HomeMy WebLinkAboutJames Norris Rd PUD_TIA
James Norris Road Assemblage
Traffic Impact Analysis, Harnett County, NC / June, 2024
Prepared by:
McAdams
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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JAMES NORRIS ROAD ASSEMBLAGE
HARNETT COUNTY, NORTH CAROLINA
TRAFFIC IMPACT ANALYSIS
PROJECT NUMBER: FRS24005
PREPARED BY: TUCKER FULLE, EI
REVIEWED BY: NATE BOUQUIN, PE, PTOE
DATE: JUNE 2024
621 HILLSBOROUGH STREET, SUITE 500
RALEIGH, NC 27603
NC LIC. # C-0293
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EXECUTIVE SUMMARY
The proposed mixed-use development will be located inside the James Norris Road loop, west of NC 210 in Harnett
County, North Carolina. Site access will be served via three (3) full movement driveways on NC 210 and two (2) full
movement driveways on James Norris Road. The site is currently undeveloped and is expected to consist of 110,000
square feet (sq. ft.) of general light industrial space, 46 single-family homes, 173 townhomes, and 8,000 sq. ft. of retail
space. The proposed site is expected to be built-out by the year 2028. The purpose of this Traffic Impact Analysis (TIA)
is to determine the potential traffic impacts of this development and to identify transportation improvements that
may be required to mitigate the impacts on the roadway network.
A NCDOT TIA Scoping Checklist (TIA Scoping Checklist) was reviewed and approved by the North Carolina Department
of Transportation (NCDOT) and Harnett County (County) staff, reviewing the TIA scope and assumptions. The NCDOT
TIA Scoping Checklist and approval correspondence is provided in the appendix of this study. Based on the approved
scoping, the following intersections are included in this TIA study area:
> Future NC 55 Bypass and NC 210
> Future NC 55 Bypass and Eastbound U-Turn at NC 210
> Future NC 55 Bypass and Northbound U-Turn at NC 210
> NC 210 and Tippet Road
> NC 210 and James Norris Road (North)
> NC 210 and James Norris Road (South)
> NC 210 and Site Access #1 (proposed)
> NC 210 and Site Access #2 (proposed)
> NC 210 and Site Access #3 (proposed)
> James Norris Road and Site Access #4 (proposed)
> James Norris Road and Site Access #5 (proposed)
To determine the traffic impacts of the proposed development, the following analysis scenarios are included in this
study:
> Existing (2024) Traffic Conditions
> No-Build (2028) Traffic Conditions
> Build (2028) Traffic Conditions
Peak hour traffic counts were conducted at the existing study intersections in March 2024 and balanced between
study intersections, as appropriate to determine Existing (2024) traffic volumes. To account for background
development growth, a 2% annual growth rate was applied to the existing traffic volumes to determine Projected
(2028) traffic volumes. Based on coordination with NCDOT and County staff, it was determined that there were no
approved adjacent developments to consider in this study.
Based on the Institute for Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, and the suggested
method of trip calculations provided in NCDOT’s Rate vs. Equation spreadsheet trips for the proposed development
were calculated for weekday daily, weekday AM peak hour, and weekday PM peak hour. A summary of this trip
generation is provided in Table ES-1.
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TABLE ES-1: TRIP GENERATION
Land Use (ITE Code) Density Calculation
Methodology
Daily
Trips
AM Peak Hour PM Peak Hour
Enter Exit Total Enter Exit Total
Light Industrial (110) 110 KSF Adjacent / Rates 464 69 10 79 6 37 43
Single Family Homes (210) 46 Units Adjacent / Equation 494 9 28 37 30 18 48
Townhomes (215) 173 Units Adjacent / Equation 1,268 21 63 84 59 41 100
General Retail (822) 8 KSF Adjacent / Equation 567 15 10 25 33 33 66
TOTAL 2,793 114 111 225 128 129 257
The peak hour site traffic was distributed throughout the network according to the site trip distribution approved by
NCDOT and County staff within the TIA Scoping Checklist. This site traffic was added onto the No-Build (2028) traffic
volumes to determine the Build (2028) traffic volumes for the capacity analysis.
Capacity analysis was conducted at all study intersections according to NCDOT guidelines utilizing the methodology
contained in the Highway Capacity Manual, 6th Edition, published by the Transportation Research Board. Refer to
Table ES-2 for a summary of the capacity analysis results.
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TABLE ES-2: CAPACITY ANALYSIS SUMMARY
Intersection Conditions
A
P
P R O A
C
H
Weekday AM Peak Hour Weekday PM Peak Hour
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
NC 55 Bypass
Eastbound + NC 210
No-Build (2028)
EB
WB
NB
C (21)
C (30)
D (36)
C (28)
B (16)
D (39)
D (45)
C (27)
Build (2028)
EB
WB
NB
C (25)
C (28)
C (34)
C (29)
B (20)
D (37)
D (43)
C (29)
NC 55 Bypass
Westbound + NC 210
No-Build (2028)
EB
WB
SB
D (40)
A (4)
E (56)
B (16)
D (37)
A (4)
D (52)
C (20)
Build (2028)
EB
WB
SB
D (39)
A (4)
D (55)
B (16)
D (36)
A (4)
D (52)
B (20)
NC 55 Bypass +
Eastbound U-Turn
Location at NC 210
No-Build (2028) EB
WB
C (29)
B (14) C (21) C (33)
A (9) C (22)
Build (2028) EB
WB
C (27)
B (16) C (22) C (31)
B (10) C (22)
NC 55 Bypass +
Westbound U-Turn
Location at NC 210
No-Build (2028) EB
WB
--
C (18) N/A --
F (57) N/A
Build (2028) EB
WB
--
C (21) N/A --
F (89) N/A
Build (2028) –
Improved
EB
WB
B (11)
E (57) C (26) B (17)
D (40) C (24)
NC 210 + Tippet Road
Existing (2024)
WB2
NB
SB1
D (29)
--
A (9)
N/A
D (33)
--
A (9)
N/A
No-Build (2028)
WB2
NB
SB1
E (37)
--
A (9)
N/A
E (42)
--
A (9)
N/A
Build (2028)
WB2
NB
SB1
E (43)
--
A (9)
N/A
E (49)
--
A (9)
N/A
NC 210 + James Norris
Road (North)
Existing (2024)
EB2
NB1
SB
D (31)
A (9)
--
N/A
D (29)
A (9)
--
N/A
No-Build (2028)
EB2
NB1
SB
E (38)
A (9)
--
N/A
D (32)
A (9)
--
N/A
Build (2028)
EB2
NB1
SB
F (87)
A (9)
--
N/A
F (57)
A (9)
--
N/A
Build (2028) –
Improved
EB
NB
SB
E (58)
A (6)
A (8)
B (11)
E (57)
A (6)
A (4)
A (8)
1. Level-of-service for the major-street left-turn movement.
2. Level-of-service for the minor-street approach.
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TABLE ES-2: CAPACITY ANALYSIS SUMMARY (CONTINUED)
Intersection Conditions
A
P
P
R O A
C
H
Weekday AM Peak Hour Weekday PM Peak Hour
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
NC 210 + James Norris
Road (South)
Existing (2024)
EB2
NB1
SB
C (18)
A (9)
--
N/A
C (17)
A (9)
--
N/A
No-Build (2028)
EB2
NB1
SB
C (20)
A (9)
--
N/A
C (19)
A (9)
--
N/A
Build (2028)
EB2
NB1
SB
C (21)
A (9)
--
N/A
C (20)
A (9)
--
N/A
NC 210 + Site Access #1 Build (2028)
EB2
NB1
SB
D (33)
A (9)
--
N/A
D (32)
A (9)
--
N/A
NC 210 + Site Access #2 Build (2028)
WB2
NB
SB1
C (21)
--
A (9)
N/A
C (18)
--
A (9)
N/A
NC 210 + Site Access #3 Build (2028)
EB2
NB1
SB
C (24)
A (9)
--
N/A
D (25)
A (9)
--
N/A
James Norris Road +
Site Access #4 Build (2028)
EB
WB1
NB2
--
A (8)
A (9)
N/A
--
A (7)
A (9)
N/A
James Norris Road +
Site Access #5 Build (2028)
EB
WB1
NB2
--
A (7)
A (9)
N/A
--
A (7)
A (9)
N/A
1. Level-of-service for the major-street left-turn movement.
2. Level-of-service for the minor-street approach.
Based on the findings in the TIA, the improvements below have been recommended to be constructed by the
developer to mitigate traffic impacts by the proposed development:
NC 55 Bypass + Westbound U-Turn Location at NC 210
> Monitor for signalization and install once warranted and approved by NCDOT
NC 210 + Tippet Road
> Monitor for signalization and install once warranted and approved by NCDOT
NC 210 and Proposed Site Access #1
> Construct Site Access #1 as the eastbound approach with one (1) ingress and two (2) egress lanes striped as
an exclusive left-turn and right-turn lane, respectively.
o It is recommended that the right-turn egress lane be provided with a minimum of 50 feet of full-width
storage.
> Provide stop-control for the eastbound approach.
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> Construct an exclusive northbound left-turn lane on NC 210 with a minimum of 50 feet of full width storage
and appropriate deceleration and taper.
NC 210 and Proposed Site Access #2
> Construct Site Access #2 as the westbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the westbound approach.
> Construct an exclusive southbound left-turn lane on NC 210 with a minimum of 50 feet of full width storage
and appropriate deceleration and taper.
NC 210 and Proposed Site Access #3
> Construct Site Access #3 as the eastbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the eastbound approach.
> Construct an exclusive northbound left-turn lane on NC 210 with a minimum of 50 feet of full width storage
and appropriate deceleration and taper.
James Norris Road and Proposed Site Access #4
> Construct Site Access #4 as the northbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the northbound approach.
James Norris Road and Proposed Site Access #5
> Construct Site Access #5 as the northbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the northbound approach.
Figure ES-1, on the following page, provides a graphical representation of recommended improvements at the study
intersections.
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4 13 12 11 3 ## 2
##
LEGEND 475'50'FULL 300'450'500'600'TWLTL (150')
50'
450'
50'TWLTL (200')500'50'500450'300'Existing Lane
Developer Monitor for Signal
Unsignalized Full Movement Intersection
Signalized Intersection
Improvement by Developer James Norris Road AssemblageSignal Installation by NCDOT STIP R-5705A
Improvement by NCDOT STIP R-5705A Harnett County, NC
Storage Length (In Feet)Recommended Lane Configurations
Scale: Not to Scale Figure ES-1 Tippet RoadJames Norris RoadJames Norris RoadSite Access #1Site Access #3Site Access #4
Site Access #5
SITE
SITE
BY ∙ PASS
55
BY ∙ PASS
55
210210
Site Access #2SITE
X'
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TABLE OF CONTENTS
INTRODUCTION .............................................................................................................................................................. 12
EXISTING CONDITIONS ................................................................................................................................................... 15
NO-BUILD CONDITIONS .................................................................................................................................................. 18
BUILD CONDITIONS ........................................................................................................................................................ 20
CAPACITY ANALYSIS ........................................................................................................................................................ 27
NC 55 BYPASS + NC 210 .......................................................................................................................................... 28
NC 55 BYPASS + EASTBOUND U-TURN LOCATION AT NC 210 ................................................................................ 29
NC 55 BYPASS + WESTBOUND U-TURN LOCATION ................................................................................................ 30
NC 210 + TIPPET ROAD ........................................................................................................................................... 31
NC 210 + JAMES NORRIS ROAD (NORTH) ............................................................................................................... 32
NC 210 + JAMES NORRIS ROAD (SOUTH) ............................................................................................................... 34
NC 210 + SITE ACCESS #1 ........................................................................................................................................ 35
NC 210 + SITE ACCESS #2 ........................................................................................................................................ 36
NC 210 + SITE ACCESS #3 ........................................................................................................................................ 37
JAMES NORRIS ROAD + SITE ACCESS #4 ................................................................................................................. 38
JAMES NORRIS ROAD + SITE ACCESS #5 ................................................................................................................. 39
CONCLUSION / RECOMMENDATIONS ............................................................................................................................ 40
FIGURES
FIGURE 1 – SITE LOCATION MAP .................................................................................................................................... 13
FIGURE 2– SITE PLAN ...................................................................................................................................................... 14
FIGURE 3 – EXISTING LANE CONFIGURATIONS .............................................................................................................. 16
FIGURE 4 – EXISTING (2024) TRAFFIC VOLUMES ............................................................................................................ 17
FIGURE 5 – NO-BUILD (2028) TRAFFIC VOLUMES .......................................................................................................... 19
FIGURE 6 – RESIDENTIAL SITE TRIP DISTRIBUTION......................................................................................................... 21
FIGURE 7 – NON-RESIDENTIAL SITE TRIP DISTRIBUTION ............................................................................................... 22
FIGURE 8 – RESIDENTIAL SITE TRIP ASSIGNMENT .......................................................................................................... 23
FIGURE 9 – NON-RESIDENTIAL SITE TRIP ASSIGNMENT ................................................................................................. 24
FIGURE 10 – TOTAL SITE TRIP ASSIGNMENT .................................................................................................................. 25
FIGURE 11 – BUILD (2028) TRAFFIC VOLUMES ............................................................................................................... 26
FIGURE 12 – RECOMMENDED LANE CONFIGURATIONS ................................................................................................ 42
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TABLES
TABLE 1: ROADWAY CHARACTERISTICS ......................................................................................................................... 15
TABLE 2: TRIP GENERATION ........................................................................................................................................... 20
TABLE 3: HIGHWAY CAPACITY MANUAL – LEVELS OF SERVICE + DELAY CRITERIA ........................................................ 27
TABLE 4: CAPACITY ANALYSIS SUMMARY OF NC 55 BYPASS + NC 210 .......................................................................... 28
TABLE 5: CAPACITY ANALYSIS SUMMARY OF NC 55 BYPASS + EASTBOUND U-TURN LOCATION AT NC 210 ................ 29
TABLE 6: CAPACITY ANALYSIS SUMMARY OF NC 55 BYPASS + WESTBOUND U-TURN LOCATION AT NC 210............... 30
TABLE 7: CAPACITY ANALYSIS SUMMARY OF NC 210 + TIPPET ROAD ........................................................................... 31
TABLE 8: CAPACITY ANALYSIS SUMMARY OF NC 210 + JAMES NORRIS ROAD (NORTH) ............................................... 32
TABLE 9: CAPACITY ANALYSIS SUMMARY OF NC 210 + JAMES NORRIS ROAD (SOUTH) ............................................... 34
TABLE 10: CAPACITY ANALYSIS SUMMARY OF NC 210 + SITE ACCESS #1 ...................................................................... 35
TABLE 11: CAPACITY ANALYSIS SUMMARY OF NC 210 + SITE ACCESS #2 ...................................................................... 36
TABLE 12: CAPACITY ANALYSIS SUMMARY OF NC 210 + SITE ACCESS #3 ...................................................................... 37
TABLE 13: CAPACITY ANALYSIS SUMMARY OF JAMES NORRIS ROAD + SITE ACCESS #4 ............................................... 38
TABLE 14: CAPACITY ANALYSIS SUMMARY OF JAMES NORRIS ROAD + SITE ACCESS #5 ............................................... 39
APPENDICES
APPENDIX A: NCDOT TIA SCOPING CHECKLIST
APPENDIX B: COUNT DATA
APPENDIX C: STIP R-5705A PLANS
APPENDIX D: CAPACITY ANALYSIS RESULTS – NC 55 BYPASS + NC 210
APPENDIX E: CAPACITY ANALYSIS RESULTS – NC 55 BYPASS + EASTBOUND U-TURN LOCATION AT NC 210
APPENDIX F: CAPACITY ANALYSIS RESULTS – NC 55 BYPASS + WESTBOUND U-TURN LOCATION AT NC 210
APPENDIX G: CAPACITY ANALYSIS RESULTS – NC 210 + TIPPET ROAD
APPENDIX H: CAPACITY ANALYSIS RESULTS – NC 210 + JAMES NORRIS ROAD (NORTH)
APPENDIX I: CAPACITY ANALYSIS RESULTS – NC 210 + JAMES NORRIS ROAD (SOUTH)
APPENDIX J: CAPACITY ANALYSIS RESULTS – NC 210 + SITE ACCESS #1
APPENDIX K: CAPACITY ANALYSIS RESULTS – NC 210 + SITE ACCESS #2
APPENDIX L: CAPACITY ANALYSIS RESULTS – NC 210 + SITE ACCESS #3
APPENDIX M: CAPACITY ANALYSIS RESULTS – JAMES NORRIS ROAD + SITE ACCESS #4
APPENDIX N: CAPACITY ANALYSIS RESULTS – JAMES NORRIS ROAD + SITE ACCESS #5
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APPENDIX O: SIMTRAFFIC QUEUEING AND PERFORMANCE REPORTS
APPENDIX P: MUTCD / ITRE SIGNAL WARRANT ANALYSIS
APPENDIX Q: NCDOT TURN LANE WARRANTS
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TRAFFIC IMPACT ANALYSIS
JAMES NORRIS ROAD ASSEMBLAGE
Harnett County, North Carolina
INTRODUCTION
The proposed mixed-use development will be located inside the James Norris Road loop, west of NC 210 in Harnett
County, North Carolina. Site access will be served via three (3) full movement driveways on NC 210 and two (2) full
movement driveways on James Norris Road. The purpose of this Traffic Impact Analysis (TIA) is to determine the
potential traffic impacts of this development and to identify transportation improvements that may be required to
mitigate the impacts on the roadway network. The site is currently undeveloped and is expected to consist of the
following land uses at full buildout:
> 110,000 square feet (sq. ft.) of general light industrial space
> 46 single family homes
> 173 townhomes
> 8,000 sq. ft. of retail space
The proposed site is to be built-out by the year 2028. A NCDOT TIA Scoping Checklist (TIA Scoping Checklist) was
reviewed and approved by the North Carolina Department of Transportation (NCDOT) and Harnett County (County)
staff, outlining the TIA scope and assumptions. The TIA Scoping Checklist and approval correspondence is provided in
Appendix A. Based on the approved scoping; the following intersections are included in this TIA study area:
> Future NC 55 Bypass and NC 210
> Future NC 55 Bypass and Eastbound U-Turn at NC 210
> Future NC 55 Bypass and Westbound U-Turn at NC 210
> NC 210 and Tippet Road
> NC 210 and James Norris Road (North)
> NC 210 and James Norris Road (South)
> NC 210 and Site Access #1 (proposed)
> NC 210 and Site Access #2 (proposed)
> NC 210 and Site Access #3 (proposed)
> James Norris Road and Site Access #4 (proposed)
> James Norris Road and Site Access #5 (proposed)
Refer to Figure 1 for a map of the study area. Figure 2 provides the most up to date preliminary site plan available at
time of preparation of this study.
To determine the traffic impacts of the proposed development, the following analysis scenarios are included in this
study:
> Existing (2024) Traffic Conditions
> No-Build (2028) Traffic Conditions
> Build (2028) Traffic Conditions
LEGEND
Study Intersection
Site Access
Site Location
James Norris Road Assemblage
Harnett County, NC
Site Location Map
Scale: Not to Scale Figure 1
210
210
SITE
BY ∙ PASS
55
BY ∙ PASS
55
Future SB U-Turn
Location
Future NB U-Turn
Location
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EXISTING CONDITIONS
The proposed development is located in an area primarily consisting of residential development and undeveloped
lane. Figure 3 provides a graphical representation of the existing lane configuration, storage capacity, traffic control
type, and intersection spacing within the study area. Roadway characteristics within the study area is shown in Table
1. Average Annual Daily Traffic (AADT) data is provided based on the most recent count data provided by NCDOT. This
AADT data provides the average Vehicles Per Day (vpd) for the subject facility based on typical operations. This AADT
data is provided for informational purposes only and is not utilized for capacity analysis calculations within this study.
TABLE 1: ROADWAY CHARACTERISTICS
Road Name Route # Maintained By Typical Cross Section Speed
Limit AADT (year of data)
NC 210 NCDOT 2-lane undivided 55 mph 13,000 vpd (2021)
Tippet Road SR 1507 NCDOT 2-lane undivided 55 mph 950 vpd (2022)
James Norris Road SR 1440 NCDOT 2-lane undivided 55 mph 1,800 vpd (2022)
Existing peak hour turning movement counts were conducted in March 2024 during typical weekday AM (7:00 – 9:00
AM) and weekday PM (4:00 – 6:00 PM) peak hours. This data was collected at the following existing study
intersections:
> NC 210 and Tippet Road
> NC 210 and James Norris Road (North)
> NC 210 and James Norris Road (South)
Peak hour traffic volumes were determined from these traffic counts and balanced between study intersections,
where appropriate. Traffic count data is provided in Appendix B. Refer to Figure 4 for the Existing (2023) peak hour
traffic volumes.
The Existing (2024) traffic volumes were analyzed utilizing the current lane configurations to determine existing
operations for the study area.
9
11
7
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4
12
LEGEND
Harnett County, NC
Existing Lane Configurations
Scale: Not to Scale Figure 3
James Norris Road Assemblage
Storage Length (In Feet)
Intersection Spacing
Unsignalized Full Movement Intersection Tippet RoadJames NorrisRoadJames Norris Road210210
Y'
X'
2,675'1.25mi
SPEEDLIMIT55
SPEEDLIMIT55
SPEEDLIMIT55
9
11
7
`
4 6 3 10 2
12
LEGEND 3 / 247 / 1816 / 10546 / 475
1 / 11
529 / 507
497 / 578
4 / 2161 / 4916 / 77
17 / 43 4 / 1
545 / 538 57 / 35
521 / 582
63 / 346 / 4515 / 527
Unsignalized Full Movement Intersection
Harnett County, NC
Existing (2024)
Peak Hour Traffic Volumes
Scale: Not to Scale Figure 4
James Norris Road Assemblage
AM / PM Peak Hour Traffic Tippet RoadJames Norris RoadJames Norris Road210210
XX / YY
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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NO-BUILD CONDITIONS
In order to account for background growth in the study area prior to the proposed developments buildout year of
2028, the existing traffic count volumes were grown at a set growth rate. Per the approved TIA Scoping Checklist, the
existing traffic counts were grown at a 2% annual growth rate to determine projected traffic volumes. Based on
coordination with NCDOT and County staff during scoping, it was determined that there were no approved adjacent
developments to be considered in this study; however, it was determined that NCDOT State Transportation
Improvement Program (STIP) R-5705A should be included as this project is expected to provide future improvements
within the study area. STIP R-5705A is one of two segments of R-5705 currently under construction with this section
of the bypass expected to be completed in 2028.
NCDOT STIP R-5705A involves construction NC 55 Bypass on new location from NC 210 to SR 1532 (Oak Grove Church
Road). As part of this project, a new reduced-conflict-intersection (RCI) is expected to be constructed along NC 210,
north of the proposed development. This intersection along with the associated eastbound and westbound u-turn
locations at NC 210 along the future NC 55 Bypass were analyzed under future traffic conditions based on the design
plans provided by NCDOT. Future traffic volumes at these intersections are based on interpolation between base year
2016 traffic volumes – alternative B (scenario 3) and 2045 future year – alternative B without MTP projects (scenario
12) from the R-5705 Traffic Forecast was utilized to determine future traffic volumes at these intersections. Appendix
C provides a full summary of the background improvements included in this analysis. Refer to Figure 5 for the No-Build
(2028) traffic volumes.
9
15
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`
4 11 3 ## 2
##
LEGEND 679 / 1013297 / 3821012 / 68151 / 1917 / 111 / 12
573 / 549 361 / 58762 / 703 / 266 / 5317 / 83
553 / 7384 / 23
18 / 47
591 / 514 366 / 445
538 / 626
943 / 6184 / 1
590 / 582557 / 570
859 / 694
142 / 11862 / 38
384 / 297564 / 630
68 / 376 / 4Unsignalized Full Movement Intersection 481 / 727739 / 554James Norris Road Assemblage
Harnett County, NC
No-Build (2028)
Peak Hour Traffic Volumes
Scale: Not to Scale Figure 5
Signalized Intersection
730 / 479U-Turn Location
AM / PM Peak Hour Traffic Tippet RoadJames Norris RoadJames Norris RoadBY ∙ PASS
55
BY ∙ PASS
55
210210
XX / YY
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BUILD CONDITIONS
The proposed development is expected to consist of 110,000 square feet (sq. ft.) of general light industrial space, 46
single-family homes, 173 townhomes, and 8,000 sq. ft. of retail space. Based on the Institute for Transportation
Engineers (ITE) Trip Generation Manual, 11th Edition, and the suggested method of trip calculations provided in
NCDOT’s Rate vs. Equation spreadsheet, trips for the proposed development were calculated for weekday daily,
weekday AM peak hour, and weekday PM peak hour. Per coordination with NCDOT during scoping, the general light
industrial land use code was utilized for the industrial flex-space piece of this project. A summary of this trip generation
is provided in Table 3.
TABLE 2: TRIP GENERATION
Land Use (ITE Code) Density Calculation
Methodology
Daily
Trips
AM Peak Hour PM Peak Hour
Enter Exit Total Enter Exit Total
Light Industrial (110) 110 KSF Adjacent / Rates 464 69 10 79 6 37 43
Single Family Homes
(210) 46 Units Adjacent / Equation 494 9 28 37 30 18 48
Townhomes (215) 173 Units Adjacent / Equation 1,268 21 63 84 59 41 100
General Retail (822) 8 KSF Adjacent / Equation 567 15 10 25 33 33 66
TOTAL 2,793 114 111 225 128 129 257
Based on the existing traffic patterns, population centers surrounding the development, and engineering judgment
the site trips were distributed according to the regional distributions listed as follows:
Residential Distribution
> 70% to/from the northwest via NC 55 Bypass
> 15% to/from the north via NC 210
> 15% to/from the south via NC 210
Non-Residential Distribution
> 30% to/from the northwest via NC 55 Bypass
> 10% to/from the southeast via NC 55 Bypass
> 20% to/from the north via NC 210
> 30% to/from the south via NC 210
> 10% to/from the east via Tippet Road
Refer to Figures 6 and 7 for the detailed trip distribution percentages within the study area for the residential and
non-residential land uses, respectively. The trip generation and distribution were approved by NCDOT and the County
within the TIA Scoping Checklist provided in Appendix A.
The trip distributions were applied to the trip generation to determine the trip assignments for the proposed
development site trips at all study intersections. Refer to Figures 8 and 9 for the residential and non-residential site
trip assignment. Refer to Figure 10 for the total site trip assignment. To determine the future traffic volumes at the
study intersections with buildout of the proposed site, the No-Build (2028) traffic volumes were added to the total
site trip assignment to determine Build (2028) traffic volumes. Refer to Figure 11 for the Build (2028) traffic volumes.
9
15
##
14
`
4 13 12 11 3 ## 2
##
LEGEND
Exiting Trip Distribution
Regional Trip Distribution James Norris Road Assemblage
Harnett County, NC
Residential Site Trip Distribution
Scale: Not to Scale Figure 6
U-Turn Location
Entering Trip Distribution
Signalized Intersection (85%)Unsignalized Full Movement Intersection
15% 15%
(85%)(70%)(15%)(15%)(40%)40%85%15%
(45%)
15%(15%)(45%)(15%) (15%)
45%
45%
15%
(5%)15%(70%)(35%)5%35%35%(35%)70%(15%)
15%Tippet RoadJames Norris RoadJames Norris RoadSite Access #1Site Access #3Site Access #4
Site Access #5
SITE
SITE
70%
15%15%
XX%
(YY%)
ZZ%
BY ∙ PASS
55
BY ∙ PASS
55
210210
Site Access #2SITE
9
15
##
14
`
4 13 12 11 3 ## 2
##
LEGEND 30%30%(30%)(20%)35% 35% (5%) 20%
70%(20%)60%(35%)(5%)(30%) (10%) 15% 50% 30%
20%(30%)(15%)5%
(70%)30% 10% 5% (50%)
(70%)10%20% 5% (35%)(5%)(10%)(30%)(20%)10%Unsignalized Full Movement Intersection (10%)(60%)Signalized Intersection
10%U-Turn Location
Harnett County, NC
Non-Residential Site Trip Distribution
Scale: Not to Scale Figure 7
Entering Trip Distribution
Exiting Trip Distribution James Norris Road AssemblageRegional Trip Distribution Tippet RoadJames Norris RoadJames Norris RoadSite Access #1Site Access #3Site Access #4
Site Access #5
SITE
SITE
30%
20%30%
XX%
(YY%)
ZZ%
BY ∙ PASS
55
BY ∙ PASS
55
210210
Site Access #2SITE
10%
10%
9
15
##
14
`
4 13 12 11 3 ## 2
##
LEGEND 0 / 00 / 00 / 0
2 / 40 / 0
10 / 320 / 032 / 21
21 / 630 / 032 / 215 / 1364 / 420 / 00 / 00 / 05 / 3
0 / 010 / 320 / 0 0 / 0 13 / 8 14 / 40
14 / 40 0 / 00 / 041 / 270 / 037 / 2412 / 36
26 / 760 / 013 / 80 / 0
13 / 8 13 / 8 0 / 0 0 / 0 5 / 13
5 / 13
64 / 420 / 04 / 13 0 / 0
41 / 274 / 13 4 / 13 0 / 0 0 / 0
78 / 51
0 / 00 / 0 4 / 13
0 / 00 / 014 / 914 / 9
0 / 00 / 0Unsignalized Full Movement Intersection 0 / 078 / 51Signalized Intersection
0 / 0U-Turn Location
Harnett County, NC
Residential Site Trip Assignment
Scale: Not to Scale Figure 8
James Norris Road Assemblage
AM / PM Site Trips Tippet RoadJames Norris RoadJames Norris RoadSite Access #1Site Access #3Site Access #4
Site Access #5
SITE
SITE
BY ∙ PASS
55
BY ∙ PASS
55
210210
Site Access #2SITE
XX / YY
15
##
14
`
4 13 12 11 3 ## 2
##
LEGEND 0 / 00 / 00 / 0
0 / 00 / 0
0 / 00 / 00 / 0
26 / 110 / 00 / 025 / 126 / 210 / 00 / 04 / 130 / 0
0 / 00 / 00 / 0 29 / 14 30 / 18 17 / 7
59 / 27 0 / 00 / 04 / 140 / 00 / 00 / 0
51 / 237 / 251 / 40 / 0
6 / 21 2 / 8 13 / 6 42 / 20 25 / 12
17 / 8
6 / 213 / 104 / 2 0 / 0
14 / 4925 / 12 8 / 4 4 / 2 10 / 35
14 / 49
8 / 417 / 8 11 / 27
1 / 42 / 76 / 214 / 14
8 / 40 / 0Unsignalized Full Movement Intersection 2 / 712 / 42James Norris Road Assemblage
Harnett County, NC
Non-Residential Site Trip Assignment
Scale: Not to Scale Figure 9
Signalized Intersection
8 / 4U-Turn Location
AM / PM Site Trips Tippet RoadJames Norris RoadJames Norris RoadSite Access #1Site Access #3Site Access #4
Site Access #5
SITE
SITE
BY ∙ PASS
55
BY ∙ PASS
55
210210
Site Access #2SITE
XX / YY
9
15
##
14
`
4 13 12 11 3 ## 2
##
LEGEND 0 / 00 / 00 / 0
2 / 40 / 0
10 / 320 / 032 / 21
47 / 740 / 032 / 2130 / 2570 / 630 / 00 / 04 / 135 / 3
0 / 010 / 320 / 0 29 / 14 43 / 26 31 / 47
73 / 67 0 / 00 / 045 / 410 / 037 / 2412 / 36
77 / 997 / 2514 / 120 / 0
19 / 29 15 / 16 13 / 6 42 / 20 30 / 25
22 / 21
70 / 633 / 108 / 15 0 / 0
55 / 7629 / 25 12 / 17 4 / 2 10 / 35
92 / 100
8 / 417 / 8 15 / 40
1 / 42 / 720 / 3018 / 23
8 / 40 / 0Unsignalized Full Movement Intersection 2 / 790 / 93Signalized Intersection
8 / 4U-Turn Location
Harnett County, NC
Total Site Trip Assignment
Scale: Not to Scale Figure 10
James Norris Road Assemblage
AM / PM Site Trips Tippet RoadJames Norris RoadJames Norris RoadSite Access #1Site Access #3Site Access #4
Site Access #5
SITE
SITE
BY ∙ PASS
55
BY ∙ PASS
55
210210
Site Access #2SITE
XX / YY
9
15
##
14
`
4 13 12 11 3 ## 2
##
LEGEND
AM / PM Peak Hour Traffic
James Norris Road Assemblage
Harnett County, NC
Build (2028)
Peak Hour Traffic Volumes
Scale: Not to Scale Figure 11
Signalized Intersection
738 / 483U-Turn Location
Unsignalized Full Movement Intersection 483 / 734829 / 64764 / 45
404 / 327582 / 653
76 / 416 / 4586 / 595 606 / 600 4 / 2 604 / 618
951 / 794
150 / 12217 / 8 609 / 623
1 / 43 / 108 / 15 4 / 1
645 / 658
18 / 47
610 / 543 591 / 567 13 / 6 618 / 571 396 / 470
560 / 647
1013 / 6811 / 12 29 / 14 619 / 577 31 / 47
646 / 616 361 / 58762 / 7045 / 413 / 2103 / 7729 / 119
630 / 8377 / 2514 / 1251 / 1917 / 114 / 135 / 3
4 / 2331 / 116327 / 4071082 / 7440 / 0
2 / 40 / 0
10 / 3221 / 8432 / 21
726 / 10870 / 0101 / 760 / 069 / 55Tippet RoadJames Norris RoadJames Norris RoadSite Access #1Site Access #3Site Access #4
Site Access #5
SITE
SITE
BY ∙ PASS
55
BY ∙ PASS
55
210210
Site Access #2SITE
XX / YY
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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CAPACITY ANALYSIS
The intersections and analysis scenarios included in this study were analyzed to determine the potential impact by the
proposed development and to recommend improvements to mitigate any potential impacts. The capacity analysis
reviews the level of service (LOS), delay, and vehicle queues expected under each analysis scenario utilizing the
methodology contained in the Highway Capacity Manual (HCM), 6th Edition, published by the Transportation Research
Board.
LOS is a qualitative measurement of traffic operations based on the average total vehicle delay of the movement,
approach, or intersection. The HCM includes six levels of service, ranging from level “A” (free flow conditions) to
level “F” (where over-saturated conditions are evident). Table 4, provides a summary of the thresholds for each LOS
under both unsignalized (stop-control) and signalized operations.
TABLE 3: HIGHWAY CAPACITY MANUAL – LEVELS OF SERVICE + DELAY CRITERIA
Level of Service (LOS)
Unsignalized Signalized
Average Control Delay (Seconds per vehicle) Average Control Delay (Seconds per vehicle)
A ≤ 10 ≤ 10
B > 10 and ≤ 15 > 10 and ≤ 20
C > 15 and ≤ 25 > 20 and ≤ 35
D > 25 and ≤ 35 > 35 and ≤ 55
E > 35 and ≤ 50 > 55 and ≤ 80
F > 50 > 80
A computer software package, Synchro (version 11.1), was utilized for the analysis of operations within this study.
Within this software package, SimTraffic was also used to review queue lengths and the operations of intersections
within the context of location and spacing in the study area. The capacity analysis summary table for each study
intersection provides the delay and LOS for each approach and overall intersection, when appropriate. More detailed
queues and delay information is provided in the appendix.
Per the NCDOT Congestion Management Capacity Analysis Guidelines, several assumptions were applied to the full
study. A summary of these assumptions is provided below:
> A Peak Hour Factor (PHF) of 0.90 was used for all analysis scenarios and intersections.
> A heavy vehicle percentage of 2% was applied to all analysis scenarios and intersections.
> For allowable movements with volumes less than four (4), a volume of four (4) was applied in the capacity
analysis. In order to present accurate information within the traffic volume figures, this was not applied to
those conditions.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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NC 55 BYPASS + NC 210
The future intersection of NC 55 Bypass and NC 210 is expected to operate as a signalized, four-leg reduced conflict
intersection (RCI). This intersection was analyzed under No-Build (2028) and Build (2028) conditions.
Table 5 provides the capacity analysis for the subject intersection with the lane configurations and traffic control
shown in the table. Refer to Appendix D for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix O.
TABLE 4: CAPACITY ANALYSIS SUMMARY OF NC 55 BYPASS + NC 210
Conditions
N
O D E
A
P
P
R O A
C
H
Lane Configurations
Weekday AM Peak Hour Weekday PM Peak Hour
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
LOS and
Approach Delay
(seconds)
Overall Delay
(seconds)
No-Build (2028)
21
EB
WB*1
NB2
2 TH, 2 RT
1 LT
2 RT
C (21)
C (30)
D (36)
C (28)
B (16)
D (39)
D (45)
C (27)
22
EB**1
WB
SB2
1 LT
2 TH, 1 RT
2 RT
D (40)
A (4)
E (56)
B (16)
D (37)
A (4)
D (52)
C (20)
Build (2028)
21
EB
WB*1
NB2
2 TH, 2 RT
1 LT
2 RT
C (25)
C (28)
C (34)
C (29)
B (20)
D (37)
D (43)
C (29)
22
EB**1
WB
SB2
1 LT
2 TH, 1 RT
2 RT
D (39)
A (4)
D (55)
B (16)
D (36)
A (4)
D (52)
B (20)
1. Level of service for major-street left-turn movement.
2. Level of service for minor-street approach.
*Note: Due to limitations with Synchro analysis software, the westbound left-turn movement was modeled as the southbound approach at this
intersection.
**Note: Due to limitations with Synchro analysis software, the eastbound left-turn movement was modeled as the northbound approach at this
intersection.
Capacity analysis of No-Build (2028) and Build (2028) traffic conditions indicates that the RCI intersections of NC 55
Bypass and NC 210 are both expected to operate at an overall LOS C or better during the weekday AM and PM peak
hours. Additionally, all intersection approaches are expected to operate at LOS D or better during the weekday AM
and PM peak hours.
The proposed development is expected to account for less than 9% of the total volume at either intersection upon
buildout of the proposed development. Additionally, the proposed development is expected to account for a
maximum of four (4) seconds of additional delay to any approach at this intersection when comparing No-Build (2028)
to Build (2028) conditions.
Due to the minor impacts of the addition of development site trips at this intersection and the acceptable future
operations expected, no improvements are recommended by the developer.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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NC 55 BYPASS + EASTBOUND U-TURN LOCATION AT NC 210
The future intersection of NC 55 Bypass and the Eastbound U-Turn Location at NC 210 is expected to operate as a
signalized intersection with no minor-street approach. This intersection was analyzed under No-Build (2028) and Build
(2028) conditions.
Table 6 provides the capacity analysis for the subject intersection with the lane configurations and traffic control
shown in the table. Refer to Appendix E for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix O.
TABLE 5: CAPACITY ANALYSIS SUMMARY OF NC 55 BYPASS + EASTBOUND U-TURN LOCATION AT NC 210
Conditions
A
P
P
R O A
C
H
Lane Configurations
Weekday AM Peak Hour Weekday PM Peak Hour
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
No-Build (2028) EB*1
WB
2 UT
2 TH
C (29)
B (14) C (21) C (33)
A (9) C (22)
Build (2028) EB*1
WB
2 UT
2 TH
C (27)
B (16) C (22) C (31)
B (10) C (22)
1. Level of service for major-street u-turn movement.
*Note: Due to limitations with Synchro analysis software, the eastbound u-turn movement was modeled as the northbound approach at this
intersection.
Capacity analysis of No-Build (2028) and Build (2028) traffic conditions indicates that the intersection of NC 55 Bypass
and the eastbound u-turn location at NC 210 is expected to operate at an overall LOS C or better during the weekday
AM and PM peak hours. Additionally, all intersection approaches are expected to operate at LOS C or better during
the weekday AM and PM peak hours.
The proposed development is expected to account for less than 9% of the total volume at either intersection upon
buildout of the proposed development. Additionally, the proposed development is expected to account for a
maximum of two (2) seconds of additional delay to any approach at this intersection when comparing No-Build (2028)
to Build (2028) conditions.
Due to the minor impacts of the addition of development site trips at this intersection and the acceptable future
operations expected, no improvements are recommended by the developer.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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NC 55 BYPASS + WESTBOUND U-TURN LOCATION
The future intersection of NC 55 Bypass and the Westbound U-Turn Location at NC 210 is expected to operate as an
unsignalized intersection with no minor-street approach. This intersection was analyzed under No-Build (2028) and
Build (2028) conditions.
Table 7 provides the capacity analysis for the subject intersection with the lane configurations and traffic control
shown in the table. Refer to Appendix F for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix O.
TABLE 6: CAPACITY ANALYSIS SUMMARY OF NC 55 BYPASS + WESTBOUND U-TURN LOCATION AT NC 210
Conditions
A
P
P
R O A
C
H
Lane Configurations
Weekday AM Peak Hour Weekday PM Peak Hour
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
No-Build (2028) EB
WB*1
2 TH
1 UT
--
C (18) N/A --
F (57) N/A
Build (2028) EB
WB*1
2 TH
1 UT
--
C (21) N/A --
F (89) N/A
Build (2028) –
Improved
(Signalization)
EB
WB*
2 TH
1 UT
B (11)
E (57) C (26) B (17)
D (40) C (24)
1. Level of service for major-street u-turn movement.
*Note: Due to limitations with Synchro analysis software, the westbound u-turn movement was modeled as the southbound approach at this
intersection.
Capacity analysis of No-Build (2028) and Build (2028) traffic conditions indicates that the unsignalized u-turn
movement at the intersection of NC 55 Bypass and the westbound u-turn location at NC 210 is expected to operate
at LOS C during the weekday AM peak hour and at LOS F during the weekday PM peak hour. These levels-of-service
are not uncommon for stop-controlled movements at intersections with heavy mainline traffic volumes.
Due to the poor LOS expected for the westbound u-turn movement in the future and upon buildout of the proposed
development, the potential need for signalization was evaluated based on the methodology contained within the
NCDOT report Guidelines for Signalization of Intersections with Two or Three Approaches published by the Institute
for Transportation Research and Education (ITRE). Weekday AM and PM peak hour volumes from Build (2028) traffic
conditions were utilized to evaluate the intersection’s capacity relative to the expected future storage to be provided
for the westbound u-turn movement. Based on the results of this warrant, this movement is expected to operate over-
capacity during the weekday PM peak hour. Further review of expected future queue lengths at this intersection
indicate that signalization is needed to accommodate future traffic volumes on this movement to avoid impacts to
adjacent intersections along the NC 55 Bypass. Refer to Appendix P for a copy of the ITRE Signal Warrant Analysis
results.
Capacity analysis of this intersection with signalization under Build (2028) traffic conditions indicates that this
intersection is expected to operate at an overall LOS C during the weekday AM and PM peak hours. It is recommended
that the developer monitor this intersection for signalization and install once warranted and approved by NCDOT.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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NC 210 + TIPPET ROAD
The intersection of NC 210 and Tippet Road is currently an unsignalized, three-leg intersection. This intersection was
analyzed under Existing (2024), No-Build (2028) and Build (2028) conditions.
Table 8 provides the capacity analysis for the subject intersection with the lane configurations and traffic control
shown in the table. Refer to Appendix G for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix O.
TABLE 7: CAPACITY ANALYSIS SUMMARY OF NC 210 + TIPPET ROAD
Conditions
A
P
P
R O A
C
H
Lane Configurations
Weekday AM Peak Hour Weekday PM Peak Hour
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
Existing (2024)
WB2
NB
SB1
1 LT, 1 RT
1 TH-RT
1 LT-TH
D (29)
--
A (9)
N/A
D (33)
--
A (9)
N/A
No-Build (2028)
WB2
NB
SB1
1 LT, 1 RT
1 TH-RT
1 LT-TH
E (37)
--
A (9)
N/A
E (42)
--
A (9)
N/A
Build (2028)
WB2
NB
SB1
1 LT, 1 RT
1 TH-RT
1 LT-TH
E (43)
--
A (9)
N/A
E (49)
--
A (9)
N/A
Improvements recommended by the Developer are shown in bold.
1. Level-of-service for the major-street left-turn movement.
2. Level-of-service for the minor-street approach.
Capacity analysis of Existing (2024) conditions indicates that the major-street left-turn movement at the intersection
of NC 210 and Tippet Road currently operates at LOS A during the weekday AM and PM peak hours while the minor-
street approach currently operates at LOS D during the weekday AM and PM peak hours.
Under future traffic conditions, the major-street left-turn movement at this intersection is expected to continue to
operate at LOS A during the weekday AM and PM peak hours while the minor-street approach is expected to operate
at LOS E during the weekday AM and PM peak hours. These levels-of-service are not uncommon for stop-controlled
minor-street approaches at intersections with heavy mainline traffic volumes.
It should be noted that construction of the NC 55 Bypass as part of STIP R-5705 is expected to divert traffic from NC
210 as the preferred route for vehicles traveling through the Town of Angier. The intersection of NC 210 and Tippet
Road was not included in the R-5705 traffic forecast (dated August 7, 2018) and therefore future traffic volumes used
in this analysis are expected to be conservative as they are based off existing volumes and traffic patterns pre-
construction of the bypass. The proposed development is expected to account for less than 4% of the overall total
traffic volume at this intersection upon buildout of the proposed development in 2028. Due to the minor impacts of
development traffic at this intersection, no improvements are recommended.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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NC 210 + JAMES NORRIS ROAD (NORTH)
The intersection of NC 210 and James Norris Road (North) is currently an unsignalized, three-leg intersection. This
intersection was analyzed under Existing (2024), No-Build (2028) and Build (2028) conditions.
Table 9 provides the capacity analysis for the subject intersection with the lane configurations and traffic control
shown in the table. Refer to Appendix H for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix O.
TABLE 8: CAPACITY ANALYSIS SUMMARY OF NC 210 + JAMES NORRIS ROAD (NORTH)
Conditions
A
P
P
R O A
C
H
Lane Configurations
Weekday AM Peak Hour Weekday PM Peak Hour
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
Existing (2024)
EB2
NB1
SB
1 LT-RT
1 LT, 1 TH
1 TH-RT
D (31)
A (9)
--
N/A
D (29)
A (9)
--
N/A
No-Build (2028)
EB2
NB1
SB
1 LT-RT
1 LT, 1 TH
1 TH, 1 RT
E (38)
A (9)
--
N/A
D (32)
A (9)
--
N/A
Build (2028)
EB2
NB1
SB
1 LT-RT
1 LT, 1 TH
1 TH, 1 RT
F (87)
A (9)
--
N/A
F (57)
A (9)
--
N/A
Build (2028) –
Improved
(Signalization)
EB
NB
SB
1 LT-RT
1 LT, 1 TH
1 TH, 1 RT
E (58)
A (6)
A (8)
B (11)
E (57)
A (6)
A (4)
A (8)
Improvement by STIP R-5705A are shown underlined.
Improvements recommended by the Developer are shown in bold.
1. Level-of-service for the major-street left-turn movement.
2. Level-of-service for the minor-street approach.
Capacity analysis of Existing (2024) conditions indicates that the major-street left-turn movement at the intersection
of NC 210 and James Norris Road North currently operates at LOS A during the weekday AM and PM peak hours while
the minor-street approach currently operates at LOS D during the weekday AM and PM peak hours.
Under future traffic conditions, geometric improvements in the form of an excusive southbound right-turn lane are
expected to be constructed at this intersection as part of STIP R-5705. This right-turn lane is expected to extend north
to the future NC 55 Bypass as a secondary southbound lane along NC 210. Capacity analysis of No-Build (2028) and
Build (2028) conditions indicates that the major-street left-turn movement is expected to continue to operate at LOS
A during the weekday AM and PM peak hours while the minor street is expected to operate at LOS E/F during the
weekday AM and PM peak hours with the exception of the weekday PM peak hour under No-Build (2028) conditions
(LOS D). These levels-of-service are not uncommon for stop-controlled minor-street approaches at intersections with
heavy mainline traffic volumes.
Due to the poor operations expected for the minor-street approach in the future and upon buildout of the proposed
development, the potential need for signalization was evaluated based on the methodology in the Manual on Uniform
Traffic Control Devices (MUTCD). Weekday AM and PM peak hour volumes from Build (2028) traffic conditions were
utilized to evaluate the peak hour (warrant 3) warrant. Based on the results of this warrant, this intersection is
expected to satisfy the peak hour warrant during both the weekday AM and PM peak hour. Refer to Appendix P for a
copy of the MUTCD Signal Warrant Analysis results.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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Analysis of Build (2028) conditions with signalization indicates that this intersection is expected to operate at an overall
LOS B or better during the weekday AM and PM peak hours. It should be noted that it was assumed this intersection
would be coordinated with the future NC 55 Bypass due to the close proximity to the RCI intersection of NC 55 Bypass
and NC 210 approximately 800 feet to the north. It is recommended that the developer monitor for signalization and
install once warranted and approved by NCDOT.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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NC 210 + JAMES NORRIS ROAD (SOUTH)
The intersection of NC 210 and James Norris Road (South) is currently an unsignalized, three-leg intersection. This
intersection was analyzed under Existing (2024), No-Build (2028) and Build (2028) conditions.
Table 10 provides the capacity analysis for the subject intersection with the lane configurations and traffic control
shown in the table. Refer to Appendix I for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix O.
TABLE 9: CAPACITY ANALYSIS SUMMARY OF NC 210 + JAMES NORRIS ROAD (SOUTH)
Conditions
A
P
P
R O A
C
H
Lane Configurations
Weekday AM Peak Hour Weekday PM Peak Hour
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
Existing (2024)
EB2
NB1
SB
1 LT-RT
1 LT, 1 TH
1 TH-RT
C (18)
A (9)
--
N/A
C (17)
A (9)
--
N/A
No-Build (2028)
EB2
NB1
SB
1 LT-RT
1 LT, 1 TH
1 TH-RT
C (20)
A (9)
--
N/A
C (19)
A (9)
--
N/A
Build (2028)
EB2
NB1
SB
1 LT-RT
1 LT, 1 TH
1 TH-RT
C (21)
A (9)
--
N/A
C (20)
A (9)
--
N/A
Improvements recommended by the Developer are shown in bold.
1. Level-of-service for the major-street left-turn movement.
2. Level-of-service for the minor-street approach.
Capacity analysis of Existing (2024), No-Build (2028), and Build (2028) conditions indicate that the major-street left-
turn movement at the intersection of NC 210 and James Norris Road South is expected to operate at LOS A during the
weekday AM and PM peak hours and the minor-street approach is expected to operate at LOS C during the weekday
AM and PM peak hours.
The proposed development is expected to account for approximately one (1) second of additional delay to the minor-
street approach of James Norris Road South during the weekday AM and PM peak hours upon buildout of the
proposed development. Additionally, the proposed development is expected to account for less than 5% of the overall
total traffic volume at this intersection upon buildout of the proposed development in 2028. Due to the minor impacts
of the addition of development site trips at this intersection and the expected acceptable future operations, no
improvements are recommended.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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NC 210 + SITE ACCESS #1
The future intersection of NC 210 and Site Access #1 is expected to operate as an unsignalized, three-leg intersection.
This intersection was analyzed under Build (2028) conditions. Based on review of the capacity analysis and expected
future AADT along NC 210 the following improvements are recommended to be constructed by the developer:
> Construct Site Access #1 as the eastbound approach with one (1) ingress and two (2) egress lanes striped as
an exclusive left-turn and right-turn lane, respectively.
o It is recommended that the right-turn egress lane be provided with a minimum of 50 feet of full-width
storage.
> Provide stop-control for the eastbound approach.
> Construct an exclusive northbound left-turn lane on NC 210 with a minimum of 50 feet of full width storage
and appropriate deceleration and taper.
Table 11 provides the capacity analysis for the subject intersection with the lane configurations and traffic control
shown in the table. Refer to Appendix J for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix O.
TABLE 10: CAPACITY ANALYSIS SUMMARY OF NC 210 + SITE ACCESS #1
Conditions
A
P
P
R O A
C
H
Lane Configurations
Weekday AM Peak Hour Weekday PM Peak Hour
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
Build (2028)
EB2
NB1
SB
1 LT, 1 RT
1 LT, 1 TH
1 TH-RT
D (33)
A (9)
--
N/A
D (32)
A (9)
--
N/A
Improvements recommended by the Developer are shown in bold.
1. Level-of-service for the major-street left-turn movement.
2. Level-of-service for the minor-street approach.
Capacity analysis of Build (2028) conditions indicates that the major-street left-turn movement at the proposed
intersection of NC 210 and Site Access #1 is expected to operate at LOS A during the weekday AM and PM peak hours
and that the minor-street approach is expected to operate at LOS D during the weekday AM and PM peak hours.
Exclusive left and right-turn lanes were considered at this intersection based on the methodology outlined in the Policy
on Street and Driveway Access to North Carolina Highways (published by the NCDOT). Based on the findings from the
turn lane warrant analysis, exclusive turn lanes on both the northbound or southbound approaches are not expected
to be warranted based on the anticipated low volume of turning traffic at this intersection. However, due to the
current and expected future AADT along NC 210 being greater than 4,000 vehicles per day, an exclusive northbound
left-turn lane is recommended at this intersection. Refer to Appendix Q for a copy of the turn lane warrants at this
intersection.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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NC 210 + SITE ACCESS #2
The future intersection of NC 210 and Site Access #2 is expected to operate as an unsignalized, three-leg intersection.
This intersection was analyzed under Build (2028) conditions. Based on review of the capacity analysis and expected
future AADT along NC 210 the following improvements are recommended to be constructed by the developer:
> Construct Site Access #2 as the westbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the westbound approach.
> Construct an exclusive southbound left-turn lane on NC 210 with a minimum of 50 feet of full width storage
and appropriate deceleration and taper.
Table 12 provides the capacity analysis for the subject intersection with the lane configurations and traffic control
shown in the table. Refer to Appendix K for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix O.
TABLE 11: CAPACITY ANALYSIS SUMMARY OF NC 210 + SITE ACCESS #2
Conditions
A
P
P
R O A
C
H
Lane Configurations
Weekday AM Peak Hour Weekday PM Peak Hour
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
Build (2028)
WB2
NB
SB1
1 LT-RT
1 TH-RT
1 LT, 1 TH
C (21)
--
A (9)
N/A
C (18)
--
A (9)
N/A
Improvements recommended by the Developer are shown in bold.
1. Level-of-service for the major-street left-turn movement.
2. Level-of-service for the minor-street approach.
Capacity analysis of Build (2028) conditions indicates that the major-street left-turn movement at the proposed
intersection of NC 210 and Site Access #2 is expected to operate at LOS A during the weekday AM and PM peak hours
and that the minor-street approach is expected to operate at LOS C during the weekday AM and PM peak hours.
Exclusive left and right-turn lanes were considered at this intersection based on the methodology outlined in the Policy
on Street and Driveway Access to North Carolina Highways (published by the NCDOT). Based on the findings from the
turn lane warrant analysis, exclusive turn lanes on either the northbound or southbound approaches are not expected
to be warranted based on the anticipated low volume of turning traffic at this intersection. However, due to the
current and expected future AADT along NC 210 being greater than 4,000 vehicles per day, an exclusive southbound
left-turn lane is recommended at this intersection. Refer to Appendix Q for a copy of the turn lane warrants at this
intersection.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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NC 210 + SITE ACCESS #3
The future intersection of NC 210 and Site Access #3 is expected to operate as an unsignalized, three-leg intersection.
This intersection was analyzed under Build (2028) conditions. Based on review of the capacity analysis and expected
future AADT along NC 210 the following improvements are recommended to be constructed by the developer:
> Construct Site Access #3 as the eastbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the eastbound approach.
> Construct an exclusive northbound left-turn lane on NC 210 with a minimum of 50 feet of full width storage
and appropriate deceleration and taper.
Table 13 provides the capacity analysis for the subject intersection with the lane configurations and traffic control
shown in the table. Refer to Appendix L for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix O.
TABLE 12: CAPACITY ANALYSIS SUMMARY OF NC 210 + SITE ACCESS #3
Conditions
A
P
P
R O A
C
H
Lane Configurations
Weekday AM Peak Hour Weekday PM Peak Hour
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
Build (2028)
EB2
NB1
SB
1 LT-RT
1 LT-TH
1 TH-RT
C (24)
A (9)
--
N/A
D (25)
A (9)
--
N/A
Improvements recommended by the Developer are shown in bold.
1. Level-of-service for the major-street left-turn movement.
2. Level-of-service for the minor-street approach.
Capacity analysis of Build (2028) conditions indicates that the major-street left-turn movement at the proposed
intersection of NC 210 and Site Access #3 is expected to operate at LOS A during the weekday AM and PM peak hours
and that the minor-street approach is expected to operate at LOS C during the weekday AM and PM peak hours.
Exclusive left and right-turn lanes were considered at this intersection based on the methodology outlined in the Policy
on Street and Driveway Access to North Carolina Highways (published by the NCDOT). Based on the findings from the
turn lane warrant analysis, exclusive turn lanes on either the northbound or southbound approaches are not expected
to be warranted based on the anticipated low volume of turning traffic at this intersection. However, due to the
current and expected future AADT along NC 210 being greater than 4,000 vehicles per day, an exclusive northbound
left-turn lane is recommended at this intersection. Refer to Appendix Q for a copy of the turn lane warrants at this
intersection.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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JAMES NORRIS ROAD + SITE ACCESS #4
The future intersection of James Norris Road and Site Access #4 is expected to operate as an unsignalized, three-leg
intersection. This intersection was analyzed under Build (2028) conditions. Based on review of the capacity analysis
and NCDOT Driveway Manual guidelines for left and right-turn lanes at site driveways the following improvements are
recommended to be constructed by the developer:
> Construct Site Access #4 as the northbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the northbound approach.
Table 14 provides the capacity analysis for the subject intersection with the lane configurations and traffic control
shown in the table. Refer to Appendix M for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix O.
TABLE 13: CAPACITY ANALYSIS SUMMARY OF JAMES NORRIS ROAD + SITE ACCESS #4
Conditions
A
P
P
R O A
C
H
Lane Configurations
Weekday AM Peak Hour Weekday PM Peak Hour
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
Build (2028)
EB
WB1
NB2
1 TH-RT
1 LT-TH
1 LT-RT
--
A (8)
A (9)
N/A
--
A (7)
A (9)
N/A
Improvements recommended by the Developer are shown in bold.
1. Level-of-service for the major-street left-turn movement.
2. Level-of-service for the minor-street approach.
Capacity analysis of Build (2028) conditions indicates that both the major-street left-turn movement and minor-street
approach at the proposed intersection of James Norris Road and Site Access #4 are expected to operate at LOS A
during the weekday AM and PM peak hours.
Exclusive left and right-turn lanes were considered at this intersection based on the methodology outlined in the Policy
on Street and Driveway Access to North Carolina Highways (published by the NCDOT). Based on the findings from the
turn lane warrant analysis, exclusive turn lanes on either the northbound or southbound approaches are not expected
to be warranted based on the anticipated low volume of turning traffic at this intersection. Additionally, future traffic
volumes along James Norris Road are expected to fall below the 4,000 vehicles per day threshold for consideration of
exclusive turn lanes. For this reason, exclusive turn lanes are not recommended along James Norris Road at this
driveway. Refer to Appendix Q for a copy of the turn lane warrants at this intersection.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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JAMES NORRIS ROAD + SITE ACCESS #5
The future intersection of James Norris Road and Site Access #5 is expected to operate as an unsignalized, three-leg
intersection. This intersection was analyzed under Build (2028) conditions. Based on review of the capacity analysis
and NCDOT Driveway Manual guidelines for left and right-turn lanes at site driveways the following improvements are
recommended to be constructed by the developer:
> Construct Site Access #5 as the northbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the northbound approach.
Table 15 provides the capacity analysis for the subject intersection with the lane configurations and traffic control
shown in the table. Refer to Appendix N for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix O.
TABLE 14: CAPACITY ANALYSIS SUMMARY OF JAMES NORRIS ROAD + SITE ACCESS #5
Conditions
A
P
P
R O A
C
H
Lane Configurations
Weekday AM Peak Hour Weekday PM Peak Hour
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
LOS and
Approach
Delay
(seconds)
Overall Delay
(seconds)
Build (2028)
EB
WB1
NB2
1 TH-RT
1 LT-TH
1 LT-RT
--
A (7)
A (9)
N/A
--
A (7)
A (9)
N/A
Improvements recommended by the Developer are shown in bold.
1. Level-of-service for the major-street left-turn movement.
2. Level-of-service for the minor-street approach.
Capacity analysis of Build (2028) conditions indicates that both the major-street left-turn movement and minor-street
approach at the proposed intersection of James Norris Road and Site Access #5 are expected to operate at LOS A
during the weekday AM and PM peak hours.
Exclusive left and right-turn lanes were considered at this intersection based on the methodology outlined in the Policy
on Street and Driveway Access to North Carolina Highways (published by the NCDOT). Based on the findings from the
turn lane warrant analysis, exclusive turn lanes on either the northbound or southbound approaches are not expected
to be warranted based on the anticipated low volume of turning traffic at this intersection. Additionally, future traffic
volumes along James Norris Road are expected to fall below the 4,000 vehicles per day threshold for consideration of
exclusive turn lanes. For this reason, exclusive turn lanes are not recommended along James Norris Road at this
driveway. Refer to Appendix Q for a copy of the turn lane warrants at this intersection.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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CONCLUSION / RECOMMENDATIONS
The purpose of this Traffic Impact Analysis is to determine the potential traffic impacts of this development and to
identify transportation improvements that may be required to mitigate the impacts on the roadway network. The
proposed mixed-use development will be located inside the James Norris Road loop, west of NC 210 in Harnett County,
North Carolina. Site access will be served via three (3) full movement driveways on NC 210 and two (2) full movement
driveways on James Norris Road. The site is currently undeveloped and is expected to consist of 110,000 square feet
(sq. ft.) of general light industrial space, 46 single-family homes, 173 townhomes, and 8,000 sq. ft. of retail space. The
proposed site is expected to be built-out by the year 2028.
Based on the approved scoping, the following intersections were included in this TIA study area:
> Future NC 55 Bypass and NC 210
> Future NC 55 Bypass and Eastbound U-Turn at NC 210
> Future NC 55 Bypass and Northbound U-Turn at NC 210
> NC 210 and Tippet Road
> NC 210 and James Norris Road (North)
> NC 210 and James Norris Road (South)
> NC 210 and Site Access #1 (proposed)
> NC 210 and Site Access #2 (proposed)
> NC 210 and Site Access #3 (proposed)
> James Norris Road and Site Access #4 (proposed)
> James Norris Road and Site Access #5 (proposed)
Capacity analysis was conducted at all study intersections according to NCDOT guidelines utilizing the methodology
contained in the Highway Capacity Manual (HCM), 6th Edition, published by the Transportation Research Board. Based
on review of adjacent development and background information provided by NCDOT and the Town, the following
improvements have been identified or are recommended to accommodate future traffic conditions. Figure 12,
provides a graphical representation of recommended improvements at the study intersections.
Recommended Improvements by Developer
NC 55 Bypass + Westbound U-Turn Location at NC 210
> Monitor for signalization and install once warranted and approved by NCDOT
NC 210 + Tippet Road
> Monitor for signalization and install once warranted and approved by NCDOT
NC 210 and Proposed Site Access #1
> Construct Site Access #1 as the eastbound approach with one (1) ingress and two (2) egress lanes striped as
an exclusive left-turn and right-turn lane, respectively.
o It is recommended that the right-turn egress lane be provided with a minimum of 50 feet of full-width
storage.
> Provide stop-control for the eastbound approach.
> Construct an exclusive northbound left-turn lane on NC 210 with a minimum of 50 feet of full width storage
and appropriate deceleration and taper.
NC 210 + Site Access #2
> Construct Site Access #2 as the westbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the westbound approach.
> Construct an exclusive southbound left-turn lane on NC 210 with a minimum of 50 feet of full width storage
and appropriate deceleration and taper.
JAMES NORRIS ROAD ASSEMBLAGE > TRAFFIC IMPACT ANALYSIS
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NC 210 + Site Access #3
> Construct Site Access #3 as the eastbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the eastbound approach.
> Construct an exclusive northbound left-turn lane on NC 210 with a minimum of 50 feet of full width storage
and appropriate deceleration and taper.
James Norris Road + Site Access #4
> Construct Site Access #4 as the northbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the northbound approach.
James Norris Road + Site Access #5
> Construct Site Access #5 as the northbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the northbound approach.
9
##
`
4 13 12 11 3 ## 2
##
LEGEND 475'450'50'FULL 300'600'500'50'
TWLTL (200')50'
Unsignalized Full Movement Intersection 450'300'Signalized Intersection
James Norris Road Assemblage
Harnett County, NC
Recommended Lane Configurations
Scale: Not to Scale Figure 12
Existing Lane
Developer Monitor for Signal
TWLTL (150')
Improvement by Developer
Signal Installation by NCDOT STIP R-5705A
Improvement by NCDOT STIP R-5705A
Storage Length (In Feet)500500'450'
50'Tippet RoadJames Norris RoadJames Norris RoadSite Access #1Site Access #3Site Access #4
Site Access #5
SITE
SITE
BY ∙ PASS
55
BY ∙ PASS
55
210210
Site Access #2SITE
X'