HomeMy WebLinkAboutParrish Road PUD TIA
Parrish Road Residential
Traffic Impact Analysis, Harnett County, NC / May, 2024
Prepared by:
McAdams
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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PARRISH ROAD RESIDENTIAL
HARNETT COUNTY, NORTH CAROLINA
TRAFFIC IMPACT ANALYSIS
PROJECT NUMBER: FRS24006
PREPARED BY: TUCKER FULLE, EI
REVIEWED BY: NATE BOUQUIN, PE, PTOE
DATE: MAY 2024
621 HILLSBOROUGH STREET, SUITE 500
RALEIGH, NC 27603
NC LIC. # C-0293
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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EXECUTIVE SUMMARY
The proposed residential development will be located along Parrish Road, south of Chalybeate Springs Road, in
Harnett County, North Carolina. Site access will be served via three (3) full movement driveways along Parrish Road
with the northern and southernmost driveways aligned across Parrish Road. The site is currently undeveloped and is
expected to consist of a maximum of 183 single family homes, 184 townhomes, and 2,000 square feet (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 submitted to North Carolina Department of Transportation
(NCDOT) and Harnett County (County) staff for review of the TIA scope and assumptions. TIA Scoping Checklist and
approval correspondence is provided in the Appendix Pf this study. Based on the approved scoping, the following
intersections are included in this TIA study area:
> US 401 and Chalybeate Springs Road
> Chalybeate Springs Road and Lafayette Road
> Chalybeate Springs Road and Parrish Road
> Chalybeate Springs Road and Purfoy Road
> Future NC 55 Bypass and Chalybeate Springs Road
> Future NC 55 Bypass and Northern U-Turn Location at Chalybeate Springs Road
> Future NC 55 Bypass and Southern U-Turn Location at Chalybeate Springs Road
> Parrish Road and Site Access #1 (Proposed)
> Parrish Road and Site Access #2 (Proposed)
> Parrish Road and Site Access #3 (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 3% 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.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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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
Single Family Homes (210) 183 Units Adjacent / Equation 1,759 32 94 129 110 65 175
Townhomes (215) 184 Units Adjacent / Equation 1,352 22 68 90 63 43 106
General Retail (822) 2 KSF Adjacent / Equation 314 6 4 10 12 13 25
TOTAL 3,425 60 169 229 185 121 306
The peak hour site traffic was distributed throughout the network according to the site trip distribution approved by
NCDOT and County staff within the MOU. 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.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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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)
US 401 + Chalybeate
Springs Road
Existing (2024)
WB2
NB
SB1
D (29)
--
A (10)
N/A
F (61)
--
B (10)
N/A
No-Build (2028)
WB2
NB
SB1
E (47)
--
B (10)
N/A
F (194)
--
B (11)
N/A
Build (2028)
WB2
NB
SB1
F (129)
--
B (11)
N/A
F (676)
--
B (11)
N/A
Build (2028) –
Improved
(Signalization)
WB
NB
SB
D (50)
C (29)
B (15)
C (26)
E (57)
C (34)
B (17)
C (27)
Chalybeate Springs
Road + Lafayette Road
Existing (2024)
EB
WB1
NB2
--
A (8)
A (10)
N/A
--
A (8)
B (11)
N/A
No-Build (2028)
EB
WB1
NB2
--
A (8)
B (10)
N/A
--
A (8)
B (11)
N/A
Build (2028)
EB
WB1
NB2
--
A (8)
B (11)
N/A
--
A (8)
B (12)
N/A
Chalybeate Springs
Road + Parrish Road
Existing (2024)
EB
WB1
NB2
--
A (8)
B (11)
N/A
--
A (8)
B (11)
N/A
No-Build (2028)
EB
WB1
NB2
--
A (8)
B (11)
N/A
--
A (8)
B (12)
N/A
Build (2028)
EB
WB1
NB2
--
A (8)
B (13)
N/A
--
A (8)
C (16)
N/A
Chalybeate Springs
Road + Purfoy Road
Existing (2024)
EB1
WB
SB2
A (8)
--
A (10)
N/A
A (8)
--
B (10)
N/A
No-Build (2028)
EB1
WB
SB2
A (8)
--
A (10)
N/A
A (8)
--
B (10)
N/A
Build (2028)
EB1
WB
SB2
A (8)
--
B (10)
N/A
A (8)
--
B (12)
N/A
1. Level of service for major-street u-turn/left-turn movement.
2. Level of service for 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 55 Bypass
Northbound +
Chalybeate Springs
Road
No-Build (2028)
WB2
NB
SB1
B (15)
--
C (24)
N/A
B (12)
--
C (17)
N/A
Build (2028)
EB2
NB1
SB
C (15)
--
D (26)
N/A
B (13)
--
C (18)
N/A
NC 55 Bypass
Southbound +
Chalybeate Springs
Road
No-Build (2028)
WB2
NB
SB1
B (13)
C (24)
--
N/A
C (19)
E (36)
--
N/A
Build (2028)
EB2
NB
SB
B (15)
D (25)
--
N/A
C (23)
E (50)
--
N/A
NC 55 Bypass +
Northbound U-Turn
Location at Chalybeate
Springs Road
No-Build (2028) NB1
SB
B (12)
-- N/A B (14)
-- N/A
Build (2028) NB1
SB
B (12)
-- N/A C (15)
-- N/A
NC 55 Bypass +
Southbound U-Turn
Location at Chalybeate
Springs Road
No-Build (2028) NB
SB1
--
C (17) N/A --
B (13) N/A
Build (2028) NB
SB1
--
C (20) N/A --
B (14) N/A
Parrish Road + Site
Access #1 Build (2028)
EB2
WB2
NB1
SB1
B (10)
A (10)
A (7)
A (8)
N/A
B (11)
A (10)
A (8)
A (8)
N/A
Parrish Road + Site
Access #2 Build (2028)
EB2
NB1
SB
A (9)
A (7)
--
N/A
A (10)
A (8)
--
N/A
Parrish Road + Site
Access #3 Build (2028)
EB2
WB2
NB1
SB1
A (10)
A (9)
A (7)
A (7)
N/A
B (10)
A (9)
A (7)
A (7)
N/A
1. Level of service for major-street u-turn/left-turn movement.
2. Level of service for 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:
US 401 and Parrish Road
> Monitor intersection for signalization and install once warranted and approved by NCDOT.
> Construct an exclusive southbound left-turn lane with a minimum of 100 feet of full width storage and
appropriate deceleration and taper.
Parrish Road and Site Access #1
> Construct Site Access #1 as the eastbound and westbound approaches with one (1) ingress and one (1) egress
lane each, respectively.
> Provide stop-control for the eastbound and westbound approaches.
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Parrish Road and Site Access #2
> Construct Site Access #2 as the eastbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the eastbound approach.
Parrish Road and Site Access #3
> Construct Site Access #2 as the eastbound and westbound approaches with one (1) ingress and one (1) egress
lane each, respectively.
> Provide stop-control for the eastbound and westbound approaches.
Figure ES-1, on the following page, provides a graphical representation of recommended improvements at the study
intersections.
62
LEGEND
700' 775'
800'675'
850'
Unsignalized Full Movement Intersection
U-Turn Location
100'
Improvement by Developer Recommended Lane ConfigurationsStorage Length (In Feet)
Scale: Not to Scale Figure ES-1
Existing Lane Parrish Road ResidentialImprovement by STIP R-5705B
Developer Monitor for Signal Harnett County, NC
401Chalybeate Springs RoadChalybeate Springs RoadBY ∙ PASS
55
Purfoy
Road
Lafayette
Road
Parrish
RoadSite Access #1Site Access #1Site Access #2Site Access #3Site Access #3SITE
SITE
X'
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TABLE OF CONTENTS
INTRODUCTION .............................................................................................................................................................. 12
EXISTING CONDITIONS ................................................................................................................................................... 15
NO-BUILD CONDITIONS .................................................................................................................................................. 18
BUILD CONDITIONS ........................................................................................................................................................ 20
CAPACITY ANALYSIS ........................................................................................................................................................ 24
US 401 + CHALYBEATE SPRINGS ROAD ................................................................................................................... 25
CHALYBEATE SPRINGS ROAD + LAYFAYETTE ROAD ................................................................................................ 27
CHALYBEATE SPRINGS ROAD + PARRISH ROAD ...................................................................................................... 28
CHALYBEATE SPRINGS ROAD + PURFOY ROAD ...................................................................................................... 29
NC 55 BYPASS + CHALYBEATE SPRINGS ROAD ....................................................................................................... 30
NC 55 BYPASS + NORTHBOUND U-TURN LOCATION AT CHALYBEATE SPRINGS ROAD ......................................... 32
NC 55 BYPASS + SOUTHBOUND U-TURN LOCATION AT CHALYBEATE SPRINGS ROAD .......................................... 33
PARRISH ROAD + SITE ACCESS #1 ........................................................................................................................... 34
PARRISH ROAD + SITE ACCESS #2 ........................................................................................................................... 35
PARRISH ROAD + SITE ACCESS #3 ........................................................................................................................... 36
CONCLUSION / RECOMMENDATIONS ............................................................................................................................ 37
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 – SITE TRIP DISTRIBUTION .............................................................................................................................. 21
FIGURE 7 – SITE TRIP ASSIGNMENT ................................................................................................................................ 22
FIGURE 8 – BUILD (2028) TRAFFIC VOLUMES ................................................................................................................. 23
FIGURE 9 – RECOMMENDED LANE CONFIGURATIONS .................................................................................................. 38
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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 ........................................................ 24
TABLE 4: CAPACITY ANALYSIS SUMMARY OF US 401 + CHALYBEATE SPRINGS ROAD ................................................... 25
TABLE 5: CAPACITY ANALYSIS SUMMARY OF CHALYBEATE SPRINGS ROAD + LAFAYETTE ROAD .................................. 27
TABLE 6: CAPACITY ANALYSIS SUMMARY OF CHALYBEATE SPRINGS ROAD + PARRISH ROAD ...................................... 28
TABLE 7: CAPACITY ANALYSIS SUMMARY OF CHALYBEATE SPRINGS ROAD + PURFOY ROAD ...................................... 29
TABLE 8: CAPACITY ANALYSIS SUMMARY OF NC 55 BYPASS + CHALYBEATE SPRINGS ROAD ....................................... 30
TABLE 9: CAPACITY ANALYSIS SUMMARY OF NC 55 BYPASS + NORTHBOUND U-TURN LOCATION AT CHALYBEATE
SPRINGS ROAD................................................................................................................................................................ 32
TABLE 10: CAPACITY ANALYSIS SUMMARY OF NC 55 BYPASS + SOUTHBOUND U-TURN LOCATION AT CHALYBEATE
SPRINGS ROAD................................................................................................................................................................ 33
TABLE 11: CAPACITY ANALYSIS SUMMARY OF PARRISH ROAD + SITE ACCESS #1 ......................................................... 34
TABLE 12: CAPACITY ANALYSIS SUMMARY OF PARRISH ROAD + SITE ACCESS #2 ......................................................... 35
TABLE 13: CAPACITY ANALYSIS SUMMARY OF PARRISH ROAD + SITE ACCESS #3 ......................................................... 36
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APPENDICES
APPENDIX A: NCDOT TIA SCOPING CHECKLIST
APPENDIX B: COUNT DATA
APPENDIX C: STIP R-5705B PLANS
APPENDIX D: CAPACITY ANALYSIS RESULTS – US 401 + CHALYBEATE SPRINGS ROAD
APPENDIX E: CAPACITY ANALYSIS RESULTS – CHALYBEATE SPRINGS ROAD + LAFAYETTE ROAD
APPENDIX F: CAPACITY ANALYSIS RESULTS – CHALYBEATE SPRINGS ROAD + PARRISH ROAD
APPENDIX G: CAPACITY ANALYSIS RESULTS – CHALYBEATE SPRINGS ROAD + PURFOY ROAD
APPENDIX H: CAPACITY ANALYSIS RESULTS – NC 55 BYPASS + CHALYBEATE SPRINGS ROAD
APPENDIX I: CAPACITY ANALYSIS RESULTS – NC 55 BYPASS + NORTHBOUND U-TURN LOCATION AT CHALYBEATE
SPRINGS ROAD
APPENDIX J: CAPACITY ANALYSIS RESULTS – NC 55 BYPASS + SOUTHBOUND U-TURN LOCATION AT CHALYBEATE
SPRINGS ROAD
APPENDIX K: CAPACITY ANALYSIS RESULTS – PARRISH ROAD + SITE ACCESS #1
APPENDIX L: CAPACITY ANALYSIS RESULTS – PARRISH ROAD + SITE ACCESS #2
APPENDIX M: CAPACITY ANALYSIS RESULTS – PARRISH ROAD + SITE ACCESS #3
APPENDIX N: SIMTRAFFIC QUEUEING AND PERFORMANCE REPORTS
APPENDIX O: MUTCD SIGNAL WARRANT ANALYSIS
APPENDIX P: NCDOT TURN LANE WARRANTS
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TRAFFIC IMPACT ANALYSIS
PARRISH ROAD RESIDENTIAL
Harnett County, North Carolina
INTRODUCTION
The proposed residential development will be located along Parrish Road, south of Chalybeate Springs Road, in
Harnett County, North Carolina. Site access will be served via three (3) full movement driveways along Parrish Road
with the northern and southernmost driveways aligned across Parrish 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:
> 183 single family homes
> 184 townhomes
> 2,000 square feet (sq. ft.) retail space
The proposed site is to be built-out by the year 2028. A NCDOT TIA Scoping Checklist (TIA Scoping Checklist) was
submitted to North Carolina Department of Transportation (NCDOT) and Harnett County (County) staff for review of
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:
> US 401 and Chalybeate Springs Road
> Chalybeate Springs Road and Lafayette Road
> Chalybeate Springs Road and Parrish Road
> Chalybeate Springs Road and Purfoy Road
> Future NC 55 Bypass and Chalybeate Springs Road
> Future NC 55 Bypass and Northern U-Turn Location at Chalybeate Springs Road
> Future NC 55 Bypass and Southern U-Turn Location at Chalybeate Springs Road
> Parrish Road and Site Access #1 (proposed)
> Parrish Road and Site Access #2 (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
Parrish Road Residential
Harnett County, NC
Site Location Map
Scale: Not to Scale Figure 1Chalybeate Springs Road401
401
SITE
SITE
BY ∙ PASS
55
BY ∙ PASS
55
Future NB U-Turn
Location
Future SB U-Turn
Location
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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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)
US 401 NCDOT 2-lane undivided 55 mph 11.000 vpd (2021)
Chalybeate Springs Road SR 1441 NCDOT 2-lane undivided 45 mph 2,600 vpd (2021)
Lafayette Road SR 1443 NCDOT 2-lane undivided 45 mph
(assumed) 1,800 vpd (2022)
Parrish Road SR 1442 NCDOT 2-lane undivided 45 mph
(assumed) 20 vpd (2024)*
Purfoy Road SR 1446 NCDOT 2-lane undivided 45 mph
(assumed) 1,900 vpd (2022)
*AADT determined based on Existing (2024) traffic volumes assuming that the weekday PM peak hour accounts for apprioxmately 10% of the
daily traffic on the roadway.
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:
> US 401 and Chalybeate Springs Road
> Chalybeate Springs Road and Lafayette Road
> Chalybeate Springs Road and Parrish Road
> Chalybeate Springs Road and Purfoy Road
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.
LEGEND
Unsignalized Full Movement Intersection
Storage Length (In Feet)
Intersection Spacing Parrish Road Residential
Harnett County, NC
Existing Lane Configurations
Scale: Not to Scale Figure 3
401Chalybeate Springs RoadChalybeate Springs RoadPurfoy
Road
Lafayette
Road
Parrish
Road
SPEEDLIMIT45
SPEEDLIMIT45 300'1.15mi2,625'Y'
X'
4
3
2
1
LEGEND
Unsignalized Full Movement Intersection Parrish Road ResidentialAM / PM Peak Hour Traffic
Harnett County, NC
Existing (2024)
Peak Hour Traffic Volumes
Scale: Not to Scale Figure 4
537 / 811
64 / 103
26 / 40
702 / 675113 / 7517 / 227 / 2086 / 12517 / 20
133 / 114
107 / 9369 / 145217 / 2382 / 14 / 0
1 / 1175 / 2370 / 052 / 130
2 / 9
125 / 9796 / 1414 / 3123 / 107401Chalybeate Springs RoadChalybeate Springs RoadPurfoy
Road
Lafayette
Road
Parrish
Road
XX / YY
PARRISH ROAD RESIDENTIAL > 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 3% 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 STIP R-5705B should be included as this
project is expected to provide future improvements within the study area. STIP R-5705B is one of two segments of
STIP R-5705 currently under construction with this section of the bypass expected to be completed in 2027.
NCDOT State Transportation Improvement Program (STIP) project R-5705B involves construction NC 55 Bypass on
new location from NC 210 to SR 4809 (Jicarilla Lane). As part of this project, a new reduced-conflict-intersection (RCI)
is expected to be constructed along Chalybeate Springs Road, east of the proposed development. This intersection
along with the associated northbound and southbound u-turn locations at Chalybeate Springs Road 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 D provides a full summary of the
background improvements included in this analysis. Refer to Figure 5 for the No-Build (2028) traffic volumes.
4
3
2
1
LEGEND 5 / 3138 / 1202 / 10
141 / 109108 / 15959 / 146
197 / 2670 / 05 / 0
1 / 1
244 / 2682 / 1120 / 10578 / 163150 / 128
19 / 23
97 / 1418 / 2329 / 45
790 / 760127 / 8419 / 25604 / 913
72 / 116
Unsignalized Full Movement Intersection Parrish Road ResidentialAM / PM Peak Hour Traffic
Harnett County, NC
No-Build (2028)
Peak Hour Traffic Volumes
Scale: Not to Scale Figure 5
401Chalybeate Springs RoadChalybeate Springs RoadPurfoy
Road
Lafayette
Road
Parrish
Road
XX / YY
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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BUILD CONDITIONS
The proposed development is expected to consist of a maximum of 183 single-family homes, 184 townhomes, and
2,000 square feet (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. A summary of this trip generation is provided in Table 2.
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
Single Family Homes (210) 183 Units Adjacent / Equation 1,759 32 94 129 110 65 175
Townhomes (215) 184 Units Adjacent / Equation 1,352 22 68 90 63 43 106
General Retail (822) 2 KSF Adjacent / Equation 314 6 4 10 12 13 25
TOTAL 3,425 60 169 229 185 121 306
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:
> 20% to/from the north via US 401
> 10% to/from the south via US 401
> 25% to/from the north via Purfoy Road
> 25% to/from the north via Future NC 55 Bypass
> 10% to/from the south via Future NC 55 Bypass
> 10% to/from the east via Chalybeate Springs Road
Refer to Figure 6 for the detailed trip distribution percentages within the study area. The trip generation and
distribution were approved by NCDOT and the County within the TIA Scoping Checklist provided in Appendix A.
The trip distribution was applied to the trip generation to determine the trip assignment for the proposed
development site trips at all study intersections. Refer to Figure 7 for the 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 site trip assignment to determine Build (2028) traffic volumes. Refer to Figure 8 for the Build (2028)
traffic volumes.
61 60 62
4
3 6 7 8
2
1
LEGEND
Unsignalized Full Movement Intersection
U-Turn Location
Entering Trip Distribution
Exiting Trip Distribution
Regional Trip Distribution
10%
Parrish Road Residential
Harnett County, NC
Site Trip Distribution
Scale: Not to Scale Figure 6
20%(20%)(10%)30%(20%)(30%)30%(30%)20% 50% 30%
70% 20%
10% 20%(10%)(20%)70%(20%)(70%)
(30%)
(70%) (50%)
25%(25%)(45%)45%35%
(35%)25%(45%)(10%)
10%
(25%) (25%)10%(10%)
10%10%
401Chalybeate Springs RoadChalybeate Springs RoadBY ∙ PASS
55
Purfoy
Road
Lafayette
Road
20%
25%
25%
10%
XX%
(YY%)
ZZ%
10%
10%
Parrish
RoadSite Access #1Site Access #1Site Access #2Site Access #3Site Access #3SITE
SITE
61 60 62
4
3 6 7 8
2
1
LEGEND
AM / PM Site Trips
Figure 7
Unsignalized Full Movement Intersection Parrish Road ResidentialU-Turn Location
Harnett County, NC
Site Trip Assignment
Scale: Not to Scale
0 / 0
12 / 37
6 / 19
0 / 034 / 2417 / 120 / 018 / 560 / 0
0 / 051 / 360 / 06 / 19 12 / 37 34 / 240 / 00 / 042 / 130 12 / 37 0 / 00 / 00 / 030 / 93
33 / 250 / 018 / 56
0 / 018 / 5612 / 36
17 / 1251 / 36 0 / 0 0 / 0 0 / 0
118 / 85 118 / 85 85 / 60 0 / 0
0 / 00 / 0
51 / 360 / 00 / 00 / 0
0 / 042 / 12934 / 240 / 015 / 46
0 / 0
42 / 3176 / 540 / 027 / 8317 / 12
59 / 42
21 / 65
0 / 0
15 / 46 0 / 0
76 / 546 / 186 / 19 6 / 18
42 / 30 42 / 30
6 / 1917 / 12
401Chalybeate Springs RoadChalybeate Springs RoadBY ∙ PASS
55
Purfoy
Road
Lafayette
Road
Parrish
RoadSite Access #1Site Access #1Site Access #2Site Access #3Site Access #3SITE
SITE
XX / YY
61 60 62
4
3 6 7 8
2
1
LEGEND
987 / 676 971 / 658
91 / 122103 / 81
1011 / 62475 / 104 131 / 96
656 / 998 16 / 17
268 / 285125 / 180
590 / 905 664 / 979
194 / 211
5 / 3165 / 2032 / 10
183 / 140184 / 21374 / 192
51 / 360 / 00 / 00 / 0
197 / 26742 / 12934 / 240 / 052 / 37 0 / 0 0 / 0 0 / 0
123 / 85 124 / 86 91 / 61 6 / 1
0 / 00 / 0
0 / 032 / 94
33 / 250 / 018 / 56
244 / 26820 / 5712 / 36
17 / 126 / 19 12 / 37 34 / 240 / 00 / 044 / 131 12 / 37 2 / 10 / 0171 / 14178 / 163150 / 128
19 / 23
115 / 1978 / 2335 / 64
790 / 760161 / 10836 / 37604 / 913
84 / 153
Unsignalized Full Movement Intersection Parrish Road ResidentialU-Turn Location
Harnett County, NC
Build (2028)
Peak Hour Traffic Volumes
Scale: Not to Scale Figure 8
AM / PM Peak Hour Traffic
401Chalybeate Springs RoadChalybeate Springs RoadBY ∙ PASS
55
Purfoy
Road
Lafayette
Road
Parrish
RoadSite Access #1Site Access #1Site Access #2Site Access #3Site Access #3SITE
SITE
XX / YY
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
24 of 38
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 3, 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.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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US 401 + CHALYBEATE SPRINGS ROAD
The intersection of US 401 and Chalybeate Springs Road is currently an unsignalized, three-leg intersection. This
intersection was analyzed under Existing (2024), No-Build (2028), and Build (2028) conditions.
Table 4 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 N.
TABLE 4: CAPACITY ANALYSIS SUMMARY OF US 401 + CHALYBEATE SPRINGS 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-RT
1 TH-RT
1 LT-TH
D (29)
--
A (10)
N/A
F (61)
--
B (10)
N/A
No-Build (2028)
WB2
NB
SB1
1 LT-RT
1 TH-RT
1 LT-TH
E (47)
--
B (10)
N/A
F (194)
--
B (11)
N/A
Build (2028)
WB2
NB
SB1
1 LT-RT
1 TH-RT
1 LT-TH
F (129)
--
B (11)
N/A
F (676)
--
B (11)
N/A
Build (2028) –
Improved
(Signalization)
WB
NB
SB
1 LT-RT
1 TH-RT
1 LT, 1 TH
D (50)
C (29)
B (15)
C (26)
E (57)
C (34)
B (17)
C (27)
Improvements recommended by the Developer are shown in bold.
1. Level of service for major-street left-turn movement.
2. Level of service for minor-street approach.
Capacity analysis of Existing (2024) and No-Build (2028) conditions indicates that the major-street left-turn movement
at the intersection of US 401 and Chalybeate Springs Road is expected to operate at LOS B or better during the
weekday AM and PM peak hours while the minor-street approach is expected to operate at LOS D/E during the
weekday AM peak hour and at LOS F during the weekday PM peak hour. With the addition of site trips from the
proposed development under Build (2028) conditions, the major-street left-turn movement is expected to operate at
LOS B while the minor-street approach is expected to operate at LOS F during both the weekday AM and PM peak
hours. The LOS 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.
Along with signalization, installation of an exclusive southbound left-turn lane was considered to improve operations
of this intersection and alleviate queueing issues on the southbound approach. With these improvements, this
intersection is expected to operate at an overall LOS C during the weekday AM and PM peak hours upon buildout of
the proposed development. It is recommended that this intersection be monitored for signalization by the proposed
development and installed once warranted and approved by NCDOT. It should be noted that the proposed
development does not immediately trigger the need for signalization and installation of this intersection should be
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
26 of 38
phased to an interim buildout of the development, based on future coordination with NCDOT. Construction of the
exclusive southbound left-turn lane is recommended at the same time as signalization to eliminate potential extended
construction at the intersection. Refer to Appendix O for a copy of the MUTCD Signal Warrant Analysis Results.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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CHALYBEATE SPRINGS ROAD + LAYFAYETTE ROAD
The intersection of Chalybeate Springs Road and Lafayette Road is currently an unsignalized, three-leg intersection.
This intersection was analyzed under Existing (2024), 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 E for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix N.
TABLE 5: CAPACITY ANALYSIS SUMMARY OF CHALYBEATE SPRINGS ROAD + LAFAYETTE 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)
EB
WB1
NB2
1 TH-RT
1 LT-TH
1 LT-RT
--
A (8)
A (10)
N/A
--
A (8)
B (11)
N/A
No-Build (2028)
EB
WB1
NB2
1 TH-RT
1 LT-TH
1 LT-RT
--
A (8)
B (10)
N/A
--
A (8)
B (11)
N/A
Build (2028)
EB
WB1
NB2
1 TH-RT
1 LT-TH
1 LT-RT
--
A (8)
B (11)
N/A
--
A (8)
B (12)
N/A
1. Level of service for major-street left-turn movement.
2. Level of service for minor-street approach.
Capacity analysis of Existing (2024), No-Build (2028), and Build (2028) conditions indicates that both the major-street
left-turn movement and minor-street approach at the intersection of Chalybeate Springs Road and Lafayette Road are
expected to operate at LOS B or better 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 Lafayette Road during the weekday AM and PM peak hours upon buildout of the proposed
development. 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.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
28 of 38
CHALYBEATE SPRINGS ROAD + PARRISH ROAD
The intersection of Chalybeate Springs Road and Parrish Road is currently an unsignalized, three-leg intersection. This
intersection was analyzed under Existing (2024), 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 F for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix N.
TABLE 6: CAPACITY ANALYSIS SUMMARY OF CHALYBEATE SPRINGS ROAD + PARRISH 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)
EB
WB1
NB2
1 TH-RT
1 LT-TH
1 LT-RT
--
A (8)
B (11)
N/A
--
A (8)
B (11)
N/A
No-Build (2028)
EB
WB1
NB2
1 TH-RT
1 LT-TH
1 LT-RT
--
A (8)
B (11)
N/A
--
A (8)
B (12)
N/A
Build (2028)
EB
WB1
NB2
1 TH-RT
1 LT-TH
1 LT-RT
--
A (8)
B (13)
N/A
--
A (8)
C (16)
N/A
1. Level of service for major-street left-turn movement.
2. Level of service for minor-street approach.
Capacity analysis of Existing (2024), No-Build (2028), and Build (2028) conditions indicates that both the major-street
left-turn movement and minor-street approach at the intersection of Chalybeate Springs Road and Parrish Road 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 approximately two (2) seconds of additional delay to the minor-
street approach of Parrish Road during the weekday AM peak hour and four (4) seconds of additional delay during the
PM peak hour upon buildout of the proposed development.
Based on a review of maximum queue lengths as reported from SimTraffic simulations, queues for the major-street
westbound left-turn movement at this intersection are not expected to exceed 74 feet (approximately 3 vehicles)
during the weekday AM and PM peak hours upon buildout of the proposed development in 2028. Queues for the
northbound minor-street approach are also not expected to exceed 90 feet (approximately 4 vehicles) during the
weekday AM and PM peak hours upon buildout of the proposed development. Due to the acceptable levels-of-service,
minor impacts to delay, minor queue lengths, and lack of development frontage at this intersection, no improvements
are recommended by the proposed development at this intersection.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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CHALYBEATE SPRINGS ROAD + PURFOY ROAD
The intersection of Chalybeate Springs Road and Purfoy Road is currently an unsignalized, three-leg intersection. This
intersection was analyzed under Existing (2024), 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 G for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix N.
TABLE 7: CAPACITY ANALYSIS SUMMARY OF CHALYBEATE SPRINGS ROAD + PURFOY 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)
EB1
WB
SB2
1 LT-TH
1 TH-RT
1 LT-RT
A (8)
--
A (10)
N/A
A (8)
--
B (10)
N/A
No-Build (2028)
EB1
WB
SB2
1 LT-TH
1 TH-RT
1 LT-RT
A (8)
--
A (10)
N/A
A (8)
--
B (10)
N/A
Build (2028)
EB1
WB
SB2
1 LT-TH
1 TH-RT
1 LT-RT
A (8)
--
B (10)
N/A
A (8)
--
B (12)
N/A
1. Level of service for major-street left-turn movement.
2. Level of service for minor-street approach.
Capacity analysis of Existing (2024), No-Build (2028), and Build (2028) conditions indicates that both the major-street
left-turn movement and minor-street approach at the intersection of Purfoy Road and Parrish Road 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 a negligible increase in delay during the weekday AM peak hour
and for approximately two (2) seconds of additional delay to the minor-street approach of Purfoy Road during the
weekday PM peak hour upon buildout of the proposed development. 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.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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NC 55 BYPASS + CHALYBEATE SPRINGS ROAD
The future intersection of NC 55 Bypass and Chalybeate Springs Road is expected to operate as an unsignalized, four-
leg reduced conflict intersection (RCI). This intersection was analyzed under 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 H for the Synchro capacity analysis reports. Copies of the SimTraffic queueing
and performance reports can be found in Appendix N.
TABLE 8: CAPACITY ANALYSIS SUMMARY OF NC 55 BYPASS + CHALYBEATE SPRINGS ROAD
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)
51
WB2
NB
SB*1
1 RT
1 TH, 1 RT
1 LT
B (15)
--
C (24)
N/A
B (12)
--
C (17)
N/A
52
EB2
NB**1
SB
1 RT
1 LT
1 TH, 1 RT
B (13)
C (24)
--
N/A
C (19)
E (36)
--
N/A
Build (2028)
51
WB2
NB
SB*1
1 RT
1 TH, 1 RT
1 LT
C (15)
--
D (26)
N/A
B (13)
--
C (18)
N/A
52
EB2
NB**1
SB
1 RT
1 LT
1 TH, 1 RT
B (15)
D (25)
--
N/A
C (23)
E (50)
--
N/A
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 southbound left-turn movement was modeled as the eastbound approach at this
intersection.
**Note: Due to limitations with Synchro analysis software, the northbound left-turn movement was modeled as the westbound approach at
this intersection.
Capacity analysis of No-Build (2028) and Build (2028) traffic conditions indicate that the major-street left-turn
movement and minor-street approaches at the future intersection of NC 55 Bypass and Chalybeate Springs Road are
expected to operate at LOS D or better during the weekday AM and PM peak hours, with the exception of the
northbound left-turn movement during the weekday PM peak hour (LOS E) under No-Build (2028) and Build (2028)
conditions.
The proposed development is expected to account for less than 10% of the total volume at this intersection upon
buildout of the proposed development. Based on a review of maximum queue lengths as reported from SimTraffic
simulations, queues for both the major-street northbound and southbound movements on NC 55 Bypass are not
expected to exceed 83 feet (approximately 3 vehicles) during the weekday AM and PM peak hours and as such are
expected to be accommodated by the expected future storage lengths for these movements constructed as part of
STIP R-5705B. Queues for the minor-street approaches on Chalybeate Springs Road are not expected to exceed 266
feet (approximately 10 vehicles) during the weekday AM or PM peak hours upon buildout of the proposed
development. It should be noted that these reported queue lengths are assumed to be conservative as upstream
signalized intersections along the future NC 55 Bypass were not modeled, which would be expected to meter traffic
along NC 55 Bypass to allow for gaps to service minor-street traffic at unsignalized intersections along the corridor.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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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.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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NC 55 BYPASS + NORTHBOUND U-TURN LOCATION AT CHALYBEATE SPRINGS ROAD
The future intersection of NC 55 Bypass and the Northbound U-Turn Location at Chalybeate Springs Road 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 9 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 N.
TABLE 9: CAPACITY ANALYSIS SUMMARY OF NC 55 BYPASS + NORTHBOUND U-TURN LOCATION AT
CHALYBEATE SPRINGS 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)
No-Build (2028) NB*1
SB
1 UT
2 TH
B (12)
-- N/A B (14)
-- N/A
Build (2028) NB*1
SB
1 UT
2 TH
B (12)
-- N/A C (15)
-- N/A
1. Level of service for major-street u-turn movement.
*Note: Due to limitations with Synchro analysis software, the northbound u-turn movement was modeled as the westbound approach at this
intersection.
Capacity analysis of No-Build (2028) and Build (2028) traffic conditions indicate that the major-street u-turn movement
at the intersection of NC 55 Bypass and Northbound U-Turn Location and Chalybeate Springs Road is expected to
operate at an overall LOS C or better during the weekday AM and PM peak hours.
The proposed development is expected to account for less than 6% of the overall total traffic volume at this
intersection upon build of the development and the addition of site trips from the development at this intersection is
expected to account for a negligible increase in delay during the weekday AM peak hour and approximately one (1)
second of additional delay during the weekday PM peak hour. 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.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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NC 55 BYPASS + SOUTHBOUND U-TURN LOCATION AT CHALYBEATE SPRINGS ROAD
The future intersection of NC 55 Bypass and the Southbound U-Turn Location at Chalybeate Springs Road 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 10 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 N.
TABLE 10: CAPACITY ANALYSIS SUMMARY OF NC 55 BYPASS + SOUTHBOUND U-TURN LOCATION AT
CHALYBEATE SPRINGS 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)
No-Build (2028) NB
SB*1
2 TH
1 UT
--
C (17) N/A --
B (13) N/A
Build (2028) NB
SB*1
2 TH
1 UT
--
C (20) N/A --
B (14) N/A
1. Level of service for major-street u-turn movement.
*Note: Due to limitations with Synchro analysis software, the southbound u-turn movement was modeled as the westbound approach at this
intersection.
Capacity analysis of No-Build (2028) and Build (2028) traffic conditions indicate that the major-street u-turn movement
at the intersection of NC 55 Bypass and Southbound U-Turn Location and Chalybeate Springs Road is expected to
operate at an overall LOS C or better during the weekday AM and PM peak hours.
The proposed development is expected to account for less than 8% of the overall total traffic volume at this
intersection upon build of the development and the addition of site trips from the development at this intersection is
expected to account for approximately three (3) seconds of additional delay during the weekday AM peak hour and
one (1) second of additional delay during the weekday PM peak hour. 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.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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PARRISH ROAD + SITE ACCESS #1
The future intersection of Parrish Road and Site Access #1 is expected to operate as an unsignalized, four-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 #1 as the eastbound and westbound approaches with one (1) ingress and one (1) egress
lane each, respectively.
> Provide stop-control for the eastbound and westbound approaches.
Table 11 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 N.
TABLE 11: CAPACITY ANALYSIS SUMMARY OF PARRISH ROAD + 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
WB2
NB1
SB1
1 LT-TH-RT
1 LT-TH-RT
1 LT-TH-RT
1 LT-TH-RT
B (10)
A (10)
A (7)
A (8)
N/A
B (11)
A (10)
A (8)
A (8)
N/A
Improvements recommended by the Developer are shown in bold.
1. Level of service for major-street left-turn movement.
2. Level of service for minor-street approach.
Capacity analysis of Build (2028) traffic conditions indicates that both the major-street left-turn movements and
minor-street approaches at the proposed intersection of Parrish Road and Site Access #1 are expected to operate at
LOS B or better 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. Additionally, future traffic volumes along Parrish Road are expected to fall below the 4,000 vehicles
per day (vpd) threshold for consideration of exclusive turn lanes as Parrish Road is a dead-end street with a majority
of future traffic volumes expected from the proposed development. For this reason, exclusive turn lanes are not
recommended along Parrish Road at this driveway. Refer to Appendix P for a copy of the turn lane warrants at this
intersection.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
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PARRISH ROAD + SITE ACCESS #2
The future intersection of Parrish Road and Site Access #2 is expected to operate as an unsignalized, four-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 #2 as the eastbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the eastbound approach.
Table 12 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 N.
TABLE 12: CAPACITY ANALYSIS SUMMARY OF PARRISH ROAD + 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)
EB2
NB1
SB
1 LT-RT
1 LT-TH
1 TH-RT
A (9)
A (7)
--
N/A
A (10)
A (8)
--
N/A
Improvements recommended by the Developer are shown in bold.
1. Level of service for major-street left-turn movement.
2. Level of service for minor-street approach.
Capacity analysis of Build (2028) traffic conditions indicates that the major-street left-turn movement and minor-
street approach at the proposed intersection of Parrish Road and Site Access #2 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. Additionally, future traffic volumes along Parrish Road are expected to fall below the 4,000 vehicles
per day (vpd) threshold for consideration of exclusive turn lanes as Parrish Road is a dead-end street with a majority
of future traffic volumes expected from the proposed development. For this reason, exclusive turn lanes are not
recommended along Parrish Road at this driveway. Refer to Appendix P for a copy of the turn lane warrants at this
intersection.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
36 of 38
PARRISH ROAD + SITE ACCESS #3
The future intersection of Parrish Road and Site Access #3 is expected to operate as an unsignalized, four-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 #3 as the eastbound and westbound approaches with one (1) ingress and one (1) egress
lane each, respectively.
> Provide stop-control for the eastbound and westbound approaches.
Table 13 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 N.
TABLE 13: CAPACITY ANALYSIS SUMMARY OF PARRISH ROAD + 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
WB2
NB1
SB1
1 LT-TH-RT
1 LT-TH-RT
1 LT-TH-RT
1 LT-TH-RT
A (10)
A (9)
A (7)
A (7)
N/A
B (10)
A (9)
A (7)
A (7)
N/A
Improvements recommended by the Developer are shown in bold.
1. Level of service for major-street left-turn movement.
2. Level of service for minor-street approach.
Capacity analysis of Build (2028) traffic conditions indicates that both the major-street left-turn movements and
minor-street approaches at the proposed intersection of Parrish Road and Site Access #3 are expected to operate at
LOS B or better 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. Additionally, future traffic volumes along Parrish Road are expected to fall below the 4,000 vehicles
per day (vpd) threshold for consideration of exclusive turn lanes as Parrish Road is a dead-end street with a majority
of future traffic volumes expected from the proposed development. For this reason, exclusive turn lanes are not
recommended along Parrish Road at this driveway. Refer to Appendix P for a copy of the turn lane warrants at this
intersection.
PARRISH ROAD RESIDENTIAL > TRAFFIC IMPACT ANALYSIS
37 of 38
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 residential development will be located along Parrish Road, south of Chalybeate Springs Road, in Harnett
County, North Carolina. Site access will be served via three (3) full movement driveways along Parrish Road with the
northern and southernmost driveways aligned across Parrish Road. The site is currently undeveloped and is expected
to consist of a maximum of 183 single family homes, 184 townhomes, and 2,000 square feet (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:
> US 401 and Chalybeate Springs Road
> Chalybeate Springs Road and Lafayette Road
> Chalybeate Springs Road and Parrish Road
> Chalybeate Springs Road and Purfoy Road
> Future NC 55 Bypass and Chalybeate Springs Road
> Future NC 55 Bypass and Northern U-Turn Location at Chalybeate Springs Road
> Future NC 55 Bypass and Southern U-Turn Location at Chalybeate Springs Road
> Parrish Road and Site Access #1 (Proposed)
> Parrish Road and Site Access #2 (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 background information provided by NCDOT and the County, the following improvements have been
identified or are recommended to accommodate future traffic conditions. Figure 9, provides a graphical
representation of recommended improvements at the study intersections.
Recommended Improvements by Developer
US 401 and Parrish Road
> Monitor intersection for signalization and install once warranted and approved by NCDOT.
> Construct an exclusive southbound left-turn lane with a minimum of 100 feet of full width storage and
appropriate deceleration and taper.
Parrish Road and Site Access #1
> Construct Site Access #1 as the eastbound and westbound approaches with one (1) ingress and one (1) egress
lane each, respectively.
> Provide stop-control for the eastbound and westbound approaches.
Parrish Road and Site Access #2
> Construct Site Access #2 as the eastbound approach with one (1) ingress and one (1) egress lane.
> Provide stop-control for the eastbound approach.
Parrish Road and Site Access #3
> Construct Site Access #2 as the eastbound and westbound approaches with one (1) ingress and one (1) egress
lane each, respectively.
> Provide stop-control for the eastbound and westbound approaches.
62
LEGEND
700' 775'
675' 800'
100'
Parrish Road Residential
U-Turn Location
Harnett County, NC
Recommended Lane Configurations
Scale: Not to Scale Figure 9
Improvement by Developer
Storage Length (In Feet)
850'
Existing Lane
Improvement by STIP R-5705B
Developer Monitor for Signal
Unsignalized Full Movement Intersection
401Chalybeate Springs RoadChalybeate Springs RoadBY ∙ PASS
55
Purfoy
Road
Lafayette
Road
Parrish
RoadSite Access #1Site Access #1Site Access #2Site Access #3Site Access #3SITE
SITE
X'