18 m1
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 206 238 3060 1369
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.12 0.32 0.54 0.01
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 94 (60%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.58
Intersection Signal Delay: 5.4 Intersection LOS: A
Intersection Capacity Utilization 61.7% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 15
Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 4 5 124 7 4 254 4 16 4444
Future Volume (vph) 4 5 124 7 4 254 4 16 4444
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.998 0.979 0.929
Flt Protected 0.950 0.999 0.967 0.988
Satd. Flow (prot) 0 1770 1848 0 0 1857 0 0 1763 0 0 1710
Flt Permitted 0.950 0.999 0.967 0.988
Satd. Flow (perm) 0 1770 1848 0 0 1857 0 0 1763 0 0 1710
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Confl. Peds. (#/hr)4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 4 6 138 8 4 282 4 18 4444
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 10 146 0 0 290 0 0 26 0 0 17
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.1% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 16
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 8
Future Volume (vph) 8
Ideal Flow (vphpl) 1900
Storage Length (ft) 0
Storage Lanes 0
Taper Length (ft)
Lane Util. Factor 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr) 4
Peak Hour Factor 0.90
Adj. Flow (vph) 9
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 17
Intersection
Int Delay, s/veh 1.1
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 5 124 7 4 254 4 16 4 4 4 4 8
Future Vol, veh/h 4 5 124 7 4 254 4 16 4 4 4 4 8
Conflicting Peds, #/hr 0 000000000404
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length - 100 -----------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 4 6 138 8 4 282 4 18 4 4 4 4 9
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 286 0 0 146 0 0 457 456 146 454 458 288
Stage 1 -------154162-292292-
Stage 2 -------303294-162166-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1276 - - 1436 - - 514 501 901 516 499 751
Stage 1 -------848764-716671-
Stage 2 -------706670-840761-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ ~ - - 1436 - - 501 499 898 507 498 748
Mov Cap-2 Maneuver -------501499-507498-
Stage 1 -------848764-716669-
Stage 2 -------688668-828761-
Approach EB WB NB SB
HCM Control Delay, s 0.1 12 11.2
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 540 ~ - - 1436 - - 601
HCM Lane V/C Ratio 0.049 ~ - - 0.003 - - 0.03
HCM Control Delay (s) 12 - - - 7.5 0 - 11.2
HCM Lane LOS B - - - A A - B
HCM 95th %tile Q(veh) 0.2 ~ - - 0 - - 0.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 18
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 19 31 9 391 393 22
Future Volume (vph) 19 31 9 391 393 22
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.917 0.993
Flt Protected 0.981 0.999
Satd. Flow (prot) 1676 0 0 1861 1850 0
Flt Permitted 0.981 0.999
Satd. Flow (perm) 1676 0 0 1861 1850 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 21 34 10 434 437 24
Shared Lane Traffic (%)
Lane Group Flow (vph) 55 0 0 444 461 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 37.8% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood AM 2026 Future No Build
T. Lee Page 19
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 19 31 9 391 393 22
Future Vol, veh/h 19 31 9 391 393 22
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 21 34 10 434 437 24
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 903 449 461 0 - 0
Stage 1 449 -----
Stage 2 454 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 308 610 1100 - - -
Stage 1 643 -----
Stage 2 640 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 304 610 1100 - - -
Mov Cap-2 Maneuver 304 -----
Stage 1 635 -----
Stage 2 640 -----
Approach EB NB SB
HCM Control Delay, s 14.3 0.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1100 - 441 - -
HCM Lane V/C Ratio 0.009 - 0.126 - -
HCM Control Delay (s) 8.3 0 14.3 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0.4 - -
Ironwood – Transportation Impact Analysis
AM 2026 Phase 2 Build
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 109 0 0 2501 0 0
Future Volume (vph) 109 0 0 2501 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 80 116 382
Travel Time (s) 1.8 1.4 4.7
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 121 0 0 2779 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 121 0 0 2779 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 33.0 123.0
Total Split (%) 21.2% 78.8%
Maximum Green (s) 27.2 117.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 15.8 130.2
Actuated g/C Ratio 0.10 0.83
v/c Ratio 0.68 0.94
Control Delay 85.2 16.7
Queue Delay 0.0 0.0
Total Delay 85.2 16.7
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 85.2 16.7
Approach LOS F B
Queue Length 50th (ft) 121 1408
Queue Length 95th (ft) 186 #555
Internal Link Dist (ft) 1 36 302
Turn Bay Length (ft)
Base Capacity (vph) 317 2952
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.38 0.94
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 109 (70%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 19.6 Intersection LOS: B
Intersection Capacity Utilization 125.8% ICU Level of Service H
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)400001693
Future Volume (vph)400001693
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 93 1789 102
Travel Time (s) 2.1 22.2 1.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)400001881
Shared Lane Traffic (%)
Lane Group Flow (vph)400001881
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 72.5% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 4
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 00001693
Future Vol, veh/h 4 00001693
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 4 00001881
Major/Minor Minor1 Major2
Conflicting Flow All 941 - - -
Stage 1 0 - - -
Stage 2 941 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 262 0 0 -
Stage 1 - 0 0 -
Stage 2 340 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 262 - - -
Mov Cap-2 Maneuver 262 - - -
Stage 1 - - - -
Stage 2 340 - - -
Approach WB SB
HCM Control Delay, s 19 0
HCM LOS C
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 262 -
HCM Lane V/C Ratio 0.017 -
HCM Control Delay (s) 19 -
HCM Lane LOS C -
HCM 95th %tile Q(veh) 0.1 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 488 4 156 4 4 6 34 110 1969 6 10 4
Future Volume (vph) 488 4 156 4 4 6 34 110 1969 6 10 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Ped Bike Factor 0.97
Frt 0.850 0.937
Flt Protected 0.950 0.953 0.987 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1723 0 0 1770 3539 0 0 1770
Flt Permitted 0.950 0.953 0.987 0.950 0.950
Satd. Flow (perm) 1681 1686 1583 0 1723 0 0 1770 3539 0 0 1724
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1091 679
Travel Time (s) 16.4 29.8 8.4
Confl. Peds. (#/hr)1370
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 542 4 173 4 4 7 38 122 2188 7 11 4
Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 271 275 173 0 15 0 0 160 2195 0 0 15
Turn Type Split NA Free Split NA Prot Prot NA Prot Prot
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases Free
Detector Phase 4 4 3 3 5 5 2 1 1
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 38.0 38.0 15.0 15.0 16.0 16.0 87.0 16.0 16.0
Total Split (%) 24.4% 24.4% 9.6% 9.6% 10.3% 10.3% 55.8% 10.3% 10.3%
Maximum Green (s) 31.1 31.1 8.6 8.6 9.9 9.9 80.7 10.1 10.1
Yellow Time (s) 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None C-Max None None
Act Effct Green (s) 29.8 29.8 156.0 7.4 11.0 105.5 6.9
Actuated g/C Ratio 0.19 0.19 1.00 0.05 0.07 0.68 0.04
v/c Ratio 0.84 0.85 0.11 0.19 1.29 0.92 0.19
Control Delay 83.6 84.7 0.1 76.0 219.1 29.8 76.9
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 1407 277
Future Volume (vph) 1407 277
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Ped Bike Factor
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 383
Travel Time (s) 4.7
Confl. Peds. (#/hr)
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 1563 308
Shared Lane Traffic (%)
Lane Group Flow (vph) 1563 308
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 87.0
Total Split (%) 55.8%
Maximum Green (s) 80.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 94.7 156.0
Actuated g/C Ratio 0.61 1.00
v/c Ratio 0.73 0.19
Control Delay 25.9 0.3
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 83.6 84.7 0.1 76.0 219.1 29.8 76.9
LOS F F A E F C E
Approach Delay 63.9 76.0 42.7
Approach LOS E E D
Queue Length 50th (ft) 278 283 0 15 ~206 928 15
Queue Length 95th (ft) #407 #414 0 41 m#323 #1506 41
Internal Link Dist (ft) 1003 1011 599
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 355 356 1583 110 124 2392 124
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.76 0.77 0.11 0.14 1.29 0.92 0.12
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 116 (74%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.29
Intersection Signal Delay: 38.1 Intersection LOS: D
Intersection Capacity Utilization 91.6% ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 8
Lane Group SBT SBR
Queue Delay 0.0 0.0
Total Delay 25.9 0.3
LOS C A
Approach Delay 22.2
Approach LOS C
Queue Length 50th (ft) 532 0
Queue Length 95th (ft) 794 0
Internal Link Dist (ft) 303
Turn Bay Length (ft) 250
Base Capacity (vph) 2148 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.73 0.19
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 9
Lane Group EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 38 47 26 2117 1570 26
Future Volume (vph) 0 38 47 26 2117 1570 26
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 300
Storage Lanes 0 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1611 0 1770 3539 3539 1583
Flt Permitted 0.950
Satd. Flow (perm) 0 1611 0 1770 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1069 425 679
Travel Time (s) 24.3 5.3 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 42 52 29 2352 1744 29
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 42 0 81 2352 1744 29
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 61.9% ICU Level of Service B
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 10
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 38 47 26 2117 1570 26
Future Vol, veh/h 0 38 47 26 2117 1570 26
Conflicting Peds, #/hr 0 000000
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length - 0 - 250 - - 300
Veh in Median Storage, # 0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222
Mvmt Flow 0 42 52 29 2352 1744 29
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 872 1744 1773 0 - 0
Stage 1 -------
Stage 2 -------
Critical Hdwy - 6.94 6.44 4.14 - - -
Critical Hdwy Stg 1 -------
Critical Hdwy Stg 2 -------
Follow-up Hdwy - 3.32 2.52 2.22 - - -
Pot Cap-1 Maneuver 0 *438 *577 *655 - - -
Stage 1 0 ------
Stage 2 0 ------
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver - *438 *566 *566 - - -
Mov Cap-2 Maneuver -------
Stage 1 -------
Stage 2 -------
Approach EB NB SB
HCM Control Delay, s 14.1 0.4 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) * 566 - 438 - -
HCM Lane V/C Ratio 0.143 - 0.096 - -
HCM Control Delay (s) 12.4 - 14.1 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0.5 - 0.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 28 119 0 0 0 331 0 1831 44 0 0 0
Future Volume (vph) 28 119 0 0 0 331 0 1831 44 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 225 0 0 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.991
Satd. Flow (prot) 0 1846 0 0 0 2787 0 3539 1583 0 0 0
Flt Permitted 0.991
Satd. Flow (perm) 0 1846 0 0 0 2787 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 477
Travel Time (s) 2.6 19.3 1.5 5.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 31 132 0 0 0 368 0 2034 49 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 163 0 0 0 368 0 2034 49 0 0 0
Turn Type Perm NA Prot NA Perm
Protected Phases 7 7 2
Permitted Phases 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.6 10.6 10.6 20.3 20.3
Total Split (s) 31.0 31.0 31.0 125.0 125.0
Total Split (%) 19.9% 19.9% 19.9% 80.1% 80.1%
Maximum Green (s) 25.4 25.4 25.4 118.7 118.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.6 2.6 2.6 1.0 1.0
Lost Time Adjust (s) -0.6 -0.6 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 24.0 24.0 122.0 122.0
Actuated g/C Ratio 0.15 0.15 0.78 0.78
v/c Ratio 0.57 0.86 0.74 0.04
Control Delay 47.2 83.7 11.0 4.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 47.2 83.7 11.0 4.2
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS D F B A
Approach Delay 47.2 83.7 10.9
Approach LOS D F B
Queue Length 50th (ft) 155 207 520 10
Queue Length 95th (ft) m197 #277 602 21
Internal Link Dist (ft) 1 911 42 397
Turn Bay Length (ft) 225
Base Capacity (vph) 307 464 2767 1237
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.53 0.79 0.74 0.04
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 60 (38%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 23.4 Intersection LOS: C
Intersection Capacity Utilization 82.5% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 22 4 65 000001509 13
Future Volume (vph) 0 0 22 4 65 000001509 13
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.997
Satd. Flow (prot) 0 0 1611 0 1857 000003539 1583
Flt Permitted 0.997
Satd. Flow (perm) 0 0 1611 0 1857 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 24 4 72 000001677 14
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 24 0 76 000001677 14
Turn Type Prot Perm NA NA Perm
Protected Phases 3 3 6
Permitted Phases 3 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 25.0 25.0 25.0 131.0 131.0
Total Split (%) 16.0% 16.0% 16.0% 84.0% 84.0%
Maximum Green (s) 19.7 19.7 19.7 124.9 124.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 11.1 11.1 134.9 134.9
Actuated g/C Ratio 0.07 0.07 0.86 0.86
v/c Ratio 0.21 0.58 0.55 0.01
Control Delay 71.0 86.6 0.7 0.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 71.0 86.6 0.7 0.2
LOS E F A A
Approach Delay 71.0 86.6 0.7
Approach LOS E F A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 24 76 12 0
Queue Length 95th (ft) 55 132 m18 m1
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 206 238 3060 1369
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.12 0.32 0.55 0.01
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 94 (60%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.58
Intersection Signal Delay: 5.3 Intersection LOS: A
Intersection Capacity Utilization 62.5% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 15
Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 4 20 124 7 4 254 4 16 4484
Future Volume (vph) 4 20 124 7 4 254 4 16 4484
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.998 0.979 0.889
Flt Protected 0.950 0.999 0.967 0.994
Satd. Flow (prot) 0 1770 1848 0 0 1857 0 0 1763 0 0 1646
Flt Permitted 0.950 0.999 0.967 0.994
Satd. Flow (perm) 0 1770 1848 0 0 1857 0 0 1763 0 0 1646
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Confl. Peds. (#/hr)4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 4 22 138 8 4 282 4 18 4494
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 26 146 0 0 290 0 0 26 0 0 74
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.9% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 16
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 55
Future Volume (vph) 55
Ideal Flow (vphpl) 1900
Storage Length (ft) 0
Storage Lanes 0
Taper Length (ft)
Lane Util. Factor 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr) 4
Peak Hour Factor 0.90
Adj. Flow (vph) 61
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 17
Intersection
Int Delay, s/veh 2.1
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 20 124 7 4 254 4 16 4 4 8 4 55
Future Vol, veh/h 4 20 124 7 4 254 4 16 4 4 8 4 55
Conflicting Peds, #/hr 0 000000000404
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length - 100 -----------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 4 22 138 8 4 282 4 18 4 4 9 4 61
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 286 0 0 146 0 0 515 488 146 486 490 288
Stage 1 -------186194-292292-
Stage 2 -------329294-194198-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1276 - - 1436 - - 470 480 901 492 479 751
Stage 1 -------816740-716671-
Stage 2 -------684670-808737-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ -6 ~ -6 - - 1436 - - 426 479 898 483 478 748
Mov Cap-2 Maneuver -------426479-483478-
Stage 1 -------816740-716669-
Stage 2 -------620668-796737-
Approach EB WB NB SB
HCM Control Delay, s 0.1 13 10.9
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 477 + - - 1436 - - 680
HCM Lane V/C Ratio 0.056 - - - 0.003 - - 0.109
HCM Control Delay (s) 13 - - - 7.5 0 - 10.9
HCM Lane LOS B - - - A A - B
HCM 95th %tile Q(veh) 0.2 - - - 0 - - 0.4
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 18
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 27 31 9 391 393 24
Future Volume (vph) 27 31 9 391 393 24
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.928 0.992
Flt Protected 0.977 0.999
Satd. Flow (prot) 1689 0 0 1861 1848 0
Flt Permitted 0.977 0.999
Satd. Flow (perm) 1689 0 0 1861 1848 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 30 34 10 434 437 27
Shared Lane Traffic (%)
Lane Group Flow (vph) 64 0 0 444 464 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 37.9% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 19
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 27 31 9 391 393 24
Future Vol, veh/h 27 31 9 391 393 24
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 30 34 10 434 437 27
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 905 451 464 0 - 0
Stage 1 451 -----
Stage 2 454 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 307 608 1097 - - -
Stage 1 642 -----
Stage 2 640 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 303 608 1097 - - -
Mov Cap-2 Maneuver 303 -----
Stage 1 634 -----
Stage 2 640 -----
Approach EB NB SB
HCM Control Delay, s 15.3 0.2 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1097 - 414 - -
HCM Lane V/C Ratio 0.009 - 0.156 - -
HCM Control Delay (s) 8.3 0 15.3 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0 - 0.5 - -
Lanes, Volumes, Timings
700: US 421 & Site Access 1 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 20
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 70 2578 32 0 0
Future Volume (vph) 0 70 2578 32 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 0
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 0
Link Speed (mph) 30 55 55
Link Distance (ft) 1177 382 1006
Travel Time (s) 26.8 4.7 12.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 78 2864 36 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 78 2864 36 0 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 82.3% ICU Level of Service E
Analysis Period (min) 15
HCM 6th TWSC
700: US 421 & Site Access 1 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 21
Intersection
Int Delay, s/veh 1.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 70 2578 32 0 0
Future Vol, veh/h 0 70 2578 32 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 250 - -
Veh in Median Storage, # 0 - 0 - - 16979
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 78 2864 36 0 0
Major/Minor Minor1 Major1
Conflicting Flow All - 1432 0 0
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - 6.94 - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - 3.32 - -
Pot Cap-1 Maneuver 0 124 - -
Stage 1 0 - - -
Stage 2 0 - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - 124 - -
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach WB NB
HCM Control Delay, s 73.6 0
HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1
Capacity (veh/h) - - 124
HCM Lane V/C Ratio - - 0.627
HCM Control Delay (s) - - 73.6
HCM Lane LOS - - F
HCM 95th %tile Q(veh) - - 3.2
Lanes, Volumes, Timings
800: US 421 & Site Access 2 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 22
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 1697 0 0 31 0 2474 0000
Future Volume (vph) 0 0 1697 0 0 31 0 2474 0000
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.88 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.865
Flt Protected
Satd. Flow (prot) 0 0 2787 0 0 1611 0 3539 0000
Flt Permitted
Satd. Flow (perm) 0 0 2787 0 0 1611 0 3539 0000
Link Speed (mph) 55 25 55 55
Link Distance (ft) 1789 1077 383 1727
Travel Time (s) 22.2 29.4 4.7 21.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 1886 0 0 34 0 2749 0000
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 1886 0 0 34 0 2749 0000
Sign Control Free Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 78.4% ICU Level of Service D
Analysis Period (min) 15
HCM 6th TWSC
800: US 421 & Site Access 2 05/05/2022
210291 Ironwood 01/06/2022 AM 2026 Phase 2 Build Synchro 10 Report
T. Lee Page 23
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 1697 0 0 31 0 2474 0 0 0 0
Future Vol, veh/h 0 0 1697 0 0 31 0 2474 0 0 0 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 16979 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 0 1886 0 0 34 0 2749 0 0 0 0
Major/Minor Minor1 Major1
Conflicting Flow All - - 1375 - 0 -
Stage 1 ------
Stage 2 ------
Critical Hdwy - - 6.94 - - -
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy - - 3.32 - - -
Pot Cap-1 Maneuver 0 0 135 0 - 0
Stage 1 0 0 - 0 - 0
Stage 2 0 0 - 0 - 0
Platoon blocked, % -
Mov Cap-1 Maneuver - 0 135 - - -
Mov Cap-2 Maneuver - 0 ----
Stage 1 - 0 ----
Stage 2 - 0 ----
Approach WB NB
HCM Control Delay, s 40.6 0
HCM LOS E
Minor Lane/Major Mvmt NBTWBLn1
Capacity (veh/h) - 135
HCM Lane V/C Ratio - 0.255
HCM Control Delay (s) - 40.6
HCM Lane LOS - E
HCM 95th %tile Q(veh) - 1
Ironwood – Transportation Impact Analysis
PM 2021 Existing
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 121 0 0 1777 0 0
Future Volume (vph) 121 0 0 1777 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 98 144 1479
Travel Time (s) 2.2 1.8 18.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 134 0 0 1974 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 134 0 0 1974 0 0
Turn Type D.P+P NA
Protected Phases 1 2!
Permitted Phases 2!
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 30.0 122.0
Total Split (%) 19.7% 80.3%
Maximum Green (s) 24.2 116.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 152.0 136.2
Actuated g/C Ratio 1.00 0.90
v/c Ratio 0.08 0.62
Control Delay 0.1 4.3
Queue Delay 0.0 0.0
Total Delay 0.1 4.3
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS A A
Approach Delay 0.1 4.3
Approach LOS A A
Queue Length 50th (ft) 0 377
Queue Length 95th (ft) 0 m48
Internal Link Dist (ft) 18 64 1399
Turn Bay Length (ft)
Base Capacity (vph) 1770 3170
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.08 0.62
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 40 (26%), Referenced to phase 2:NBEB, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.62
Intersection Signal Delay: 4.1 Intersection LOS: A
Intersection Capacity Utilization 120.1% ICU Level of Service H
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
! Phase conflict between lane groups.
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 10 00002296
Future Volume (vph) 10 00002296
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 96 1045 149
Travel Time (s) 2.2 13.0 1.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 11 00002551
Shared Lane Traffic (%)
Lane Group Flow (vph) 11 00002551
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 119.3% ICU Level of Service H
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 4
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 00002296
Future Vol, veh/h 10 00002296
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 11 00002551
Major/Minor Minor1 Major2
Conflicting Flow All 1276 - - -
Stage 1 0 - - -
Stage 2 1276 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 158 0 0 -
Stage 1 - 0 0 -
Stage 2 226 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 158 - - -
Mov Cap-2 Maneuver 158 - - -
Stage 1 - - - -
Stage 2 226 - - -
Approach WB SB
HCM Control Delay, s 29.5 0
HCM LOS D
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 158 -
HCM Lane V/C Ratio 0.07 -
HCM Control Delay (s) 29.5 -
HCM Lane LOS D -
HCM 95th %tile Q(veh) 0.2 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 342 4 101 4 4 4 35 89 1432 5 9 4
Future Volume (vph) 342 4 101 4 4 4 35 89 1432 5 9 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Frt 0.850 0.955 0.999
Flt Protected 0.950 0.953 0.984 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1750 0 0 1770 3536 0 0 1770
Flt Permitted 0.950 0.953 0.984 0.037 0.120
Satd. Flow (perm) 1681 1686 1583 0 1750 0 0 69 3536 0 0 224
Right Turn on Red Yes No No
Satd. Flow (RTOR) 116
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1002 679
Travel Time (s) 16.4 27.3 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 380 4 112 4 4 4 39 99 1591 6 10 4
Shared Lane Traffic (%) 49%
Lane Group Flow (vph) 194 190 112 0 12 0 0 138 1597 0 0 14
Turn Type Split NA Perm Split NA pm+pt pm+pt NA pm+pt pm+pt
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases 4 2 2 6 6
Detector Phase 44433 552 11
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 20.0 20.0 20.0 12.0 12.0 15.0 15.0 105.0 15.0 15.0
Total Split (%) 13.2% 13.2% 13.2% 7.9% 7.9% 9.9% 9.9% 69.1% 9.9% 9.9%
Maximum Green (s) 13.1 13.1 13.1 5.6 5.6 8.9 8.9 98.7 9.1 9.1
Yellow Time (s) 5.0 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None None C-Max None None
Act Effct Green (s) 15.0 15.0 15.0 6.6 121.8 117.8 113.5
Actuated g/C Ratio 0.10 0.10 0.10 0.04 0.80 0.78 0.75
v/c Ratio 1.18 1.14 0.43 0.16 0.85 0.58 0.06
Control Delay 181.6 172.0 14.9 74.6 86.3 7.4 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 181.6 172.0 14.9 74.6 86.3 7.4 4.8
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 1932 362
Future Volume (vph) 1932 362
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 1060
Travel Time (s) 13.1
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 2147 402
Shared Lane Traffic (%)
Lane Group Flow (vph) 2147 402
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 105.0
Total Split (%) 69.1%
Maximum Green (s) 98.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 107.6 152.0
Actuated g/C Ratio 0.71 1.00
v/c Ratio 0.86 0.25
Control Delay 22.2 0.4
Queue Delay 0.0 0.0
Total Delay 22.2 0.4
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
LOS F F B E F A A
Approach Delay 140.3 74.6 13.6
Approach LOS F E B
Queue Length 50th (ft) ~240 ~231 0 12 88 130 2
Queue Length 95th (ft) #415 #404 58 36 #219 586 9
Internal Link Dist (ft) 1003 922 599
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 165 166 260 80 167 2740 274
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.18 1.14 0.43 0.15 0.83 0.58 0.05
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.18
Intersection Signal Delay: 29.6 Intersection LOS: C
Intersection Capacity Utilization 89.0% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 8
Lane Group SBT SBR
LOS C A
Approach Delay 18.7
Approach LOS B
Queue Length 50th (ft) 678 0
Queue Length 95th (ft) 1059 0
Internal Link Dist (ft) 980
Turn Bay Length (ft) 250
Base Capacity (vph) 2505 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.86 0.25
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 9
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 107 0 1561 1984 87
Future Volume (vph) 0 107 0 1561 1984 87
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 300
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 3539 1583
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1086 422 679
Travel Time (s) 24.7 5.2 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 119 0 1734 2204 97
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 119 0 1734 2204 97
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 68.1% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 10
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 107 0 1561 1984 87
Future Vol, veh/h 0 107 0 1561 1984 87
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 300
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 119 0 1734 2204 97
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1102 - 0 - 0
Stage 1 ------
Stage 2 ------
Critical Hdwy - 6.94 ----
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy - 3.32 ----
Pot Cap-1 Maneuver 0 *281 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % 1 - - -
Mov Cap-1 Maneuver - *281 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 26.9 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 281 - -
HCM Lane V/C Ratio - 0.423 - -
HCM Control Delay (s) - 26.9 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 2 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 24 133 0 0 0 141 0 1396 29 0 0 0
Future Volume (vph) 24 133 0 0 0 141 0 1396 29 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected 0.992
Satd. Flow (prot) 0 1848 0 0 0 1611 0 3539 1583 0 0 0
Flt Permitted 0.992
Satd. Flow (perm) 0 1848 0 0 0 1611 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 480
Travel Time (s) 2.6 19.3 1.5 6.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 27 148 0 0 0 157 0 1551 32 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 175 0 0 0 157 0 1551 32 0 0 0
Turn Type custom NA Perm NA Perm
Protected Phases 7 7 2!
Permitted Phases 2! 2! 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.8 10.8 10.8 20.3 20.3
Total Split (s) 40.0 40.0 40.0 112.0 112.0
Total Split (%) 26.3% 26.3% 26.3% 73.7% 73.7%
Maximum Green (s) 34.2 34.2 34.2 105.7 105.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.8 2.8 2.8 1.0 1.0
Lost Time Adjust (s) -0.8 -0.8 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 152.0 20.1 121.9 121.9
Actuated g/C Ratio 1.00 0.13 0.80 0.80
v/c Ratio 0.09 0.74 0.55 0.03
Control Delay 0.1 83.0 6.6 3.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 0.1 83.0 6.6 3.9
LOS A F A A
Approach Delay 0.1 83.0 6.6
Approach LOS A F A
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 0 152 243 6
Queue Length 95th (ft) m0 222 366 16
Internal Link Dist (ft) 1 911 42 400
Turn Bay Length (ft)
Base Capacity (vph) 1848 370 2839 1269
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.09 0.42 0.55 0.03
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 135 (89%), Referenced to phase 2:NBEB, Start of Green
Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 12.2 Intersection LOS: B
Intersection Capacity Utilization 68.1% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
! Phase conflict between lane groups.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 92 4 69 000001890 44
Future Volume (vph) 0 0 92 4 69 000001890 44
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot) 0 0 1611 0 1859 000003539 1583
Flt Permitted 0.998
Satd. Flow (perm) 0 0 1611 0 1859 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 102 4 77 000002100 49
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 102 0 81 000002100 49
Turn Type Perm custom NA NA Perm
Protected Phases 3 3 6!
Permitted Phases 3 6! 6! 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 32.0 32.0 32.0 120.0 120.0
Total Split (%) 21.1% 21.1% 21.1% 78.9% 78.9%
Maximum Green (s) 26.7 26.7 26.7 113.9 113.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 14.3 152.0 127.7 127.7
Actuated g/C Ratio 0.09 1.00 0.84 0.84
v/c Ratio 0.68 0.04 0.71 0.04
Control Delay 87.2 0.0 1.3 0.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 87.2 0.0 1.3 0.5
LOS F A A A
Approach Delay 87.3 1.2
Approach LOS F A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 100 0 21 1
Queue Length 95th (ft) 161 0 47 m2
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 286 1859 2973 1329
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.36 0.04 0.71 0.04
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 5 (3%), Referenced to phase 6:WBSB, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 5.0 Intersection LOS: A
Intersection Capacity Utilization 74.6% ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
! Phase conflict between lane groups.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 15
Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 5 4 132 17 4 120 4 11 4444
Future Volume (vph) 5 4 132 17 4 120 4 11 4444
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.985 0.996 0.973 0.932
Flt Protected 0.997 0.999 0.971 0.988
Satd. Flow (prot) 0 0 1829 0 0 1853 0 0 1760 0 0 1715
Flt Permitted 0.997 0.999 0.971 0.988
Satd. Flow (perm) 0 0 1829 0 0 1853 0 0 1760 0 0 1715
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 6 4 147 19 4 133 4 12 4444
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 176 0 0 141 0 0 20 0 0 16
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 21.9% ICU Level of Service A
Analysis Period (min) 15
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 7
Future Volume (vph) 7
Ideal Flow (vphpl) 1900
Lane Util. Factor 1.00
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor 0.90
Adj. Flow (vph) 8
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 16
Intersection
Int Delay, s/veh 1.2
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 4 132 17 4 120 4 11 4 4 4 4 7
Future Vol, veh/h 5 4 132 17 4 120 4 11 4 4 4 4 7
Conflicting Peds, #/hr 0 000000000000
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length -------------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 6 4 147 19 4 133 4 12 4 4 4 4 8
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 137 0 0 166 0 0 314 322 157 312 329 135
Stage 1 -------165177-143143-
Stage 2 -------149145-169186-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1447 - - 1412 - - 639 595 889 641 590 914
Stage 1 -------837753-860779-
Stage 2 -------854777-833746-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ ~ - - 1412 - - 629 593 889 633 588 914
Mov Cap-2 Maneuver -------629593-633588-
Stage 1 -------837753-860777-
Stage 2 -------839775-824746-
Approach EB WB NB SB
HCM Control Delay, s 0.2 10.6 10.1
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 661 ~ - - 1412 - - 722
HCM Lane V/C Ratio 0.032 ~ - - 0.003 - - 0.023
HCM Control Delay (s) 10.6 - - - 7.6 0 - 10.1
HCM Lane LOS B - - - A A - B
HCM 95th %tile Q(veh) 0.1 ~ - - 0 - - 0.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 17
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 28 13 4 394 504 26
Future Volume (vph) 28 13 4 394 504 26
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.958 0.993
Flt Protected 0.967
Satd. Flow (prot) 1726 0 0 1863 1850 0
Flt Permitted 0.967
Satd. Flow (perm) 1726 0 0 1863 1850 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 31 14 4 438 560 29
Shared Lane Traffic (%)
Lane Group Flow (vph) 45 0 0 442 589 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 38.1% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/06/2022
210291 Ironwood PM 2021 Existing
T. Lee Page 18
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 28 13 4 394 504 26
Future Vol, veh/h 28 13 4 394 504 26
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 31 14 4 438 560 29
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1021 575 589 0 - 0
Stage 1 575 -----
Stage 2 446 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 262 518 986 - - -
Stage 1 563 -----
Stage 2 645 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 261 518 986 - - -
Mov Cap-2 Maneuver 261 -----
Stage 1 560 -----
Stage 2 645 -----
Approach EB NB SB
HCM Control Delay, s 18.6 0.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 986 - 310 - -
HCM Lane V/C Ratio 0.005 - 0.147 - -
HCM Control Delay (s) 8.7 0 18.6 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0 - 0.5 - -
Ironwood – Transportation Impact Analysis
PM 2023 Future No Build
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 124 0 0 1822 0 0
Future Volume (vph) 124 0 0 1822 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 98 144 1479
Travel Time (s) 2.2 1.8 18.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 138 0 0 2024 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 138 0 0 2024 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 30.0 122.0
Total Split (%) 19.7% 80.3%
Maximum Green (s) 24.2 116.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 17.0 125.0
Actuated g/C Ratio 0.11 0.82
v/c Ratio 0.70 0.70
Control Delay 82.8 11.6
Queue Delay 0.0 0.0
Total Delay 82.8 11.6
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 82.8 11.6
Approach LOS F B
Queue Length 50th (ft) 134 522
Queue Length 95th (ft) 202 m799
Internal Link Dist (ft) 18 64 1399
Turn Bay Length (ft)
Base Capacity (vph) 291 2909
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.47 0.70
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 40 (26%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 16.1 Intersection LOS: B
Intersection Capacity Utilization 123.0% ICU Level of Service H
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 11 00002358
Future Volume (vph) 11 00002358
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 96 1045 149
Travel Time (s) 2.2 13.0 1.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 12 00002620
Shared Lane Traffic (%)
Lane Group Flow (vph) 12 00002620
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 122.2% ICU Level of Service H
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 4
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 00002358
Future Vol, veh/h 11 00002358
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 12 00002620
Major/Minor Minor1 Major2
Conflicting Flow All 1310 - - -
Stage 1 0 - - -
Stage 2 1310 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 151 0 0 -
Stage 1 - 0 0 -
Stage 2 217 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 151 - - -
Mov Cap-2 Maneuver 151 - - -
Stage 1 - - - -
Stage 2 217 - - -
Approach WB SB
HCM Control Delay, s 30.9 0
HCM LOS D
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 151 -
HCM Lane V/C Ratio 0.081 -
HCM Control Delay (s) 30.9 -
HCM Lane LOS D -
HCM 95th %tile Q(veh) 0.3 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 349 4 105 4 4 5 21 81 1470 6 10 4
Future Volume (vph) 349 4 105 4 4 5 21 81 1470 6 10 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Frt 0.850 0.942 0.999
Flt Protected 0.950 0.953 0.986 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1730 0 0 1770 3536 0 0 1770
Flt Permitted 0.950 0.953 0.986 0.950 0.950
Satd. Flow (perm) 1681 1686 1583 0 1730 0 0 1770 3536 0 0 1770
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1002 679
Travel Time (s) 16.4 27.3 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 388 4 117 4 4 6 23 90 1633 7 11 4
Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 194 198 117 0 14 0 0 113 1640 0 0 15
Turn Type Split NA Free Split NA Prot Prot NA Prot Prot
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases Free
Detector Phase 4 4 3 3 5 5 2 1 1
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 20.0 20.0 12.0 12.0 15.0 15.0 105.0 15.0 15.0
Total Split (%) 13.2% 13.2% 7.9% 7.9% 9.9% 9.9% 69.1% 9.9% 9.9%
Maximum Green (s) 13.1 13.1 5.6 5.6 8.9 8.9 98.7 9.1 9.1
Yellow Time (s) 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None C-Max None None
Act Effct Green (s) 15.0 15.0 152.0 6.6 10.0 117.0 6.9
Actuated g/C Ratio 0.10 0.10 1.00 0.04 0.07 0.77 0.05
v/c Ratio 1.18 1.19 0.07 0.19 0.97 0.60 0.19
Control Delay 181.6 186.7 0.1 75.8 151.7 8.9 74.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 181.6 186.7 0.1 75.8 151.7 8.9 74.6
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 1986 370
Future Volume (vph) 1986 370
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 1060
Travel Time (s) 13.1
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 2207 411
Shared Lane Traffic (%)
Lane Group Flow (vph) 2207 411
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 105.0
Total Split (%) 69.1%
Maximum Green (s) 98.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 107.2 152.0
Actuated g/C Ratio 0.71 1.00
v/c Ratio 0.88 0.26
Control Delay 24.1 0.4
Queue Delay 0.0 0.0
Total Delay 24.1 0.4
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
LOS F F A E F A E
Approach Delay 141.9 75.8 18.1
Approach LOS F E B
Queue Length 50th (ft) ~240 ~248 0 14 118 150 15
Queue Length 95th (ft) #415 #426 0 40 #253 660 40
Internal Link Dist (ft) 1003 922 599
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 165 166 1583 79 116 2720 116
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.18 1.19 0.07 0.18 0.97 0.60 0.13
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 140
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.19
Intersection Signal Delay: 32.5 Intersection LOS: C
Intersection Capacity Utilization 89.5% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 8
Lane Group SBT SBR
LOS C A
Approach Delay 20.7
Approach LOS C
Queue Length 50th (ft) 729 0
Queue Length 95th (ft) 1140 0
Internal Link Dist (ft) 980
Turn Bay Length (ft) 250
Base Capacity (vph) 2495 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.88 0.26
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 9
Lane Group EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 110 14 16 1577 2028 86
Future Volume (vph) 0 110 14 16 1577 2028 86
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 300
Storage Lanes 0 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1611 0 1770 3539 3539 1583
Flt Permitted 0.950
Satd. Flow (perm) 0 1611 0 1770 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1086 422 679
Travel Time (s) 24.7 5.2 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 122 16 18 1752 2253 96
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 122 0 34 1752 2253 96
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 69.5% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 10
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 110 14 16 1577 2028 86
Future Vol, veh/h 0 110 14 16 1577 2028 86
Conflicting Peds, #/hr 0 000000
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length - 0 - 250 - - 300
Veh in Median Storage, # 0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222
Mvmt Flow 0 122 16 18 1752 2253 96
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1127 2253 2349 0 - 0
Stage 1 -------
Stage 2 -------
Critical Hdwy - 6.94 6.44 4.14 - - -
Critical Hdwy Stg 1 -------
Critical Hdwy Stg 2 -------
Follow-up Hdwy - 3.32 2.52 2.22 - - -
Pot Cap-1 Maneuver 0 *261 *345 303 - - -
Stage 1 0 ------
Stage 2 0 ------
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver - *261 *244 244 - - -
Mov Cap-2 Maneuver -------
Stage 1 -------
Stage 2 -------
Approach EB NB SB
HCM Control Delay, s 30.4 0.4 0
HCM LOS D
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 244 - 261 - -
HCM Lane V/C Ratio 0.137 - 0.468 - -
HCM Control Delay (s) 22.1 - 30.4 - -
HCM Lane LOS C - D - -
HCM 95th %tile Q(veh) 0.5 - 2.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 25 152 0 0 0 156 0 1425 34 0 0 0
Future Volume (vph) 25 152 0 0 0 156 0 1425 34 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 225 0 0 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.993
Satd. Flow (prot) 0 1850 0 0 0 2787 0 3539 1583 0 0 0
Flt Permitted 0.993
Satd. Flow (perm) 0 1850 0 0 0 2787 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 480
Travel Time (s) 2.6 19.3 1.5 6.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 28 169 0 0 0 173 0 1583 38 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 197 0 0 0 173 0 1583 38 0 0 0
Turn Type Perm NA Prot NA Perm
Protected Phases 7 7 2
Permitted Phases 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.8 10.8 10.8 20.3 20.3
Total Split (s) 40.0 40.0 40.0 112.0 112.0
Total Split (%) 26.3% 26.3% 26.3% 73.7% 73.7%
Maximum Green (s) 34.4 34.4 34.4 105.7 105.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.6 2.6 2.6 1.0 1.0
Lost Time Adjust (s) -0.6 -0.6 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 21.2 21.2 120.8 120.8
Actuated g/C Ratio 0.14 0.14 0.79 0.79
v/c Ratio 0.76 0.45 0.56 0.03
Control Delay 57.6 64.4 7.2 4.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 57.6 64.4 7.2 4.2
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS E E A A
Approach Delay 57.6 64.4 7.2
Approach LOS E E A
Queue Length 50th (ft) 191 90 264 7
Queue Length 95th (ft) m201 128 393 18
Internal Link Dist (ft) 1 911 42 400
Turn Bay Length (ft) 225
Base Capacity (vph) 425 641 2812 1258
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.46 0.27 0.56 0.03
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 135 (89%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 17.1 Intersection LOS: B
Intersection Capacity Utilization 66.7% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 92 4 71 000001938 45
Future Volume (vph) 0 0 92 4 71 000001938 45
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot) 0 0 1611 0 1859 000003539 1583
Flt Permitted 0.998
Satd. Flow (perm) 0 0 1611 0 1859 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 102 4 79 000002153 50
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 102 0 83 000002153 50
Turn Type Prot Perm NA NA Perm
Protected Phases 3 3 6
Permitted Phases 3 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 32.0 32.0 32.0 120.0 120.0
Total Split (%) 21.1% 21.1% 21.1% 78.9% 78.9%
Maximum Green (s) 26.7 26.7 26.7 113.9 113.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 14.3 14.3 127.7 127.7
Actuated g/C Ratio 0.09 0.09 0.84 0.84
v/c Ratio 0.68 0.48 0.72 0.04
Control Delay 87.2 73.2 1.5 0.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 87.2 73.2 1.5 0.5
LOS F E A A
Approach Delay 87.3 73.2 1.5
Approach LOS F E A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 100 80 25 1
Queue Length 95th (ft) 161 132 36 m2
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 286 330 2973 1329
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.36 0.25 0.72 0.04
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 5 (3%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay: 7.6 Intersection LOS: A
Intersection Capacity Utilization 75.9% ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 15
Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 6 12 147 18 4 131 4 12 4444
Future Volume (vph) 6 12 147 18 4 131 4 12 4444
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.984 0.996 0.974 0.914
Flt Protected 0.950 0.999 0.970 0.991
Satd. Flow (prot) 0 1770 1833 0 0 1853 0 0 1760 0 0 1687
Flt Permitted 0.950 0.999 0.970 0.991
Satd. Flow (perm) 0 1770 1833 0 0 1853 0 0 1760 0 0 1687
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 7 13 163 20 4 146 4 13 4444
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 20 183 0 0 154 0 0 21 0 0 22
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 20.4% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 16
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 13
Future Volume (vph) 13
Ideal Flow (vphpl) 1900
Storage Length (ft) 0
Storage Lanes 0
Taper Length (ft)
Lane Util. Factor 1.00
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor 0.90
Adj. Flow (vph) 14
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 17
Intersection
Int Delay, s/veh 1.3
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 12 147 18 4 131 4 12 4 4 4 4 13
Future Vol, veh/h 6 12 147 18 4 131 4 12 4 4 4 4 13
Conflicting Peds, #/hr 0 000000000000
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length - 100 -----------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 7 13 163 20 4 146 4 13 4 4 4 4 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 150 0 0 183 0 0 364 371 173 359 379 148
Stage 1 -------199213-156156-
Stage 2 -------165158-203223-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1431 - - 1392 - - 592 559 871 596 553 899
Stage 1 -------803726-846769-
Stage 2 -------837767-799719-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ -3 ~ -3 - - 1392 - - 578 557 871 588 551 899
Mov Cap-2 Maneuver -------578557-588551-
Stage 1 -------803726-846767-
Stage 2 -------816765-790719-
Approach EB WB NB SB
HCM Control Delay, s 0.2 11.1 10.1
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 615 + - - 1392 - - 736
HCM Lane V/C Ratio 0.036 - - - 0.003 - - 0.032
HCM Control Delay (s) 11.1 - - - 7.6 0 - 10.1
HCM Lane LOS B - - - A A - B
HCM 95th %tile Q(veh) 0.1 - - - 0 - - 0.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 18
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 29 14 5 402 515 27
Future Volume (vph) 29 14 5 402 515 27
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.955 0.993
Flt Protected 0.968 0.999
Satd. Flow (prot) 1722 0 0 1861 1850 0
Flt Permitted 0.968 0.999
Satd. Flow (perm) 1722 0 0 1861 1850 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 32 16 6 447 572 30
Shared Lane Traffic (%)
Lane Group Flow (vph) 48 0 0 453 602 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 38.7% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood PM 2023 Future No Build
T. Lee Page 19
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 14 5 402 515 27
Future Vol, veh/h 29 14 5 402 515 27
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 32 16 6 447 572 30
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1046 587 602 0 - 0
Stage 1 587 -----
Stage 2 459 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 253 510 975 - - -
Stage 1 556 -----
Stage 2 636 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 251 510 975 - - -
Mov Cap-2 Maneuver 251 -----
Stage 1 552 -----
Stage 2 636 -----
Approach EB NB SB
HCM Control Delay, s 19.2 0.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 975 - 301 - -
HCM Lane V/C Ratio 0.006 - 0.159 - -
HCM Control Delay (s) 8.7 0 19.2 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0 - 0.6 - -
Ironwood – Transportation Impact Analysis
PM 2023 Phase 1A Build
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 124 0 0 1853 0 0
Future Volume (vph) 124 0 0 1853 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 98 144 1479
Travel Time (s) 2.2 1.8 18.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 138 0 0 2059 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 138 0 0 2059 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 30.0 122.0
Total Split (%) 19.7% 80.3%
Maximum Green (s) 24.2 116.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 17.0 125.0
Actuated g/C Ratio 0.11 0.82
v/c Ratio 0.70 0.71
Control Delay 82.8 11.6
Queue Delay 0.0 0.0
Total Delay 82.8 11.6
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
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Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 82.8 11.6
Approach LOS F B
Queue Length 50th (ft) 134 558
Queue Length 95th (ft) 202 m834
Internal Link Dist (ft) 18 64 1399
Turn Bay Length (ft)
Base Capacity (vph) 291 2909
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.47 0.71
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 40 (26%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 16.1 Intersection LOS: B
Intersection Capacity Utilization 125.3% ICU Level of Service H
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
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Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 11 00002409
Future Volume (vph) 11 00002409
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 96 1045 149
Travel Time (s) 2.2 13.0 1.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 12 00002677
Shared Lane Traffic (%)
Lane Group Flow (vph) 12 00002677
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 124.5% ICU Level of Service H
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
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Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 00002409
Future Vol, veh/h 11 00002409
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 12 00002677
Major/Minor Minor1 Major2
Conflicting Flow All 1339 - - -
Stage 1 0 - - -
Stage 2 1339 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 144 0 0 -
Stage 1 - 0 0 -
Stage 2 209 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 144 - - -
Mov Cap-2 Maneuver 144 - - -
Stage 1 - - - -
Stage 2 209 - - -
Approach WB SB
HCM Control Delay, s 32.3 0
HCM LOS D
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 144 -
HCM Lane V/C Ratio 0.085 -
HCM Control Delay (s) 32.3 -
HCM Lane LOS D -
HCM 95th %tile Q(veh) 0.3 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
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Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 349 4 109 4 4 5 21 83 1501 6 10 4
Future Volume (vph) 349 4 109 4 4 5 21 83 1501 6 10 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Frt 0.850 0.942 0.999
Flt Protected 0.950 0.953 0.986 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1730 0 0 1770 3536 0 0 1770
Flt Permitted 0.950 0.953 0.986 0.950 0.950
Satd. Flow (perm) 1681 1686 1583 0 1730 0 0 1770 3536 0 0 1770
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1002 679
Travel Time (s) 16.4 27.3 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 388 4 121 4 4 6 23 92 1668 7 11 4
Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 194 198 121 0 14 0 0 115 1675 0 0 15
Turn Type Split NA Free Split NA Prot Prot NA Prot Prot
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases Free
Detector Phase 4 4 3 3 5 5 2 1 1
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 20.0 20.0 12.0 12.0 15.0 15.0 105.0 15.0 15.0
Total Split (%) 13.2% 13.2% 7.9% 7.9% 9.9% 9.9% 69.1% 9.9% 9.9%
Maximum Green (s) 13.1 13.1 5.6 5.6 8.9 8.9 98.7 9.1 9.1
Yellow Time (s) 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None C-Max None None
Act Effct Green (s) 15.0 15.0 152.0 6.6 10.0 117.0 6.9
Actuated g/C Ratio 0.10 0.10 1.00 0.04 0.07 0.77 0.05
v/c Ratio 1.18 1.19 0.08 0.19 0.99 0.62 0.19
Control Delay 181.6 186.7 0.1 75.8 153.0 8.6 74.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 181.6 186.7 0.1 75.8 153.0 8.6 74.6
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
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Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 2037 370
Future Volume (vph) 2037 370
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 1060
Travel Time (s) 13.1
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 2263 411
Shared Lane Traffic (%)
Lane Group Flow (vph) 2263 411
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 105.0
Total Split (%) 69.1%
Maximum Green (s) 98.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 107.2 152.0
Actuated g/C Ratio 0.71 1.00
v/c Ratio 0.91 0.26
Control Delay 25.8 0.4
Queue Delay 0.0 0.0
Total Delay 25.8 0.4
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
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Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
LOS F F A E F A E
Approach Delay 140.7 75.8 17.8
Approach LOS F E B
Queue Length 50th (ft) ~240 ~248 0 14 120 169 15
Queue Length 95th (ft) #415 #426 0 40 #258 601 40
Internal Link Dist (ft) 1003 922 599
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 165 166 1583 79 116 2720 116
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.18 1.19 0.08 0.18 0.99 0.62 0.13
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.19
Intersection Signal Delay: 33.0 Intersection LOS: C
Intersection Capacity Utilization 91.0% ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
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Lane Group SBT SBR
LOS C A
Approach Delay 22.2
Approach LOS C
Queue Length 50th (ft) 780 0
Queue Length 95th (ft) #1315 0
Internal Link Dist (ft) 980
Turn Bay Length (ft) 250
Base Capacity (vph) 2495 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.91 0.26
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
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Lane Group EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 114 23 18 1610 2083 86
Future Volume (vph) 0 114 23 18 1610 2083 86
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 300
Storage Lanes 0 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1611 0 1770 3539 3539 1583
Flt Permitted 0.950
Satd. Flow (perm) 0 1611 0 1770 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1086 422 679
Travel Time (s) 24.7 5.2 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 127 26 20 1789 2314 96
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 127 0 46 1789 2314 96
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 71.3% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
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Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 114 23 18 1610 2083 86
Future Vol, veh/h 0 114 23 18 1610 2083 86
Conflicting Peds, #/hr 0 000000
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length - 0 - 250 - - 300
Veh in Median Storage, # 0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222
Mvmt Flow 0 127 26 20 1789 2314 96
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1157 2314 2410 0 - 0
Stage 1 -------
Stage 2 -------
Critical Hdwy - 6.94 6.44 4.14 - - -
Critical Hdwy Stg 1 -------
Critical Hdwy Stg 2 -------
Follow-up Hdwy - 3.32 2.52 2.22 - - -
Pot Cap-1 Maneuver 0 *241 *318 268 - - -
Stage 1 0 ------
Stage 2 0 ------
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver - *241 *201 201 - - -
Mov Cap-2 Maneuver -------
Stage 1 -------
Stage 2 -------
Approach EB NB SB
HCM Control Delay, s 35.4 0.7 0
HCM LOS E
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 201 - 241 - -
HCM Lane V/C Ratio 0.227 - 0.526 - -
HCM Control Delay (s) 28.1 - 35.4 - -
HCM Lane LOS D - E - -
HCM 95th %tile Q(veh) 0.8 - 2.8 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
T. Lee Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 25 211 0 0 0 201 0 1425 50 0 0 0
Future Volume (vph) 25 211 0 0 0 201 0 1425 50 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 225 0 0 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.995
Satd. Flow (prot) 0 1853 0 0 0 2787 0 3539 1583 0 0 0
Flt Permitted 0.995
Satd. Flow (perm) 0 1853 0 0 0 2787 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 480
Travel Time (s) 2.6 19.3 1.5 6.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 28 234 0 0 0 223 0 1583 56 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 262 0 0 0 223 0 1583 56 0 0 0
Turn Type Perm NA Prot NA Perm
Protected Phases 7 7 2
Permitted Phases 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.8 10.8 10.8 20.3 20.3
Total Split (s) 40.0 40.0 40.0 112.0 112.0
Total Split (%) 26.3% 26.3% 26.3% 73.7% 73.7%
Maximum Green (s) 34.4 34.4 34.4 105.7 105.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.6 2.6 2.6 1.0 1.0
Lost Time Adjust (s) -0.6 -0.6 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 26.4 26.4 115.6 115.6
Actuated g/C Ratio 0.17 0.17 0.76 0.76
v/c Ratio 0.81 0.46 0.59 0.05
Control Delay 56.9 59.9 9.6 5.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 56.9 59.9 9.6 5.6
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
T. Lee Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS E E A A
Approach Delay 56.9 59.9 9.5
Approach LOS E E A
Queue Length 50th (ft) 253 115 319 12
Queue Length 95th (ft) m280 153 467 30
Internal Link Dist (ft) 1 911 42 400
Turn Bay Length (ft) 225
Base Capacity (vph) 426 641 2690 1203
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.62 0.35 0.59 0.05
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 135 (89%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 20.6 Intersection LOS: C
Intersection Capacity Utilization 71.4% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 94 4 71 000001947 45
Future Volume (vph) 0 0 94 4 71 000001947 45
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot) 0 0 1611 0 1859 000003539 1583
Flt Permitted 0.998
Satd. Flow (perm) 0 0 1611 0 1859 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 104 4 79 000002163 50
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 104 0 83 000002163 50
Turn Type Prot Perm NA NA Perm
Protected Phases 3 3 6
Permitted Phases 3 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 32.0 32.0 32.0 120.0 120.0
Total Split (%) 21.1% 21.1% 21.1% 78.9% 78.9%
Maximum Green (s) 26.7 26.7 26.7 113.9 113.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 14.5 14.5 127.5 127.5
Actuated g/C Ratio 0.10 0.10 0.84 0.84
v/c Ratio 0.68 0.47 0.73 0.04
Control Delay 87.1 72.7 1.6 0.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 87.1 72.7 1.6 0.5
LOS F E A A
Approach Delay 87.1 72.7 1.5
Approach LOS F E A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
T. Lee Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 102 79 26 1
Queue Length 95th (ft) 162 132 37 m2
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 286 330 2968 1327
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.36 0.25 0.73 0.04
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 5 (3%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 7.7 Intersection LOS: A
Intersection Capacity Utilization 76.3% ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
T. Lee Page 15
Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 6 87 147 18 4 131 4 12 4444
Future Volume (vph) 6 87 147 18 4 131 4 12 4444
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.984 0.996 0.974 0.880
Flt Protected 0.950 0.999 0.970 0.997
Satd. Flow (prot) 0 1770 1833 0 0 1853 0 0 1760 0 0 1634
Flt Permitted 0.950 0.999 0.970 0.997
Satd. Flow (perm) 0 1770 1833 0 0 1853 0 0 1760 0 0 1634
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 7 97 163 20 4 146 4 13 4444
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 104 183 0 0 154 0 0 21 0 0 72
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 31.8% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
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T. Lee Page 16
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 58
Future Volume (vph) 58
Ideal Flow (vphpl) 1900
Storage Length (ft) 0
Storage Lanes 0
Taper Length (ft)
Lane Util. Factor 1.00
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor 0.90
Adj. Flow (vph) 64
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
T. Lee Page 17
Intersection
Int Delay, s/veh 2
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 87 147 18 4 131 4 12 4 4 4 4 58
Future Vol, veh/h 6 87 147 18 4 131 4 12 4 4 4 4 58
Conflicting Peds, #/hr 0 000000000000
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length - 100 -----------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 7 97 163 20 4 146 4 13 4 4 4 4 64
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 150 0 0 183 0 0 557 539 173 527 547 148
Stage 1 -------367381-156156-
Stage 2 -------190158-371391-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1431 - - 1392 - - 441 449 871 462 445 899
Stage 1 -------653613-846769-
Stage 2 -------812767-649607-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ -16 ~ -16 - - 1392 - - 405 448 871 455 444 899
Mov Cap-2 Maneuver -------405448-455444-
Stage 1 -------653613-846767-
Stage 2 -------747765-641607-
Approach EB WB NB SB
HCM Control Delay, s 0.2 13.2 9.9
HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 463 + - - 1392 - - 802
HCM Lane V/C Ratio 0.048 - - - 0.003 - - 0.091
HCM Control Delay (s) 13.2 - - - 7.6 0 - 9.9
HCM Lane LOS B - - - A A - A
HCM 95th %tile Q(veh) 0.2 - - - 0 - - 0.3
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
T. Lee Page 18
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 31 14 5 402 515 31
Future Volume (vph) 31 14 5 402 515 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.957 0.992
Flt Protected 0.967 0.999
Satd. Flow (prot) 1724 0 0 1861 1848 0
Flt Permitted 0.967 0.999
Satd. Flow (perm) 1724 0 0 1861 1848 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 34 16 6 447 572 34
Shared Lane Traffic (%)
Lane Group Flow (vph) 50 0 0 453 606 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.0% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood PM 2023 Phase 1A Build
T. Lee Page 19
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 31 14 5 402 515 31
Future Vol, veh/h 31 14 5 402 515 31
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 34 16 6 447 572 34
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1048 589 606 0 - 0
Stage 1 589 -----
Stage 2 459 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 252 508 972 - - -
Stage 1 554 -----
Stage 2 636 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 250 508 972 - - -
Mov Cap-2 Maneuver 250 -----
Stage 1 550 -----
Stage 2 636 -----
Approach EB NB SB
HCM Control Delay, s 19.6 0.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 972 - 297 - -
HCM Lane V/C Ratio 0.006 - 0.168 - -
HCM Control Delay (s) 8.7 0 19.6 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0 - 0.6 - -
Ironwood – Transportation Impact Analysis
PM 2024 Future No Build
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 125 0 0 1840 0 0
Future Volume (vph) 125 0 0 1840 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 98 144 1479
Travel Time (s) 2.2 1.8 18.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 139 0 0 2044 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 139 0 0 2044 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 30.0 122.0
Total Split (%) 19.7% 80.3%
Maximum Green (s) 24.2 116.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 17.1 124.9
Actuated g/C Ratio 0.11 0.82
v/c Ratio 0.70 0.70
Control Delay 82.9 11.8
Queue Delay 0.0 0.0
Total Delay 82.9 11.8
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 82.9 11.8
Approach LOS F B
Queue Length 50th (ft) 135 532
Queue Length 95th (ft) 203 m812
Internal Link Dist (ft) 18 64 1399
Turn Bay Length (ft)
Base Capacity (vph) 291 2908
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.48 0.70
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 40 (26%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 16.3 Intersection LOS: B
Intersection Capacity Utilization 124.2% ICU Level of Service H
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 11 00002381
Future Volume (vph) 11 00002381
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 96 1045 149
Travel Time (s) 2.2 13.0 1.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 12 00002646
Shared Lane Traffic (%)
Lane Group Flow (vph) 12 00002646
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 123.3% ICU Level of Service H
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 4
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 00002381
Future Vol, veh/h 11 00002381
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 12 00002646
Major/Minor Minor1 Major2
Conflicting Flow All 1323 - - -
Stage 1 0 - - -
Stage 2 1323 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 148 0 0 -
Stage 1 - 0 0 -
Stage 2 213 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 148 - - -
Mov Cap-2 Maneuver 148 - - -
Stage 1 - - - -
Stage 2 213 - - -
Approach WB SB
HCM Control Delay, s 31.5 0
HCM LOS D
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 148 -
HCM Lane V/C Ratio 0.083 -
HCM Control Delay (s) 31.5 -
HCM Lane LOS D -
HCM 95th %tile Q(veh) 0.3 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 353 4 106 4 4 5 22 82 1485 6 10 4
Future Volume (vph) 353 4 106 4 4 5 22 82 1485 6 10 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Frt 0.850 0.942 0.999
Flt Protected 0.950 0.953 0.986 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1730 0 0 1770 3536 0 0 1770
Flt Permitted 0.950 0.953 0.986 0.950 0.950
Satd. Flow (perm) 1681 1686 1583 0 1730 0 0 1770 3536 0 0 1770
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1002 679
Travel Time (s) 16.4 27.3 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 392 4 118 4 4 6 24 91 1650 7 11 4
Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 196 200 118 0 14 0 0 115 1657 0 0 15
Turn Type Split NA Free Split NA Prot Prot NA Prot Prot
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases Free
Detector Phase 4 4 3 3 5 5 2 1 1
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 20.0 20.0 12.0 12.0 15.0 15.0 105.0 15.0 15.0
Total Split (%) 13.2% 13.2% 7.9% 7.9% 9.9% 9.9% 69.1% 9.9% 9.9%
Maximum Green (s) 13.1 13.1 5.6 5.6 8.9 8.9 98.7 9.1 9.1
Yellow Time (s) 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None C-Max None None
Act Effct Green (s) 15.0 15.0 152.0 6.6 10.0 117.0 6.9
Actuated g/C Ratio 0.10 0.10 1.00 0.04 0.07 0.77 0.05
v/c Ratio 1.19 1.20 0.07 0.19 0.99 0.61 0.19
Control Delay 185.4 190.5 0.1 75.8 155.6 9.0 74.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 185.4 190.5 0.1 75.8 155.6 9.0 74.6
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 2006 373
Future Volume (vph) 2006 373
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 1060
Travel Time (s) 13.1
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 2229 414
Shared Lane Traffic (%)
Lane Group Flow (vph) 2229 414
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 105.0
Total Split (%) 69.1%
Maximum Green (s) 98.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 107.2 152.0
Actuated g/C Ratio 0.71 1.00
v/c Ratio 0.89 0.26
Control Delay 24.8 0.4
Queue Delay 0.0 0.0
Total Delay 24.8 0.4
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
LOS F F A E F A E
Approach Delay 144.8 75.8 18.5
Approach LOS F E B
Queue Length 50th (ft) ~244 ~252 0 14 121 152 15
Queue Length 95th (ft) #420 #430 0 40 #258 672 40
Internal Link Dist (ft) 1003 922 599
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 165 166 1583 79 116 2720 116
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.19 1.20 0.07 0.18 0.99 0.61 0.13
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.20
Intersection Signal Delay: 33.2 Intersection LOS: C
Intersection Capacity Utilization 90.3% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 8
Lane Group SBT SBR
LOS C A
Approach Delay 21.3
Approach LOS C
Queue Length 50th (ft) 748 0
Queue Length 95th (ft) #1197 0
Internal Link Dist (ft) 980
Turn Bay Length (ft) 250
Base Capacity (vph) 2495 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.89 0.26
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 9
Lane Group EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 111 14 16 1593 2049 87
Future Volume (vph) 0 111 14 16 1593 2049 87
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 300
Storage Lanes 0 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1611 0 1770 3539 3539 1583
Flt Permitted 0.950
Satd. Flow (perm) 0 1611 0 1770 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1086 422 679
Travel Time (s) 24.7 5.2 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 123 16 18 1770 2277 97
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 123 0 34 1770 2277 97
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 70.2% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 10
Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 111 14 16 1593 2049 87
Future Vol, veh/h 0 111 14 16 1593 2049 87
Conflicting Peds, #/hr 0 000000
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length - 0 - 250 - - 300
Veh in Median Storage, # 0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222
Mvmt Flow 0 123 16 18 1770 2277 97
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1139 2277 2374 0 - 0
Stage 1 -------
Stage 2 -------
Critical Hdwy - 6.94 6.44 4.14 - - -
Critical Hdwy Stg 1 -------
Critical Hdwy Stg 2 -------
Follow-up Hdwy - 3.32 2.52 2.22 - - -
Pot Cap-1 Maneuver 0 *241 *318 307 - - -
Stage 1 0 ------
Stage 2 0 ------
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver - *241 *225 225 - - -
Mov Cap-2 Maneuver -------
Stage 1 -------
Stage 2 -------
Approach EB NB SB
HCM Control Delay, s 34.6 0.4 0
HCM LOS D
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 225 - 241 - -
HCM Lane V/C Ratio 0.148 - 0.512 - -
HCM Control Delay (s) 23.8 - 34.6 - -
HCM Lane LOS C - D - -
HCM 95th %tile Q(veh) 0.5 - 2.7 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 25 154 0 0 0 158 0 1439 34 0 0 0
Future Volume (vph) 25 154 0 0 0 158 0 1439 34 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 225 0 0 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.993
Satd. Flow (prot) 0 1850 0 0 0 2787 0 3539 1583 0 0 0
Flt Permitted 0.993
Satd. Flow (perm) 0 1850 0 0 0 2787 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 480
Travel Time (s) 2.6 19.3 1.5 6.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 28 171 0 0 0 176 0 1599 38 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 199 0 0 0 176 0 1599 38 0 0 0
Turn Type Perm NA Prot NA Perm
Protected Phases 7 7 2
Permitted Phases 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.8 10.8 10.8 20.3 20.3
Total Split (s) 40.0 40.0 40.0 112.0 112.0
Total Split (%) 26.3% 26.3% 26.3% 73.7% 73.7%
Maximum Green (s) 34.4 34.4 34.4 105.7 105.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.6 2.6 2.6 1.0 1.0
Lost Time Adjust (s) -0.6 -0.6 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 21.4 21.4 120.6 120.6
Actuated g/C Ratio 0.14 0.14 0.79 0.79
v/c Ratio 0.77 0.45 0.57 0.03
Control Delay 57.4 64.4 7.4 4.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 57.4 64.4 7.4 4.2
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS E E A A
Approach Delay 57.4 64.4 7.3
Approach LOS E E A
Queue Length 50th (ft) 192 92 271 7
Queue Length 95th (ft) m202 130 402 19
Internal Link Dist (ft) 1 911 42 400
Turn Bay Length (ft) 225
Base Capacity (vph) 425 641 2808 1256
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.47 0.27 0.57 0.03
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 135 (89%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 17.2 Intersection LOS: B
Intersection Capacity Utilization 67.3% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 95 4 72 000001958 46
Future Volume (vph) 0 0 95 4 72 000001958 46
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot) 0 0 1611 0 1859 000003539 1583
Flt Permitted 0.998
Satd. Flow (perm) 0 0 1611 0 1859 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 106 4 80 000002176 51
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 106 0 84 000002176 51
Turn Type Prot Perm NA NA Perm
Protected Phases 3 3 6
Permitted Phases 3 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 32.0 32.0 32.0 120.0 120.0
Total Split (%) 21.1% 21.1% 21.1% 78.9% 78.9%
Maximum Green (s) 26.7 26.7 26.7 113.9 113.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 14.7 14.7 127.3 127.3
Actuated g/C Ratio 0.10 0.10 0.84 0.84
v/c Ratio 0.68 0.47 0.73 0.04
Control Delay 87.2 72.4 1.7 0.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 87.2 72.4 1.7 0.5
LOS F E A A
Approach Delay 87.2 72.4 1.7
Approach LOS F E A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 103 80 25 1
Queue Length 95th (ft) 164 133 37 m2
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 286 330 2964 1325
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.37 0.25 0.73 0.04
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 5 (3%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 7.9 Intersection LOS: A
Intersection Capacity Utilization 76.7% ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 15
Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 6 12 148 18 4 132 4 12 4444
Future Volume (vph) 6 12 148 18 4 132 4 12 4444
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.984 0.997 0.974 0.914
Flt Protected 0.950 0.999 0.970 0.991
Satd. Flow (prot) 0 1770 1833 0 0 1855 0 0 1760 0 0 1687
Flt Permitted 0.950 0.999 0.970 0.991
Satd. Flow (perm) 0 1770 1833 0 0 1855 0 0 1760 0 0 1687
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 7 13 164 20 4 147 4 13 4444
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 20 184 0 0 155 0 0 21 0 0 22
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 20.5% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 16
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 13
Future Volume (vph) 13
Ideal Flow (vphpl) 1900
Storage Length (ft) 0
Storage Lanes 0
Taper Length (ft)
Lane Util. Factor 1.00
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor 0.90
Adj. Flow (vph) 14
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 17
Intersection
Int Delay, s/veh 1.3
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 12 148 18 4 132 4 12 4 4 4 4 13
Future Vol, veh/h 6 12 148 18 4 132 4 12 4 4 4 4 13
Conflicting Peds, #/hr 0 000000000000
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length - 100 -----------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 7 13 164 20 4 147 4 13 4 4 4 4 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 151 0 0 184 0 0 366 373 174 361 381 149
Stage 1 -------200214-157157-
Stage 2 -------166159-204224-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1430 - - 1391 - - 590 557 869 595 552 898
Stage 1 -------802725-845768-
Stage 2 -------836766-798718-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ -3 ~ -3 - - 1391 - - 576 555 869 587 550 898
Mov Cap-2 Maneuver -------576555-587550-
Stage 1 -------802725-845766-
Stage 2 -------815764-789718-
Approach EB WB NB SB
HCM Control Delay, s 0.2 11.1 10.1
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 613 + - - 1391 - - 735
HCM Lane V/C Ratio 0.036 - - - 0.003 - - 0.032
HCM Control Delay (s) 11.1 - - - 7.6 0 - 10.1
HCM Lane LOS B - - - A A - B
HCM 95th %tile Q(veh) 0.1 - - - 0 - - 0.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 18
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 29 14 5 406 520 27
Future Volume (vph) 29 14 5 406 520 27
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.955 0.993
Flt Protected 0.968 0.999
Satd. Flow (prot) 1722 0 0 1861 1850 0
Flt Permitted 0.968 0.999
Satd. Flow (perm) 1722 0 0 1861 1850 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 32 16 6 451 578 30
Shared Lane Traffic (%)
Lane Group Flow (vph) 48 0 0 457 608 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.0% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood PM 2024 Future No Build
T. Lee Page 19
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 29 14 5 406 520 27
Future Vol, veh/h 29 14 5 406 520 27
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 32 16 6 451 578 30
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1056 593 608 0 - 0
Stage 1 593 -----
Stage 2 463 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 250 506 970 - - -
Stage 1 552 -----
Stage 2 634 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 248 506 970 - - -
Mov Cap-2 Maneuver 248 -----
Stage 1 548 -----
Stage 2 634 -----
Approach EB NB SB
HCM Control Delay, s 19.4 0.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 970 - 297 - -
HCM Lane V/C Ratio 0.006 - 0.161 - -
HCM Control Delay (s) 8.7 0 19.4 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0 - 0.6 - -
Ironwood – Transportation Impact Analysis
PM 2024 Phase 1B Build
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 181 0 0 1865 0 0
Future Volume (vph) 181 0 0 1865 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 98 144 434
Travel Time (s) 2.2 1.8 5.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 201 0 0 2072 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 201 0 0 2072 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 30.0 122.0
Total Split (%) 19.7% 80.3%
Maximum Green (s) 24.2 116.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 21.3 120.7
Actuated g/C Ratio 0.14 0.79
v/c Ratio 0.81 0.74
Control Delay 87.4 14.8
Queue Delay 0.0 0.0
Total Delay 87.4 14.8
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 87.4 14.8
Approach LOS F B
Queue Length 50th (ft) 195 600
Queue Length 95th (ft) 283 m848
Internal Link Dist (ft) 18 64 354
Turn Bay Length (ft)
Base Capacity (vph) 291 2810
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.69 0.74
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 40 (26%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 21.2 Intersection LOS: C
Intersection Capacity Utilization 130.8% ICU Level of Service H
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 11 00002406
Future Volume (vph) 11 00002406
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 96 1045 149
Travel Time (s) 2.2 13.0 1.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 12 00002673
Shared Lane Traffic (%)
Lane Group Flow (vph) 12 00002673
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 124.7% ICU Level of Service H
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 4
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 00002406
Future Vol, veh/h 11 00002406
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 12 00002673
Major/Minor Minor1 Major2
Conflicting Flow All 1337 - - -
Stage 1 0 - - -
Stage 2 1337 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 145 0 0 -
Stage 1 - 0 0 -
Stage 2 210 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 145 - - -
Mov Cap-2 Maneuver 145 - - -
Stage 1 - - - -
Stage 2 210 - - -
Approach WB SB
HCM Control Delay, s 32.1 0
HCM LOS D
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 145 -
HCM Lane V/C Ratio 0.084 -
HCM Control Delay (s) 32.1 -
HCM Lane LOS D -
HCM 95th %tile Q(veh) 0.3 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 359 4 106 4 4 5 22 86 1504 6 10 4
Future Volume (vph) 359 4 106 4 4 5 22 86 1504 6 10 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Frt 0.850 0.942 0.999
Flt Protected 0.950 0.953 0.986 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1730 0 0 1770 3536 0 0 1770
Flt Permitted 0.950 0.953 0.986 0.950 0.950
Satd. Flow (perm) 1681 1686 1583 0 1730 0 0 1770 3536 0 0 1770
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1002 679
Travel Time (s) 16.4 27.3 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 399 4 118 4 4 6 24 96 1671 7 11 4
Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 199 204 118 0 14 0 0 120 1678 0 0 15
Turn Type Split NA Free Split NA Prot Prot NA Prot Prot
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases Free
Detector Phase 4 4 3 3 5 5 2 1 1
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 20.0 20.0 12.0 12.0 15.0 15.0 105.0 15.0 15.0
Total Split (%) 13.2% 13.2% 7.9% 7.9% 9.9% 9.9% 69.1% 9.9% 9.9%
Maximum Green (s) 13.1 13.1 5.6 5.6 8.9 8.9 98.7 9.1 9.1
Yellow Time (s) 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None C-Max None None
Act Effct Green (s) 15.0 15.0 152.0 6.6 10.0 117.0 6.9
Actuated g/C Ratio 0.10 0.10 1.00 0.04 0.07 0.77 0.05
v/c Ratio 1.21 1.23 0.07 0.19 1.03 0.62 0.19
Control Delay 191.1 198.4 0.1 75.8 163.0 8.8 74.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 191.1 198.4 0.1 75.8 163.0 8.8 74.6
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 2031 373
Future Volume (vph) 2031 373
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 1060
Travel Time (s) 13.1
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 2257 414
Shared Lane Traffic (%)
Lane Group Flow (vph) 2257 414
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 105.0
Total Split (%) 69.1%
Maximum Green (s) 98.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 107.2 152.0
Actuated g/C Ratio 0.71 1.00
v/c Ratio 0.90 0.26
Control Delay 25.6 0.4
Queue Delay 0.0 0.0
Total Delay 25.6 0.4
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
LOS F F A E F A E
Approach Delay 150.7 75.8 19.1
Approach LOS F E B
Queue Length 50th (ft) ~251 ~261 0 14 ~129 161 15
Queue Length 95th (ft) #428 #438 0 40 #271 693 40
Internal Link Dist (ft) 1003 922 599
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 165 166 1583 79 116 2720 116
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.21 1.23 0.07 0.18 1.03 0.62 0.13
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.23
Intersection Signal Delay: 34.5 Intersection LOS: C
Intersection Capacity Utilization 91.3% ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 8
Lane Group SBT SBR
LOS C A
Approach Delay 22.0
Approach LOS C
Queue Length 50th (ft) 775 0
Queue Length 95th (ft) #1308 0
Internal Link Dist (ft) 980
Turn Bay Length (ft) 250
Base Capacity (vph) 2495 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.90 0.26
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 9
Lane Group EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 117 29 20 1615 2074 87
Future Volume (vph) 0 117 29 20 1615 2074 87
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 300
Storage Lanes 0 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1611 0 1770 3539 3539 1583
Flt Permitted 0.950
Satd. Flow (perm) 0 1611 0 1770 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1086 422 679
Travel Time (s) 24.7 5.2 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 130 32 22 1794 2304 97
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 130 0 54 1794 2304 97
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 71.2% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 10
Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 117 29 20 1615 2074 87
Future Vol, veh/h 0 117 29 20 1615 2074 87
Conflicting Peds, #/hr 0 000000
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length - 0 - 250 - - 300
Veh in Median Storage, # 0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222
Mvmt Flow 0 130 32 22 1794 2304 97
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1152 2304 2401 0 - 0
Stage 1 -------
Stage 2 -------
Critical Hdwy - 6.94 6.44 4.14 - - -
Critical Hdwy Stg 1 -------
Critical Hdwy Stg 2 -------
Follow-up Hdwy - 3.32 2.52 2.22 - - -
Pot Cap-1 Maneuver 0 *241 *318 277 - - -
Stage 1 0 ------
Stage 2 0 ------
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver - *241 *197 197 - - -
Mov Cap-2 Maneuver -------
Stage 1 -------
Stage 2 -------
Approach EB NB SB
HCM Control Delay, s 36.2 0.9 0
HCM LOS E
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 197 - 241 - -
HCM Lane V/C Ratio 0.276 - 0.539 - -
HCM Control Delay (s) 30.2 - 36.2 - -
HCM Lane LOS D - E - -
HCM 95th %tile Q(veh) 1.1 - 2.9 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 25 179 0 0 0 180 0 1458 40 0 0 0
Future Volume (vph) 25 179 0 0 0 180 0 1458 40 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 225 0 0 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.994
Satd. Flow (prot) 0 1852 0 0 0 2787 0 3539 1583 0 0 0
Flt Permitted 0.994
Satd. Flow (perm) 0 1852 0 0 0 2787 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 480
Travel Time (s) 2.6 19.3 1.5 6.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 28 199 0 0 0 200 0 1620 44 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 227 0 0 0 200 0 1620 44 0 0 0
Turn Type Perm NA Prot NA Perm
Protected Phases 7 7 2
Permitted Phases 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.8 10.8 10.8 20.3 20.3
Total Split (s) 40.0 40.0 40.0 112.0 112.0
Total Split (%) 26.3% 26.3% 26.3% 73.7% 73.7%
Maximum Green (s) 34.4 34.4 34.4 105.7 105.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.6 2.6 2.6 1.0 1.0
Lost Time Adjust (s) -0.6 -0.6 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 23.6 23.6 118.4 118.4
Actuated g/C Ratio 0.16 0.16 0.78 0.78
v/c Ratio 0.79 0.46 0.59 0.04
Control Delay 56.6 62.5 8.5 4.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 56.6 62.5 8.5 4.8
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS E E A A
Approach Delay 56.6 62.5 8.4
Approach LOS E E A
Queue Length 50th (ft) 220 103 303 9
Queue Length 95th (ft) m234 143 445 23
Internal Link Dist (ft) 1 911 42 400
Turn Bay Length (ft) 225
Base Capacity (vph) 426 641 2755 1232
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.53 0.31 0.59 0.04
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 135 (89%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 18.8 Intersection LOS: B
Intersection Capacity Utilization 69.9% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 95 4 72 000001973 46
Future Volume (vph) 0 0 95 4 72 000001973 46
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot) 0 0 1611 0 1859 000003539 1583
Flt Permitted 0.998
Satd. Flow (perm) 0 0 1611 0 1859 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 106 4 80 000002192 51
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 106 0 84 000002192 51
Turn Type Prot Perm NA NA Perm
Protected Phases 3 3 6
Permitted Phases 3 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 32.0 32.0 32.0 120.0 120.0
Total Split (%) 21.1% 21.1% 21.1% 78.9% 78.9%
Maximum Green (s) 26.7 26.7 26.7 113.9 113.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 14.7 14.7 127.3 127.3
Actuated g/C Ratio 0.10 0.10 0.84 0.84
v/c Ratio 0.68 0.47 0.74 0.04
Control Delay 87.2 72.4 1.9 0.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 87.2 72.4 1.9 0.5
LOS F E A A
Approach Delay 87.2 72.4 1.8
Approach LOS F E A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 103 80 24 1
Queue Length 95th (ft) 164 133 35 m2
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 286 330 2964 1325
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.37 0.25 0.74 0.04
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 5 (3%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 8.0 Intersection LOS: A
Intersection Capacity Utilization 77.1% ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 15
Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 6 49 148 18 4 132 6 12 4444
Future Volume (vph) 6 49 148 18 4 132 6 12 4444
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.984 0.994 0.974 0.888
Flt Protected 0.950 0.999 0.970 0.996
Satd. Flow (prot) 0 1770 1833 0 0 1850 0 0 1760 0 0 1648
Flt Permitted 0.950 0.999 0.970 0.996
Satd. Flow (perm) 0 1770 1833 0 0 1850 0 0 1760 0 0 1648
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 7 54 164 20 4 147 7 13 4444
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 61 184 0 0 158 0 0 21 0 0 47
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 30.9% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 16
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 35
Future Volume (vph) 35
Ideal Flow (vphpl) 1900
Storage Length (ft) 0
Storage Lanes 0
Taper Length (ft)
Lane Util. Factor 1.00
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor 0.90
Adj. Flow (vph) 39
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 17
Intersection
Int Delay, s/veh 1.6
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 49 148 18 4 132 6 12 4 4 4 4 35
Future Vol, veh/h 6 49 148 18 4 132 6 12 4 4 4 4 35
Conflicting Peds, #/hr 0 000000000000
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length - 100 -----------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 7 54 164 20 4 147 7 13 4 4 4 4 39
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 154 0 0 184 0 0 462 458 174 445 465 151
Stage 1 -------282296-159159-
Stage 2 -------180162-286306-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1426 - - 1391 - - 510 499 869 523 495 895
Stage 1 -------725668-843766-
Stage 2 -------822764-721662-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ -9 ~ -9 - - 1391 - - 483 498 869 516 494 895
Mov Cap-2 Maneuver -------483498-516494-
Stage 1 -------725668-843764-
Stage 2 -------779762-713662-
Approach EB WB NB SB
HCM Control Delay, s 0.2 12 9.9
HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 534 + - - 1391 - - 782
HCM Lane V/C Ratio 0.042 - - - 0.003 - - 0.061
HCM Control Delay (s) 12 - - - 7.6 0 - 9.9
HCM Lane LOS B - - - A A - A
HCM 95th %tile Q(veh) 0.1 - - - 0 - - 0.2
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 18
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 33 14 5 406 520 33
Future Volume (vph) 33 14 5 406 520 33
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.959 0.992
Flt Protected 0.966 0.999
Satd. Flow (prot) 1726 0 0 1861 1848 0
Flt Permitted 0.966 0.999
Satd. Flow (perm) 1726 0 0 1861 1848 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 37 16 6 451 578 37
Shared Lane Traffic (%)
Lane Group Flow (vph) 53 0 0 457 615 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.4% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 19
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 33 14 5 406 520 33
Future Vol, veh/h 33 14 5 406 520 33
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 37 16 6 451 578 37
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1060 597 615 0 - 0
Stage 1 597 -----
Stage 2 463 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 248 503 965 - - -
Stage 1 550 -----
Stage 2 634 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 246 503 965 - - -
Mov Cap-2 Maneuver 246 -----
Stage 1 546 -----
Stage 2 634 -----
Approach EB NB SB
HCM Control Delay, s 20.1 0.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 965 - 290 - -
HCM Lane V/C Ratio 0.006 - 0.18 - -
HCM Control Delay (s) 8.8 0 20.1 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0 - 0.6 - -
Lanes, Volumes, Timings
700: US 421 & Site Access 1 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 20
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 48 1965 81 0 0
Future Volume (vph) 0 48 1965 81 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00
Frt 0.865 0.994
Flt Protected
Satd. Flow (prot) 0 1611 3518 0 0 0
Flt Permitted
Satd. Flow (perm) 0 1611 3518 0 0 0
Link Speed (mph) 25 55 55
Link Distance (ft) 1732 434 1009
Travel Time (s) 47.2 5.4 12.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 53 2183 90 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 53 2273 0 0 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 66.9% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
700: US 421 & Site Access 1 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build
T. Lee Page 21
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 48 1965 81 0 0
Future Vol, veh/h 0 48 1965 81 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 16979
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 53 2183 90 0 0
Major/Minor Minor1 Major1
Conflicting Flow All - 1137 0 0
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - 6.94 - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - 3.32 - -
Pot Cap-1 Maneuver 0 196 - -
Stage 1 0 - - -
Stage 2 0 - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - 196 - -
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach WB NB
HCM Control Delay, s 30.1 0
HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1
Capacity (veh/h) - - 196
HCM Lane V/C Ratio - - 0.272
HCM Control Delay (s) - - 30.1
HCM Lane LOS - - D
HCM 95th %tile Q(veh) - - 1.1
Ironwood – Transportation Impact Analysis
PM 2024 Phase 1B Build +
Improvements
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build with Improvements
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 181 0 0 1865 0 0
Future Volume (vph) 181 0 0 1865 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 98 144 434
Travel Time (s) 2.2 1.8 5.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 201 0 0 2072 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 201 0 0 2072 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 27.0 125.0
Total Split (%) 17.8% 82.2%
Maximum Green (s) 21.2 119.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 20.3 121.7
Actuated g/C Ratio 0.13 0.80
v/c Ratio 0.85 0.73
Control Delay 94.0 12.7
Queue Delay 0.0 0.0
Total Delay 94.0 12.7
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build with Improvements
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 94.0 12.7
Approach LOS F B
Queue Length 50th (ft) 195 558
Queue Length 95th (ft) #319 m781
Internal Link Dist (ft) 18 64 354
Turn Bay Length (ft)
Base Capacity (vph) 256 2832
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.79 0.73
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 40 (26%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 19.9 Intersection LOS: B
Intersection Capacity Utilization 130.8% ICU Level of Service H
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
102: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build with Improvements
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)00001812406
Future Volume (vph)00001812406
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 450
Storage Lanes 0 0 0 1
Taper Length (ft) 25 125
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot)00001770 3539
Flt Permitted 0.950
Satd. Flow (perm)00001770 3539
Link Speed (mph) 30 55 55
Link Distance (ft) 98 149 1301
Travel Time (s) 2.2 1.8 16.1
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)00002012673
Shared Lane Traffic (%)
Lane Group Flow (vph)00002012673
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 125.6% ICU Level of Service H
Analysis Period (min) 15
Lanes, Volumes, Timings
700: US 421 & Site Access 1 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build with Improvements
T. Lee Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 48 1965 81 0 0
Future Volume (vph) 0 48 1965 81 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 0
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 0
Link Speed (mph) 25 55 55
Link Distance (ft) 1732 434 1009
Travel Time (s) 47.2 5.4 12.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 53 2183 90 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 53 2183 90 0 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 64.3% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
700: US 421 & Site Access 1 05/05/2022
210291 Ironwood PM 2024 Phase 1B Build with Improvements
T. Lee Page 5
Intersection
Int Delay, s/veh 0.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 48 1965 81 0 0
Future Vol, veh/h 0 48 1965 81 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 250 - -
Veh in Median Storage, # 0 - 0 - - 16979
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 53 2183 90 0 0
Major/Minor Minor1 Major1
Conflicting Flow All - 1092 0 0
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - 6.94 - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - 3.32 - -
Pot Cap-1 Maneuver 0 210 - -
Stage 1 0 - - -
Stage 2 0 - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - 210 - -
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach WB NB
HCM Control Delay, s 27.9 0
HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1
Capacity (veh/h) - - 210
HCM Lane V/C Ratio - - 0.254
HCM Control Delay (s) - - 27.9
HCM Lane LOS - - D
HCM 95th %tile Q(veh) - - 1
Ironwood – Transportation Impact Analysis
PM 2026 Future No Build
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 128 0 0 1877 0 0
Future Volume (vph) 128 0 0 1877 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 98 144 1479
Travel Time (s) 2.2 1.8 18.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 142 0 0 2086 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 142 0 0 2086 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 30.0 122.0
Total Split (%) 19.7% 80.3%
Maximum Green (s) 24.2 116.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 17.3 124.7
Actuated g/C Ratio 0.11 0.82
v/c Ratio 0.71 0.72
Control Delay 82.9 12.4
Queue Delay 0.0 0.0
Total Delay 82.9 12.4
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 82.9 12.4
Approach LOS F B
Queue Length 50th (ft) 138 557
Queue Length 95th (ft) 206 m845
Internal Link Dist (ft) 18 64 1399
Turn Bay Length (ft)
Base Capacity (vph) 291 2902
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.49 0.72
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 40 (26%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay: 16.9 Intersection LOS: B
Intersection Capacity Utilization 126.5% ICU Level of Service H
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 11 00002429
Future Volume (vph) 11 00002429
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 96 1045 149
Travel Time (s) 2.2 13.0 1.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 12 00002699
Shared Lane Traffic (%)
Lane Group Flow (vph) 12 00002699
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 125.7% ICU Level of Service H
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 4
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 00002429
Future Vol, veh/h 11 00002429
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 12 00002699
Major/Minor Minor1 Major2
Conflicting Flow All 1350 - - -
Stage 1 0 - - -
Stage 2 1350 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 142 0 0 -
Stage 1 - 0 0 -
Stage 2 206 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 142 - - -
Mov Cap-2 Maneuver 142 - - -
Stage 1 - - - -
Stage 2 206 - - -
Approach WB SB
HCM Control Delay, s 32.7 0
HCM LOS D
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 142 -
HCM Lane V/C Ratio 0.086 -
HCM Control Delay (s) 32.7 -
HCM Lane LOS D -
HCM 95th %tile Q(veh) 0.3 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 360 4 108 4 4 5 22 84 1515 6 10 4
Future Volume (vph) 360 4 108 4 4 5 22 84 1515 6 10 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Frt 0.850 0.942 0.999
Flt Protected 0.950 0.953 0.986 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1730 0 0 1770 3536 0 0 1770
Flt Permitted 0.950 0.953 0.986 0.950 0.950
Satd. Flow (perm) 1681 1686 1583 0 1730 0 0 1770 3536 0 0 1770
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1002 679
Travel Time (s) 16.4 27.3 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 400 4 120 4 4 6 24 93 1683 7 11 4
Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 200 204 120 0 14 0 0 117 1690 0 0 15
Turn Type Split NA Free Split NA Prot Prot NA Prot Prot
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases Free
Detector Phase 4 4 3 3 5 5 2 1 1
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 20.0 20.0 12.0 12.0 15.0 15.0 105.0 15.0 15.0
Total Split (%) 13.2% 13.2% 7.9% 7.9% 9.9% 9.9% 69.1% 9.9% 9.9%
Maximum Green (s) 13.1 13.1 5.6 5.6 8.9 8.9 98.7 9.1 9.1
Yellow Time (s) 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None C-Max None None
Act Effct Green (s) 15.0 15.0 152.0 6.6 10.0 117.0 6.9
Actuated g/C Ratio 0.10 0.10 1.00 0.04 0.07 0.77 0.05
v/c Ratio 1.21 1.23 0.08 0.19 1.01 0.62 0.19
Control Delay 193.1 198.4 0.1 75.8 158.7 9.1 74.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 193.1 198.4 0.1 75.8 158.7 9.1 74.6
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 2046 381
Future Volume (vph) 2046 381
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 1060
Travel Time (s) 13.1
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 2273 423
Shared Lane Traffic (%)
Lane Group Flow (vph) 2273 423
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 105.0
Total Split (%) 69.1%
Maximum Green (s) 98.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 107.2 152.0
Actuated g/C Ratio 0.71 1.00
v/c Ratio 0.91 0.27
Control Delay 26.2 0.4
Queue Delay 0.0 0.0
Total Delay 26.2 0.4
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
LOS F F A E F A E
Approach Delay 151.0 75.8 18.8
Approach LOS F E B
Queue Length 50th (ft) ~253 ~261 0 14 ~124 155 15
Queue Length 95th (ft) #430 #438 0 40 #265 695 40
Internal Link Dist (ft) 1003 922 599
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 165 166 1583 79 116 2720 116
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.21 1.23 0.08 0.18 1.01 0.62 0.13
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.23
Intersection Signal Delay: 34.6 Intersection LOS: C
Intersection Capacity Utilization 91.7% ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 8
Lane Group SBT SBR
LOS C A
Approach Delay 22.4
Approach LOS C
Queue Length 50th (ft) 790 0
Queue Length 95th (ft) #1326 0
Internal Link Dist (ft) 980
Turn Bay Length (ft) 250
Base Capacity (vph) 2495 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.91 0.27
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 9
Lane Group EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 113 14 16 1625 2090 89
Future Volume (vph) 0 113 14 16 1625 2090 89
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 300
Storage Lanes 0 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1611 0 1770 3539 3539 1583
Flt Permitted 0.950
Satd. Flow (perm) 0 1611 0 1770 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1086 422 679
Travel Time (s) 24.7 5.2 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 126 16 18 1806 2322 99
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 126 0 34 1806 2322 99
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 71.4% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 10
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 113 14 16 1625 2090 89
Future Vol, veh/h 0 113 14 16 1625 2090 89
Conflicting Peds, #/hr 0 000000
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length - 0 - 250 - - 300
Veh in Median Storage, # 0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222
Mvmt Flow 0 126 16 18 1806 2322 99
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1161 2322 2421 0 - 0
Stage 1 -------
Stage 2 -------
Critical Hdwy - 6.94 6.44 4.14 - - -
Critical Hdwy Stg 1 -------
Critical Hdwy Stg 2 -------
Follow-up Hdwy - 3.32 2.52 2.22 - - -
Pot Cap-1 Maneuver 0 *222 *292 287 - - -
Stage 1 0 ------
Stage 2 0 ------
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver - *222 *195 195 - - -
Mov Cap-2 Maneuver -------
Stage 1 -------
Stage 2 -------
Approach EB NB SB
HCM Control Delay, s 40.4 0.5 0
HCM LOS E
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 195 - 222 - -
HCM Lane V/C Ratio 0.171 - 0.566 - -
HCM Control Delay (s) 27.2 - 40.4 - -
HCM Lane LOS D - E - -
HCM 95th %tile Q(veh) 0.6 - 3.1 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 26 156 0 0 0 161 0 1468 35 0 0 0
Future Volume (vph) 26 156 0 0 0 161 0 1468 35 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 225 0 0 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.993
Satd. Flow (prot) 0 1850 0 0 0 2787 0 3539 1583 0 0 0
Flt Permitted 0.993
Satd. Flow (perm) 0 1850 0 0 0 2787 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 480
Travel Time (s) 2.6 19.3 1.5 6.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 29 173 0 0 0 179 0 1631 39 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 202 0 0 0 179 0 1631 39 0 0 0
Turn Type Perm NA Prot NA Perm
Protected Phases 7 7 2
Permitted Phases 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.8 10.8 10.8 20.3 20.3
Total Split (s) 40.0 40.0 40.0 112.0 112.0
Total Split (%) 26.3% 26.3% 26.3% 73.7% 73.7%
Maximum Green (s) 34.4 34.4 34.4 105.7 105.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.6 2.6 2.6 1.0 1.0
Lost Time Adjust (s) -0.6 -0.6 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 21.6 21.6 120.4 120.4
Actuated g/C Ratio 0.14 0.14 0.79 0.79
v/c Ratio 0.77 0.45 0.58 0.03
Control Delay 56.8 64.2 7.6 4.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 56.8 64.2 7.6 4.3
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS E E A A
Approach Delay 56.8 64.2 7.6
Approach LOS E E A
Queue Length 50th (ft) 196 94 283 7
Queue Length 95th (ft) m201 131 421 19
Internal Link Dist (ft) 1 911 42 400
Turn Bay Length (ft) 225
Base Capacity (vph) 425 641 2802 1253
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.48 0.28 0.58 0.03
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 135 (89%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 17.3 Intersection LOS: B
Intersection Capacity Utilization 68.4% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 97 4 73 000001997 47
Future Volume (vph) 0 0 97 4 73 000001997 47
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot) 0 0 1611 0 1859 000003539 1583
Flt Permitted 0.998
Satd. Flow (perm) 0 0 1611 0 1859 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 108 4 81 000002219 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 108 0 85 000002219 52
Turn Type Prot Perm NA NA Perm
Protected Phases 3 3 6
Permitted Phases 3 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 32.0 32.0 32.0 120.0 120.0
Total Split (%) 21.1% 21.1% 21.1% 78.9% 78.9%
Maximum Green (s) 26.7 26.7 26.7 113.9 113.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 14.9 14.9 127.1 127.1
Actuated g/C Ratio 0.10 0.10 0.84 0.84
v/c Ratio 0.69 0.47 0.75 0.04
Control Delay 87.2 72.1 2.1 0.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 87.2 72.1 2.1 0.5
LOS F E A A
Approach Delay 87.2 72.1 2.1
Approach LOS F E A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 105 81 26 1
Queue Length 95th (ft) 167 135 38 m2
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 286 330 2959 1323
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.38 0.26 0.75 0.04
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 5 (3%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 8.2 Intersection LOS: A
Intersection Capacity Utilization 77.9% ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 15
Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 6 12 151 18 4 135 4 12 4444
Future Volume (vph) 6 12 151 18 4 135 4 12 4444
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.984 0.997 0.974 0.914
Flt Protected 0.950 0.999 0.970 0.991
Satd. Flow (prot) 0 1770 1833 0 0 1855 0 0 1760 0 0 1687
Flt Permitted 0.950 0.999 0.970 0.991
Satd. Flow (perm) 0 1770 1833 0 0 1855 0 0 1760 0 0 1687
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 7 13 168 20 4 150 4 13 4444
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 20 188 0 0 158 0 0 21 0 0 22
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 20.6% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 16
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 13
Future Volume (vph) 13
Ideal Flow (vphpl) 1900
Storage Length (ft) 0
Storage Lanes 0
Taper Length (ft)
Lane Util. Factor 1.00
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor 0.90
Adj. Flow (vph) 14
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 17
Intersection
Int Delay, s/veh 1.3
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 12 151 18 4 135 4 12 4 4 4 4 13
Future Vol, veh/h 6 12 151 18 4 135 4 12 4 4 4 4 13
Conflicting Peds, #/hr 0 000000000000
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length - 100 -----------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 7 13 168 20 4 150 4 13 4 4 4 4 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 154 0 0 188 0 0 373 380 178 368 388 152
Stage 1 -------204218-160160-
Stage 2 -------169162-208228-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1426 - - 1386 - - 584 552 865 588 547 894
Stage 1 -------798723-842766-
Stage 2 -------833764-794715-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ -3 ~ -3 - - 1386 - - 569 550 865 580 545 894
Mov Cap-2 Maneuver -------569550-580545-
Stage 1 -------798723-842764-
Stage 2 -------812762-785715-
Approach EB WB NB SB
HCM Control Delay, s 0.2 11.2 10.1
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 606 + - - 1386 - - 730
HCM Lane V/C Ratio 0.037 - - - 0.003 - - 0.032
HCM Control Delay (s) 11.2 - - - 7.6 0 - 10.1
HCM Lane LOS B - - - A A - B
HCM 95th %tile Q(veh) 0.1 - - - 0 - - 0.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 18
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 30 14 5 415 530 28
Future Volume (vph) 30 14 5 415 530 28
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.956 0.993
Flt Protected 0.967 0.999
Satd. Flow (prot) 1722 0 0 1861 1850 0
Flt Permitted 0.967 0.999
Satd. Flow (perm) 1722 0 0 1861 1850 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 33 16 6 461 589 31
Shared Lane Traffic (%)
Lane Group Flow (vph) 49 0 0 467 620 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.6% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood PM 2026 Future No Build
T. Lee Page 19
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 30 14 5 415 530 28
Future Vol, veh/h 30 14 5 415 530 28
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 33 16 6 461 589 31
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1078 605 620 0 - 0
Stage 1 605 -----
Stage 2 473 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 242 498 960 - - -
Stage 1 545 -----
Stage 2 627 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 240 498 960 - - -
Mov Cap-2 Maneuver 240 -----
Stage 1 541 -----
Stage 2 627 -----
Approach EB NB SB
HCM Control Delay, s 20.1 0.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 960 - 287 - -
HCM Lane V/C Ratio 0.006 - 0.17 - -
HCM Control Delay (s) 8.8 0 20.1 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0 - 0.6 - -
Ironwood – Transportation Impact Analysis
PM 2026 Phase 2 Build
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 200 0 0 1928 0 0
Future Volume (vph) 200 0 0 1928 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 325 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 30 55 55
Link Distance (ft) 98 144 413
Travel Time (s) 2.2 1.8 5.1
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 222 0 0 2142 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 222 0 0 2142 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Detector Phase 1 2
Switch Phase
Minimum Initial (s) 5.0 12.0
Minimum Split (s) 10.8 17.5
Total Split (s) 27.0 125.0
Total Split (%) 17.8% 82.2%
Maximum Green (s) 21.2 119.5
Yellow Time (s) 3.0 4.5
All-Red Time (s) 2.8 1.0
Lost Time Adjust (s) -0.8 -0.5
Total Lost Time (s) 5.0 5.0
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 2.0 6.0
Minimum Gap (s) 2.0 3.0
Time Before Reduce (s) 0.0 30.0
Time To Reduce (s) 0.0 60.0
Recall Mode None C-Max
Act Effct Green (s) 21.2 120.8
Actuated g/C Ratio 0.14 0.79
v/c Ratio 0.90 0.76
Control Delay 100.1 13.8
Queue Delay 0.0 0.0
Total Delay 100.1 13.8
Lanes, Volumes, Timings
100: US 421 & SB-NB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 2
Lane Group EBL EBR NBL NBT SBT SBR
LOS F B
Approach Delay 100.1 13.8
Approach LOS F B
Queue Length 50th (ft) 219 597
Queue Length 95th (ft) #368 m830
Internal Link Dist (ft) 18 64 333
Turn Bay Length (ft)
Base Capacity (vph) 256 2812
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.87 0.76
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 40 (26%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 21.9 Intersection LOS: C
Intersection Capacity Utilization 135.6% ICU Level of Service H
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: US 421 & SB-NB U turn south of Rosa
Lanes, Volumes, Timings
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 11 00002461
Future Volume (vph) 11 00002461
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 00003539
Flt Permitted 0.950
Satd. Flow (perm) 1770 00003539
Link Speed (mph) 30 55 55
Link Distance (ft) 96 1696 149
Travel Time (s) 2.2 21.0 1.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 12 00002734
Shared Lane Traffic (%)
Lane Group Flow (vph) 12 00002734
Sign Control Stop Stop Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 128.0% ICU Level of Service H
Analysis Period (min) 15
HCM 6th TWSC
101: US 421 & NB-SB U turn south of Rosa 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 4
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 11 00002461
Future Vol, veh/h 11 00002461
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Stop Stop Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 16974 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 12 00002734
Major/Minor Minor1 Major2
Conflicting Flow All 1367 - - -
Stage 1 0 - - -
Stage 2 1367 - - -
Critical Hdwy 6.84 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.84 - - -
Follow-up Hdwy 3.52 - - -
Pot Cap-1 Maneuver 138 0 0 -
Stage 1 - 0 0 -
Stage 2 202 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 138 - - -
Mov Cap-2 Maneuver 138 - - -
Stage 1 - - - -
Stage 2 202 - - -
Approach WB SB
HCM Control Delay, s 33.6 0
HCM LOS D
Minor Lane/Major Mvmt WBLn1 SBT
Capacity (veh/h) 138 -
HCM Lane V/C Ratio 0.089 -
HCM Control Delay (s) 33.6 -
HCM Lane LOS D -
HCM 95th %tile Q(veh) 0.3 -
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph) 368 4 108 4 4 5 22 89 1539 6 10 4
Future Volume (vph) 368 4 108 4 4 5 22 89 1539 6 10 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 200 0 0 500 0 150
Storage Lanes 1 1 00101
Taper Length (ft) 100 25 75 125
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.95 0.95 1.00
Frt 0.850 0.942 0.999
Flt Protected 0.950 0.953 0.986 0.950 0.950
Satd. Flow (prot) 1681 1686 1583 0 1730 0 0 1770 3536 0 0 1770
Flt Permitted 0.950 0.953 0.986 0.950 0.950
Satd. Flow (perm) 1681 1686 1583 0 1730 0 0 1770 3536 0 0 1770
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 25 55
Link Distance (ft) 1083 1002 679
Travel Time (s) 16.4 27.3 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 409 4 120 4 4 6 24 99 1710 7 11 4
Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 204 209 120 0 14 0 0 123 1717 0 0 15
Turn Type Split NA Free Split NA Prot Prot NA Prot Prot
Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases Free
Detector Phase 4 4 3 3 5 5 2 1 1
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 14.0 5.0 5.0
Minimum Split (s) 11.9 11.9 10.4 10.4 11.1 11.1 20.3 10.9 10.9
Total Split (s) 20.0 20.0 12.0 12.0 15.0 15.0 105.0 15.0 15.0
Total Split (%) 13.2% 13.2% 7.9% 7.9% 9.9% 9.9% 69.1% 9.9% 9.9%
Maximum Green (s) 13.1 13.1 5.6 5.6 8.9 8.9 98.7 9.1 9.1
Yellow Time (s) 5.0 5.0 3.2 3.2 3.0 3.0 5.3 3.0 3.0
All-Red Time (s) 1.9 1.9 3.2 3.2 3.1 3.1 1.0 2.9 2.9
Lost Time Adjust (s) -1.9 -1.9 -1.4 -1.1 -1.3 -0.9
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.4 2.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 45.0 0.0 0.0
Recall Mode None None None None None None C-Max None None
Act Effct Green (s) 15.0 15.0 152.0 6.6 10.0 117.0 6.9
Actuated g/C Ratio 0.10 0.10 1.00 0.04 0.07 0.77 0.05
v/c Ratio 1.24 1.26 0.08 0.19 1.06 0.63 0.19
Control Delay 201.0 208.5 0.1 75.8 167.4 8.6 74.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 201.0 208.5 0.1 75.8 167.4 8.6 74.6
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph) 2078 381
Future Volume (vph) 2078 381
Ideal Flow (vphpl) 1900 1900
Storage Length (ft) 250
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 3539 1583
Flt Permitted
Satd. Flow (perm) 3539 1583
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph) 55
Link Distance (ft) 407
Travel Time (s) 5.0
Peak Hour Factor 0.90 0.90
Adj. Flow (vph) 2309 423
Shared Lane Traffic (%)
Lane Group Flow (vph) 2309 423
Turn Type NA Free
Protected Phases 6
Permitted Phases Free
Detector Phase 6
Switch Phase
Minimum Initial (s) 14.0
Minimum Split (s) 20.6
Total Split (s) 105.0
Total Split (%) 69.1%
Maximum Green (s) 98.4
Yellow Time (s) 5.3
All-Red Time (s) 1.3
Lost Time Adjust (s) -1.6
Total Lost Time (s) 5.0
Lead/Lag Lag
Lead-Lag Optimize? Yes
Vehicle Extension (s) 6.0
Minimum Gap (s) 3.4
Time Before Reduce (s) 15.0
Time To Reduce (s) 45.0
Recall Mode C-Max
Act Effct Green (s) 107.2 152.0
Actuated g/C Ratio 0.71 1.00
v/c Ratio 0.93 0.27
Control Delay 27.6 0.4
Queue Delay 0.0 0.0
Total Delay 27.6 0.4
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
LOS F F A E F A E
Approach Delay 158.7 75.8 19.2
Approach LOS F E B
Queue Length 50th (ft) ~262 ~272 0 14 ~135 165 15
Queue Length 95th (ft) #440 #453 0 40 #280 636 40
Internal Link Dist (ft) 1003 922 599
Turn Bay Length (ft) 300 200 500 150
Base Capacity (vph) 165 166 1583 79 116 2720 116
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 1.24 1.26 0.08 0.18 1.06 0.63 0.13
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.26
Intersection Signal Delay: 36.2 Intersection LOS: D
Intersection Capacity Utilization 93.1% ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 200: US 421 & Sanders Rd/North State Storage Driveway
Lanes, Volumes, Timings
200: US 421 & Sanders Rd/North State Storage Driveway 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 8
Lane Group SBT SBR
LOS C A
Approach Delay 23.6
Approach LOS C
Queue Length 50th (ft) 826 0
Queue Length 95th (ft) #1364 0
Internal Link Dist (ft) 327
Turn Bay Length (ft) 250
Base Capacity (vph) 2495 1583
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.93 0.27
Intersection Summary
Lanes, Volumes, Timings
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 9
Lane Group EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 121 33 21 1654 2122 86
Future Volume (vph) 0 121 33 21 1654 2122 86
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 300
Storage Lanes 0 1 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1611 0 1770 3539 3539 1583
Flt Permitted 0.950
Satd. Flow (perm) 0 1611 0 1770 3539 3539 1583
Link Speed (mph) 30 55 55
Link Distance (ft) 1086 422 679
Travel Time (s) 24.7 5.2 8.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 134 37 23 1838 2358 96
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 134 0 60 1838 2358 96
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 72.8% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
300: US 421 & Beau Rivage Driveway 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 10
Intersection
Int Delay, s/veh 1.8
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 121 33 21 1654 2122 86
Future Vol, veh/h 0 121 33 21 1654 2122 86
Conflicting Peds, #/hr 0 000000
Sign Control Stop Stop Free Free Free Free Free
RT Channelized - None - - None - None
Storage Length - 0 - 250 - - 300
Veh in Median Storage, # 0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222
Mvmt Flow 0 134 37 23 1838 2358 96
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1179 2358 2454 0 - 0
Stage 1 -------
Stage 2 -------
Critical Hdwy - 6.94 6.44 4.14 - - -
Critical Hdwy Stg 1 -------
Critical Hdwy Stg 2 -------
Follow-up Hdwy - 3.32 2.52 2.22 - - -
Pot Cap-1 Maneuver 0 *222 *292 251 - - -
Stage 1 0 ------
Stage 2 0 ------
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver - *222 *163 163 - - -
Mov Cap-2 Maneuver -------
Stage 1 -------
Stage 2 -------
Approach EB NB SB
HCM Control Delay, s 43.4 1.2 0
HCM LOS E
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 163 - 222 - -
HCM Lane V/C Ratio 0.368 - 0.606 - -
HCM Control Delay (s) 39.5 - 43.4 - -
HCM Lane LOS E - E - -
HCM 95th %tile Q(veh) 1.6 - 3.5 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 26 196 0 0 0 190 0 1492 43 0 0 0
Future Volume (vph) 26 196 0 0 0 190 0 1492 43 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 225 0 0 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.994
Satd. Flow (prot) 0 1852 0 0 0 2787 0 3539 1583 0 0 0
Flt Permitted 0.994
Satd. Flow (perm) 0 1852 0 0 0 2787 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 20 35 55 55
Link Distance (ft) 76 991 122 480
Travel Time (s) 2.6 19.3 1.5 6.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 29 218 0 0 0 211 0 1658 48 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 247 0 0 0 211 0 1658 48 0 0 0
Turn Type Perm NA Prot NA Perm
Protected Phases 7 7 2
Permitted Phases 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.8 10.8 10.8 20.3 20.3
Total Split (s) 40.0 40.0 40.0 112.0 112.0
Total Split (%) 26.3% 26.3% 26.3% 73.7% 73.7%
Maximum Green (s) 34.4 34.4 34.4 105.7 105.7
Yellow Time (s) 3.0 3.0 3.0 5.3 5.3
All-Red Time (s) 2.6 2.6 2.6 1.0 1.0
Lost Time Adjust (s) -0.6 -0.6 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 25.2 25.2 116.8 116.8
Actuated g/C Ratio 0.17 0.17 0.77 0.77
v/c Ratio 0.80 0.46 0.61 0.04
Control Delay 56.1 60.9 9.5 5.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 56.1 60.9 9.5 5.2
Lanes, Volumes, Timings
400: US 421 & SB Manassas Crossover/Manassas Dr 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS E E A A
Approach Delay 56.1 60.9 9.4
Approach LOS E E A
Queue Length 50th (ft) 239 109 334 10
Queue Length 95th (ft) m252 147 490 25
Internal Link Dist (ft) 1 911 42 400
Turn Bay Length (ft) 225
Base Capacity (vph) 426 641 2718 1216
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.58 0.33 0.61 0.04
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 135 (89%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 19.7 Intersection LOS: B
Intersection Capacity Utilization 72.1% ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 & SB Manassas Crossover/Manassas Dr
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 97 4 73 000002016 47
Future Volume (vph) 0 0 97 4 73 000002016 47
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot) 0 0 1611 0 1859 000003539 1583
Flt Permitted 0.998
Satd. Flow (perm) 0 0 1611 0 1859 000003539 1583
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 20 55 55
Link Distance (ft) 1063 61 1306 125
Travel Time (s) 29.0 2.1 16.2 1.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 108 4 81 000002240 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 108 0 85 000002240 52
Turn Type Prot Perm NA NA Perm
Protected Phases 3 3 6
Permitted Phases 3 6
Detector Phase 3 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 14.0
Minimum Split (s) 10.3 10.3 10.3 20.1 20.1
Total Split (s) 32.0 32.0 32.0 120.0 120.0
Total Split (%) 21.1% 21.1% 21.1% 78.9% 78.9%
Maximum Green (s) 26.7 26.7 26.7 113.9 113.9
Yellow Time (s) 3.0 3.0 3.0 5.1 5.1
All-Red Time (s) 2.3 2.3 2.3 1.0 1.0
Lost Time Adjust (s) -0.3 -0.3 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 45.0 45.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 14.9 14.9 127.1 127.1
Actuated g/C Ratio 0.10 0.10 0.84 0.84
v/c Ratio 0.69 0.47 0.76 0.04
Control Delay 87.2 72.1 2.3 0.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 87.2 72.1 2.3 0.5
LOS F E A A
Approach Delay 87.2 72.1 2.2
Approach LOS F E A
Lanes, Volumes, Timings
401: US 421 & Sharks Eye Lane/NB Manassas Crossover 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Queue Length 50th (ft) 105 81 25 1
Queue Length 95th (ft) 167 135 37 m2
Internal Link Dist (ft) 983 1 1226 45
Turn Bay Length (ft)
Base Capacity (vph) 286 330 2959 1323
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.38 0.26 0.76 0.04
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 5 (3%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 8.3 Intersection LOS: A
Intersection Capacity Utilization 78.4% ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 15
Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 6 60 151 18 4 135 8 12 4454
Future Volume (vph) 6 60 151 18 4 135 8 12 4454
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 0 0 0
Storage Lanes 1 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.984 0.993 0.974 0.889
Flt Protected 0.950 0.999 0.970 0.995
Satd. Flow (prot) 0 1770 1833 0 0 1848 0 0 1760 0 0 1648
Flt Permitted 0.950 0.999 0.970 0.995
Satd. Flow (perm) 0 1770 1833 0 0 1848 0 0 1760 0 0 1648
Link Speed (mph) 35 35 25 25
Link Distance (ft) 991 283 1139 1074
Travel Time (s) 19.3 5.5 31.1 29.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 7 67 168 20 4 150 9 13 4464
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 74 188 0 0 163 0 0 21 0 0 57
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 31.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 16
Lane Group SBR
Lane Configurations
Traffic Volume (vph) 42
Future Volume (vph) 42
Ideal Flow (vphpl) 1900
Storage Length (ft) 0
Storage Lanes 0
Taper Length (ft)
Lane Util. Factor 1.00
Frt
Flt Protected
Satd. Flow (prot) 0
Flt Permitted
Satd. Flow (perm) 0
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor 0.90
Adj. Flow (vph) 47
Shared Lane Traffic (%)
Lane Group Flow (vph) 0
Sign Control
Intersection Summary
HCM 6th TWSC
500: Shiloh Dr & Manassas Dr 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 17
Intersection
Int Delay, s/veh 1.7
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 60 151 18 4 135 8 12 4 4 5 4 42
Future Vol, veh/h 6 60 151 18 4 135 8 12 4 4 5 4 42
Conflicting Peds, #/hr 0 000000000000
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - - None - - None - - None - - None
Storage Length - 100 -----------
Veh in Median Storage, # - - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 222222222222
Mvmt Flow 7 67 168 20 4 150 9 13 4 4 6 4 47
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 159 0 0 188 0 0 500 493 178 479 499 155
Stage 1 -------312326-163163-
Stage 2 -------188167-316336-
Critical Hdwy - 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 -------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 -------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy - 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver - 1420 - - 1386 - - 481 477 865 497 473 891
Stage 1 -------699648-839763-
Stage 2 -------814760-695642-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ -11 ~ -11 - - 1386 - - 452 476 865 490 472 891
Mov Cap-2 Maneuver -------452476-490472-
Stage 1 -------699648-839761-
Stage 2 -------765758-687642-
Approach EB WB NB SB
HCM Control Delay, s 0.2 12.5 10
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 505 + - - 1386 - - 775
HCM Lane V/C Ratio 0.044 - - - 0.003 - - 0.073
HCM Control Delay (s) 12.5 - - - 7.6 0 - 10
HCM Lane LOS B - - - A A - B
HCM 95th %tile Q(veh) 0.1 - - - 0 - - 0.2
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 18
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 35 14 5 415 530 36
Future Volume (vph) 35 14 5 415 530 36
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.961 0.991
Flt Protected 0.966 0.999
Satd. Flow (prot) 1729 0 0 1861 1846 0
Flt Permitted 0.966 0.999
Satd. Flow (perm) 1729 0 0 1861 1846 0
Link Speed (mph) 25 30 30
Link Distance (ft) 3346 1040 1253
Travel Time (s) 91.3 23.6 28.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 39 16 6 461 589 40
Shared Lane Traffic (%)
Lane Group Flow (vph) 55 0 0 467 629 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.1% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: Myrtle Grove Road & Lieutenant Congleton Rd 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 19
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 35 14 5 415 530 36
Future Vol, veh/h 35 14 5 415 530 36
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 39 16 6 461 589 40
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1082 609 629 0 - 0
Stage 1 609 -----
Stage 2 473 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 241 495 953 - - -
Stage 1 543 -----
Stage 2 627 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 239 495 953 - - -
Mov Cap-2 Maneuver 239 -----
Stage 1 539 -----
Stage 2 627 -----
Approach EB NB SB
HCM Control Delay, s 20.9 0.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 953 - 280 - -
HCM Lane V/C Ratio 0.006 - 0.194 - -
HCM Control Delay (s) 8.8 0 20.9 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0 - 0.7 - -
Lanes, Volumes, Timings
700: US 421 & Site Access 1 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 20
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 43 2024 104 0 0
Future Volume (vph) 0 43 2024 104 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 250 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 0
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 0
Link Speed (mph) 25 55 55
Link Distance (ft) 1033 413 1162
Travel Time (s) 28.2 5.1 14.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 48 2249 116 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 48 2249 116 0 0
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 65.9% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
700: US 421 & Site Access 1 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 21
Intersection
Int Delay, s/veh 0.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 43 2024 104 0 0
Future Vol, veh/h 0 43 2024 104 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 250 - -
Veh in Median Storage, # 0 - 0 - - 16979
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 48 2249 116 0 0
Major/Minor Minor1 Major1
Conflicting Flow All - 1125 0 0
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - 6.94 - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - 3.32 - -
Pot Cap-1 Maneuver 0 199 - -
Stage 1 0 - - -
Stage 2 0 - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - 199 - -
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach WB NB
HCM Control Delay, s 28.7 0
HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1
Capacity (veh/h) - - 199
HCM Lane V/C Ratio - - 0.24
HCM Control Delay (s) - - 28.7
HCM Lane LOS - - D
HCM 95th %tile Q(veh) - - 0.9
Lanes, Volumes, Timings
800: US 421 & Site Access 2 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 22
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 2472 0 0 19 0 1922 0000
Future Volume (vph) 0 0 2472 0 0 19 0 1922 0000
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.88 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.850 0.865
Flt Protected
Satd. Flow (prot) 0 0 2787 0 0 1611 0 3539 0000
Flt Permitted
Satd. Flow (perm) 0 0 2787 0 0 1611 0 3539 0000
Link Speed (mph) 55 25 55 55
Link Distance (ft) 1696 1318 407 1628
Travel Time (s) 21.0 35.9 5.0 20.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 0 2747 0 0 21 0 2136 0000
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 2747 0 0 21 0 2136 0000
Sign Control Free Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 89.8% ICU Level of Service E
Analysis Period (min) 15
HCM 6th TWSC
800: US 421 & Site Access 2 05/05/2022
210291 Ironwood PM 2026 Phase 2 Build
T. Lee Page 23
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 2472 0 0 19 0 1922 0 0 0 0
Future Vol, veh/h 0 0 2472 0 0 19 0 1922 0 0 0 0
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 16979 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 0 2747 0 0 21 0 2136 0 0 0 0
Major/Minor Minor1 Major1
Conflicting Flow All - - 1068 - 0 -
Stage 1 ------
Stage 2 ------
Critical Hdwy - - 6.94 - - -
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy - - 3.32 - - -
Pot Cap-1 Maneuver 0 0 218 0 - 0
Stage 1 0 0 - 0 - 0
Stage 2 0 0 - 0 - 0
Platoon blocked, % -
Mov Cap-1 Maneuver - 0 218 - - -
Mov Cap-2 Maneuver - 0 ----
Stage 1 - 0 ----
Stage 2 - 0 ----
Approach WB NB
HCM Control Delay, s 23.3 0
HCM LOS C
Minor Lane/Major Mvmt NBTWBLn1
Capacity (veh/h) - 218
HCM Lane V/C Ratio - 0.097
HCM Control Delay (s) - 23.3
HCM Lane LOS - C
HCM 95th %tile Q(veh) - 0.3
Ironwood – Transportation Impact Analysis
Queueing and Blocking Reports
Ironwood – Transportation Impact Analysis
AM 2021 Existing
Queuing and Blocking Report
AM 2021 Existing 05/06/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement SB
Directions Served R
Maximum Queue (ft) 38
Average Queue (ft) 1
95th Queue (ft) 19
Link Distance (ft) 372
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 75 104 115
Average Queue (ft) 44 15 24
95th Queue (ft) 84 65 87
Link Distance (ft) 20 66 66
Upstream Blk Time (%) 45 1 1
Queuing Penalty (veh) 37 9 17
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB
Directions Served L
Maximum Queue (ft) 18
Average Queue (ft) 1
95th Queue (ft) 8
Link Distance (ft) 28
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2021 Existing 05/06/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB
Directions Served L
Maximum Queue (ft) 76
Average Queue (ft) 10
95th Queue (ft) 43
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement NB NB
Directions Served T T
Maximum Queue (ft) 14 22
Average Queue (ft) 1 1
95th Queue (ft) 13 14
Link Distance (ft) 1016 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 354 399 274 59 190 318 304 130 373 384 310
Average Queue (ft) 214 257 100 12 103 133 124 9 216 218 24
95th Queue (ft) 317 365 275 40 181 253 253 62 342 344 155
Link Distance (ft) 1006 1020 583 583 982 982
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 1 28 0 15 5
Queuing Penalty (veh) 2 106 1 2 12
Queuing and Blocking Report
AM 2021 Existing 05/06/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB
Directions Served R
Maximum Queue (ft) 67
Average Queue (ft) 20
95th Queue (ft) 49
Link Distance (ft) 996
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB NB NB NB
Directions Served LT R T T R
Maximum Queue (ft) 87 637 120 127 50
Average Queue (ft) 59 373 100 86 8
95th Queue (ft) 98 630 140 147 32
Link Distance (ft) 33 910 49 49 49
Upstream Blk Time (%) 44 16 14 1
Queuing Penalty (veh) 54 92 84 3
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 50 72 122 115 10
Average Queue (ft) 15 32 39 40 1
95th Queue (ft) 41 68 107 104 7
Link Distance (ft) 1006 20 63 63 63
Upstream Blk Time (%) 22 2 2
Queuing Penalty (veh) 13 9 11
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2021 Existing 05/06/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 76 22 9
Average Queue (ft) 11 1 0
95th Queue (ft) 46 11 5
Link Distance (ft) 435 435
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 21 210 195
Average Queue (ft) 1 75 45
95th Queue (ft) 11 171 140
Link Distance (ft) 1286 1286
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%) 5
Queuing Penalty (veh) 27
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB WB NB SB
Directions Served ULTR LTR LTR LTR
Maximum Queue (ft) 16 33 35 31
Average Queue (ft) 1 1 18 9
95th Queue (ft) 8 18 42 32
Link Distance (ft) 910 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2021 Existing 05/06/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 80 52
Average Queue (ft) 30 3
95th Queue (ft) 62 22
Link Distance (ft) 3292 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421
Movement EB
Directions Served R
Maximum Queue (ft) 4
Average Queue (ft) 0
95th Queue (ft) 3
Link Distance (ft) 1060
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 480
Ironwood – Transportation Impact Analysis
AM 2023 Future No Build
Queuing and Blocking Report
AM 2023 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement NB NB
Directions Served T T
Maximum Queue (ft) 212 211
Average Queue (ft) 48 48
95th Queue (ft) 289 289
Link Distance (ft) 396 396
Upstream Blk Time (%) 6 6
Queuing Penalty (veh) 63 60
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 87 123 124
Average Queue (ft) 58 41 51
95th Queue (ft) 91 113 125
Link Distance (ft) 20 66 66
Upstream Blk Time (%) 66 2 4
Queuing Penalty (veh) 55 27 44
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB
Directions Served L
Maximum Queue (ft) 25
Average Queue (ft) 5
95th Queue (ft) 20
Link Distance (ft) 28
Upstream Blk Time (%) 2
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2023 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB
Directions Served L
Maximum Queue (ft) 92
Average Queue (ft) 21
95th Queue (ft) 68
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement NB NB
Directions Served T T
Maximum Queue (ft) 48 69
Average Queue (ft) 4 6
95th Queue (ft) 30 36
Link Distance (ft) 1016 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 311 378 275 59 466 603 587 130 378 423 305
Average Queue (ft) 202 243 86 15 338 333 288 11 223 226 28
95th Queue (ft) 296 346 250 45 621 667 576 75 348 361 181
Link Distance (ft) 1006 1020 587 587 982 982
Upstream Blk Time (%) 5 13 1
Queuing Penalty (veh) 0 128 5
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 0 24 0 22 2 15 5
Queuing Penalty (veh) 1 92 0 209 2 2 13
Queuing and Blocking Report
AM 2023 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB NB NB NB SB
Directions Served R UL T T R
Maximum Queue (ft) 70 176 230 211 4
Average Queue (ft) 21 36 61 59 0
95th Queue (ft) 51 146 289 287 3
Link Distance (ft) 997 363 363
Upstream Blk Time (%) 0 8 8
Queuing Penalty (veh) 0 88 82
Storage Bay Dist (ft) 250 300
Storage Blk Time (%) 9
Queuing Penalty (veh) 3
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB WB NB NB NB
Directions Served LT R R T T R
Maximum Queue (ft) 103 339 248 128 134 47
Average Queue (ft) 80 142 112 104 95 7
95th Queue (ft) 105 257 213 145 147 31
Link Distance (ft) 33 910 50 50 50
Upstream Blk Time (%) 82 21 18 0
Queuing Penalty (veh) 108 124 110 2
Storage Bay Dist (ft) 225
Storage Blk Time (%) 4 3
Queuing Penalty (veh) 6 4
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 63 79 128 129 38
Average Queue (ft) 17 59 67 70 2
95th Queue (ft) 49 90 136 140 17
Link Distance (ft) 1006 20 62 62 62
Upstream Blk Time (%) 64 4 5 0
Queuing Penalty (veh) 43 21 24 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2023 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 265 182 91
Average Queue (ft) 78 12 10
95th Queue (ft) 206 88 50
Link Distance (ft) 435 435
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 375
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 1 1
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB NB
Directions Served L T T T
Maximum Queue (ft) 110 274 246 35
Average Queue (ft) 24 85 61 5
95th Queue (ft) 77 241 202 51
Link Distance (ft) 1286 1286
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400 25
Storage Blk Time (%) 1 8
Queuing Penalty (veh) 1 46
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB EB WB NB SB
Directions Served UL TR LTR LTR LTR
Maximum Queue (ft) 12 6 28 35 39
Average Queue (ft) 0 0 2 17 14
95th Queue (ft) 6 4 17 41 40
Link Distance (ft) 910 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2023 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 68 64
Average Queue (ft) 30 5
95th Queue (ft) 61 30
Link Distance (ft) 3292 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421
Movement EB
Directions Served R
Maximum Queue (ft) 16
Average Queue (ft) 1
95th Queue (ft) 11
Link Distance (ft) 1060
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1367
Ironwood – Transportation Impact Analysis
AM 2023 Phase 1A Build
Queuing and Blocking Report
AM 2023 Phase 1A Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement NB NB SB SB
Directions Served T T R R
Maximum Queue (ft) 256 239 391 435
Average Queue (ft) 53 52 247 226
95th Queue (ft) 298 294 536 553
Link Distance (ft) 396 396 372 372
Upstream Blk Time (%) 6 6 22 9
Queuing Penalty (veh) 63 59 173 73
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 83 125 124
Average Queue (ft) 57 50 63
95th Queue (ft) 89 128 142
Link Distance (ft) 18 66 66
Upstream Blk Time (%) 66 3 4
Queuing Penalty (veh) 56 40 55
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB SB SB
Directions Served L T T
Maximum Queue (ft) 28 22 26
Average Queue (ft) 3 3 4
95th Queue (ft) 15 33 36
Link Distance (ft) 28 52 52
Upstream Blk Time (%) 4 2 3
Queuing Penalty (veh) 0 18 22
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2023 Phase 1A Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 194 115 116
Average Queue (ft) 32 13 13
95th Queue (ft) 118 141 147
Link Distance (ft) 1329 1329
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%) 1
Queuing Penalty (veh) 1
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement NB NB
Directions Served T T
Maximum Queue (ft) 145 158
Average Queue (ft) 11 17
95th Queue (ft) 68 82
Link Distance (ft) 1016 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 360 415 275 67 538 627 610 132 543 562 305
Average Queue (ft) 199 244 98 17 394 394 344 14 331 330 69
95th Queue (ft) 311 360 255 51 635 708 629 87 730 731 300
Link Distance (ft) 1006 1020 583 583 982 982
Upstream Blk Time (%) 6 17 1 3 4
Queuing Penalty (veh) 0 173 9 28 29
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 0 22 0 33 3 25 15
Queuing Penalty (veh) 1 87 1 324 4 4 39
Queuing and Blocking Report
AM 2023 Phase 1A Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB NB NB NB SB SB SB
Directions Served R UL TTTTR
Maximum Queue (ft) 216 228 361 339 486 543 260
Average Queue (ft) 71 84 90 86 202 212 30
95th Queue (ft) 215 244 349 347 566 596 185
Link Distance (ft) 996 372 372 583 583
Upstream Blk Time (%)9836
Queuing Penalty (veh) 98 89 23 46
Storage Bay Dist (ft) 250 300
Storage Blk Time (%) 1 11 12 0
Queuing Penalty (veh) 9 6 3 0
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB WB NB NB NB
Directions Served LT R R T T R
Maximum Queue (ft) 110 427 273 127 127 55
Average Queue (ft) 86 184 148 104 93 11
95th Queue (ft) 105 372 249 143 142 38
Link Distance (ft) 33 910 50 50 50
Upstream Blk Time (%) 92 21 17 1
Queuing Penalty (veh) 137 130 101 4
Storage Bay Dist (ft) 225
Storage Blk Time (%) 6 5
Queuing Penalty (veh) 11 8
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 51 78 129 125 23
Average Queue (ft) 17 56 57 64 1
95th Queue (ft) 44 92 127 131 11
Link Distance (ft) 1006 20 62 62 62
Upstream Blk Time (%) 62 3 4
Queuing Penalty (veh) 41 17 22
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2023 Phase 1A Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 434 512 393
Average Queue (ft) 363 345 40
95th Queue (ft) 559 713 237
Link Distance (ft) 435 435
Upstream Blk Time (%) 47 57 0
Queuing Penalty (veh) 0 461 2
Storage Bay Dist (ft) 375
Storage Blk Time (%) 67 0
Queuing Penalty (veh) 324 1
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB NB
Directions Served L T T T
Maximum Queue (ft) 99 220 191 35
Average Queue (ft) 22 82 52 1
95th Queue (ft) 71 183 154 25
Link Distance (ft) 1286 1286
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400 25
Storage Blk Time (%) 6
Queuing Penalty (veh) 39
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB EB WB NB SB
Directions Served UL TR LTR LTR LTR
Maximum Queue (ft) 54 6 34 44 55
Average Queue (ft) 5 0 2 19 33
95th Queue (ft) 27 6 15 45 54
Link Distance (ft) 910 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2023 Phase 1A Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 79 52
Average Queue (ft) 29 3
95th Queue (ft) 64 21
Link Distance (ft) 3292 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421
Movement EB EB
Directions Served R R
Maximum Queue (ft) 240 250
Average Queue (ft) 75 74
95th Queue (ft) 491 493
Link Distance (ft) 1060 1060
Upstream Blk Time (%) 3 3
Queuing Penalty (veh) 23 24
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 2876
Ironwood – Transportation Impact Analysis
AM 2024 Future No Build
Queuing and Blocking Report
AM 2024 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement NB NB SB
Directions Served T T R
Maximum Queue (ft) 241 239 30
Average Queue (ft) 64 64 2
95th Queue (ft) 320 321 22
Link Distance (ft) 396 396 363
Upstream Blk Time (%) 5 5
Queuing Penalty (veh) 57 52
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 84 127 130
Average Queue (ft) 62 50 61
95th Queue (ft) 92 131 140
Link Distance (ft) 20 66 66
Upstream Blk Time (%) 71 3 5
Queuing Penalty (veh) 60 42 55
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB
Directions Served L
Maximum Queue (ft) 28
Average Queue (ft) 3
95th Queue (ft) 15
Link Distance (ft) 28
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2024 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB
Directions Served L
Maximum Queue (ft) 106
Average Queue (ft) 25
95th Queue (ft) 75
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement NB NB
Directions Served T T
Maximum Queue (ft) 79 106
Average Queue (ft) 8 13
95th Queue (ft) 47 64
Link Distance (ft) 1016 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 393 440 275 50 510 579 575 41 389 402 309
Average Queue (ft) 217 261 100 15 359 354 310 7 243 247 45
95th Queue (ft) 327 374 271 45 637 691 604 27 372 382 239
Link Distance (ft) 1006 1020 587 587 982 982
Upstream Blk Time (%) 4 16 1
Queuing Penalty (veh) 0 163 14
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 0 27 0 26 2 17 7
Queuing Penalty (veh) 1 106 0 254 3 2 20
Queuing and Blocking Report
AM 2024 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB NB NB NB
Directions Served R UL T T
Maximum Queue (ft) 76 192 277 271
Average Queue (ft) 21 39 100 99
95th Queue (ft) 55 159 382 379
Link Distance (ft) 997 363 363
Upstream Blk Time (%) 0 11 10
Queuing Penalty (veh) 0 110 101
Storage Bay Dist (ft) 250
Storage Blk Time (%) 12
Queuing Penalty (veh) 4
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB WB NB NB NB
Directions Served LT R R T T R
Maximum Queue (ft) 110 285 241 133 124 67
Average Queue (ft) 83 139 112 100 91 11
95th Queue (ft) 105 232 200 148 147 41
Link Distance (ft) 33 910 50 50 50
Upstream Blk Time (%) 88 20 17 1
Queuing Penalty (veh) 116 124 103 5
Storage Bay Dist (ft) 225
Storage Blk Time (%) 2 2
Queuing Penalty (veh) 3 2
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 72 80 127 132 24
Average Queue (ft) 16 56 66 70 1
95th Queue (ft) 46 89 141 141 11
Link Distance (ft) 1006 20 62 62 62
Upstream Blk Time (%) 63 4 5
Queuing Penalty (veh) 42 21 24
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2024 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 289 79 105
Average Queue (ft) 116 9 11
95th Queue (ft) 262 47 54
Link Distance (ft) 435 435
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 1 2
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB NB
Directions Served L T T T
Maximum Queue (ft) 181 292 274 35
Average Queue (ft) 22 92 66 1
95th Queue (ft) 108 269 235 25
Link Distance (ft) 1286 1286
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400 25
Storage Blk Time (%) 2 8
Queuing Penalty (veh) 1 47
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB EB WB NB SB
Directions Served UL TR LTR LTR LTR
Maximum Queue (ft) 20 10 32 44 44
Average Queue (ft) 1 0 1 20 15
95th Queue (ft) 10 7 15 47 42
Link Distance (ft) 910 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2024 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 70 49
Average Queue (ft) 29 3
95th Queue (ft) 61 22
Link Distance (ft) 3292 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421
Movement EB EB
Directions Served R R
Maximum Queue (ft) 25 20
Average Queue (ft) 1 1
95th Queue (ft) 22 14
Link Distance (ft) 1060 1060
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1536
Ironwood – Transportation Impact Analysis
AM 2024 Phase 1B Build
Queuing and Blocking Report
AM 2024 Phase 1B Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement NB NB SB SB
Directions Served T T R R
Maximum Queue (ft) 107 113 224 219
Average Queue (ft) 38 39 68 70
95th Queue (ft) 255 259 296 309
Link Distance (ft) 396 396 372 372
Upstream Blk Time (%)4423
Queuing Penalty (veh) 47 48 16 21
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 83 132 134
Average Queue (ft) 64 64 71
95th Queue (ft) 92 146 150
Link Distance (ft) 20 66 66
Upstream Blk Time (%) 72 5 7
Queuing Penalty (veh) 74 64 83
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB
Directions Served L
Maximum Queue (ft) 23
Average Queue (ft) 2
95th Queue (ft) 13
Link Distance (ft) 28
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2024 Phase 1B Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB SB
Directions Served L T
Maximum Queue (ft) 154 10
Average Queue (ft) 43 0
95th Queue (ft) 117 7
Link Distance (ft) 1329
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement NB NB
Directions Served T T
Maximum Queue (ft) 158 204
Average Queue (ft) 21 30
95th Queue (ft) 102 127
Link Distance (ft) 1016 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 362 401 275 55 527 568 557 178 401 414 234
Average Queue (ft) 205 250 106 14 356 321 289 12 236 239 18
95th Queue (ft) 299 355 272 44 599 617 548 86 357 369 129
Link Distance (ft) 1006 1020 583 583 982 982
Upstream Blk Time (%) 6 9 0
Queuing Penalty (veh) 0 92 5
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 0 26 0 17 2 18 7
Queuing Penalty (veh) 1 100 0 160 2 2 20
Queuing and Blocking Report
AM 2024 Phase 1B Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB NB NB NB SB SB SB
Directions Served R UL TTTTR
Maximum Queue (ft) 125 172 138 102 170 158 65
Average Queue (ft) 30 67 48 46 34 33 4
95th Queue (ft) 89 191 261 263 198 193 66
Link Distance (ft) 996 372 372 583 583
Upstream Blk Time (%) 6 6
Queuing Penalty (veh) 68 64
Storage Bay Dist (ft) 250 300
Storage Blk Time (%) 7 2 0
Queuing Penalty (veh) 4 0 0
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB WB NB NB NB
Directions Served LT R R T T R
Maximum Queue (ft) 102 394 252 126 132 38
Average Queue (ft) 83 171 133 102 94 7
95th Queue (ft) 104 389 234 142 147 28
Link Distance (ft) 33 910 50 50 50
Upstream Blk Time (%) 88 1 20 17 0
Queuing Penalty (veh) 123 4 121 106 1
Storage Bay Dist (ft) 225
Storage Blk Time (%) 6 4
Queuing Penalty (veh) 9 6
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 53 77 131 125 32
Average Queue (ft) 14 55 66 73 2
95th Queue (ft) 39 90 135 141 16
Link Distance (ft) 1006 20 62 62 62
Upstream Blk Time (%) 60 4 5 0
Queuing Penalty (veh) 41 21 25 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2024 Phase 1B Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 409 333 247
Average Queue (ft) 219 109 20
95th Queue (ft) 465 436 151
Link Distance (ft) 435 435
Upstream Blk Time (%) 8 15 0
Queuing Penalty (veh) 0 122 1
Storage Bay Dist (ft) 375
Storage Blk Time (%) 20 0 0
Queuing Penalty (veh) 99 0 1
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB NB
Directions Served L T T T
Maximum Queue (ft) 201 245 220 35
Average Queue (ft) 25 92 64 6
95th Queue (ft) 137 273 238 58
Link Distance (ft) 1286 1286
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400 25
Storage Blk Time (%) 2 9
Queuing Penalty (veh) 1 53
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB EB WB NB SB
Directions Served UL TR LTR LTR LTR
Maximum Queue (ft) 38 6 55 44 67
Average Queue (ft) 3 0 3 20 29
95th Queue (ft) 20 6 24 45 55
Link Distance (ft) 910 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2024 Phase 1B Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 80 48
Average Queue (ft) 29 3
95th Queue (ft) 66 22
Link Distance (ft) 3292 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 700: US 421 & Site Access 1
Movement WB NB
Directions Served R TR
Maximum Queue (ft) 169 18
Average Queue (ft) 65 1
95th Queue (ft) 128 8
Link Distance (ft) 1271 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421
Movement EB EB
Directions Served R R
Maximum Queue (ft) 20 10
Average Queue (ft) 1 0
95th Queue (ft) 13 7
Link Distance (ft) 1060 1060
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1605
Ironwood – Transportation Impact Analysis
AM 2024 Phase 1B Build +
Improvements
Queuing and Blocking Report
AM 2024 Phase 1B Build with Improvements 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 91 126 136
Average Queue (ft) 63 53 65
95th Queue (ft) 96 131 144
Link Distance (ft) 20 66 66
Upstream Blk Time (%) 75 4 5
Queuing Penalty (veh) 76 45 64
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB
Directions Served L
Maximum Queue (ft) 137
Average Queue (ft) 37
95th Queue (ft) 102
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 450
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 700: US 421 & Site Access 1
Movement WB
Directions Served R
Maximum Queue (ft) 173
Average Queue (ft) 68
95th Queue (ft) 140
Link Distance (ft) 1258
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 186
Ironwood – Transportation Impact Analysis
AM 2026 Future No Build
Queuing and Blocking Report
AM 2026 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement NB NB SB SB
Directions Served T T R R
Maximum Queue (ft) 217 217 140 140
Average Queue (ft) 63 63 16 17
95th Queue (ft) 333 332 133 142
Link Distance (ft) 396 396 363 363
Upstream Blk Time (%)7510
Queuing Penalty (veh) 72 58 12 2
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 84 127 140
Average Queue (ft) 61 59 72
95th Queue (ft) 93 141 154
Link Distance (ft) 20 66 66
Upstream Blk Time (%) 71 5 6
Queuing Penalty (veh) 62 56 78
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB
Directions Served L
Maximum Queue (ft) 24
Average Queue (ft) 3
95th Queue (ft) 14
Link Distance (ft) 28
Upstream Blk Time (%) 2
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2026 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB SB
Directions Served L T
Maximum Queue (ft) 120 11
Average Queue (ft) 33 0
95th Queue (ft) 97 8
Link Distance (ft) 1329
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement NB NB
Directions Served T T
Maximum Queue (ft) 163 197
Average Queue (ft) 17 29
95th Queue (ft) 93 127
Link Distance (ft) 1016 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 370 416 275 54 522 618 607 130 455 460 375
Average Queue (ft) 213 251 113 16 368 345 307 8 253 256 34
95th Queue (ft) 325 367 285 43 609 657 578 62 391 400 200
Link Distance (ft) 1006 1020 587 587 982 982
Upstream Blk Time (%) 4 13 1
Queuing Penalty (veh) 0 138 9
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 0 25 0 21 2 18 8
Queuing Penalty (veh) 2 98 1 204 2 3 23
Queuing and Blocking Report
AM 2026 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB NB NB NB SB SB SB
Directions Served R UL TTTTR
Maximum Queue (ft) 86 183 240 227 74 80 10
Average Queue (ft) 25 35 69 69 7 7 0
95th Queue (ft) 68 146 315 315 86 87 5
Link Distance (ft) 997 363 363 587 587
Upstream Blk Time (%) 0 10 9
Queuing Penalty (veh) 0 108 95
Storage Bay Dist (ft) 250 300
Storage Blk Time (%) 10 0
Queuing Penalty (veh) 4 0
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB WB NB NB NB
Directions Served LT R R T T R
Maximum Queue (ft) 101 288 244 132 120 56
Average Queue (ft) 79 138 108 104 92 10
95th Queue (ft) 105 253 211 144 147 36
Link Distance (ft) 33 910 50 50 50
Upstream Blk Time (%) 83 21 18 0
Queuing Penalty (veh) 112 132 111 2
Storage Bay Dist (ft) 225
Storage Blk Time (%) 4 3
Queuing Penalty (veh) 6 4
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 59 73 137 133 34
Average Queue (ft) 17 58 74 78 2
95th Queue (ft) 48 90 148 148 14
Link Distance (ft) 1006 20 62 62 62
Upstream Blk Time (%) 66 5 6 0
Queuing Penalty (veh) 46 24 28 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2026 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 320 257 101
Average Queue (ft) 112 33 12
95th Queue (ft) 303 205 56
Link Distance (ft) 435 435
Upstream Blk Time (%) 2 3
Queuing Penalty (veh) 0 26
Storage Bay Dist (ft) 375
Storage Blk Time (%) 4 0
Queuing Penalty (veh) 21 2
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB NB
Directions Served L T T T
Maximum Queue (ft) 114 333 334 70
Average Queue (ft) 24 100 76 7
95th Queue (ft) 81 295 279 63
Link Distance (ft) 1286 1286
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400 25
Storage Blk Time (%) 2 9
Queuing Penalty (veh) 2 55
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB EB WB NB SB
Directions Served UL TR LTR LTR LTR
Maximum Queue (ft) 12 34 42 40 40
Average Queue (ft) 1 1 2 16 13
95th Queue (ft) 9 18 17 41 39
Link Distance (ft) 910 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Queuing and Blocking Report
AM 2026 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 60 40
Average Queue (ft) 27 3
95th Queue (ft) 60 21
Link Distance (ft) 3292 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421
Movement EB EB
Directions Served R R
Maximum Queue (ft) 27 22
Average Queue (ft) 1 1
95th Queue (ft) 14 11
Link Distance (ft) 1060 1060
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1595
Ironwood – Transportation Impact Analysis
AM 2026 Phase 2 Build
Queuing and Blocking Report
AM 2026 Phase 2 Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement NB NB SB SB
Directions Served T T R R
Maximum Queue (ft) 242 254 88 84
Average Queue (ft) 13 12 19 20
95th Queue (ft) 124 126 151 163
Link Distance (ft) 396 396 372 372
Upstream Blk Time (%)1111
Queuing Penalty (veh) 9 10 7 9
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 80 128 143
Average Queue (ft) 66 68 81
95th Queue (ft) 89 151 157
Link Distance (ft) 20 66 66
Upstream Blk Time (%) 73 5 7
Queuing Penalty (veh) 79 66 86
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB
Directions Served L
Maximum Queue (ft) 24
Average Queue (ft) 3
95th Queue (ft) 15
Link Distance (ft) 28
Upstream Blk Time (%) 2
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2026 Phase 2 Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB
Directions Served L
Maximum Queue (ft) 132
Average Queue (ft) 40
95th Queue (ft) 104
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 450
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement NB NB
Directions Served T T
Maximum Queue (ft) 182 211
Average Queue (ft) 29 37
95th Queue (ft) 117 134
Link Distance (ft) 1676 1676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 374 468 275 66 569 623 620 226 350 344 312
Average Queue (ft) 212 260 110 16 374 356 336 24 275 272 78
95th Queue (ft) 327 401 279 47 610 670 637 131 374 381 293
Link Distance (ft) 1006 1020 583 583 312 312
Upstream Blk Time (%) 5 8 1 5 4 0
Queuing Penalty (veh) 0 86 8 43 35 0
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 0 25 0 18 4 22 11
Queuing Penalty (veh) 1 101 0 175 6 3 31
Queuing and Blocking Report
AM 2026 Phase 2 Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB NB NB NB SB SB SB
Directions Served R UL TTTTR
Maximum Queue (ft) 90 204 361 374 115 122 75
Average Queue (ft) 24 58 44 42 17 16 3
95th Queue (ft) 63 141 231 233 155 149 47
Link Distance (ft) 996 372 372 583 583
Upstream Blk Time (%)3300
Queuing Penalty (veh) 31 34 0 0
Storage Bay Dist (ft) 250 300
Storage Blk Time (%) 4 2
Queuing Penalty (veh) 3 0
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB WB NB NB NB
Directions Served LT R R T T R
Maximum Queue (ft) 115 264 222 122 125 41
Average Queue (ft) 84 150 123 100 93 7
95th Queue (ft) 106 229 199 145 147 28
Link Distance (ft) 33 910 50 50 50
Upstream Blk Time (%) 87 17 14 0
Queuing Penalty (veh) 128 105 89 2
Storage Bay Dist (ft) 225
Storage Blk Time (%) 1 0
Queuing Penalty (veh) 2 0
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 62 78 136 129 30
Average Queue (ft) 14 57 69 77 3
95th Queue (ft) 43 93 145 148 16
Link Distance (ft) 1006 20 62 62 62
Upstream Blk Time (%) 65 5 6
Queuing Penalty (veh) 45 23 29
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2026 Phase 2 Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 353 223 179
Average Queue (ft) 152 37 14
95th Queue (ft) 351 221 90
Link Distance (ft) 435 435
Upstream Blk Time (%) 4 4 0
Queuing Penalty (veh) 0 37 0
Storage Bay Dist (ft) 375
Storage Blk Time (%) 6 0
Queuing Penalty (veh) 30 2
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB NB
Directions Served L T T T
Maximum Queue (ft) 91 204 161 34
Average Queue (ft) 18 72 44 1
95th Queue (ft) 59 167 127 24
Link Distance (ft) 1286 1286
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400 25
Storage Blk Time (%) 5
Queuing Penalty (veh) 30
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB EB WB NB SB
Directions Served UL TR LTR LTR LTR
Maximum Queue (ft) 29 26 43 48 64
Average Queue (ft) 4 1 2 18 31
95th Queue (ft) 20 11 19 44 54
Link Distance (ft) 910 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2026 Phase 2 Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB SB
Directions Served LR LT TR
Maximum Queue (ft) 85 49 4
Average Queue (ft) 32 3 0
95th Queue (ft) 68 22 3
Link Distance (ft) 3292 1016 1215
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 700: US 421 & Site Access 1
Movement WB
Directions Served R
Maximum Queue (ft) 174
Average Queue (ft) 63
95th Queue (ft) 137
Link Distance (ft) 1125
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421 & Site Access 2
Movement EB EB WB
Directions Served R R R
Maximum Queue (ft) 251 279 86
Average Queue (ft) 65 66 31
95th Queue (ft) 191 200 72
Link Distance (ft) 1729 1729 1022
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1346
Ironwood – Transportation Impact Analysis
PM 2021 Existing
Queuing and Blocking Report
PM 2021 Existing 05/06/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement SB SB
Directions Served R R
Maximum Queue (ft) 26 27
Average Queue (ft) 1 1
95th Queue (ft) 12 16
Link Distance (ft) 368 368
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 84 11 15
Average Queue (ft) 35 0 0
95th Queue (ft) 68 7 10
Link Distance (ft) 32 92 92
Upstream Blk Time (%) 10 0
Queuing Penalty (veh) 12 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB
Directions Served L
Maximum Queue (ft) 60
Average Queue (ft) 14
95th Queue (ft) 47
Link Distance (ft) 29
Upstream Blk Time (%) 32
Queuing Penalty (veh) 3
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2021 Existing 05/06/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB
Directions Served L
Maximum Queue (ft) 7
Average Queue (ft) 0
95th Queue (ft) 5
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 400 1062 275 59 181 113 128 119 424 438 375
Average Queue (ft) 393 950 219 13 93 38 39 6 246 246 50
95th Queue (ft) 423 1240 395 42 172 89 99 70 407 411 237
Link Distance (ft) 1006 928 583 583 975 975
Upstream Blk Time (%) 73
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 82 98 0 15 7
Queuing Penalty (veh) 226 267 1 2 26
Queuing and Blocking Report
PM 2021 Existing 05/06/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB SB
Directions Served R T
Maximum Queue (ft) 191 11
Average Queue (ft) 81 0
95th Queue (ft) 151 8
Link Distance (ft) 1013 583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB NB NB NB
Directions Served LT R T T R
Maximum Queue (ft) 86 222 122 112 41
Average Queue (ft) 55 112 79 55 5
95th Queue (ft) 93 189 138 117 24
Link Distance (ft) 33 910 49 49 49
Upstream Blk Time (%) 33 10 7 0
Queuing Penalty (veh) 51 45 33 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 159 72 141 135 46
Average Queue (ft) 71 45 103 104 8
95th Queue (ft) 131 82 162 159 32
Link Distance (ft) 1006 21 63 63 63
Upstream Blk Time (%) 42 9 10 0
Queuing Penalty (veh) 30 57 64 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2021 Existing 05/06/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 91 162 168
Average Queue (ft) 10 42 43
95th Queue (ft) 48 119 124
Link Distance (ft) 439 439
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375
Storage Blk Time (%) 2
Queuing Penalty (veh) 14
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 54 135 123
Average Queue (ft) 6 23 10
95th Queue (ft) 29 85 55
Link Distance (ft) 1235 1235
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%) 1
Queuing Penalty (veh) 5
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB WB NB SB
Directions Served ULTR LTR LTR LTR
Maximum Queue (ft) 15 9 45 31
Average Queue (ft) 1 0 15 11
95th Queue (ft) 9 6 41 35
Link Distance (ft) 910 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2021 Existing 05/06/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 65 43
Average Queue (ft) 23 3
95th Queue (ft) 53 23
Link Distance (ft) 3292 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421
Movement EB EB
Directions Served R R
Maximum Queue (ft) 27 64
Average Queue (ft) 1 2
95th Queue (ft) 14 29
Link Distance (ft) 995 995
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 836
Ironwood – Transportation Impact Analysis
PM 2023 Future No Build
Queuing and Blocking Report
PM 2023 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement NB SB SB
Directions Served T R R
Maximum Queue (ft) 4 5 101
Average Queue (ft) 0 0 4
95th Queue (ft) 3 3 50
Link Distance (ft) 400 368 368
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 100 157 156
Average Queue (ft) 78 81 94
95th Queue (ft) 111 163 176
Link Distance (ft) 32 92 92
Upstream Blk Time (%) 60 4 6
Queuing Penalty (veh) 74 40 52
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB
Directions Served L
Maximum Queue (ft) 58
Average Queue (ft) 14
95th Queue (ft) 46
Link Distance (ft) 29
Upstream Blk Time (%) 27
Queuing Penalty (veh) 3
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2023 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB
Directions Served L
Maximum Queue (ft) 145
Average Queue (ft) 46
95th Queue (ft) 121
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement NB NB
Directions Served T T
Maximum Queue (ft) 76 86
Average Queue (ft) 6 12
95th Queue (ft) 42 54
Link Distance (ft) 942 942
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 400 1049 275 62 280 204 159 173 408 428 306
Average Queue (ft) 381 809 225 16 149 59 61 10 268 262 48
95th Queue (ft) 442 1258 390 46 286 148 132 83 396 408 247
Link Distance (ft) 1006 928 583 583 975 975
Upstream Blk Time (%) 39
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 67 95 1 16 8
Queuing Penalty (veh) 189 264 2 2 28
Queuing and Blocking Report
PM 2023 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB NB NB SB
Directions Served R UL T R
Maximum Queue (ft) 187 60 42 5
Average Queue (ft) 92 23 2 0
95th Queue (ft) 169 53 20 4
Link Distance (ft) 1013 368
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 300
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB WB NB NB NB
Directions Served LT R R T T R
Maximum Queue (ft) 105 148 112 131 117 49
Average Queue (ft) 84 70 46 92 74 9
95th Queue (ft) 98 122 98 143 138 33
Link Distance (ft) 33 910 50 50 50
Upstream Blk Time (%) 76 15 12 1
Queuing Penalty (veh) 134 71 57 3
Storage Bay Dist (ft) 225
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 180 83 135 135 48
Average Queue (ft) 76 54 106 105 8
95th Queue (ft) 145 90 161 157 32
Link Distance (ft) 1006 21 62 62 62
Upstream Blk Time (%) 57 10 10 0
Queuing Penalty (veh) 43 64 66 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2023 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB SB
Directions Served L T T T
Maximum Queue (ft) 239 213 205 87
Average Queue (ft) 98 56 54 3
95th Queue (ft) 206 160 156 44
Link Distance (ft) 439 439
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375 75
Storage Blk Time (%) 3
Queuing Penalty (veh) 20
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 110 181 147
Average Queue (ft) 17 45 24
95th Queue (ft) 68 134 89
Link Distance (ft) 1235 1235
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%) 3
Queuing Penalty (veh) 13
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB WB NB SB
Directions Served UL LTR LTR LTR
Maximum Queue (ft) 22 9 38 40
Average Queue (ft) 1 0 16 13
95th Queue (ft) 10 7 41 38
Link Distance (ft) 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2023 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB SB
Directions Served LR LT TR
Maximum Queue (ft) 96 60 8
Average Queue (ft) 30 4 0
95th Queue (ft) 70 30 6
Link Distance (ft) 3292 1016 1215
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421
Movement EB EB
Directions Served R R
Maximum Queue (ft) 12 55
Average Queue (ft) 0 2
95th Queue (ft) 6 22
Link Distance (ft) 995 995
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1126
Ironwood – Transportation Impact Analysis
PM 2023 Phase 1A Build
Queuing and Blocking Report
PM 2023 Phase 1A Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement NB SB SB
Directions Served T R R
Maximum Queue (ft) 11 15 10
Average Queue (ft) 0 0 0
95th Queue (ft) 8 8 6
Link Distance (ft) 400 368 368
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 94 158 154
Average Queue (ft) 80 75 88
95th Queue (ft) 105 160 166
Link Distance (ft) 32 92 92
Upstream Blk Time (%) 59 4 5
Queuing Penalty (veh) 73 35 44
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB
Directions Served L
Maximum Queue (ft) 52
Average Queue (ft) 16
95th Queue (ft) 55
Link Distance (ft) 29
Upstream Blk Time (%) 29
Queuing Penalty (veh) 3
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2023 Phase 1A Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB
Directions Served L
Maximum Queue (ft) 143
Average Queue (ft) 39
95th Queue (ft) 107
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 12 84 98
Average Queue (ft) 2 6 8
95th Queue (ft) 15 40 46
Link Distance (ft) 942 942
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 400 1058 275 66 226 217 192 72 476 495 373
Average Queue (ft) 375 858 213 11 111 62 64 6 260 253 40
95th Queue (ft) 464 1301 392 43 231 152 150 59 432 432 224
Link Distance (ft) 1006 928 583 583 975 975
Upstream Blk Time (%) 52
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 71 93 15 7
Queuing Penalty (veh) 205 263 2 24
Queuing and Blocking Report
PM 2023 Phase 1A Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB NB NB SB
Directions Served R UL T T
Maximum Queue (ft) 293 87 59 75
Average Queue (ft) 110 33 4 2
95th Queue (ft) 233 73 29 53
Link Distance (ft) 1013 368 583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB WB NB NB NB
Directions Served LT R R T T R
Maximum Queue (ft) 96 154 137 128 114 58
Average Queue (ft) 85 76 65 99 82 13
95th Queue (ft) 97 133 122 142 139 44
Link Distance (ft) 33 910 50 50 50
Upstream Blk Time (%) 77 17 14 1
Queuing Penalty (veh) 181 86 66 7
Storage Bay Dist (ft) 225
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 170 78 156 139 56
Average Queue (ft) 80 55 106 104 9
95th Queue (ft) 144 90 167 161 36
Link Distance (ft) 1006 21 62 62 62
Upstream Blk Time (%) 60 10 10 0
Queuing Penalty (veh) 45 65 68 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2023 Phase 1A Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 309 204 206
Average Queue (ft) 147 59 57
95th Queue (ft) 278 155 158
Link Distance (ft) 439 439
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375
Storage Blk Time (%) 0 3
Queuing Penalty (veh) 2 21
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB NB
Directions Served L T T T
Maximum Queue (ft) 101 219 218 70
Average Queue (ft) 21 66 37 2
95th Queue (ft) 71 164 135 35
Link Distance (ft) 1235 1235
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400 25
Storage Blk Time (%) 4
Queuing Penalty (veh) 18
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB WB NB SB
Directions Served UL LTR LTR LTR
Maximum Queue (ft) 54 34 55 63
Average Queue (ft) 10 1 17 31
95th Queue (ft) 37 13 46 52
Link Distance (ft) 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2023 Phase 1A Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 86 43
Average Queue (ft) 29 3
95th Queue (ft) 66 23
Link Distance (ft) 3292 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421
Movement EB EB
Directions Served R R
Maximum Queue (ft) 18 76
Average Queue (ft) 1 4
95th Queue (ft) 11 39
Link Distance (ft) 995 995
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1211
Ironwood – Transportation Impact Analysis
PM 2024 Future No Build
Queuing and Blocking Report
PM 2024 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement SB SB
Directions Served R R
Maximum Queue (ft) 30 79
Average Queue (ft) 1 3
95th Queue (ft) 12 43
Link Distance (ft) 368 368
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 96 155 154
Average Queue (ft) 75 75 88
95th Queue (ft) 107 156 167
Link Distance (ft) 32 92 92
Upstream Blk Time (%) 53 3 5
Queuing Penalty (veh) 66 32 46
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB
Directions Served L
Maximum Queue (ft) 62
Average Queue (ft) 20
95th Queue (ft) 61
Link Distance (ft) 29
Upstream Blk Time (%) 38
Queuing Penalty (veh) 4
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2024 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB
Directions Served L
Maximum Queue (ft) 136
Average Queue (ft) 36
95th Queue (ft) 103
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 7 76 82
Average Queue (ft) 0 6 12
95th Queue (ft) 6 38 53
Link Distance (ft) 942 942
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 400 1051 275 49 282 275 241 124 490 499 375
Average Queue (ft) 387 874 225 13 176 90 86 7 273 275 63
95th Queue (ft) 430 1251 389 38 388 302 274 61 429 444 287
Link Distance (ft) 1006 928 583 583 975 975
Upstream Blk Time (%) 52
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 78 97 2 0 16 9
Queuing Penalty (veh) 222 273 12 0 2 33
Queuing and Blocking Report
PM 2024 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB NB NB SB
Directions Served R UL T T
Maximum Queue (ft) 173 87 32 6
Average Queue (ft) 79 26 2 0
95th Queue (ft) 146 65 19 4
Link Distance (ft) 1013 368 583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB WB NB NB NB
Directions Served LT R R T T R
Maximum Queue (ft) 110 120 115 114 116 46
Average Queue (ft) 85 66 50 85 70 6
95th Queue (ft) 99 114 103 144 132 28
Link Distance (ft) 33 910 50 50 50
Upstream Blk Time (%) 75 13 11 0
Queuing Penalty (veh) 134 65 54 2
Storage Bay Dist (ft) 225
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 201 80 135 141 43
Average Queue (ft) 83 57 105 105 8
95th Queue (ft) 163 89 163 158 31
Link Distance (ft) 1006 21 62 62 62
Upstream Blk Time (%) 59 10 11 0
Queuing Penalty (veh) 45 66 71 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2024 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 242 209 229
Average Queue (ft) 89 61 60
95th Queue (ft) 184 167 174
Link Distance (ft) 439 439
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375
Storage Blk Time (%) 4
Queuing Penalty (veh) 25
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 98 158 125
Average Queue (ft) 20 39 20
95th Queue (ft) 67 118 79
Link Distance (ft) 1235 1235
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%) 2
Queuing Penalty (veh) 11
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB WB NB SB
Directions Served UL LTR LTR LTR
Maximum Queue (ft) 28 19 44 36
Average Queue (ft) 2 1 14 16
95th Queue (ft) 12 9 39 41
Link Distance (ft) 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2024 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 78 57
Average Queue (ft) 29 3
95th Queue (ft) 66 24
Link Distance (ft) 3292 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421
Movement EB EB
Directions Served R R
Maximum Queue (ft) 48 35
Average Queue (ft) 2 2
95th Queue (ft) 29 28
Link Distance (ft) 995 995
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1165
Ironwood – Transportation Impact Analysis
PM 2024 Phase 1B Build
Queuing and Blocking Report
PM 2024 Phase 1B Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement SB
Directions Served R
Maximum Queue (ft) 52
Average Queue (ft) 2
95th Queue (ft) 22
Link Distance (ft) 368
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 100 152 160
Average Queue (ft) 86 99 114
95th Queue (ft) 103 180 188
Link Distance (ft) 32 92 92
Upstream Blk Time (%) 68 6 8
Queuing Penalty (veh) 123 61 77
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB
Directions Served L
Maximum Queue (ft) 69
Average Queue (ft) 18
95th Queue (ft) 55
Link Distance (ft) 29
Upstream Blk Time (%) 35
Queuing Penalty (veh) 4
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2024 Phase 1B Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB
Directions Served L
Maximum Queue (ft) 189
Average Queue (ft) 82
95th Queue (ft) 175
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 21 86 111
Average Queue (ft) 1 10 22
95th Queue (ft) 14 49 74
Link Distance (ft) 942 942
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 400 1054 275 54 322 275 282 79 583 606 375
Average Queue (ft) 383 904 223 15 185 90 88 5 285 280 80
95th Queue (ft) 453 1280 389 42 380 267 247 44 494 496 323
Link Distance (ft) 1006 928 583 583 975 975
Upstream Blk Time (%) 63
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 76 95 0 16 9
Queuing Penalty (veh) 220 270 0 2 33
Queuing and Blocking Report
PM 2024 Phase 1B Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB NB NB NB SB
Directions Served R UL T T T
Maximum Queue (ft) 296 97 55 6 14
Average Queue (ft) 131 39 3 0 0
95th Queue (ft) 263 83 27 4 10
Link Distance (ft) 1013 368 368 583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB WB NB NB NB
Directions Served LT R R T T R
Maximum Queue (ft) 109 162 148 126 114 38
Average Queue (ft) 85 70 55 94 71 6
95th Queue (ft) 98 128 115 143 131 27
Link Distance (ft) 33 910 50 50 50
Upstream Blk Time (%) 74 14 10 0
Queuing Penalty (veh) 152 71 52 1
Storage Bay Dist (ft) 225
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 156 74 128 137 54
Average Queue (ft) 75 53 103 101 9
95th Queue (ft) 137 89 159 157 34
Link Distance (ft) 1006 21 62 62 62
Upstream Blk Time (%) 60 9 10 0
Queuing Penalty (veh) 46 63 66 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2024 Phase 1B Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 263 205 195
Average Queue (ft) 100 49 48
95th Queue (ft) 203 144 146
Link Distance (ft) 439 439
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375
Storage Blk Time (%) 3
Queuing Penalty (veh) 19
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 80 183 143
Average Queue (ft) 12 45 24
95th Queue (ft) 49 127 90
Link Distance (ft) 1235 1235
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%) 2
Queuing Penalty (veh) 11
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB EB WB NB SB
Directions Served UL TR LTR LTR LTR
Maximum Queue (ft) 42 3 15 35 49
Average Queue (ft) 4 0 1 13 25
95th Queue (ft) 23 2 8 39 49
Link Distance (ft) 910 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2024 Phase 1B Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 87 61
Average Queue (ft) 32 5
95th Queue (ft) 68 32
Link Distance (ft) 3292 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 700: US 421 & Site Access 1
Movement WB NB
Directions Served R TR
Maximum Queue (ft) 89 22
Average Queue (ft) 37 1
95th Queue (ft) 73 10
Link Distance (ft) 1692 376
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421
Movement EB EB
Directions Served R R
Maximum Queue (ft) 39 64
Average Queue (ft) 1 3
95th Queue (ft) 16 25
Link Distance (ft) 995 995
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1269
Ironwood – Transportation Impact Analysis
PM 2024 Phase 1B Build +
Improvements
Queuing and Blocking Report
PM 2024 Phase 1B Build with Improvements 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 117 155 157
Average Queue (ft) 87 95 106
95th Queue (ft) 108 175 180
Link Distance (ft) 32 92 92
Upstream Blk Time (%) 70 5 7
Queuing Penalty (veh) 127 50 63
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB
Directions Served L
Maximum Queue (ft) 219
Average Queue (ft) 94
95th Queue (ft) 197
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 450
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 700: US 421 & Site Access 1
Movement WB
Directions Served R
Maximum Queue (ft) 75
Average Queue (ft) 27
95th Queue (ft) 58
Link Distance (ft) 1680
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 240
Ironwood – Transportation Impact Analysis
PM 2026 Future No Build
Queuing and Blocking Report
PM 2026 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement SB SB
Directions Served R R
Maximum Queue (ft) 22 21
Average Queue (ft) 1 1
95th Queue (ft) 13 12
Link Distance (ft) 368 368
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 96 169 153
Average Queue (ft) 80 76 91
95th Queue (ft) 105 158 167
Link Distance (ft) 32 92 92
Upstream Blk Time (%) 60 3 5
Queuing Penalty (veh) 77 32 49
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB SB
Directions Served L T
Maximum Queue (ft) 65 6
Average Queue (ft) 20 0
95th Queue (ft) 59 4
Link Distance (ft) 29 98
Upstream Blk Time (%) 49
Queuing Penalty (veh) 5
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2026 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB
Directions Served L
Maximum Queue (ft) 121
Average Queue (ft) 39
95th Queue (ft) 106
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 15 65 62
Average Queue (ft) 1 4 6
95th Queue (ft) 9 28 33
Link Distance (ft) 942 942
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 400 1045 275 54 300 231 241 227 603 637 375
Average Queue (ft) 386 816 229 15 147 64 68 14 318 325 100
95th Queue (ft) 445 1234 389 42 293 167 166 103 501 527 368
Link Distance (ft) 1006 928 583 583 975 975
Upstream Blk Time (%) 47
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 76 96 18 11
Queuing Penalty (veh) 222 276 3 43
Queuing and Blocking Report
PM 2026 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB NB NB SB SB
Directions Served R UL T T R
Maximum Queue (ft) 230 86 23 22 4
Average Queue (ft) 103 30 1 1 0
95th Queue (ft) 202 70 16 15 3
Link Distance (ft) 1013 368 583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 300
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB WB NB NB NB
Directions Served LT R R T T R
Maximum Queue (ft) 102 126 122 129 117 46
Average Queue (ft) 84 66 50 91 79 7
95th Queue (ft) 101 114 105 144 136 28
Link Distance (ft) 33 910 50 50 50
Upstream Blk Time (%) 77 15 13 0
Queuing Penalty (veh) 140 74 64 1
Storage Bay Dist (ft) 225
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 161 87 129 139 52
Average Queue (ft) 84 55 111 111 8
95th Queue (ft) 146 96 158 156 35
Link Distance (ft) 1006 21 62 62 62
Upstream Blk Time (%) 61 10 11 0
Queuing Penalty (veh) 47 70 76 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2026 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 238 195 218
Average Queue (ft) 98 66 66
95th Queue (ft) 199 162 172
Link Distance (ft) 439 439
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375
Storage Blk Time (%) 4
Queuing Penalty (veh) 26
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 112 188 153
Average Queue (ft) 21 56 31
95th Queue (ft) 72 152 105
Link Distance (ft) 1235 1235
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400
Storage Blk Time (%) 3
Queuing Penalty (veh) 16
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB WB NB SB
Directions Served UL LTR LTR LTR
Maximum Queue (ft) 27 10 35 44
Average Queue (ft) 2 0 14 16
95th Queue (ft) 14 6 39 43
Link Distance (ft) 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2026 Future No Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 75 48
Average Queue (ft) 29 3
95th Queue (ft) 65 24
Link Distance (ft) 3292 1016
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421
Movement EB EB
Directions Served R R
Maximum Queue (ft) 42 51
Average Queue (ft) 2 3
95th Queue (ft) 25 21
Link Distance (ft) 995 995
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1222
Ironwood – Transportation Impact Analysis
PM 2026 Phase 2 Build
Queuing and Blocking Report
PM 2026 Phase 2 Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 1
Intersection: 9: US 421
Movement SB SB
Directions Served R R
Maximum Queue (ft) 39 9
Average Queue (ft) 1 0
95th Queue (ft) 28 5
Link Distance (ft) 368 368
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: US 421 & SB-NB U turn south of Rosa
Movement EB NB NB
Directions Served L T T
Maximum Queue (ft) 103 159 167
Average Queue (ft) 87 109 125
95th Queue (ft) 97 184 193
Link Distance (ft) 31 92 92
Upstream Blk Time (%) 73 8 9
Queuing Penalty (veh) 146 74 91
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 101: US 421 & NB-SB U turn south of Rosa
Movement WB SB SB
Directions Served L T T
Maximum Queue (ft) 70 31 39
Average Queue (ft) 29 2 4
95th Queue (ft) 78 32 41
Link Distance (ft) 30 98 98
Upstream Blk Time (%) 32 0 0
Queuing Penalty (veh) 4 5 5
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2026 Phase 2 Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 2
Intersection: 102: US 421 & SB-NB U turn south of Rosa
Movement SB SB SB
Directions Served L T T
Maximum Queue (ft) 250 22 45
Average Queue (ft) 110 1 2
95th Queue (ft) 224 18 32
Link Distance (ft) 1285 1285
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 450
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 103: US 421 & NB-SB U turn south of Rosa
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 53 94 126
Average Queue (ft) 15 16 30
95th Queue (ft) 76 61 91
Link Distance (ft) 1578 1578
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150
Storage Blk Time (%) 5
Queuing Penalty (veh) 50
Intersection: 200: US 421 & Sanders Rd/North State Storage Driveway
Movement EB EB EB WB NB NB NB SB SB SB SB
Directions Served L LT R LTR UL T TR UL T T R
Maximum Queue (ft) 400 1047 275 67 236 142 160 178 367 388 336
Average Queue (ft) 386 828 218 18 140 52 59 8 333 333 149
95th Queue (ft) 439 1239 388 55 240 121 133 72 395 410 412
Link Distance (ft) 1006 930 583 583 336 336
Upstream Blk Time (%) 40 9 7 0
Queuing Penalty (veh) 0 106 82 0
Storage Bay Dist (ft) 300 200 500 150 250
Storage Blk Time (%) 72 95 1 22 19
Queuing Penalty (veh) 214 277 2 3 71
Queuing and Blocking Report
PM 2026 Phase 2 Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 3
Intersection: 300: US 421 & Beau Rivage Driveway
Movement EB NB NB NB SB SB
Directions Served R UL T T T R
Maximum Queue (ft) 364 107 85 32 8 8
Average Queue (ft) 168 42 4100
95th Queue (ft) 371 88 37 22 5 4
Link Distance (ft) 1013 368 368 583
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 300
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & SB Manassas Crossover/Manassas Dr
Movement EB WB WB NB NB NB
Directions Served LT R R T T R
Maximum Queue (ft) 109 125 125 126 119 53
Average Queue (ft) 86 68 59 95 84 7
95th Queue (ft) 96 117 115 144 141 31
Link Distance (ft) 33 910 50 50 50
Upstream Blk Time (%) 78 16 14 1
Queuing Penalty (veh) 173 82 73 6
Storage Bay Dist (ft) 225
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & Sharks Eye Lane/NB Manassas Crossover
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 162 81 148 141 48
Average Queue (ft) 73 60 106 104 8
95th Queue (ft) 138 91 165 162 33
Link Distance (ft) 1006 21 62 62 62
Upstream Blk Time (%) 62 10 10 0
Queuing Penalty (veh) 48 67 72 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2026 Phase 2 Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 4
Intersection: 402: US 421 & SB Manassas Crossover
Movement SB SB SB SB
Directions Served L T T T
Maximum Queue (ft) 244 193 205 45
Average Queue (ft) 118 51 56 2
95th Queue (ft) 221 141 158 32
Link Distance (ft) 439 439
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375 75
Storage Blk Time (%) 3
Queuing Penalty (veh) 21
Intersection: 403: US 421 & NB Manassas Crossover
Movement NB NB NB NB
Directions Served L T T T
Maximum Queue (ft) 98 193 186 35
Average Queue (ft) 21 55 38 1
95th Queue (ft) 63 146 126 25
Link Distance (ft) 1235 1235
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 400 25
Storage Blk Time (%) 4
Queuing Penalty (veh) 22
Intersection: 500: Shiloh Dr & Manassas Dr
Movement EB WB NB SB
Directions Served UL LTR LTR LTR
Maximum Queue (ft) 34 10 35 54
Average Queue (ft) 6 0 15 26
95th Queue (ft) 27 6 39 50
Link Distance (ft) 234 1092 1030
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2026 Phase 2 Build 05/05/2022
210291 Ironwood SimTraffic Report
T. Lee Page 5
Intersection: 600: Myrtle Grove Road & Lieutenant Congleton Rd
Movement EB NB SB
Directions Served LR LT TR
Maximum Queue (ft) 98 32 4
Average Queue (ft) 33 2 0
95th Queue (ft) 72 17 3
Link Distance (ft) 3292 1016 1215
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 700: US 421 & Site Access 1
Movement WB
Directions Served R
Maximum Queue (ft) 71
Average Queue (ft) 25
95th Queue (ft) 54
Link Distance (ft) 980
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 800: US 421 & Site Access 2
Movement EB EB WB
Directions Served R R R
Maximum Queue (ft) 1154 1169 51
Average Queue (ft) 636 657 18
95th Queue (ft) 1381 1408 46
Link Distance (ft) 1636 1636 1264
Upstream Blk Time (%) 1 1
Queuing Penalty (veh) 10 15
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1718
Ironwood – Transportation Impact Analysis
Trip Generation
Trip Generation Summary
Open Date:
Analysis Date:
10/10/2021
10/10/2021
Alternative: Phase 1A
Phase:
Project: Ironwood
ITE Land Use Enter Exit Enter ExitEnter Exit TotalTotal Total ***
Weekday Average Daily Trips Weekday AM Peak Hour of
Adjacent Street Traffic
Weekday PM Peak Hour of
Adjacent Street Traffic
210 SFHOUSE 1
125 Dwelling Units
639 638 1277 24 70 94 79 47 126
Unadjusted Volume 639 638 1277 24 70 94 79 47 126
Internal Capture Trips 0 0 0 0 0 0 0 0 0
000 000 000
639 638 1277 24 70 94 79 47 126
Pass-By Trips
Volume Added to Adjacent Streets
Total Weekday Average Daily Trips Internal Capture = 0 Percent
Total Weekday AM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent
Total Weekday PM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent
P. 1TRIP GENERATION 10, TRAFFICWARE, LLC
Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition
- Custom rate used for selected time period.*
Trip Generation Summary
Open Date:
Analysis Date:
10/10/2021
10/10/2021
Alternative: Phase 1B
Phase:
Project: Ironwood
ITE Land Use Enter Exit Enter ExitEnter Exit TotalTotal Total ***
Weekday Average Daily Trips Weekday AM Peak Hour of
Adjacent Street Traffic
Weekday PM Peak Hour of
Adjacent Street Traffic
210 SFHOUSE 1
125 Dwelling Units
639 638 1277 24 70 94 79 47 126
220 LOW-RISE 1
125 Dwelling Units
452 452 904 14 45 59 45 27 72
Unadjusted Volume 1091 1090 2181 38 115 153 124 74 198
Internal Capture Trips 0 0 0 0 0 0 0 0 0
000 000 000
1091 1090 2181 38 115 153 124 74 198
Pass-By Trips
Volume Added to Adjacent Streets
Total Weekday Average Daily Trips Internal Capture = 0 Percent
Total Weekday AM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent
Total Weekday PM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent
P. 1TRIP GENERATION 10, TRAFFICWARE, LLC
Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition
- Custom rate used for selected time period.*
Trip Generation Summary
Open Date:
Analysis Date:
10/10/2021
10/10/2021
Alternative: Phase 2
Phase:
Project: Ironwood
ITE Land Use Enter Exit Enter ExitEnter Exit TotalTotal Total ***
Weekday Average Daily Trips Weekday AM Peak Hour of
Adjacent Street Traffic
Weekday PM Peak Hour of
Adjacent Street Traffic
210 SFHOUSE 1
125 Dwelling Units
639 638 1277 24 70 94 79 47 126
220 LOW-RISE 1
241 Dwelling Units
891 890 1781 25 85 110 81 48 129
Unadjusted Volume 1530 1528 3058 49 155 204 160 95 255
Internal Capture Trips 0 0 0 0 0 0 0 0 0
000 000 000
1530 1528 3058 49 155 204 160 95 255
Pass-By Trips
Volume Added to Adjacent Streets
Total Weekday Average Daily Trips Internal Capture = 0 Percent
Total Weekday AM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent
Total Weekday PM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent
P. 1TRIP GENERATION 10, TRAFFICWARE, LLC
Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition
- Custom rate used for selected time period.*
Ironwood – Transportation Impact Analysis
Traffic Volume Data
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 421_Carolina Beach Rd -- U-Turn Junction south of Rosa Parks Ln QC JOB #: QC JOB #: 15620001
CITY/STATE: CITY/STATE: Silver Lake, NC DATE: DATE: Thu, Dec 9 2021
1677 2153
0 1595 82
0 0 0 0
0 0.960.96 0
0 0 0 0
2 2071 0
1597 2073
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM
7 3.3
0 7.4 0
0 0 0 0
0 0
0 0 0 0
0 3.4 0
7.4 3.4
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Northbound)(Northbound)
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Southbound)(Southbound)
U-Turn Junction south of RosaU-Turn Junction south of Rosa
Parks LnParks Ln
(Eastbound)(Eastbound)
U-Turn Junction south of RosaU-Turn Junction south of Rosa
Parks LnParks Ln
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotals
LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU
7:00 AM 0 360 0 2 0 214 0 8 0 0 0 0 0 0 0 0 584
7:15 AM 0 509 0 0 0 297 0 16 0 0 0 0 0 0 0 0 822
7:30 AM 0 512 0 0 0 443 0 18 0 0 0 0 0 0 0 0 973
7:45 AM 0 544 0 0 0 413 0 24 0 0 0 0 0 0 0 0 981 3360
8:00 AM 0 526 0 2 0 394 0 21 0 0 0 0 0 0 0 0 943 3719
8:15 AM 0 489 0 0 0 345 0 19 0 0 0 0 0 0 0 0 853 3750
8:30 AM 0 434 0 4 0 329 0 18 0 0 0 0 0 0 0 0 785 3562
8:45 AM 0 404 0 1 0 329 0 13 0 0 0 0 0 0 0 0 747 3328
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 2176 0 0 0 1652 0 96 0 0 0 0 0 0 0 0 3924
Heavy Trucks 0 52 0 0 120 0 0 0 0 0 0 0 172
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 12/14/2021 1:46 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 421_Carolina Beach Rd -- U-Turn Junction south of Rosa Parks Ln QC JOB #: QC JOB #: 15620002
CITY/STATE: CITY/STATE: Silver Lake, NC DATE: DATE: Thu, Dec 2 2021
2126 1816
0 2005 121
0 0 0 0
0 0.960.96 0
0 0 0 0
10 1695 0
2015 1705
Peak-Hour: 4:15 PM -- 5:15 PMPeak-Hour: 4:15 PM -- 5:15 PM
Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM
2.3 3.5
0 2.4 0
0 0 0 0
0 0
0 0 0 0
0 3.7 0
2.4 3.7
0
0 1
0
0 0 0
0 0
0 0
0 0
0 1 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Northbound)(Northbound)
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Southbound)(Southbound)
U-Turn Junction south of RosaU-Turn Junction south of Rosa
Parks LnParks Ln
(Eastbound)(Eastbound)
U-Turn Junction south of RosaU-Turn Junction south of Rosa
Parks LnParks Ln
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotals
LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU
4:00 PM 0 407 0 0 0 430 0 45 0 0 0 0 0 0 0 0 882
4:15 PM 0 445 0 2 0 465 0 32 0 0 0 0 0 0 0 0 944
4:30 PM 0 413 0 4 0 504 0 27 0 0 0 0 0 0 0 0 948
4:45 PM 0 366 0 2 0 543 0 33 0 0 0 0 0 0 0 0 944 3718
5:00 PM 0 471 0 2 0 493 0 29 0 0 0 0 0 0 0 0 995 3831
5:15 PM 0 379 0 1 0 511 0 25 0 0 0 0 0 0 0 0 916 3803
5:30 PM 0 389 0 1 0 489 0 32 0 0 0 0 0 0 0 0 911 3766
5:45 PM 0 331 0 1 0 519 0 31 0 0 0 0 0 0 0 0 882 3704
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 1884 0 8 0 1972 0 116 0 0 0 0 0 0 0 0 3980
Heavy Trucks 0 40 0 0 52 0 0 0 0 0 0 0 92
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 4 0 0 0 0 0 0 0 0 0 0 4
Scooters
Comments:
Report generated on 12/14/2021 1:46 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 421_Carolina Beach Rd -- Sanders Rd QC JOB #: QC JOB #: 15620003
CITY/STATE: CITY/STATE: Silver Lake, NC DATE: DATE: Thu, Dec 9 2021
1617 2094
157 1400 60
248 215 1 1
0 0.920.92 0
291 76 0 1
143 1819 0
1528 1962
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:30 AM -- 7:45 AMPeak 15-Min: 7:30 AM -- 7:45 AM
6.8 3.2
1.9 7.6 1.7
3.6 2.3 100 100
0 0
2.7 3.9 0 100
4.2 3.3 0
7.1 3.4
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Northbound)(Northbound)
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Southbound)(Southbound)
Sanders RdSanders Rd
(Eastbound)(Eastbound)
Sanders RdSanders Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 19 337 0 2 0 175 36 12 14 0 1 0 0 0 0 0 596
7:15 AM 22 471 0 4 0 235 49 7 48 0 24 0 0 0 0 0 860
7:30 AM 46 423 0 8 1 341 93 12 88 0 34 0 0 0 1 0 1047
7:45 AM 24 473 0 18 0 369 33 11 64 0 35 0 0 0 0 0 1027 3530
8:00 AM 12 457 0 20 0 368 15 22 34 0 4 0 0 0 0 0 932 3866
8:15 AM 9 466 0 6 0 322 16 14 29 0 3 0 0 0 0 0 865 3871
8:30 AM 5 382 0 6 0 297 19 17 29 1 4 0 0 0 0 0 760 3584
8:45 AM 5 372 0 17 0 291 25 12 27 0 6 0 0 0 0 0 755 3312
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 184 1692 0 32 4 1364 372 48 352 0 136 0 0 0 4 0 4188
Heavy Trucks 8 56 0 4 76 4 4 0 4 0 0 4 160
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments: Special request for cameras to be aimed certain direction at this location.
Report generated on 12/14/2021 1:46 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 421_Carolina Beach Rd -- Sanders Rd QC JOB #: QC JOB #: 15620004
CITY/STATE: CITY/STATE: Silver Lake, NC DATE: DATE: Thu, Dec 2 2021
2056 1675
199 1811 46
235 205 3 4
0 0.950.95 1
249 44 0 3
81 1422 2
1901 1505
Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM
Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM
1.8 3
1.5 1.9 0
1.3 2.4 0 0
0 0
2.4 2.3 0 0
0 3.2 0
1.8 3.1
0
0 1
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Northbound)(Northbound)
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Southbound)(Southbound)
Sanders RdSanders Rd
(Eastbound)(Eastbound)
Sanders RdSanders Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 16 375 0 9 1 405 37 12 39 0 11 0 0 0 0 0 905
4:15 PM 11 391 0 8 1 405 39 4 39 0 11 0 0 1 0 0 910
4:30 PM 3 337 0 10 0 437 56 11 63 0 10 0 0 1 0 0 928
4:45 PM 16 340 0 16 1 475 53 5 39 0 10 0 0 0 2 0 957 3700
5:00 PM 8 415 0 12 0 438 55 11 49 0 15 0 0 0 0 0 1003 3798
5:15 PM 8 330 2 8 0 461 35 18 54 0 9 0 0 0 1 0 926 3814
5:30 PM 6 344 2 8 1 448 21 6 43 0 8 0 1 0 0 0 888 3774
5:45 PM 7 262 0 8 0 463 36 11 45 0 7 0 1 0 2 0 842 3659
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 32 1660 0 48 0 1752 220 44 196 0 60 0 0 0 0 0 4012
Heavy Trucks 0 44 0 0 40 8 4 0 4 0 0 0 100
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments: Special request for cameras to be aimed certain direction at this location.
Report generated on 12/14/2021 1:46 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 421_Carolina Beach Rd -- Beau Rivage Marketplace Dwy QC JOB #: QC JOB #: 15620005
CITY/STATE: CITY/STATE: Myrtle Grove, NC DATE: DATE: Thu, Dec 9 2021
1517 1970
33 1484 0
33 0 5 5
0 0.950.95 0
34 34 0 0
0 1965 0
1518 1965
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM
7.8 3.2
3 7.9 0
3 0 20 20
0 0
0 0 0 0
0 3.2 0
7.7 3.2
0
0 1
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Northbound)(Northbound)
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Southbound)(Southbound)
Beau Rivage Marketplace DwyBeau Rivage Marketplace Dwy
(Eastbound)(Eastbound)
Beau Rivage Marketplace DwyBeau Rivage Marketplace Dwy
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 0 358 0 0 0 171 7 0 0 0 4 0 0 0 0 0 540
7:15 AM 0 499 0 0 0 256 5 0 0 0 2 0 0 0 0 0 762
7:30 AM 0 503 0 0 0 365 9 0 0 0 7 0 0 0 1 0 885
7:45 AM 0 502 0 0 0 408 9 0 0 0 9 0 0 0 0 0 928 3115
8:00 AM 0 491 0 0 0 388 10 0 0 0 8 0 0 0 0 0 897 3472
8:15 AM 0 469 0 0 0 323 5 0 0 0 10 0 0 0 4 0 811 3521
8:30 AM 0 396 0 0 0 297 8 0 0 0 7 0 0 0 1 0 709 3345
8:45 AM 0 392 0 0 0 285 20 0 0 0 9 0 0 0 2 0 708 3125
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 2008 0 0 0 1632 36 0 0 0 36 0 0 0 0 0 3712
Heavy Trucks 0 40 0 0 116 0 0 0 0 0 0 0 156
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments: Special request for cameras to be aimed certain direction at this location.
Report generated on 12/14/2021 1:46 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 421_Carolina Beach Rd -- Beau Rivage Marketplace Dwy QC JOB #: QC JOB #: 15620006
CITY/STATE: CITY/STATE: Myrtle Grove, NC DATE: DATE: Thu, Dec 2 2021
1841 1575
87 1754 0
87 0 14 14
0 0.940.94 0
107 107 0 0
0 1561 0
1861 1561
Peak-Hour: 4:15 PM -- 5:15 PMPeak-Hour: 4:15 PM -- 5:15 PM
Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM
2.3 3.4
0 2.4 0
0 0 14.3 14.3
0 0
0 0 0 0
0 3.3 0
2.3 3.3
0
1 1
1
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Northbound)(Northbound)
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Southbound)(Southbound)
Beau Rivage Marketplace DwyBeau Rivage Marketplace Dwy
(Eastbound)(Eastbound)
Beau Rivage Marketplace DwyBeau Rivage Marketplace Dwy
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 0 385 0 0 0 407 19 0 0 0 23 0 0 0 2 0 836
4:15 PM 0 399 0 0 0 410 15 0 0 0 23 0 0 0 5 0 852
4:30 PM 0 363 0 0 0 438 22 0 0 0 35 0 0 0 2 0 860
4:45 PM 0 348 0 0 0 469 28 0 0 0 25 0 0 0 2 0 872 3420
5:00 PM 0 451 0 0 0 437 22 0 0 0 24 0 0 0 5 0 939 3523
5:15 PM 0 338 0 0 0 457 14 0 0 0 33 0 0 0 2 0 844 3515
5:30 PM 0 354 0 0 0 438 19 0 0 0 31 0 0 0 0 0 842 3497
5:45 PM 0 278 0 0 0 440 18 0 0 0 25 0 0 0 0 0 761 3386
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 1804 0 0 0 1748 88 0 0 0 96 0 0 0 20 0 3756
Heavy Trucks 0 36 0 0 40 0 0 0 0 0 0 0 76
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments: Special request for cameras to be aimed certain direction at this location.
Report generated on 12/14/2021 1:46 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 421_Carolina Beach Rd -- Manassas Dr_Sharks Eye Ln QC JOB #: QC JOB #: 15620007
CITY/STATE: CITY/STATE: Myrtle Grove, NC DATE: DATE: Thu, Dec 9 2021
1513 1989
12 1379 122
73 0 252 254
0 0.960.96 0
20 20 2 136
62 1711 38
1400 1811
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM
5.9 3.2
0 5.7 9
0 0 1.6 1.6
0 0
0 0 0 9.6
0 3.5 5.3
5.6 3.4
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Northbound)(Northbound)
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Southbound)(Southbound)
Manassas Dr_Sharks Eye LnManassas Dr_Sharks Eye Ln
(Eastbound)(Eastbound)
Manassas Dr_Sharks Eye LnManassas Dr_Sharks Eye Ln
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 4 308 1 0 13 155 3 4 0 0 2 0 0 0 51 0 541
7:15 AM 7 423 4 0 19 235 4 0 0 0 6 0 0 0 70 0 768
7:30 AM 14 444 6 0 29 316 2 1 0 0 5 0 0 0 86 0 903
7:45 AM 12 411 7 1 30 384 3 8 0 0 4 0 0 0 71 2 933 3145
8:00 AM 17 430 9 0 15 380 3 9 0 0 6 0 0 0 57 0 926 3530
8:15 AM 18 426 16 0 22 299 4 8 0 0 5 0 0 0 38 0 836 3598
8:30 AM 12 366 13 1 22 265 8 3 0 0 9 0 0 0 35 2 736 3431
8:45 AM 19 338 3 1 26 256 4 8 0 0 10 0 0 0 42 1 708 3206
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 48 1644 28 4 120 1536 12 32 0 0 16 0 0 0 284 8 3732
Heavy Trucks 0 32 4 16 76 0 0 0 0 0 0 8 136
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 12/14/2021 1:46 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: US 421_Carolina Beach Rd -- Manassas Dr_Sharks Eye Ln QC JOB #: QC JOB #: 15620008
CITY/STATE: CITY/STATE: Myrtle Grove, NC DATE: DATE: Thu, Dec 2 2021
1861 1523
44 1660 157
113 0 141 142
0 0.950.95 0
92 92 1 163
71 1358 29
1754 1458
Peak-Hour: 4:15 PM -- 5:15 PMPeak-Hour: 4:15 PM -- 5:15 PM
Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM
1.9 3.8
0 2.2 0
0 0 3.5 3.5
0 0
0 0 0 0
0 3.9 0
2.1 3.6
0
0 1
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Northbound)(Northbound)
US 421_Carolina Beach Rd US 421_Carolina Beach Rd
(Southbound)(Southbound)
Manassas Dr_Sharks Eye LnManassas Dr_Sharks Eye Ln
(Eastbound)(Eastbound)
Manassas Dr_Sharks Eye LnManassas Dr_Sharks Eye Ln
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 32 337 19 0 20 385 9 8 0 0 23 0 0 0 41 1 875
4:15 PM 15 367 8 2 27 381 12 9 0 0 14 0 0 0 20 1 856
4:30 PM 17 324 5 0 34 414 12 6 0 0 35 0 0 0 42 0 889
4:45 PM 16 306 5 0 44 436 11 5 0 0 17 0 0 0 37 0 877 3497
5:00 PM 21 361 11 0 28 429 9 4 0 0 26 0 0 0 42 0 931 3553
5:15 PM 14 305 11 0 38 410 11 6 0 0 16 0 0 0 30 1 842 3539
5:30 PM 23 314 8 0 42 388 12 3 0 0 16 0 0 0 34 0 840 3490
5:45 PM 15 241 11 0 48 386 7 4 0 0 22 0 0 0 28 1 763 3376
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 84 1444 44 0 112 1716 36 16 0 0 104 0 0 0 168 0 3724
Heavy Trucks 0 40 0 0 36 0 0 0 0 0 0 4 80
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 12/14/2021 1:46 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Manassas Dr -- Shiloh Dr QC JOB #: QC JOB #: 15620009
CITY/STATE: CITY/STATE: Myrtle Grove, NC DATE: DATE: Thu, Dec 9 2021
1 1
1 0 0
280 2 0 263
101 0.780.78 263
108 5 0 105
15 0 4
5 19
Peak-Hour: 7:15 AM -- 8:15 AMPeak-Hour: 7:15 AM -- 8:15 AM
Peak 15-Min: 7:30 AM -- 7:45 AMPeak 15-Min: 7:30 AM -- 7:45 AM
0 100
0 0 0
2.5 50 0 2.7
6.9 2.7
7.4 0 0 6.7
0 0 0
0 0
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Manassas Dr Manassas Dr
(Northbound)(Northbound)
Manassas Dr Manassas Dr
(Southbound)(Southbound)
Shiloh DrShiloh Dr
(Eastbound)(Eastbound)
Shiloh DrShiloh Dr
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 4 0 0 0 0 0 0 0 0 9 1 0 0 51 0 0 65
7:15 AM 5 0 1 0 0 0 1 0 0 17 1 0 0 67 0 0 92
7:30 AM 3 0 0 0 0 0 0 0 0 32 3 1 0 87 0 0 126
7:45 AM 3 0 1 0 0 0 0 0 0 29 0 0 0 61 0 0 94 377
8:00 AM 4 0 2 0 0 0 0 0 1 23 1 0 0 48 0 0 79 391
8:15 AM 5 0 0 0 0 0 0 0 0 29 2 0 1 34 0 0 71 370
8:30 AM 8 0 0 0 0 0 1 0 0 36 5 1 0 25 0 0 76 320
8:45 AM 3 0 0 0 0 0 0 0 0 26 0 1 0 34 0 0 64 290
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 12 0 0 0 0 0 0 0 0 128 12 4 0 348 0 0 504
Heavy Trucks 0 0 0 0 0 0 0 12 0 0 8 0 20
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 12/14/2021 1:46 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Manassas Dr -- Shiloh Dr QC JOB #: QC JOB #: 15620010
CITY/STATE: CITY/STATE: Myrtle Grove, NC DATE: DATE: Thu, Dec 2 2021
6 1
6 0 0
150 3 0 140
164 0.920.92 136
187 20 4 169
6 0 2
21 8
Peak-Hour: 4:45 PM -- 5:45 PMPeak-Hour: 4:45 PM -- 5:45 PM
Peak 15-Min: 5:30 PM -- 5:45 PMPeak 15-Min: 5:30 PM -- 5:45 PM
0 100
0 0 0
4.7 33.3 0 5
0 5.1
0.5 0 0 0
0 0 0
0 0
0
0 0
1
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Manassas Dr Manassas Dr
(Northbound)(Northbound)
Manassas Dr Manassas Dr
(Southbound)(Southbound)
Shiloh DrShiloh Dr
(Eastbound)(Eastbound)
Shiloh DrShiloh Dr
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 2 0 1 0 0 0 1 0 0 36 5 7 0 34 0 0 86
4:15 PM 5 0 0 0 0 0 0 0 2 27 3 3 1 13 0 0 54
4:30 PM 4 0 1 0 0 0 1 0 0 34 3 2 0 34 0 0 79
4:45 PM 1 0 0 0 0 0 2 0 1 39 5 0 1 39 0 1 89 308
5:00 PM 1 0 0 0 0 0 4 0 0 32 6 0 0 34 0 0 77 299
5:15 PM 0 0 1 0 0 0 0 0 0 42 6 1 0 30 0 2 82 327
5:30 PM 4 0 1 0 0 0 0 0 0 51 3 1 0 33 0 0 93 341
5:45 PM 1 0 0 0 0 0 0 0 0 54 3 0 0 17 0 0 75 327
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 16 0 4 0 0 0 0 0 0 204 12 4 0 132 0 0 372
Heavy Trucks 0 0 0 0 0 0 0 0 0 0 4 0 4
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 12/14/2021 1:46 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Myrtle Grove Rd -- Lieutenant Conglenton Rd QC JOB #: QC JOB #: 15620011
CITY/STATE: CITY/STATE: Myrtle Grove, NC DATE: DATE: Thu, Dec 9 2021
393 390
20 373 0
28 18 0 0
0 0.900.90 0
47 29 0 0
8 372 0
402 380
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM
5.9 3.3
5 5.9 0
3.6 0 0 0
0 0
0 0 0 0
0 3.5 0
5.5 3.4
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Myrtle Grove Rd Myrtle Grove Rd
(Northbound)(Northbound)
Myrtle Grove Rd Myrtle Grove Rd
(Southbound)(Southbound)
Lieutenant Conglenton RdLieutenant Conglenton Rd
(Eastbound)(Eastbound)
Lieutenant Conglenton RdLieutenant Conglenton Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 0 74 0 0 0 24 2 0 7 0 1 0 0 0 0 0 108
7:15 AM 0 59 0 0 0 42 2 0 5 0 0 0 0 0 0 0 108
7:30 AM 0 93 0 0 0 65 5 0 3 0 6 0 0 0 0 0 172
7:45 AM 2 87 0 0 0 115 5 0 5 0 13 0 0 0 0 0 227 615
8:00 AM 3 92 0 0 0 106 3 0 4 0 7 0 0 0 0 0 215 722
8:15 AM 3 100 0 0 0 87 7 0 6 0 3 0 0 0 0 0 206 820
8:30 AM 0 98 0 0 0 62 1 0 8 0 1 0 0 0 0 0 170 818
8:45 AM 1 79 0 0 0 63 7 0 3 0 3 0 0 0 0 0 156 747
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 8 348 0 0 0 460 20 0 20 0 52 0 0 0 0 0 908
Heavy Trucks 0 8 0 0 20 0 0 0 0 0 0 0 28
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 12/14/2021 1:46 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Myrtle Grove Rd -- Lieutenant Conglenton Rd QC JOB #: QC JOB #: 15620012
CITY/STATE: CITY/STATE: Myrtle Grove, NC DATE: DATE: Thu, Dec 2 2021
561 423
40 520 1
49 28 0 0
0 0.870.87 0
40 12 0 0
9 394 0
532 403
Peak-Hour: 4:00 PM -- 5:00 PMPeak-Hour: 4:00 PM -- 5:00 PM
Peak 15-Min: 4:00 PM -- 4:15 PMPeak 15-Min: 4:00 PM -- 4:15 PM
4.6 4.5
5 4.6 0
4.1 7.1 0 0
0 0
7.5 8.3 0 0
0 4.3 0
4.7 4.2
0
1 0
0
0 0 0
0 0
0 0
0 0
0 0 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Myrtle Grove Rd Myrtle Grove Rd
(Northbound)(Northbound)
Myrtle Grove Rd Myrtle Grove Rd
(Southbound)(Southbound)
Lieutenant Conglenton RdLieutenant Conglenton Rd
(Eastbound)(Eastbound)
Lieutenant Conglenton RdLieutenant Conglenton Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 5 109 0 0 0 143 17 0 9 0 5 0 0 0 0 0 288
4:15 PM 2 115 0 0 0 130 4 0 6 0 2 0 0 0 0 0 259
4:30 PM 1 80 0 0 0 141 10 0 8 0 1 0 0 0 0 0 241
4:45 PM 1 90 0 0 0 106 9 1 5 0 4 0 0 0 0 0 216 1004
5:00 PM 0 109 0 0 0 127 3 0 9 0 6 0 0 0 0 0 254 970
5:15 PM 2 87 0 0 0 128 10 0 13 0 5 0 0 0 0 0 245 956
5:30 PM 2 104 0 0 0 109 7 0 8 0 7 0 0 0 0 0 237 952
5:45 PM 2 58 0 0 0 88 7 0 5 0 4 0 0 0 0 0 164 900
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 20 436 0 0 0 572 68 0 36 0 20 0 0 0 0 0 1152
Heavy Trucks 0 28 0 0 28 8 0 0 0 0 0 0 64
Buses
Pedestrians 0 0 4 0 4
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 12/14/2021 1:46 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
File Name : Wilmington(US 421 and Sanders) AM Peak
Site Code :
Start Date : 9/2/2021
Page No : 1
Groups Printed- Cars + - Trucks
US 421
Southbound
Self Storage Access
Westbound
US 421
Northbound
Sanders Road
Eastbound
Start Time Right Thru Left UTrn App. Total Right Thru Left UTrn App. Total Right Thru Left UTrn App. Total Right Thru Left UTrn App. Total Int. Total
07:00 AM 60 165 0 3 228 1 0 0 0 1 0 309 37 6 352 10 0 52 0 62 643
07:15 AM 64 253 1 2 320 0 0 0 0 0 0 426 30 3 459 32 0 116 0 148 927
07:30 AM 80 346 1 5 432 1 0 0 0 1 1 379 33 10 423 49 0 156 0 205 1061
07:45 AM 61 364 0 3 428 2 0 0 0 2 3 505 33 14 555 58 0 114 0 172 1157
Total 265 1128 2 13 1408 4 0 0 0 4 4 1619 133 33 1789 149 0 438 0 587 3788
08:00 AM 54 319 0 0 373 1 0 0 0 1 0 460 21 15 496 23 0 83 1 107 977
08:15 AM 68 280 1 1 350 1 0 0 0 1 0 392 15 15 422 17 1 109 0 127 900
08:30 AM 45 292 0 0 337 2 0 0 0 2 0 371 15 6 392 17 0 99 0 116 847
08:45 AM 57 276 0 2 335 0 0 0 0 0 0 272 15 8 295 18 0 79 0 97 727
Total 224 1167 1 3 1395 4 0 0 0 4 0 1495 66 44 1605 75 1 370 1 447 3451
Grand Total 489 2295 3 16 2803 8 0 0 0 8 4 3114 199 77 3394 224 1 808 1 1034 7239
Apprch %17.4 81.9 0.1 0.6 100 0 0 0 0.1 91.8 5.9 2.3 21.7 0.1 78.1 0.1
Total %6.8 31.7 0 0.2 38.7 0.1 0 0 0 0.1 0.1 43 2.7 1.1 46.9 3.1 0 11.2 0 14.3
Cars +476 2226 3 15 2720 8 0 0 0 8 4 3065 197 75 3341 220 1 797 1 1019 7088
% Cars +97.3 97 100 93.8 97 100 0 0 0 100 100 98.4 99 97.4 98.4 98.2 100 98.6 100 98.5 97.9
Trucks 13 69 0 1 83 0 0 0 0 0 0 49 2 2 53 4 0 11 0 15 151
% Trucks 2.7 3 0 6.2 3 0 0 0 0 0 0 1.6 1 2.6 1.6 1.8 0 1.4 0 1.5 2.1
File Name : Wilmington(US 421 and Sanders) AM Peak
Site Code :
Start Date : 9/2/2021
Page No : 2
US 421
Southbound
Self Storage Access
Westbound
US 421
Northbound
Sanders Road
Eastbound
Start Time Right Thru Left UTrn App. Total Right Thru Left UTrn App. Total Right Thru Left UTrn App. Total Right Thru Left UTrn App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 64 253 1 2 320 0 0 0 0 0 0 426 30 3 459 32 0 116 0 148 927
07:30 AM 80 346 1 5 432 1 0 0 0 1 1 379 33 10 423 49 0 156 0 205 1061
07:45 AM 61 364 0 3 428 2 0 0 0 2 3 505 33 14 555 58 0 114 0 172 1157
08:00 AM 54 319 0 0 373 1 0 0 0 1 0 460 21 15 496 23 0 83 1 107 977
Total Volume 259 1282 2 10 1553 4 0 0 0 4 4 1770 117 42 1933 162 0 469 1 632 4122
% App. Total 16.7 82.5 0.1 0.6 100 0 0 0 0.2 91.6 6.1 2.2 25.6 0 74.2 0.2
PHF .809 .880 .500 .500 .899 .500 .000 .000 .000 .500 .333 .876 .886 .700 .871 .698 .000 .752 .250 .771 .891
US 421
S
a
n
d
e
r
s
R
o
a
d
S
e
l
f
S
t
o
r
a
g
e
A
c
c
e
s
s
US 421
Right
259
Thru
1282
Left
2
UTrn
10
InOut Total
2243 1553 3796 Out
10
In
0
Total
10
Ri
g
h
t
4
Th
r
u
0
Le
f
t
0
UT
r
n
0
Ou
t
To
t
a
l
In
6
4
10
Ou
t
0
In
0
To
t
a
l
0
UTrn
42
Left
117
Thru
1770
Right
4
Out TotalIn
1444 1933 3377
Out 42
In 0
Total42
UT
r
n
1
Le
f
t
46
9
Th
r
u
0
Ri
g
h
t
16
2
To
t
a
l
Ou
t
In
37
6
63
2
10
0
8
Ou
t
1
In
0
To
t
a
l
1
Peak Hour Begins at 07:15 AM
Cars +
Trucks
Peak Hour Data
North
File Name : Wilmington(US 421 and Sanders) PM Peak
Site Code :
Start Date : 9/2/2021
Page No : 1
Groups Printed- Cars + - Trucks
US 421
Southbound
Self Storage Access
Westbound
US 421
Northbound
Sanders Road
Eastbound
Start Time Right Thru Left UTrn App. Total Right Thru Left UTrn App. Total Right Thru Left UTrn App. Total Right Thru Left UTrn App. Total Int. Total
04:00 PM 87 412 1 3 503 1 0 1 0 2 0 400 28 10 438 26 0 121 0 147 1090
04:15 PM 88 470 0 3 561 1 0 0 0 1 1 335 17 11 364 22 0 107 0 129 1055
04:30 PM 90 474 2 4 570 0 0 1 0 1 1 358 22 7 388 26 0 80 0 106 1065
04:45 PM 88 491 0 1 580 2 0 2 0 4 1 324 34 10 369 27 0 59 0 86 1039
Total 353 1847 3 11 2214 4 0 4 0 8 3 1417 101 38 1559 101 0 367 0 468 4249
05:00 PM 96 497 1 1 595 1 2 0 0 3 2 354 16 7 379 26 0 96 0 122 1099
05:15 PM 82 508 2 1 593 2 0 1 0 3 0 311 29 10 350 36 0 89 0 125 1071
05:30 PM 96 506 0 3 605 0 0 0 0 0 0 305 18 16 339 54 0 68 0 122 1066
05:45 PM 81 509 0 0 590 0 0 0 0 0 0 310 22 11 343 36 0 77 0 113 1046
Total 355 2020 3 5 2383 3 2 1 0 6 2 1280 85 44 1411 152 0 330 0 482 4282
Grand Total 708 3867 6 16 4597 7 2 5 0 14 5 2697 186 82 2970 253 0 697 0 950 8531
Apprch %15.4 84.1 0.1 0.3 50 14.3 35.7 0 0.2 90.8 6.3 2.8 26.6 0 73.4 0
Total %8.3 45.3 0.1 0.2 53.9 0.1 0 0.1 0 0.2 0.1 31.6 2.2 1 34.8 3 0 8.2 0 11.1
Cars +702 3840 5 16 4563 7 2 4 0 13 5 2657 185 80 2927 253 0 691 0 944 8447
% Cars +99.2 99.3 83.3 100 99.3 100 100 80 0 92.9 100 98.5 99.5 97.6 98.6 100 0 99.1 0 99.4 99
Trucks 6 27 1 0 34 0 0 1 0 1 0 40 1 2 43 0 0 6 0 6 84
% Trucks 0.8 0.7 16.7 0 0.7 0 0 20 0 7.1 0 1.5 0.5 2.4 1.4 0 0 0.9 0 0.6 1
File Name : Wilmington(US 421 and Sanders) PM Peak
Site Code :
Start Date : 9/2/2021
Page No : 2
US 421
Southbound
Self Storage Access
Westbound
US 421
Northbound
Sanders Road
Eastbound
Start Time Right Thru Left UTrn App. Total Right Thru Left UTrn App. Total Right Thru Left UTrn App. Total Right Thru Left UTrn App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 96 497 1 1 595 1 2 0 0 3 2 354 16 7 379 26 0 96 0 122 1099
05:15 PM 82 508 2 1 593 2 0 1 0 3 0 311 29 10 350 36 0 89 0 125 1071
05:30 PM 96 506 0 3 605 0 0 0 0 0 0 305 18 16 339 54 0 68 0 122 1066
05:45 PM 81 509 0 0 590 0 0 0 0 0 0 310 22 11 343 36 0 77 0 113 1046
Total Volume 355 2020 3 5 2383 3 2 1 0 6 2 1280 85 44 1411 152 0 330 0 482 4282
% App. Total 14.9 84.8 0.1 0.2 50 33.3 16.7 0 0.1 90.7 6 3.1 31.5 0 68.5 0
PHF .924 .992 .375 .417 .985 .375 .250 .250 .000 .500 .250 .904 .733 .688 .931 .704 .000 .859 .000 .964 .974
US 421
S
a
n
d
e
r
s
R
o
a
d
S
e
l
f
S
t
o
r
a
g
e
A
c
c
e
s
s
US 421
Right
355
Thru
2020
Left
3
UTrn
5
InOut Total
1613 2383 3996 Out
5
In
0
Total
5
Ri
g
h
t
3
Th
r
u
2
Le
f
t
1
UT
r
n
0
Ou
t
To
t
a
l
In
5
6
11
Ou
t
0
In
0
To
t
a
l
0
UTrn
44
Left
85
Thru
1280
Right
2
Out TotalIn
2173 1411 3584
Out 44
In 0
Total44
UT
r
n
0
Le
f
t
33
0
Th
r
u
0
Ri
g
h
t
15
2
To
t
a
l
Ou
t
In
44
2
48
2
92
4
Ou
t
0
In
0
To
t
a
l
0
Peak Hour Begins at 05:00 PM
Cars +
Trucks
Peak Hour Data
North
Ironwood – Transportation Impact Analysis
Approved Development Information
Trip Generation Summary
Open Date:
Analysis Date:
2/17/2022
2/17/2022Project: 210192
Alternative:
Alternative 1
Phase:
ITE Land Use Enter Exit Enter ExitEnter Exit TotalTotal Total ***
Weekday Average Daily Trips Weekday AM Peak Hour of
Adjacent Street Traffic
Weekday PM Peak Hour of
Adjacent Street Traffic
210 SFHOUSE 1
30 Dwelling Units
172 171 343 7 19 26 20 12 32
Unadjusted Volume 172 171 343 7 19 26 20 12 32
Internal Capture Trips 0 0 0 0 0 0 0 0 0
000 000 000
172 171 343 7 19 26 20 12 32
Pass-By Trips
Volume Added to Adjacent Streets
Total Weekday Average Daily Trips Internal Capture = 0 Percent
Total Weekday AM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent
Total Weekday PM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent
P. 1TRIP GENERATION 10, TRAFFICWARE, LLC
Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition
- Custom rate used for selected time period.*
*** NOT TO SCALE ***
PROJECT NUMBER 160278
TARIN W OODS II
N
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
FIGURE BPHASE 2B(1)TRIP DISTRIBUTION
DESTINATION
NODE%
RIGHT IN /
RIGHT OUT
100% OUT
Kings
Highway
Lieutenant
Congleton Road
Sanders
Road
Manassas
Drive
Sh
i
l
o
h
D
r
i
v
e
Ap
p
o
m
a
t
t
o
x
Dr
i
v
e
Ta
r
i
n
Ro
a
d
US
4
2
1
75%
20%
20
%
I
N
80
%
I
N
75
%
O
U
T
20
%
O
U
T
75
%
I
N
75
%
I
N
75
%
O
U
T
55% IN
5% IN
5% IN
5%
O
U
T
5%
O
U
T
55
%
O
U
T
60% OUT
40% IN
5% IN
5%
5%
O
U
T
DIRECTIONAL
CROSSOVER
Ta
r
i
n
Ro
a
d
Ap
p
o
m
a
t
t
o
x
Dr
i
v
e
75
%
I
N
75
%
O
U
T
BLACK = EXISTING
BLUE = PROPOSED
GREY = UNANALYZED
GREEN = COMMITTED
Autumn Care
Nursing Home
75
%
I
N
75
%
O
U
T
Harris Teeter
Driveway
10
%
O
U
T
10
%
O
U
T
80
%
O
U
T
40
%
O
U
T
60% IN
80
%
I
N
*** NOT TO SCALE ***
N
0
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between
DAVENPORT and the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM/PM PEAK
BLACK = EXISTING
GREY = UNANALYZED
GREEN = APPROVED
DEVELOPMENT
PROJECT NUMBER 210291
FIGURE A
APPROVED
DEVELOPMENTS
IRONWOOD DEVELOPMENT
NEW HANOVER COUNTY, NC
Sanders Road
Beau Rivage
Marketplace Driveway
Manassas DriveSharks Eye Lane
Lieutenant
Congleton Road
15
/
9
0
/
0
6
/
1
5
0
/
0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
1 / 1
6
/
1
6
0
/
0
0 / 0
0
/
0
0
/
0
2
/
4
0
/
0
0
/
0
6
/
1
6
16
/
1
0
0
/
0
0
/
0
0
/
0
8
/
5
19 / 12
0
/
0
0
/
0
0
/
0
0 / 0 0
/
0
0
/
0
0
/
0
0
/
0
0 / 0
0 / 0
0 / 0
0 / 0
12 / 8
3 / 8
5 / 12
0 / 0
DIRECTIONAL
CROSSOVER
Sanders Road
2
/
2
2
/
2
16
/
1
0
0
/
0
15
/
9
1
/
1
0
/
0
0 / 0
0
/
0
6
/
1
5
0
/
0
0
/
0
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
US
4
2
1
Sh
i
l
o
h
D
r
i
v
e
My
r
t
l
e
G
r
o
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e
R
o
a
d
Ironwood – Transportation Impact Analysis
Supporting Documentation
Opposing Lefts Opposing Rights
AM N/A N/A AM 1274 25
PM N/A N/A PM 1064 81
Volumes VolumesPeak Hour Peak Hour
AM Peak Hour, Vr
PM Peak Hour, Vr
AM Peak Hour, Vl
PM Peak Hour, Vl
TURN LANE WARRANT SUMMARY PHASE 1B SITE ACCESS 1
Opposing Lefts Opposing Rights
AM n/a n/a AM 1321 32
PM n/a n/a PM 1116 104
Volumes VolumesPeak Hour Peak Hour
AM Peak Hour, Vr
PM Peak Hour, Vr
AM Peak Hour, Vl
PM Peak Hour, Vl
TURN LANE WARRANT SUMMARY PHASE 2 SITE ACCESS 1
FEATURE
PHASE
1 2
M in G reen 1 *
Extension 1 *
M ax G reen 1 *
Yellow Clearance
Red Clearance
W alk 1 *
Don’t W alk 1
Seconds Per Actuation *
M ax Variable Initial *
Tim e Before Reduction *
Tim e To Reduction *
M inim um Gap
Recall M ode
Vehicle Call M em ory
Dual Entry
Sim ultaneous Gap
phases should not be lower than 4 seconds.
than what is shown. M in Green for all other
M in Green and Extension tim es for phase 2 lower
* These values m ay be field adjusted. Do not adjust
OASIS 2070 TIMING CHART
SIGNAL FACE I.D.
NOTES
SHEET NO.PROJECT REFERENCE NO.
PREPARED BY:
SIG. INVENTORY NO.
SCALE REVISIONS
REVIEWED BY:
INIT.DATE
REVIEWED BY:PLAN DATE:
0
30
N
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x
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:
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\
S
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\
0
3
-
1
0
1
4
\
0
3
1
0
1
4
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s
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2
0
1
5
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m
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.
d
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2
7
-
J
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L
-
2
0
1
5
1
4
:
5
3
All Heads L.E.D.
Directional Arrow
Controller & Cabinet
Signal Pole with Guy
With Push Button & Sign
Signal Pole with Sidewalk Guy
Inductive Loop Detector
Traffic Signal Head
Pedestrian Signal Head
2-in Underground Conduit
LEGEND
PROPOSED EXISTING
Sign
Modified Signal Head N/A
Junction Box
N/A Right of Way
2A
2B
1A S1
ex
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
0 0 F
L
A
S
H
TABLE OF OPERATION
FACE
SIGNAL
PHASE
1 2
11, 12
21, 22
F
Y Y
R G Y
R
Y
G
12"
R
Y
FY
12"
11,12
21,22
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
0 0 F
L
A
S
H
TABLE OF OPERATION
FACE
SIGNAL
PHASE
1 2
11, 12
21, 22
Y
R G Y
R
Myrtle Grove South U-Turn
at
US 421 (Carolina Beach Road)
Division 3 New Hanover County Myrtle Grove
February 2008
K. Moore
R. Hinshaw
Signal Upgrade
1"=30’
B
A Thru Arrow "ONLY" Sign (R3-5a)
"STOP HERE ON RED" Sign (R10-6)
TURNS
INDUCTIVE LOOPS
PHASE
DETECTOR PROGRAMMING
LOOP
TIME
DELAY
(FT)
STOPBAR
FROM
DISTANCE
SIZE
(FT)TIME
STRETCH
N
E
W
C
A
R
D
N
E
W
L
O
O
P
FU
L
L
T
I
M
E
D
E
L
A
Y
E
X
T
E
N
S
I
O
N
C
A
L
L
I
N
G
S
Y
S
T
E
M
L
O
O
P
2A
2B
S1
OASIS 2070 LOOP & DETECTOR INSTALLATION
-
-
-
-
Y
Y
Y
Y
Wilmington Signal System
Fully Actuated
2 Phase
--
-
-
1A
6X6
6X6
6X6
6X40 0
300
300
180 3
5
5
2-4-2
-
2
2
1 Y
Y Y
Y
YY
-
-
-
--
-
-
--
-
-
-
Y
*15
* Disable delay during Alternate Phasing Operation.
US 421 (Carolina Beach Road)
L
o
b
o
s
L
a
n
e
45 MPH 0% Grade
US 421 (Carolina Beach Road)
45 MPH 0% Grade
22
21
11
12
3.0
2.8
25
2.0
7 12
6.0
120
4.5
1.0
1.5
-
--
-
-
-
-
-
-
-
-
-
ON ON
-
YELLOW
MIN RECALL
3.0
60
30
34
W-5103A
DATE
REVISION SEAL
NO
RTH CAR
O
LI
N
A
E NGIN E ER
P ROFESS
IO
NAL
P
A
MEL
A
L
. ALEXAN
D
E
R023489
SEAL
1
1
03-1014
as to the revisions.
This document is only certified
on 05/06/2008
F. Royal Hinshaw, PE-032117
issued and sealed by
This document originally
Only as to the Revisions -
to the Original Document but
Not a certified document as
Metal Pole with Mastarm
existing
existing
exType II Signal Pedestal
DEFAULT PHASING DIAGRAM
Controller Asset #: 1014.
6. Signal system data:
supersede these values.
signal system timing values
operation only. Coordinated
chart are for free-run
5. Maximum times shown in timing
plan.
hours of use for each phasing
Engineer will determine the
4. The City Traffic
presence mode.
3. Set all detector units to
the Engineer.
unless otherwise directed by
night flashing operation
2. Do not program signal for late
Structures" dated January 2012.
Specifications for Roads and
2012 and "Standard
Drawings NCDOT" dated January
1. Refer to "Roadway Standard
existing
existing
ex
DEFAULT
ALTERNATE
36249.2694
Metal Pole #2
Roadway Sheet 20
Sig. 6.0
Install loops (KGP)
T N
T
T
I
N
D
E
P
A
R
T
ME
N
OF TR A SPORT
A
IO
N
S
T
A
E OF NORTH
C
AROL
A
n
oi
s
i
v
i
D
ytefaS d
n
a ytiliboM noitatr
o
p
s
n
a
r
T
noitceS ngiseD
l
a
n
giS
750 N. Greenfield Pkwy, Garner, NC 27529
Prepared in the Offices of:
A
A
B
B
7/22/15
7/22/15
1014 - Beach Rd @ South U-Turn
9 - Coordination Plan 4
1/14/2022 2:52 PM
Coordination Plan # 4
Cycle length (0-999 sec)156
Min Transition Cycle (0-999 sec)0
Max Transition Cycle (0-999 sec)180
Offset # or Ring: 1 2 3 4
Offsets (0-999 sec)109 0 0 0
Act Coord Phase Min Green 0 0 0 0
(0-255)
Splits (0-255 sec)
Phase 1 2 3 4 5 6 7 8
Split 33 123 0 0 0 0 0 0
Phase 9 10 11 12 13 14 15 16
Split 0 0 0 0 0 0 0 0
Phase/Function Settings:
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Coordinated Phase 2
Float Force Offs
Hold to Force Off
Hi Priority Ped
Dynamic/Backup
Options: (Y/N)Manual Permissives by Phase:
Split/Timing in percent? N *Applies when "Manual" permissive is selected
*Permissive Mode (0-4)1 *0 = Auto Vehicle Pedestrian
Enable Transition Permissive Mode?N 1 = Open (0-255 sec)Start Stop Start Stop
Adjust Non-Coordinated Splits?Y 2 = Manual Phase 1 0 0 0 0
Cycle Once per Cycle Length?Y 3 = Window Phase 2 0 0 0 0
4 = Walk Phase 3 0 0 0 0
Active Pages:Phase 4 0 0 0 0
Phase Sequence Page (1-12)1 Phase 5 0 0 0 0
Phase Timing Page (1-4)2 Phase 6 0 0 0 0
Phase Control Page (1-4)1 Phase 7 0 0 0 0
OverLap Control Page (1-4)1 Phase 8 0 0 0 0
Input Page (1-4)1 Phase 9 0 0 0 0
Output Page (1-4)1 Phase 10 0 0 0 0
Phase 11 0 0 0 0
Global Manual Permissive windows:Phase 12 0 0 0 0
*Applies when "Window" permissive is selected Phase 13 0 0 0 0
Manual Perm 1 End Point (0-255 sec)0 Phase 14 0 0 0 0
Manual Perm 2 Start Point (0-255 sec)0 Phase 15 0 0 0 0
Manual Perm 2 End Point (0-255 sec)0 Phase 16 0 0 0 0
Verify Plan Data
1014 - Beach Rd @ South U-Turn
2-1 Phase Control Functions Page 1
1/14/2022 2:51 PM
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Time Min 2 Ped Soft Recall
Time Extension 2 Ped Recall
Time Max 2 Rest In Walk
Soft Recall Modified Rest In Walk
Minimum Recall 2 Ped Reservice
Maximum Recall 1 Flashing Walk
Maximum Recall 2 Advanced Walk
Call Non-Act 1 Delayed Walk
Call Non-Act 2 Ped Yellow Clear
Omit Phase Ped Red Clear
Dual Entry Startup In Green 2
No Skip Startup In Yellow
Added Extension Startup Red Clear
Simultaneous Gap 1 2 3 4 5 6 7 8 First Phases
Guaranteed Passage Startup Calls
Green Interval Flash Startup Ped Calls
Fast Green Flash Flash Entry 2
Red Rest Yellow Flash 2
Backup Protection Wag Phases 1 3 6 8
Inhibit Reservice Wag Overlaps
Inhibit Max (Coord)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Manual Control 1 2 3 4 5 6 7 8
Inhibit Coordination Manual Control Omit Ped
Dynamic Max/Max3 Red Detector Lock
Variable Initial 2 Yellow Detector Lock 2
Gap Reduction 2 Active Logic 1 - 16 1 2 3
Omit Pedestrian Active Logic 17 - 32
Time Walk 2 Dynamic/Backup
Time FDWalk 2
1014 - Beach Rd @ South U-Turn
4 - Phase Sequence Page 1
1/14/2022 2:52 PM
Rings Barrier 1 Barrier 2 Barrier 3 Barrier 4
1 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 0
2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Rings Barrier 5 Barrier 6 Barrier 7 Barrier 8
1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Phase Directions
10 50 90 130
20 60 100 140
30 70 110 150
40 80 120 160
1014 - Beach Rd @ South U-Turn
3 - Phase Timing 2
1/14/2022 2:51 PM
Phase
Phase Timing Elements 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Minimum Green 1 5 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Minimum Green 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Re-service Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Extension 1 (Gap 1)2.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Extension 2 (Gap 2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Maximum Green 1 45 120 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Maximum Green 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Yellow Clearance 3.0 4.5 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Red Clearance 2.8 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Red Revert 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Walk 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dont Walk 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dont Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Walk Advance Time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Walk Delay Time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Alternate Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Alternate Dont Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Alternate Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dynamic Max / Max 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dynamic Max Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Seconds / Actuation 0.0 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Max Variable Initial 0 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Time Before Reduction 0 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Time To Reduce 0 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Minimum Gap 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Alt Flash Frequency (0-25.5 Hz)1.0
1014 - Beach Rd @ South U-Turn
9 - Coordination Plan 13
1/14/2022 2:53 PM
Coordination Plan # 13
Cycle length (0-999 sec)152
Min Transition Cycle (0-999 sec)0
Max Transition Cycle (0-999 sec)180
Offset # or Ring: 1 2 3 4
Offsets (0-999 sec)0 40 0 0
Act Coord Phase Min Green 0 0 0 0
(0-255)
Splits (0-255 sec)
Phase 1 2 3 4 5 6 7 8
Split 30 122 0 0 0 0 0 0
Phase 9 10 11 12 13 14 15 16
Split 0 0 0 0 0 0 0 0
Phase/Function Settings:
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Coordinated Phase 2
Float Force Offs
Hold to Force Off
Hi Priority Ped
Dynamic/Backup
Options: (Y/N)Manual Permissives by Phase:
Split/Timing in percent? N *Applies when "Manual" permissive is selected
*Permissive Mode (0-4)1 *0 = Auto Vehicle Pedestrian
Enable Transition Permissive Mode?N 1 = Open (0-255 sec)Start Stop Start Stop
Adjust Non-Coordinated Splits?Y 2 = Manual Phase 1 0 0 0 0
Cycle Once per Cycle Length?Y 3 = Window Phase 2 0 0 0 0
4 = Walk Phase 3 0 0 0 0
Active Pages:Phase 4 0 0 0 0
Phase Sequence Page (1-12)1 Phase 5 0 0 0 0
Phase Timing Page (1-4)2 Phase 6 0 0 0 0
Phase Control Page (1-4)1 Phase 7 0 0 0 0
OverLap Control Page (1-4)1 Phase 8 0 0 0 0
Input Page (1-4)1 Phase 9 0 0 0 0
Output Page (1-4)1 Phase 10 0 0 0 0
Phase 11 0 0 0 0
Global Manual Permissive windows:Phase 12 0 0 0 0
*Applies when "Window" permissive is selected Phase 13 0 0 0 0
Manual Perm 1 End Point (0-255 sec)0 Phase 14 0 0 0 0
Manual Perm 2 Start Point (0-255 sec)0 Phase 15 0 0 0 0
Manual Perm 2 End Point (0-255 sec)0 Phase 16 0 0 0 0
Verify Plan Data
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SIGNAL FACE I.D.
NOTES
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
PHASING DIAGRAM TABLE OF OPERATION
FACE
SIGNAL
PHASE
FLASH0
1
+
6
0
1
+
5
02+5 02+6
SHEET NO.PROJECT REFERENCE NO.
SEAL
PREPARED BY:
SIG. INVENTORY NO.
SCALE REVISIONS
REVIEWED BY:
INIT.DATE
REVIEWED BY:
DATESIGNATURE
PLAN DATE:
0
Division 3 New Hanover County S. of Wilmington
ABA Ministorage
SR 1187 (Sanders Road) /
at
US 421 (Carolina Beach Road)
February 2010
J Cross S Phillips
1"=40'
40
Plan of Record
03-0733
POR
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-
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2
0
2
0
0
7
:
4
5
All Heads L.E.D.
Directional Arrow
Controller & Cabinet
Signal Pole with Guy
With Push Button & Sign
Signal Pole with Sidewalk Guy
Inductive Loop Detector
Traffic Signal Head
Pedestrian Signal Head
2-in Underground Conduit
LEGEND
PROPOSED EXISTING
Sign
Modified Signal Head N/A
Junction Box
N/A Right of Way
01+6
01+5
02+6
02+5
TURNS
INDUCTIVE LOOPS
PHASE
DETECTOR PROGRAMMING
LOOP
TIME
DELAY
(FT)
STOPBAR
FROM
DISTANCE
(FT)
SIZE
TIME
STRETCH
N
E
W
C
A
R
D
N
E
W
L
O
O
P
F
U
L
L
T
I
M
E
D
E
L
A
Y
EX
T
E
N
S
I
O
N
CA
L
L
I
N
G
S
Y
S
T
E
M
L
O
O
P
-
-
-
-
----
-
-
-
-
-
-
-
-
-
-
-----
--
-
-
-
-
-
-
-
-
----
---
-
-
-
--
-
-
-
-
--
-
-
-
-
-
OASIS 2070 LOOP & DETECTOR INSTALLATION CHART
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A ALeft Arrow "ONLY" Sign (R3-5L)
B B
Combined Through and Left
Arrow Sign (R3-6L)
C C
"LEFT TURN YIELD ON GREEN"
Sign (R10-12)
"YIELD" Sign (R1-2)D D
Wilmington Signal System
Fully Actuated
6 Phase
N
61
62
21
22
3132
414243
FEATURE
PHASE
1 2 3 4 5 6
MIN RECALL MIN RECALL
YELLOW YELLOW
ON ON
----
------
----
--
----
----
------
----
----
ON ON ON ON
OASIS 2070 TIMING CHART
M in Green 1 *
Extension 1
M ax Green 1 *
Yellow Clearance
Red Clearance
W alk 1 *
Don't W alk 1
Seconds Per Actuation *
M ax Variable Initial *
Tim e Before Reduction *
Tim e To Reduce *
M inim um G ap
Recall M ode
Vehicle Call M em ory
Dual Entry
Sim ultaneous G ap
-
-
-
--
--
-
is shown. M in G reen for all other phases should not be lower than 4 seconds.
* These values m ay be field adjusted. Do not adjust M in Green and Extension tim es for phases 2 and 6 lower than what
Red Revert
5
2.0
15
3.0
2.9
2.0 5.0
1.0
5.3
120
6.0
14 5
2.0
20
3.2
3.2
2.0
5
2.0
45
5.0
1.9
2.0
5
2.0
20
3.0
3.1
2.0
14
6.0
120
5.3
1.3
5.0
1.5
46
15
45
3.4
1.5
46
15
45
3.4
-
-
-
-
-
-
-
------
-
-
-
-
----
-
-
--
-
---
-
--
-
1A
2A
2B
3A
4A
4B
5A
5B
6A
6B
S1
S2
S3
S4
S5
6X40
6X40
6X40
6X40
6X40
6X20
6X6
6X6
6X6
6X6
6X6
6X6
6X6
6X6
6X6
0
0
0
0
0
0
420
420
420
420
145
220
195
195
195
2-4-2
2-4-2
2-4-2
2-4-2
2-4-2
2-4-2
5
5
5
5
5
5
5
5
5
Y
Y
Y
Y
Y
1
6
2
2
3
4
4
5
2
5
6
6
-
-
-
-
-
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y Y
Y
Y
Y Y
Y
Y
Y
Y
Y
Y
Y Y
Y 10
3
10
10
3
15
R
Y Y
G
12"
12"
R
Y
R
Y
G
12"
R
Y
G
12"
R
Y Y
G
12"
61
21
41
42
31 62
32
22
43
21
22
31
32
41
42
43
61
62
03 04
03
04
R R R R
R RR Y
YG
G
G
R G
R R R R RGR
R R R R R G R
R R R R R R
R R R R R RG
R R R R R RG
R R R R Y
Y
G G
G R RRRG
55 Mph -1% Grade
55 Mph -1% Grade
US 421 (Carolina Beach Road)
US 421 (Carolina Beach Road)
S
R 1187 (Sanders
Road)
55
Mph
+2
%
Grade
0
%
G
r
a
d
e
2
5
Mp
h
(
A
s
s
u
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d
)
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Sig.1.0
document.
considered a certified
This document shall not be
on 4/1/2010
Stacie L. Phillips, 032607
issued and sealed by
This document originally
Not a certified document.
PREPARED BY: Jeff Spence July 2020 DATE:
DATE: July 2020 REVIEWED BY: KGP,Jr.
COMMENTS
Plan of Record
its original state.
by field personnel. This plan may have been modified from
This plan of record reflects existing field conditions as submitted
DATE: SIGNATURE:
DO CUM ENT NO T CO NSIDERED
FINAL UNLESS ALL
SIG NATURES CO M PLETED
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Controller Asset # 0733.
7. Signal system data:
supersede these values.
signal system timing values
operation only. Coordinated
chart are for free-run
6. Maximum times shown in timing
presence mode.
5. Set all detector units to
4 may be reversed.
4. The order of phase 3 and phase
display.
progressing through an all red
2+6 to phase 1 and/or 5 by
controller to clear from phase
phase 2+6 to allow the
3. Enable Backup Protect for
the Engineer.
unless otherwise directed by
night flashing operation
2. Do not program signal for late
Structures" dated January 2018.
Specifications for Roads and
2018 and "Standard
Drawings NCDOT" dated January
1. Refer to "Roadway Standard
Driveway
Self Storage
SecurCare
Revised loops and changed min. green times
and added yield line
S3
S4
S5
S1
S2
2A
2B
5A
3A
1A 6B
6A
5B 4B
4A
T N
T
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OF T R A SPORT
A
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750 N. Greenfield Pkwy, Garner, NC 27529
Prepared in the Offices of:
C
C
B A
D
7/9/2020
733 - Beach Rd @ Sanders Rd
9 - Coordination Plan 4
1/14/2022 2:56 PM
Coordination Plan # 4
Cycle length (0-999 sec)156
Min Transition Cycle (0-999 sec)0
Max Transition Cycle (0-999 sec)180
Offset # or Ring: 1 2 3 4
Offsets (0-999 sec)116 0 0 0
Act Coord Phase Min Green 0 0 0 0
(0-255)
Splits (0-255 sec)
Phase 1 2 3 4 5 6 7 8
Split 16 87 15 38 16 87 0 0
Phase 9 10 11 12 13 14 15 16
Split 0 0 0 0 0 0 0 0
Phase/Function Settings:
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Coordinated Phase 2 6
Float Force Offs 1 5
Hold to Force Off
Hi Priority Ped
Dynamic/Backup
Options: (Y/N)Manual Permissives by Phase:
Split/Timing in percent? N *Applies when "Manual" permissive is selected
*Permissive Mode (0-4)1 *0 = Auto Vehicle Pedestrian
Enable Transition Permissive Mode?N 1 = Open (0-255 sec)Start Stop Start Stop
Adjust Non-Coordinated Splits?Y 2 = Manual Phase 1 0 0 0 0
Cycle Once per Cycle Length?Y 3 = Window Phase 2 0 0 0 0
4 = Walk Phase 3 0 0 0 0
Active Pages:Phase 4 0 0 0 0
Phase Sequence Page (1-12)1 Phase 5 0 0 0 0
Phase Timing Page (1-4)2 Phase 6 0 0 0 0
Phase Control Page (1-4)1 Phase 7 0 0 0 0
OverLap Control Page (1-4)1 Phase 8 0 0 0 0
Input Page (1-4)1 Phase 9 0 0 0 0
Output Page (1-4)1 Phase 10 0 0 0 0
Phase 11 0 0 0 0
Global Manual Permissive windows:Phase 12 0 0 0 0
*Applies when "Window" permissive is selected Phase 13 0 0 0 0
Manual Perm 1 End Point (0-255 sec)0 Phase 14 0 0 0 0
Manual Perm 2 Start Point (0-255 sec)0 Phase 15 0 0 0 0
Manual Perm 2 End Point (0-255 sec)0 Phase 16 0 0 0 0
Verify Plan Data
733 - Beach Rd @ Sanders Rd
2-1 Phase Control Functions Page 1
1/14/2022 2:55 PM
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Time Min 2 Ped Soft Recall
Time Extension 2 Ped Recall
Time Max 2 Rest In Walk
Soft Recall Modified Rest In Walk
Minimum Recall 2 6 Ped Reservice
Maximum Recall 1 Flashing Walk
Maximum Recall 2 Advanced Walk
Call Non-Act 1 Delayed Walk
Call Non-Act 2 Ped Yellow Clear
Omit Phase Ped Red Clear
Dual Entry Startup In Green 2 6
No Skip Startup In Yellow
Added Extension Startup Red Clear
Simultaneous Gap 1 2 3 4 5 6 7 8 First Phases
Guaranteed Passage Startup Calls 1 2 3 4 5 6
Green Interval Flash Startup Ped Calls
Fast Green Flash Flash Entry 2 6
Red Rest Yellow Flash 2 6
Backup Protection 2 6 Wag Phases 1 3 6 8
Inhibit Reservice Wag Overlaps
Inhibit Max (Coord)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Manual Control 1 2 3 4 5 6 7 8
Inhibit Coordination Manual Control Omit Ped
Dynamic Max/Max3 Red Detector Lock
Variable Initial 2 6 Yellow Detector Lock 2 6
Gap Reduction 2 6 Active Logic 1 - 16
Omit Pedestrian Active Logic 17 - 32
Time Walk 2 Dynamic/Backup
Time FDWalk 2
733 - Beach Rd @ Sanders Rd
4 - Phase Sequence Page 1
1/14/2022 2:56 PM
Rings Barrier 1 Barrier 2 Barrier 3 Barrier 4
1 1 2 0 0 3 4 0 0 0 0 0 0 0 0 0 0
2 5 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Rings Barrier 5 Barrier 6 Barrier 7 Barrier 8
1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Phase Directions
10 50 90 130
20 60 100 140
30 70 110 150
40 80 120 160
733 - Beach Rd @ Sanders Rd
3 - Phase Timing 2
1/14/2022 2:55 PM
Phase
Phase Timing Elements 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Minimum Green 1 5 14 4 5 5 14 0 0 0 0 0 0 0 0 0 0
Minimum Green 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Re-service Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Extension 1 (Gap 1)2.0 6.0 2.0 2.0 2.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Extension 2 (Gap 2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Maximum Green 1 15 120 20 45 20 120 0 0 0 0 0 0 0 0 0 0
Maximum Green 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Yellow Clearance 3.0 5.3 3.2 5.0 3.0 5.3 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Red Clearance 2.9 1.0 3.2 1.9 3.1 1.3 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Red Revert 2.0 5.0 2.0 2.0 2.0 5.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Walk 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dont Walk 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dont Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Walk Advance Time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Walk Delay Time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Alternate Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Alternate Dont Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Alternate Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dynamic Max / Max 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dynamic Max Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Seconds / Actuation 0.0 1.5 0.0 0.0 0.0 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Max Variable Initial 0 46 0 0 0 46 0 0 0 0 0 0 0 0 0 0
Time Before Reduction 0 15 0 0 0 15 0 0 0 0 0 0 0 0 0 0
Time To Reduce 0 45 0 0 0 45 0 0 0 0 0 0 0 0 0 0
Minimum Gap 0.0 3.4 0.0 0.0 0.0 3.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Alt Flash Frequency (0-25.5 Hz)1.0
733 - Beach Rd @ Sanders Rd
9 - Coordination Plan 13
1/14/2022 2:56 PM
Coordination Plan # 13
Cycle length (0-999 sec)152
Min Transition Cycle (0-999 sec)0
Max Transition Cycle (0-999 sec)180
Offset # or Ring: 1 2 3 4
Offsets (0-999 sec)0 0 0 0
Act Coord Phase Min Green 0 0 0 0
(0-255)
Splits (0-255 sec)
Phase 1 2 3 4 5 6 7 8
Split 15 105 12 20 15 105 0 0
Phase 9 10 11 12 13 14 15 16
Split 0 0 0 0 0 0 0 0
Phase/Function Settings:
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Coordinated Phase 2 6
Float Force Offs 1
Hold to Force Off
Hi Priority Ped
Dynamic/Backup
Options: (Y/N)Manual Permissives by Phase:
Split/Timing in percent? N *Applies when "Manual" permissive is selected
*Permissive Mode (0-4)1 *0 = Auto Vehicle Pedestrian
Enable Transition Permissive Mode?N 1 = Open (0-255 sec)Start Stop Start Stop
Adjust Non-Coordinated Splits?Y 2 = Manual Phase 1 0 0 0 0
Cycle Once per Cycle Length?Y 3 = Window Phase 2 0 0 0 0
4 = Walk Phase 3 0 0 0 0
Active Pages:Phase 4 0 0 0 0
Phase Sequence Page (1-12)1 Phase 5 0 0 0 0
Phase Timing Page (1-4)2 Phase 6 0 0 0 0
Phase Control Page (1-4)1 Phase 7 0 0 0 0
OverLap Control Page (1-4)1 Phase 8 0 0 0 0
Input Page (1-4)1 Phase 9 0 0 0 0
Output Page (1-4)1 Phase 10 0 0 0 0
Phase 11 0 0 0 0
Global Manual Permissive windows:Phase 12 0 0 0 0
*Applies when "Window" permissive is selected Phase 13 0 0 0 0
Manual Perm 1 End Point (0-255 sec)0 Phase 14 0 0 0 0
Manual Perm 2 Start Point (0-255 sec)0 Phase 15 0 0 0 0
Manual Perm 2 End Point (0-255 sec)0 Phase 16 0 0 0 0
Verify Plan Data
FACE
SIGNAL
PHASE
SIGNAL FACE I.D.
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
SHEET NO.PROJECT REFERENCE NO.
SEAL
PREPARED BY:
SIG. INVENTORY NO.
SCALE REVISIONS
REVIEWED BY:
INIT.DATE
REVIEWED BY:
DATESIGNATURE
PLAN DATE:
0
N
$
$
$
$
U
S
E
R
N
A
M
E
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
D
G
N
$
$
$
$
$
$
$
$
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$
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S
Y
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$
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$
$
$
FEATURE
PHASE
YELLOW
--
--
-
-
-
-
-
-
ON ON
-
Min Green 1 *
Extension 1 *
Max Green 1 *
Yellow Clearance
Red Clearance
Walk 1 *
Don’t Walk 1
Seconds Per Actuation *
Max Variable Initial *
Time Before Reduction *
Time To Reduce *
Minimum Gap
Recall Mode
Vehicle Call Memory
Dual Entry
Simultaneous Gap
-
-
All Heads L.E.D.
OASIS 2070 TIMING CHART
Directional Arrow
Controller & Cabinet
Signal Pole with Guy
With Push Button & Sign
Signal Pole with Sidewalk Guy
Inductive Loop Detector
Traffic Signal Head
Pedestrian Signal Head
2-in Underground Conduit
LEGEND
PROPOSED EXISTING
Sign
Modified Signal Head N/A
Junction Box
N/A Right of Way
lower than what is shown. Min Green for all other phases should not be lower than 4 seconds.
* These values may be field adjusted. Do not adjust Min Green and Extension times for phases 2 and 6
Red Revert
TURNS
INDUCTIVE LOOPS
PHASE
DETECTOR PROGRAMMING
LOOP
TIME
DELAY
(FT)
STOPBAR
FROM
DISTANCE
(FT)
SIZE
TIME
STRETCH
N
E
W
C
A
R
D
N
E
W
L
O
O
P
F
U
L
L
T
I
M
E
D
E
LA
Y
E
X
T
E
N
S
I
O
N
C
A
L
L
I
N
G
S
Y
S
T
E
M
L
O
O
P
Y Y ----
Y
Y
Y Y ----
-
-Y
Y --
--
OASIS 2070 LOOP & DETECTOR INSTALLATION CHART
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
02 07
T N
T
T
I
N
D
E
P
A
R
T
ME
N
OF T RA SPORT
A
I
O
N
S
T
A
E OF NORTH
C
ARO
L
A
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a ytiliboM noitatro
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750 N. Greenfield Pkwy, Garner, NC 27529
Prepared for the Offices of:
30
1"=30’
Divison 03 New Hanover County Wilmington
NOVEMBER 2016
21 22
72
12"
R
Y
R
Y
F
Y
12"
R
Y
G
12"
21,22
72,73
0
2
0
7
F
L
A
S
H
G R Y
Y
R
2A
2B
7A
7B
6X6
6X6
420
420
Y5
5 Y
2
2
6X40 0
06X40
2-4-2
2-4-2
Y
Y
7
7
10
15 Y
Y
Y
Y
21,22 72,73
2 7
5
5
MP
H
-
1
%
G
R
A
D
E
5
5
M
P
H
+
1
%
G
R
A
D
E
SHARKS EYE LANE
25 MPH (ASSUMED) -1% GRADE
STOP LINE AND POLE LOCATION DIAGRAM
1
3
’
23’
1
6’
6’
1
0
’
1
0
’
22’
NEW INSTALLATION
U
S
4
2
1
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B
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a
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a
B
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a
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R
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2.0 2.0
14 5
120 30
6.0 2.0
Directional Drill Conduit N/A
5.3
1.0
3.0
2.8
2A 2B
7A
7B
6
’
SIG. 1
DEFAULT PHASING DIAGRAM
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
02 07
ALTERNATE PHASING DIAGRAM
R
TABLE OF OPERATION
ALTERNATE PHASING
R
*
exType II Signal Pedestal
METAL POLE AND MASTARM #1
FACE
SIGNAL
PHASE
21,22
72,73
0
2
0
7
F
L
A
S
H
G R Y
Y
R R
TABLE OF OPERATION
DEFAULT PHASING
F
Y
MIN RECALL
of Southbound Signal Plan.
Pedestal Installed as a part
1.5
15
45
3.4
46
PLANS PREPARED IN THE OFFICE OF:
NC LICENSE # F-0102
Charlotte, North Carolina 28202
Suite 200, 200 South Tryon Street
35 MPH +2% GRADE
SR 1581 (Manassas Drive)
at
US 421 (Carolina Beach Road)
03-1110
36249.3560
Cotroller Asset #1111.
7.Signal System Data:
shall supersede these values.
operation only. Coordinated signal system timing values
6. Maximum times shown in timing chart are for free-run
each phasing plan.
5. The City Traffic Engineer will determine the hours of use for
of vehicles turning right on red.
4. Locate new cabinet so as not to obstruct sight distance
3. Set all detector units to presence mode.
operation unless otherwise directed by the Engineer.
2. Do not program signal for late night flashing
http://www.ncdot.org/doh/preconstruct/traffic/itss/
at the following website:
Project Special Provisions. The PSP can be accessed
sections of the latest version of the generic
Structures" dated January 2012, and all applicable
January 2012, "Standard Specifications for Roads and
1. Refer to "Roadway Standard Drawings NCDOT" dated
S1
S2
* Disable delay during Alternate Phasing Operation
S2
S1
70 Y
Y -
--
-
Y
Y
6X6
6X6 420 5
5
Y
Y-
-
-
-
-
-
-
-
B
A"Stop Here On Red" Sign (R10-6)
No U-Turn Sign (R3-4)
A
B
A
B
C 2016
D. TURNER
S. PENNINGTON
71
Wilmington Signal System
Fully Actuated
2 Phase
NOTES
of Southbound Signal Plan.
Pedestal Installed as a part
73
of Southbound Signal Plan.
Pedestal Installed as a part
of Southbound Signal Plan.
Pedestal Installed as a part
2
7
’
71
71
SR 1581 (MANASSAS DRIVE)
71
1
0
’
2’
3
0
’
Division of Highways
NC Dept of Transportation
Final Drawing Date:
ITS & Signals Unit
R
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EOP
EOP
24"C&G
24"C&G
CHAINLINK FENCE
PAVEMENT
EOP
EOP
EOP
15"C MP
1
5
"CMP
15"CMP
MB 55, PG 24; DB 5051, PG 2786
FOR BENEFIT OF LOT 4
ACCESS & UTILITY EASEMENT
SHARK’S EYE LANE
MB
5
5
,
P
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2
4
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7
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7
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MANASSAS DRIVE
RIGHT-OF-WAY
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APPROXIMATE RIGHT-OF-WAY
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DocuSign Envelope ID: DD2FC40B-87ED-468D-9D27-9F0D5057FC07
2/23/2017
2/23/2017
DEFAULT PHASING DIAGRAM
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
F
L
A
S
H
FACE
SIGNAL
PHASE
SIGNAL FACE I.D.
NOTES
Wilmington Signal System
Fully Actuated
2 Phase
SHEET NO.PROJECT REFERENCE NO.
SEAL
PREPARED BY:
SIG. INVENTORY NO.
SCALE REVISIONS
REVIEWED BY:
INIT.DATE
REVIEWED BY:
DATESIGNATURE
PLAN DATE:
0
Sig. 1
N
$
$
$
$
U
S
E
R
N
A
M
E
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
D
G
N
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
$
S
Y
S
T
I
M
E
$
$
$
$
$
FEATURE
PHASE
2
MIN RECALL
YELLOW
ON
-
-
-
--
-
-
-
-
ON
-
-
Min Green 1 *
Extension 1 *
Max Green 1 *
Yellow Clearance
Red Clearance
Walk 1 *
Don't Walk 1
Seconds Per Actuation *
Max Variable Initial *
Time Before Reduction *
Time To Reduce *
Minimum Gap
Recall Mode
Vehicle Call Memory
Dual Entry
Simultaneous Gap
-
All Heads L.E.D.
Directional Arrow
Controller & Cabinet
With Push Button & Sign
Inductive Loop Detector
Traffic Signal Head
Pedestrian Signal Head
2-in Underground Conduit
LEGEND
PROPOSED EXISTING
Sign
Modified Signal Head N/A
Junction Box
N/A Right of Way
TURNS
INDUCTIVE LOOPS
PHASE
DETECTOR PROGRAMMING
LOOP
TIME
DELAY
(FT)
STOPBAR
FROM
DISTANCE
(FT)
SIZE
TIME
STRETCH
N
E
W
C
A
R
D
N
E
W
LO
O
P
F
U
L
L
T
I
M
E
D
E
L
A
Y
E
X
T
E
N
S
I
O
N
C
A
L
LI
N
G
S
Y
S
T
E
M
L
O
O
P
-
-
-
-
Y Y -----
-
-
-
-
-
Y
Y
Y
Y
Y
Y
Y Y ----
-
-
-
Y
Y
Y
Y
Y
Y --
-
-
--
-
-
-
--
-
-
-
-
Red Revert
OASIS 2070 LOOP & DETECTOR INSTALLATION CHART
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
21,22
71
41,42
2
0
R
R R
YG
F
Y Y02
R
Y
F
Y
12"
R
Y
G
12"12"
R
Y
71 21,22 41,42
02
TABLE OF OPERATION
DEFAULT PHASING
F
L
A
S
H
FACE
SIGNAL
PHASE
21,22
71
41,42
2
0
R
R R
YG
Y
TABLE OF OPERATION
ALTERNATE PHASING
R
4
TIMING CHART
OASIS 2070
14 5
6.0 2.0
120 30
2.0 2.0
1.5
46
15
45
3.4
X
Signal Upgrade
SR 1581 (Manassas Drive)
at
US 421 (Carolina Beach Road)
Divison 03 New Hanover County Wilmington
May 2020 L. Boyer
A. Hayes
03-1110
40
1"=40'
exType II Signal Pedestal
Metal Pole with Mastarm
existing
existing
A A"Stop Here On Red" Sign (R10-6)
A
B
71
41
42
21 22
7A
4A
4B
S2
S3
S1 2A 2B
T N
T
T
I
N
D
E
P
A
R
T
ME
N
OF T RA SPORT
A
IO
N
S
T
A
E OF NORTH
C
ARO
L
A
n
oi
s
i
v
i
D
y
tefaS dn
a ytiliboM noitatro
p
s
n
a
r
T
noitceS ngiseD la
n
giS
750 N. Greenfield Pkwy, Garner, NC 27529
Division of Highways
NC Dept of Transportation
Final Drawing Date:
ITS & Signals Unit
PORTDAVEN
NCBELS FIRM LICENSE NO. C-2522
HOME OFFICE:
www.davenportworld.com336.744.1636
WINSTON-SALEM, NC 27101
119 BROOKSTOWN AVENUE, SUITE PH1
6. Signal System Data: Controller Asset #1110.
Coordinated signal system timing values supersede these values.
5. Maximum times shown in timing chart are for free-run operation only.
phasing plan.
4. The Division (City) Traffic Engineer will determine the hours of use for each
3. Set all detector units to presence mode.
directed by the Engineer.
2. Do not program signal for late night flashing operation unless otherwise
http://connect.ncdot.gov/resources/safety/Pages/ITS-Design-Resources.aspx.
Special Provisions. The PSP can be accessed at the following website:
and all applicable sections of the latest version of the generic Project
"Standard Specifications for Roads and Structures" dated January 2018,
1. Refer to "Roadway Standard Drawings NCDOT" dated January 2018 and
METAL POLE AND MASTARM #1
U
S
4
2
1
(
C
A
R
O
L
I
N
A
B
E
A
C
H
R
O
A
D
)
5
5
MP
H
-
1
%
G
R
A
D
E
5
5
MP
H
+
1
%
G
R
A
D
E
35 MPH +2% GRADE
25 MPH (ASSUMED) -1% GRADE
SHARKS EYE LANE
SR 1581 (MANASSAS DRIVE)
U
S
4
2
1
(
C
A
R
O
L
I
N
A
B
E
A
C
H
R
O
A
D
)
2A
2B
7A
4A
4B
S1
S2
S3
6X6
6X6
6X6
6X6
6X6
6X40
6X40
6X40
420
420
420
0
0
0
70
70
5
5
5
5
5
2-4-2
2-4-2
2-4-2
Y
Y
2
2
7
4
4
-
-
-
10
15
15
* Disable delay during Alternate Phasing Operation.
*
ALTERNATE PHASING DIAGRAM
5.3
1.0
3.0
2.6
Y
Y
Y
Y
Y
Y
Y
36249.4125
be lower than 4 seconds.
what is shown. Min Green for all other phases should not
Green and Extension times for phase 2 lower than
* These values may be field adjusted. Do not adjust Min
Project #: 160278
B BSign (R10-16)
"U-Turn Yield to Right Turn"
ON
-
-
-
-
-
-
-
-
-
7
5
2.0
30
2.0
X
3.0
2.6
04+7
04+7
7
+
4
0
7
+
4
0
existing
existing
e
x
e
x
ex
ex
ex
ex
e
x
ex
e
x
ex
ex
Not to Scale
Existing
Proposed
27'
PROPOSED STOP BAR DIAGRAM
existing
existing
DocuSign Envelope ID: 501AA4E9-4F20-4501-B457-C6DA7C192FBD
05/28/2020
DocuSign Envelope ID: F5B12419-FD76-42A7-8436-99393342C0F6
06/05/2020
1110 - Beach Rd @ Manassas
9 - Coordination Plan 4
1/14/2022 3:05 PM
Coordination Plan # 4
Cycle length (0-999 sec)156
Min Transition Cycle (0-999 sec)0
Max Transition Cycle (0-999 sec)180
Offset # or Ring: 1 2 3 4
Offsets (0-999 sec)60 0 0 0
Act Coord Phase Min Green 0 0 0 0
(0-255)
Splits (0-255 sec)
Phase 1 2 3 4 5 6 7 8
Split 0 125 0 0 0 0 31 0
Phase 9 10 11 12 13 14 15 16
Split 0 0 0 0 0 0 0 0
Phase/Function Settings:
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Coordinated Phase 2
Float Force Offs
Hold to Force Off
Hi Priority Ped
Dynamic/Backup
Options: (Y/N)Manual Permissives by Phase:
Split/Timing in percent? N *Applies when "Manual" permissive is selected
*Permissive Mode (0-4)1 *0 = Auto Vehicle Pedestrian
Enable Transition Permissive Mode?N 1 = Open (0-255 sec)Start Stop Start Stop
Adjust Non-Coordinated Splits?Y 2 = Manual Phase 1 0 0 0 0
Cycle Once per Cycle Length?Y 3 = Window Phase 2 0 0 0 0
4 = Walk Phase 3 0 0 0 0
Active Pages:Phase 4 0 0 0 0
Phase Sequence Page (1-12)1 Phase 5 0 0 0 0
Phase Timing Page (1-4)2 Phase 6 0 0 0 0
Phase Control Page (1-4)1 Phase 7 0 0 0 0
OverLap Control Page (1-4)1 Phase 8 0 0 0 0
Input Page (1-4)1 Phase 9 0 0 0 0
Output Page (1-4)1 Phase 10 0 0 0 0
Phase 11 0 0 0 0
Global Manual Permissive windows:Phase 12 0 0 0 0
*Applies when "Window" permissive is selected Phase 13 0 0 0 0
Manual Perm 1 End Point (0-255 sec)0 Phase 14 0 0 0 0
Manual Perm 2 Start Point (0-255 sec)0 Phase 15 0 0 0 0
Manual Perm 2 End Point (0-255 sec)0 Phase 16 0 0 0 0
Verify Plan Data
1110 - Beach Rd @ Manassas
2-1 Phase Control Functions Page 1
1/14/2022 3:04 PM
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Time Min 2 Ped Soft Recall
Time Extension 2 Ped Recall
Time Max 2 Rest In Walk
Soft Recall Modified Rest In Walk
Minimum Recall 2 Ped Reservice
Maximum Recall 1 Flashing Walk
Maximum Recall 2 Advanced Walk
Call Non-Act 1 Delayed Walk
Call Non-Act 2 Ped Yellow Clear
Omit Phase Ped Red Clear
Dual Entry Startup In Green 2
No Skip Startup In Yellow
Added Extension Startup Red Clear
Simultaneous Gap 1 2 3 4 5 6 7 8 First Phases
Guaranteed Passage Startup Calls
Green Interval Flash Startup Ped Calls
Fast Green Flash Flash Entry 2
Red Rest Yellow Flash 2
Backup Protection Wag Phases 1 3 6 8
Inhibit Reservice Wag Overlaps
Inhibit Max (Coord)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Manual Control 1 2 3 4 5 6 7 8
Inhibit Coordination Manual Control Omit Ped
Dynamic Max/Max3 Red Detector Lock
Variable Initial 2 Yellow Detector Lock 2
Gap Reduction 2 Active Logic 1 - 16 1 2 3
Omit Pedestrian Active Logic 17 - 32
Time Walk 2 Dynamic/Backup
Time FDWalk 2
1110 - Beach Rd @ Manassas
4 - Phase Sequence Page 1
1/14/2022 3:05 PM
Rings Barrier 1 Barrier 2 Barrier 3 Barrier 4
1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2 0 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0
3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Rings Barrier 5 Barrier 6 Barrier 7 Barrier 8
1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Phase Directions
10 50 90 130
20 60 100 140
30 70 110 150
40 80 120 160
1110 - Beach Rd @ Manassas
3 - Phase Timing 2
1/14/2022 3:05 PM
Phase
Phase Timing Elements 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Minimum Green 1 0 14 0 0 0 0 5 0 0 0 0 0 0 0 0 0
Minimum Green 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Re-service Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Extension 1 (Gap 1)0.0 6.0 0.0 0.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Extension 2 (Gap 2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Maximum Green 1 0 120 0 0 0 0 30 0 0 0 0 0 0 0 0 0
Maximum Green 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Yellow Clearance 4.0 5.3 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Red Clearance 2.0 1.0 2.0 2.0 2.0 2.0 2.8 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Red Revert 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Walk 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dont Walk 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dont Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Walk Advance Time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Walk Delay Time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Alternate Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Alternate Dont Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Alternate Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dynamic Max / Max 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dynamic Max Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Seconds / Actuation 0.0 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Max Variable Initial 0 46 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Time Before Reduction 0 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Time To Reduce 0 45 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Minimum Gap 0.0 3.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Alt Flash Frequency (0-25.5 Hz)1.0
1110 - Beach Rd @ Manassas
9 - Coordination Plan 13
1/14/2022 3:06 PM
Coordination Plan # 13
Cycle length (0-999 sec)152
Min Transition Cycle (0-999 sec)120
Max Transition Cycle (0-999 sec)180
Offset # or Ring: 1 2 3 4
Offsets (0-999 sec)0 135 0 0
Act Coord Phase Min Green 0 0 0 0
(0-255)
Splits (0-255 sec)
Phase 1 2 3 4 5 6 7 8
Split 0 112 0 0 0 0 40 0
Phase 9 10 11 12 13 14 15 16
Split 0 0 0 0 0 0 0 0
Phase/Function Settings:
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Coordinated Phase 2
Float Force Offs
Hold to Force Off
Hi Priority Ped
Dynamic/Backup
Options: (Y/N)Manual Permissives by Phase:
Split/Timing in percent? N *Applies when "Manual" permissive is selected
*Permissive Mode (0-4)0 *0 = Auto Vehicle Pedestrian
Enable Transition Permissive Mode?N 1 = Open (0-255 sec)Start Stop Start Stop
Adjust Non-Coordinated Splits?Y 2 = Manual Phase 1 0 0 0 0
Cycle Once per Cycle Length?Y 3 = Window Phase 2 0 0 0 0
4 = Walk Phase 3 0 0 0 0
Active Pages:Phase 4 0 0 0 0
Phase Sequence Page (1-12)1 Phase 5 0 0 0 0
Phase Timing Page (1-4)2 Phase 6 0 0 0 0
Phase Control Page (1-4)1 Phase 7 0 0 0 0
OverLap Control Page (1-4)1 Phase 8 0 0 0 0
Input Page (1-4)1 Phase 9 0 0 0 0
Output Page (1-4)1 Phase 10 0 0 0 0
Phase 11 0 0 0 0
Global Manual Permissive windows:Phase 12 0 0 0 0
*Applies when "Window" permissive is selected Phase 13 0 0 0 0
Manual Perm 1 End Point (0-255 sec)0 Phase 14 0 0 0 0
Manual Perm 2 Start Point (0-255 sec)0 Phase 15 0 0 0 0
Manual Perm 2 End Point (0-255 sec)0 Phase 16 0 0 0 0
Verify Plan Data
FACE
SIGNAL
PHASE
SIGNAL FACE I.D.
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
DEFAULT PHASING DIAGRAM
SHEET NO.PROJECT REFERENCE NO.
SEAL
PREPARED BY:
SIG. INVENTORY NO.
SCALE REVISIONS
REVIEWED BY:
INIT.DATE
REVIEWED BY:
DATESIGNATURE
PLAN DATE:
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Extension 1 *
Max Green 1 *
Yellow Clearance
Red Clearance
Walk 1 *
Don’t Walk 1
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Max Variable Initial *
Time Before Reduction *
Time To Reduce *
Minimum Gap
Recall Mode
Vehicle Call Memory
Dual Entry
Simultaneous Gap
-
-
All Heads L.E.D.
OASIS 2070 TIMING CHART
Directional Arrow
Controller & Cabinet
Signal Pole with Guy
With Push Button & Sign
Signal Pole with Sidewalk Guy
Inductive Loop Detector
Traffic Signal Head
Pedestrian Signal Head
2-in Underground Conduit
LEGENDPROPOSED EXISTING
Sign
Modified Signal Head N/A
Junction Box
N/A Right of Way
lower than what is shown. Min Green for all other phases should not be lower than 4 seconds.
* These values may be field adjusted. Do not adjust Min Green and Extension times for phases 2 and 6
Red Revert
TURNS
INDUCTIVE LOOPS
PHASE
DETECTOR PROGRAMMING
LOOP
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DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
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NOVEMBER 2016
D. TURNER
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at
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-
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PLANS PREPARED IN THE OFFICE OF:
NC LICENSE # F-0102
METAL POLE AND MASTARM #2
exType II Signal Pedestal
TABLE OF OPERATION
DEFAULT
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PHASE
F
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PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
03
ALTERNATE PHASING DIAGRAM
TABLE OF OPERATION
ALTERNATE PHASING
R
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NOTES
61
MIN RECALL
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Charlotte, North Carolina 28202
Suite 200, 200 South Tryon Street
25 MPH (ASSUMED) -1% GRADE
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7.Signal System Data:
shall supersede these values.
operation only. Coordinated signal system timing values
6. Maximum times shown in timing chart are for free-run
each phasing plan.
5. The City Traffic Engineer will determine the hours of use for
of vehicles turning right on red.
4. Locate new cabinet so as not to obstruct sight distance
3. Set all detector units to presence mode.
operation unless otherwise directed by the Engineer.
2. Do not program signal for late night flashing
http://www.ncdot.org/doh/preconstruct/traffic/itss/
at the following website:
Project Special Provisions. The PSP can be accessed
sections of the latest version of the generic
Structures" dated January 2012, and all applicable
January 2012, "Standard Specifications for Roads and
1. Refer to "Roadway Standard Drawings NCDOT" dated
S1
S2
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6X6S2 5 Y --Y--
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Permanent Utility Easement N/A
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of Northbound Signal Plan.
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DocuSign Envelope ID: DD2FC40B-87ED-468D-9D27-9F0D5057FC07
2/23/2017
2/23/2017
1111 - Beach Rd @ Sharks Eye
9 - Coordination Plan 4
1/14/2022 3:01 PM
Coordination Plan # 4
Cycle length (0-999 sec)156
Min Transition Cycle (0-999 sec)0
Max Transition Cycle (0-999 sec)180
Offset # or Ring: 1 2 3 4
Offsets (0-999 sec)94 0 0 0
Act Coord Phase Min Green 0 0 0 0
(0-255)
Splits (0-255 sec)
Phase 1 2 3 4 5 6 7 8
Split 0 0 25 0 0 131 0 0
Phase 9 10 11 12 13 14 15 16
Split 0 0 0 0 0 0 0 0
Phase/Function Settings:
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Coordinated Phase 6
Float Force Offs
Hold to Force Off
Hi Priority Ped
Dynamic/Backup
Options: (Y/N)Manual Permissives by Phase:
Split/Timing in percent? N *Applies when "Manual" permissive is selected
*Permissive Mode (0-4)1 *0 = Auto Vehicle Pedestrian
Enable Transition Permissive Mode?N 1 = Open (0-255 sec)Start Stop Start Stop
Adjust Non-Coordinated Splits?Y 2 = Manual Phase 1 0 0 0 0
Cycle Once per Cycle Length?Y 3 = Window Phase 2 0 0 0 0
4 = Walk Phase 3 0 0 0 0
Active Pages:Phase 4 0 0 0 0
Phase Sequence Page (1-12)1 Phase 5 0 0 0 0
Phase Timing Page (1-4)2 Phase 6 0 0 0 0
Phase Control Page (1-4)1 Phase 7 0 0 0 0
OverLap Control Page (1-4)1 Phase 8 0 0 0 0
Input Page (1-4)1 Phase 9 0 0 0 0
Output Page (1-4)1 Phase 10 0 0 0 0
Phase 11 0 0 0 0
Global Manual Permissive windows:Phase 12 0 0 0 0
*Applies when "Window" permissive is selected Phase 13 0 0 0 0
Manual Perm 1 End Point (0-255 sec)0 Phase 14 0 0 0 0
Manual Perm 2 Start Point (0-255 sec)0 Phase 15 0 0 0 0
Manual Perm 2 End Point (0-255 sec)0 Phase 16 0 0 0 0
Verify Plan Data
1111 - Beach Rd @ Sharks Eye
2-1 Phase Control Functions Page 1
1/14/2022 2:59 PM
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Time Min 2 Ped Soft Recall
Time Extension 2 Ped Recall
Time Max 2 Rest In Walk
Soft Recall Modified Rest In Walk
Minimum Recall 6 Ped Reservice
Maximum Recall 1 Flashing Walk
Maximum Recall 2 Advanced Walk
Call Non-Act 1 Delayed Walk
Call Non-Act 2 Ped Yellow Clear
Omit Phase Ped Red Clear
Dual Entry Startup In Green 6
No Skip Startup In Yellow
Added Extension Startup Red Clear
Simultaneous Gap 1 2 3 4 5 6 7 8 First Phases
Guaranteed Passage Startup Calls
Green Interval Flash Startup Ped Calls
Fast Green Flash Flash Entry 6
Red Rest Yellow Flash 6
Backup Protection Wag Phases 1 3 6 8
Inhibit Reservice Wag Overlaps
Inhibit Max (Coord)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Manual Control 1 2 3 4 5 6 7 8
Inhibit Coordination Manual Control Omit Ped
Dynamic Max/Max3 Red Detector Lock
Variable Initial 6 Yellow Detector Lock 6
Gap Reduction 6 Active Logic 1 - 16 1 2 3
Omit Pedestrian Active Logic 17 - 32
Time Walk 2 Dynamic/Backup
Time FDWalk 2
1111 - Beach Rd @ Sharks Eye
4 - Phase Sequence Page 1
1/14/2022 3:00 PM
Rings Barrier 1 Barrier 2 Barrier 3 Barrier 4
1 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0
2 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Rings Barrier 5 Barrier 6 Barrier 7 Barrier 8
1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Phase Directions
10 50 90 130
20 60 100 140
30 70 110 150
40 80 120 160
1111 - Beach Rd @ Sharks Eye
3 - Phase Timing 2
1/14/2022 2:59 PM
Phase
Phase Timing Elements 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Minimum Green 1 0 0 5 0 0 14 0 0 0 0 0 0 0 0 0 0
Minimum Green 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Re-service Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Extension 1 (Gap 1)0.0 0.0 2.0 0.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Extension 2 (Gap 2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Maximum Green 1 0 0 30 0 0 120 0 0 0 0 0 0 0 0 0 0
Maximum Green 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Yellow Clearance 4.0 4.0 3.0 4.0 4.0 5.1 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Red Clearance 2.0 2.0 2.3 2.0 2.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Red Revert 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Walk 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dont Walk 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dont Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Walk Advance Time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Walk Delay Time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Alternate Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Alternate Dont Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Alternate Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dynamic Max / Max 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dynamic Max Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Seconds / Actuation 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Max Variable Initial 0 0 0 0 0 46 0 0 0 0 0 0 0 0 0 0
Time Before Reduction 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 0
Time To Reduce 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 0
Minimum Gap 0.0 0.0 0.0 0.0 0.0 3.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Alt Flash Frequency (0-25.5 Hz)1.0
1111 - Beach Rd @ Sharks Eye
9 - Coordination Plan 13
1/14/2022 3:01 PM
Coordination Plan # 13
Cycle length (0-999 sec)152
Min Transition Cycle (0-999 sec)120
Max Transition Cycle (0-999 sec)180
Offset # or Ring: 1 2 3 4
Offsets (0-999 sec)0 5 0 0
Act Coord Phase Min Green 0 0 0 0
(0-255)
Splits (0-255 sec)
Phase 1 2 3 4 5 6 7 8
Split 0 0 32 0 0 120 0 0
Phase 9 10 11 12 13 14 15 16
Split 0 0 0 0 0 0 0 0
Phase/Function Settings:
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Coordinated Phase 6
Float Force Offs
Hold to Force Off
Hi Priority Ped
Dynamic/Backup
Options: (Y/N)Manual Permissives by Phase:
Split/Timing in percent? N *Applies when "Manual" permissive is selected
*Permissive Mode (0-4)1 *0 = Auto Vehicle Pedestrian
Enable Transition Permissive Mode?N 1 = Open (0-255 sec)Start Stop Start Stop
Adjust Non-Coordinated Splits?Y 2 = Manual Phase 1 0 0 0 0
Cycle Once per Cycle Length?Y 3 = Window Phase 2 0 0 0 0
4 = Walk Phase 3 0 0 0 0
Active Pages:Phase 4 0 0 0 0
Phase Sequence Page (1-12)1 Phase 5 0 0 0 0
Phase Timing Page (1-4)2 Phase 6 0 0 0 0
Phase Control Page (1-4)1 Phase 7 0 0 0 0
OverLap Control Page (1-4)1 Phase 8 0 0 0 0
Input Page (1-4)1 Phase 9 0 0 0 0
Output Page (1-4)1 Phase 10 0 0 0 0
Phase 11 0 0 0 0
Global Manual Permissive windows:Phase 12 0 0 0 0
*Applies when "Window" permissive is selected Phase 13 0 0 0 0
Manual Perm 1 End Point (0-255 sec)0 Phase 14 0 0 0 0
Manual Perm 2 Start Point (0-255 sec)0 Phase 15 0 0 0 0
Manual Perm 2 End Point (0-255 sec)0 Phase 16 0 0 0 0
Verify Plan Data
CVAF Flow Rate Adjusted Flow Rate Turning Demand
AM Peak 1 1491 AM Peak 1491 34
PM Peak 1 1984 PM Peak 1984 107
Peak Hour Volumes Peak Hour Volumes
2022 EXISTING BEAU RIVAGE
AM Peak PM Peak
SIGNAL WARRANT ANALYSIS
INTERSECTIONS WITH TWO OR THREE
APPROACHES
CVAF Flow Rate Adjusted Flow Rate Turning Demand
AM Peak 1 1555 AM Peak 1555 53
PM Peak 1 2169 PM Peak 2169 41
Peak Hour Volumes Peak Hour Volumes
2023 FB BEAU RIVAGE NEW
CROSSOVER
AM Peak PM Peak
SIGNAL WARRANT ANALYSIS
INTERSECTIONS WITH TWO OR THREE
APPROACHES
CVAF Flow Rate Adjusted Flow Rate Turning Demand
AM Peak 1 1562 AM Peak 1562 63
PM Peak 1 2161 PM Peak 2161 49
Peak Hour Volumes Peak Hour Volumes
2024 FB BEAU RIVAGE NEW
CROSSOVER
AM Peak PM Peak
SIGNAL WARRANT ANALYSIS
INTERSECTIONS WITH TWO OR THREE
APPROACHES
CVAF Flow Rate Adjusted Flow Rate Turning Demand
AM Peak 1 1596 AM Peak 1596 73
PM Peak 1 2211 PM Peak 2211 54
Peak Hour Volumes Peak Hour Volumes
2026 FB BEAU RIVAGE NEW
CROSSOVER
AM Peak PM Peak
SIGNAL WARRANT ANALYSIS
INTERSECTIONS WITH TWO OR THREE
APPROACHES
Home Office: Wilmington Regional Office: Serving the Southeast since 2002
119 Brookstown Ave. Suite PH1 5917 Oleander Dr, Suite 206
Winston-Salem, NC 27101 Wilmington, NC 28403
Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912; Fax: 336.458.9377
March 11, 2022
Transportation Impact Analysis (TIA) Step 3 Submittal
DAVENPORT Project Number 210291
Ironwood Development
New Hanover County, NC
2021 Existing Traffic Volumes – New turning movement counts were deployed on December 9, 2021. Review
of these counts showed unusually low values leaving Sanders Road and a thorough investigation indicated that
Sanders Road was still closed at the time of recording. After discussion with reviewing agencies, counts taken
in September 2021 at Sanders Road were provided to use in place of the December 2021.
Balancing was applied to the through traffic volumes along US 421 to account for the differences in volumes
due to the closure of Sanders Road, rerouting due to the closure and different date of recording. The volume
difference between the upstream and downstream intersection were added to the lesser of the two through
movements. The difference zeros out and no volumes were removed from the corridor. No adjustments were
made to the December 2021 minor movement volumes at intersections upstream and downstream from Sanders
Road.
Proposed site trip directional distribution – See attached figures.
Future Volumes at Beau Rivage Marketplace Committed Crossover – There are existing northbound left turns
on US 421 at Sanders that currently turn left and then turn left again into the Marketplace. There are also
northbound U-turns that will either follow by subsequent right into the Marketplace or proceeds southbound. In
future conditions, when the committed crossover is built, the existing traffic is expected to reroute to the new
crossover. For a conservative approach, it is assumed that not all of the volumes making these movements will
reroute to the new crossover, therefore, 50% of these volumes were rerouted.
Counts were taken to determine the # of NB lefts at Sanders that subsequently turned left into Beau Rivage
Marketplace.
AM: 14 vehicles, reroute 7 vehicles
PM: 23 vehicles, reroute 11 vehicles
# of NB U-turn at Sanders that subsequently turned right into Beau Rivage Marketplace.
AM: 19 vehicles, reroute 9 vehicles
PM: 6 vehicles, reroute 3 vehicles
# of NB U-turn at Sanders that proceeds southbound through Beau Rivage Marketplace Drive.
AM: 28 vehicles, reroute 14 vehicles
PM: 24 vehicles, reroute 12 vehicles
New Leftover/U Volumes
AM: 14 U-turn / 16 lefts
PM: 12 U-turn / 14 lefts
October 29, 2021
Mr. Don Bennett, PE
DAVENPORT
5917 Oleander Drive, Suite 206
Wilmington, NC 28403
RE: Scope approval for the Traffic Impact Analysis (TIA) associated with the proposed
Ironwood residential development in New Hanover County, NC (adjacent to Tarin Woods II)
Dear Mr. Bennett,
Based on the information provided and conversations held to date, it is our understanding that the proposed development will consist of:
• ITE Land Use Code 210 – Single Family Detached Housing – 125 DU
• ITE Land Use Code 220 – Multi-family residential (low-rise) – 241 DU
The project is proposed in three (3) phases, with build out years of 2023 (Phase 1), 2024 (Phase 2) and 2026
(Phase 3).
Below please find the scope to be used for the Traffic Impact Analysis:
1. Data Collection - Analysis Parameters: a) Study Intersections i. For existing intersections, provide turning movement counts for weekday AM (7:00am-9:00am) and afternoon PM (4:00pm-6:00pm) travel periods, signal timing (if applicable), and lane geometry.
• US 421 (Carolina Beach Road) at southbound to northbound U-Turn near Rosa Parks Lane
• US 421 (Carolina Beach Road) at Sanders Road
• US 421 (Carolina Beach Road) at Beau Rivage Marketplace driveway (Harris Teeter)
• US 421 (Carolina Beach Road) at Manassas Drive/Sharks Eye Lane
• Manassas Drive at Shiloh Drive
• Myrtle Grove Road at Lieutenant Conglenton Road
• US 421 (Carolina Beach Road) and site access north of Rosa Parks – RI/RO
• US 421 (Carolina Beach Road) and site access south of Tregembo Animal Park – egress only
Ironwood residential development Traffic Impact Analysis (TIA) scope
Page 2 of 3
b) Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions i. Site Trip Generation Estimate
• See attached trip generation
ii. Site Trip Distribution
• To be submitted and approved prior to use in TIA
iii. Adjacent Development (approved but not yet built):
• Tarin Woods II Development (215 single family detached housing)
iv. Planned Roadway/Intersection Improvements
• Manassas Drive dual right turn lanes
• Beau Rivage Marketplace (Harris Teeter) leftover
v. Background Traffic Assumptions
• Full Build - 2026
• Growth rate – 1% per year
2. Capacity Analysis: Week day AM & PM Peak Hour
a) Technical Analysis
i. 2021 Existing Conditions
ii. 2023 Future No-Build
[Existing + 1% background growth] iii. 2023 Phase 1 Build Conditions (125 DU) [Existing + 1% background growth + site trips] iv. 2023 Phase 1 Conditions w/ Mitigation [Existing + 1% background growth + site trips + improvements] v. 2024 Future No Build [Existing + 1% background growth] vi. 2024 Phases 1 & 2 Build Conditions (250 DU) [Existing + 1% background growth + site trips + Phase 1 improvements]
vii. 2024 Phases 1 & 2 Conditions w/ Mitigation
[Existing + 1% background growth + site trips + Phases 1 & 2 improvements]
viii. 2026 Future No Build
[Existing + 1% background growth]
ix. 2026 Full Build (Phases 1 – 3) Conditions (366 DU) [Existing + 1% background growth + site trips + Phases 1 & 2 improvements]
x. 2026 Full Build (Phases 1 - 3) Conditions w/ Mitigation
[Existing + 1% background growth + site trips + all improvements]
Ironwood residential development Traffic Impact Analysis (TIA) scope
Page 3 of 3
3. Final Report Submittal:
a) Completed TIA Application
b) Signed and sealed by a NC Professional Engineer
c) Electronic copies to include PDF of TIA, appendices and original Synchro analysis and output files
4. Notes:
a) This scope shall remain valid for three months from the date of this letter.
b) Please note that if any changes occur (including but not limited to: land use, intensity, signal phasing,
and/or site access) additional analysis may be required.
Please contact me at (910) 473 – 5130 with any questions regarding this scope.
Sincerely,
Scott A. James, PE Transportation Planning Engineer Wilmington Urban Area MPO
Attachments: Traffic Impact Analysis Supplemental Guidelines Scoping request packet with Trip Generation Summary and Site Map (provided by Davenport) ec: Ben Hughes, PE, District Engineer, NCDOT
Jessi Leonard, PE, Division Traffic Engineer, NCDOT
Stonewall Mathis, PE, Deputy Division Traffic Engineer, NCDOT
Madi Lee, EI, Development Review Engineer, NCDOT
Ken Vafier, Planning Manager, New Hanover County
Nicole Smith, Senior Planner, New Hanover County
Denys Vielkanowitz, PE, City Traffic Engineer, City of Wilmington
Thomas Bradshaw, PE, ITS Engineer, City of Wilmington
Mike Kozlosky, Executive Director, WMPO
Bill McDow, Associate Planner, WMPO