Traffic Impact Analysis Battle Bridge Wendell, North Carolina · Site A – 103 single-family homes located east of Old Battle Bridge Road and can be accessed via Site Drive 1 and

Traffic Impact AnalysisBattle Bridge

Wendell, North Carolina

RAMEY KEMP &

ASSOCIATES

E-1

TRAFFIC IMPACT ANALYSIS

ANDERSON PROPERTY (OLD BATTLE BRIDGE ROAD) DEVELOPMENT

WENDELL, NORTH CAROLINA

EXECUTIVE SUMMARY

1. Development Overview

A Traffic Impact Analysis (TIA) was conducted for the proposed Anderson Property (Old Battle

Bridge Road) development in accordance with the Wendell (Town) Unified Development

Ordinance (UDO) and North Carolina Department of Transportation (NCDOT) capacity analysis

guidelines. The proposed development is to be located in the southwest quadrant at the

intersection of Old Tarboro Road and Old Battle Bridge Road in Wendell, North Carolina. The

proposed development is expected to consist of approximately 200 single-family homes and 106

multi-family homes and is expected to be built-out in 2022. The land uses were broken down

based on their location and available access points are divided as follows:

Site A – 103 single-family homes located east of Old Battle Bridge Road and can

be accessed via Site Drive 1 and Site Drive 2

Site B – 6 single-family homes located east of Old Battle Bridge Road and can be

accessed via Site Drive 3 only

Site C – 91 single-family homes located west of Old Battle Bridge Road and can be

accessed via Site Drive 4, Site Drive 5, and Site Drive 6

Site D – 32 townhomes located north of Old Tarboro Road and can be accessed via

Site Drive 9, Site Drive 10, and Site Drive 11

Site E – 16 townhomes located west of Road A and can be accessed via Site Drive

7 and Street A

Site F – 58 townhomes located east of Road A confined by Old Tarboro Road and

Realigned Old Tarboro Road and can be accessed via Site Drive 8 and Street A

Traffic Impact Analysis Anderson Property – Wendell, North Carolina

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2. Existing Traffic Conditions

The study area for the TIA was determined through coordination with the Town and NCDOT and

consists of the following existing intersections:

Old Tarboro Road and Old Battle Bridge Road (unsignalized)

Old Battle Bridge Road and Eagle Rock Road (unsignalized)

Old Battle Bridge Road and Martin Pond Road (unsignalized)

Old Tarboro Road and Eagle Rock Road (unsignalized)

Old Battle Bridge Road / NC 97 and Wendell Boulevard (signalized)

Eagle Rock Road / Rolesville Road and Wendell Boulevard (signalized)

Existing peak hour traffic volumes were determined based on traffic counts conducted at the study

intersections listed above, in May of 2019 by RKA during a typical weekday AM (7:00 AM –

9:00 AM) and PM (4:00 PM – 6:00 PM) peak periods. It should be noted that low traffic volumes

were recorded along Old Tarboro Road and Old Battle Bridge Road. This is expected to be due to

the abandoned bridge north of the intersection of Old Tarboro Road and Old Battle Bridge Road

along Old Battle Bridge Road. The bridge is scheduled to be replaced in May of 2020. The land

adjacent to the intersection of Old Tarboro Road and Old Battle Bridge Road consists primarily of

undeveloped land; therefore, no trips were diverted based on the reconstruction of the bridge. This

methodology was discussed with NCDOT and was approved as part of the MOU. Traffic volumes

were balanced between study intersections, where appropriate.

3. Site Trip Generation

The proposed development is assumed to consist of approximately 200 single-family homes and

106 multi-family homes. Average weekday daily, AM peak hour, and PM peak hour trips for the

proposed development were estimated using methodology contained within the ITE Trip

Generation Manual, 10th Edition. Table E-1, on the following page, provides a summary of the

trip generation potential for the site.


E-3

Table E-1: Site Trip Generation

4. Future Traffic Conditions

Through coordination with the Town and NCDOT, it was determined that an annual growth rate

of 4% would be used to generate projected (2023) weekday AM and PM peak hour traffic

volumes. Based on discussion with the Town and NCDOT, it was determined that an annual

growth rate of 2% would be maintained after 2023 to generate projected (2032) weekday AM and

PM peak hour traffic volumes. The growth rate was lowered to 2% after 2023 conditions to

provide a more reasonable estimate of traffic conditions in 2032. This growth rate is expected to

capture any adjacent developments expected in the vicinity of the site.

The study analyzes traffic conditions during the weekday AM and PM peak hours for the

following scenarios:

Existing (2019) Traffic Conditions

Background (2023) Traffic Conditions


LAND USE (ITE Code)

INTENSITY DAILY TRIPS (VPD)

WEEKDAY AM PEAK HOUR

(VPH)

WEEKDAY PM PEAK HOUR

(VPH)

Enter Exit Enter Exit

Single Family Detached Housing (210) [Site A]

103 dwellings 1,070 19 59 66 39

Single Family Detached Housing (210) [Site B]

6 dwellings 80 2 7 4 3

Single Family Detached Housing (210) [Site C]

91 dwellings 960 17 52 59 34

Townhomes (220) [Site D]

32 dwellings 210 4 12 13 8

Townhomes (220) [Site E]

16 dwellings 80 2 6 8 4

Townhomes (220) [Site F]

58 dwellings 400 6 22 23 13

Total Trips 2,800 50 158 173 101


E-4

Combined (2023) Traffic Conditions


Combined (2032) Traffic Conditions – Improved

5. Capacity Analysis Summary

The analysis considered weekday AM and PM peak hour traffic for existing (2019), background

(2023), background (2032), combined (2023), and combined (2032) conditions. Refer to Table E-

2 on the following page for the capacity analysis summary performed at each non-site driveway

intersection. Refer to Section 7 for capacity analysis summaries for all study intersections.

6. Recommendations

Based on the findings of this study, specific geometric and traffic control improvements have been

identified at study intersections. The improvements are summarized below and are illustrated in

Figure E-1.

Recommended Improvements by Developer

Realigned Old Tarboro Road

Construct the full section of Realigned Old Tarboro Road along the site frontage to

this roadway’s ultimate section. Applicant will be required to dedicate the

minimum right-of-way. The existing section of Old Tarboro Road along the site

frontage may need to be reconstructed according to Town plans.

Old Battle Bridge Road and Site Drive 1

Provide site access via a full movement intersection.

Provide stop control for the westbound approach (Site Drive 1).





E-5

Old Battle Bridge Road and Site Drive 3 / Site Drive 4


Provide stop control for the westbound approach (Site Drive 3) and the eastbound

approach (Site Drive 4).



Provide stop control for the eastbound approach (Site Drive 5).

Realigned Old Tarboro Road and Site Drive 6


Provide stop control for the northbound approach (Site Drive 6).

Realigned Old Tarboro Road and Street A


Provide stop control for the southbound approach (Street A).

Old Tarboro Road and Site Drive 7 / Site Drive 9


Provide stop control for the northbound approach (Site Drive 7) and the

southbound approach (Site Drive 9).

Old Tarboro Road and Street A


Provide stop control for the northbound approach (Street A).

Old Tarboro Road and Site Drive 10


Provide stop control for the southbound approach (Site Drive 10).


E-6







Realigned Old Tarboro Road and Old Tarboro Road

Realign the existing Old Tarboro Road to intersect Realigned Old Tarboro Road.

Provide stop control for the southbound approach (Old Tarboro Road).

Old Battle Bridge Road and Old Tarboro Road

Realign the existing northbound approach of Old Battle Bridge Road to intersect

Old Tarboro Road / Old Battle Bridge Road.

Provide stop control for the northbound approach (Old Battle Bridge Road).

Scale: Not to Scale

Anderson Property(Old Battle Bridge Road)

Wendell, NC

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Signalized Intersection

Unsignalized Intersection

Existing Lane

X' Storage (In Feet)

Improvement by Developer

Recommended Lane Configurations

Figure E-1

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25'

50'

275'

275' 225'

225'

25'

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50'

300'

25'

*

* Developer Realign Intersection

E-7


i

TABLE OF CONTENTS

1. INTRODUCTION ...............................................................................................................1

1.1. Site Location and Study Area ................................................................................................2

1.2. Proposed Land Use and Site Access......................................................................................2

1.3. Adjacent Land Uses ...............................................................................................................3

1.4. Existing Roadways ................................................................................................................3

2. EXISTING (2019) PEAK HOUR CONDITIONS ............................................................8

2.1. Existing (2019) Peak Hour Traffic ........................................................................................8

2.2. Analysis of Existing (2019) Peak Hour Traffic .....................................................................8

3. BACKGROUND (2023/2032) PEAK HOUR CONDITIONS .......................................10

3.1. Ambient Traffic Growth ......................................................................................................10

3.2. Adjacent Development Traffic ............................................................................................10

3.3. Future Roadway Improvements ...........................................................................................10

3.4. Background (2023/2032) Peak Hour Traffic Volumes .......................................................11

3.5. Analysis of Background (2023/2032) Peak Hour Traffic Conditions .................................11

4. SITE TRIP GENERATION AND DISTRIBUTION .....................................................14

4.1. Trip Generation....................................................................................................................14

4.2. Site Trip Distribution and Assignment ................................................................................15

5. COMBINED (2023/2032) TRAFFIC CONDITIONS ....................................................30

5.1. Combined (2023/2032) Peak Hour Traffic Volumes ..........................................................30

5.2. Analysis of Combined (2023/2032) Peak Hour Traffic ......................................................30

6. TRAFFIC ANALYSIS PROCEDURE ............................................................................33

6.1. Adjustments to Analysis Guidelines....................................................................................33

7. CAPACITY ANALYSIS ...................................................................................................34

7.1. Eagle Rock Road / Rolesville Road and Wendell Boulevard .............................................34

7.2. Eagle Rock Road and Old Tarboro Road ............................................................................36

7.3. Old Tarboro Road and Old Battle Bridge Road ..................................................................37

7.4. Wendell Boulevard and Old Battle Bridge Road / NC 97 ...................................................38

7.5. Eagle Rock Road and Old Battle Bridge Road ....................................................................39

7.6. Old Battle Bridge Road and Martin Pond Road ..................................................................40

7.7. Old Battle Bridge Road and Site Drive 1 ............................................................................41

7.8. Old Battle Bridge Road and Site Drive 2 ............................................................................42


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7.9. Old Battle Bridge Road and Site Drive 3 / Site Drive 4 ......................................................43

7.10. Old Battle Bridge Road and Site Drive 5........................................................................44

7.11. Realigned Old Tarboro Road and Site Drive 6 ...............................................................45

7.12. Realigned Old Tarboro Road and Street A .....................................................................46

7.13. Old Tarboro Road and Site Drive 7 / Site Drive 9 ..........................................................47

7.14. Old Tarboro Road and Street A ......................................................................................48

7.15. Old Tarboro Road and Site Drive 10 ..............................................................................49

7.16. Old Tarboro Road and Site Drive 8 ................................................................................50

7.17. Old Tarboro Road and Site Drive 11 ..............................................................................51

7.18. Realigned Old Tarboro Road and Old Tarboro Road .....................................................52

8. CONCLUSIONS ................................................................................................................53

9. RECOMMENDATIONS ..................................................................................................56

LIST OF FIGURES

Figure 1 – Site Location Map ...................................................................................................... 5

Figure 2 – Preliminary Site Plan .................................................................................................. 6

Figure 3 – Existing Lane Configurations ..................................................................................... 7

Figure 4 – Existing (2019) Peak Hour Traffic ............................................................................. 9

Figure 5a – Background (2023) Peak Hour Traffic ................................................................... 12

Figure 5b – Background (2032) Peak Hour Traffic ................................................................... 13

Figure 6a –Site Trip Distribution – Site A ................................................................................. 17

Figure 6b –Site Trip Distribution – Site B ................................................................................. 18

Figure 6c –Site Trip Distribution – Site C ................................................................................. 19

Figure 6d –Site Trip Distribution – Site D................................................................................. 20

Figure 6e –Site Trip Distribution – Site E ................................................................................. 21

Figure 6f –Site Trip Distribution – Site F .................................................................................. 22

Figure 7a – Site Trip Assignment – Site A ................................................................................ 23

Figure 7b – Site Trip Assignment – Site B ................................................................................ 24

Figure 7c – Site Trip Assignment – Site C ................................................................................ 25

Figure 7d – Site Trip Assignment – Site D ................................................................................ 26

Figure 7e – Site Trip Assignment – Site E ................................................................................ 27

Figure 7f – Site Trip Assignment – Site F ................................................................................. 28


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Figure 8 – Total Site Trip Assignment ...................................................................................... 29

Figure 9a – Combined (2023) Peak Hour Traffic ...................................................................... 31

Figure 9b – Combined (2032) Peak Hour Traffic ...................................................................... 32

Figure 10 – Recommended Lane Configurations ...................................................................... 59

LIST OF TABLES

Table 1: Existing Roadway Inventory ..........................................................................................4

Table 2: Trip Generation Summary ............................................................................................15

Table 3: Highway Capacity Manual – Levels-of-Service and Delay .........................................33

Table 4: Analysis Summary of Eagle Rock Road / Rolesville Road and Wendell Boulevard ...34

Table 5: Analysis Summary of Eagle Rock Road and Old Tarboro Road .................................36

Table 6: Analysis Summary of Old Tarboro Road and Old Battle Bridge Road .......................37

Table 7: Analysis Summary of Wendell Boulevard and Old Battle Bridge Road / NC 97 ........38

Table 8: Analysis Summary of Eagle Rock Road and Old Battle Bridge Road .........................39

Table 9: Analysis Summary of Old Battle Bridge Road and Martin Pond Road .......................40

Table 10: Analysis Summary of Old Battle Bridge and Site Drive 1 .........................................41


Table 12: Analysis Summary of Old Battle Bridge and Site Drive 3 / Site Drive 4 ..................43


Table 14: Analysis Summary of Realigned Old Tarboro Road and Site Drive 6 .......................45

Table 15: Analysis Summary of Realigned Old Tarboro Road and Street A .............................46

Table 16: Analysis Summary of Old Tarboro Road and Site Drive 7 / Site Drive 9 ..................47

Table 17: Analysis Summary of Old Tarboro Road and Street A ..............................................48

Table 18: Analysis Summary of Old Tarboro Road and Site Drive 10 ......................................49

Table 19: Analysis Summary of Old Tarboro Road and Site Drive 8 ........................................50

Table 20: Analysis Summary of Old Tarboro Road and Site Drive 11 ......................................51

Table 21: Analysis Summary of Realigned Old Tarboro Road and Old Tarboro Road .............52


iv

TECHNICAL APPENDIX

Appendix A: Scoping Information

Appendix B: Traffic Counts

Appendix C: Signal Plans

Appendix D: Capacity Calculations – Eagle Rock Road / Rolesville Road and Wendell

Boulevard

Appendix E: Capacity Calculations – Eagle Rock Road and Old Tarboro Road

Appendix F: Capacity Calculations – Old Tarboro Road and Old Battle Bridge Road

Appendix G: Capacity Calculations – Wendell Boulevard and Old Battle Bridge Road /

NC 97

Appendix H: Capacity Calculations – Eagle Rock Road and Old Battle Bridge Road

Appendix I: Capacity Calculations – Old Battle Bridge Road and Martin Pond Road

Appendix J: Capacity Calculations – Old Battle Bridge and Site Drive 1

Appendix K: Capacity Calculations – Old Battle Bridge and Site Drive 2

Appendix L: Capacity Calculations – Old Battle Bridge and Site Drive 3 / Site Drive 4

Appendix M: Capacity Calculations – Old Battle Bridge and Site Drive 5

Appendix N: Capacity Calculations – Realigned Old Tarboro Road and Site Drive 6

Appendix O: Capacity Calculations – Realigned Old Tarboro Road and Street A

Appendix P: Capacity Calculations – Old Tarboro Road and Site Drive 7 / Site Drive 9

Appendix Q: Capacity Calculations – Old Tarboro Road and Street A

Appendix R: Capacity Calculations – Old Tarboro Road and Site Drive 10

Appendix S: Capacity Calculations – Old Tarboro Road and Site Drive 8

Appendix T: Capacity Calculations – Old Tarboro Road and Site Drive 11

Appendix U: Capacity Calculations – Realigned Old Tarboro Road and Old Tarboro Road

TRAFFIC IMPACT ANALYSIS

ANDERSON PROPERTY (OLD BATTLE BRIDGE ROAD) DEVELOPMENT

WENDELL, NORTH CAROLINA

1. INTRODUCTION

The contents of this report present the findings of the Traffic Impact Analysis (TIA) conducted

for the proposed Anderson Property (Old Battle Bridge Road) development to be located in the

southwest quadrant at the intersection of Old Tarboro Road and Old Battle Bridge Road in

Wendell, North Carolina. The purpose of this study is to determine the potential impacts to the

surrounding transportation system created by traffic generated by the proposed development,

as well as recommend improvements to mitigate the impacts. The proposed development is

expected to consist of approximately 200 single-family homes and 106 multi-family homes

and is expected to be built-out in 2022. The land uses were broken down based on their

location and available access points and are divided as follows:










7 and Street A



Based on the Town of Wendell’s (Town’s) Unified Development Ordinance (UDO), future

scenarios were analyzed one (1) year and ten (10) years after the build-out year of the

proposed development (2022); therefore, future scenarios will be analyzed for years 2023 and


2

2032. The study analyzes traffic conditions during the weekday AM and PM peak hours for

the following scenarios:






1.1. Site Location and Study Area

The development is proposed to be located in the southwest quadrant at the intersection of Old

Tarboro Road and Old Battle Bridge Road in Wendell, North Carolina. Refer to Figure 1 for

the site location map.

The study area for the TIA was determined through coordination with the North Carolina

Department of Transportation (NCDOT) and the Town of Wendell (Town) and consists of the

following existing intersections:







Refer to Appendix A for a copy of the approved Memorandum of Understanding (MOU).

1.2. Proposed Land Use and Site Access

The proposed development, expected to be built-out by 2022, is expected to consist of

approximately 200 single-family homes and 106 multi-family homes. The land uses were

broken down based on their location and available access points and are divided as follows:




3








7 and Street A



Site access is proposed via four (4) full movement intersections along Old Battle Bridge Road

(to access Site A, Site B, and Site C), two (2) full movement intersections along Realigned Old

Tarboro Road (to access Site C, Site E, and Site F), and five (5) full movement intersections

along Old Tarboro Road (to access Site D, Site E, and Site F). Refer to Figure 2 for a copy of

the preliminary site plan.

1.3. Adjacent Land Uses

The proposed development is located in an area consisting primarily of undeveloped land and

residential development.

1.4. Existing Roadways

Existing lane configurations (number of traffic lanes on each intersection approach), lane

widths, storage capacities, and other intersection and roadway information was collected

through field reconnaissance by Ramey Kemp & Associates, Inc. (RKA). It should be noted

that there is an abandoned bridge north of the intersection of Old Tarboro Road and Old Battle

Bridge Road along Old Battle Bridge Road. Based on coordination with the NCDOT, the

bridge is scheduled to be replaced in May 2020. The land adjacent to the intersection of Old

Tarboro Road and Old Battle Bridge Road consists primarily of undeveloped land; therefore,

no trips were diverted based on the reconstruction of the bridge. This methodology was

discussed with NCDOT and was approved as part of the MOU. Refer to Appendix A for the


4

scoping information. Table 1 provides a summary of the field data collected. Refer to Figure 3

for an illustration of the existing lane configurations within the study area.

Table 1: Existing Roadway Inventory

Road Name Route

Number

Typical Cross

Section Speed Limit

Maintained By

2017 AADT (vpd)

Old Tarboro Road SR 2365 2-lane

undivided 45 mph

(assumed) NCDOT 100*


SR 2366 2-lane

undivided 45 mph


Eagle Rock Road / Rolesville Road

SR 1003

2-lane undivided /

4-lane divided

45 mph NCDOT 4,800

Martin Pond Road

SR 2410 2-lane

undivided 45 mph


Wendell Boulevard

US 64 BUS

4-lane divided / 2-

lane partially 45 mph NCDOT 17,000

NC 97 NC 97 2-lane

undivided 45 mph NCDOT 8,500

* ADT based on the traffic counts from 2019 and assuming the weekday PM peak hour volume is 10% of the average daily traffic.

Scale: Not to Scale

Anderson Property (Old Battle Bridge Road)

Wendell, NC

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Proposed Site Location

Study Intersection

Study Area

Site Location Map

Figure 1

5

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Old Tarboro Road

Eagle Rock Road

Rolesville Road


Wendell Boulevard

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Figure 3

ExistingLane Configurations

LEGEND



Existing Lane


TWLTL Two-Way Left-Turn Lane

7

~ 3,

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feet

~ 225 feet

SPEEDLIMIT

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SPEEDLIMIT

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SPEEDLIMIT

45

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2. EXISTING (2019) PEAK HOUR CONDITIONS

2.1. Existing (2019) Peak Hour Traffic

Existing peak hour traffic volumes were determined based on traffic counts conducted at the

study intersections listed below, in May of 2019 by RKA during a typical weekday AM (7:00

AM – 9:00 AM) and PM (4:00 PM – 6:00 PM) peak periods:







Traffic volumes were balanced between study intersections, where appropriate. It should be

noted that low traffic volumes were recorded along Old Tarboro Road and Old Battle Bridge

Road. This is expected to be due to the abandoned bridge north of the intersection of Old

Tarboro Road and Old Battle Bridge Road along Old Battle Bridge Road. The bridge is

scheduled to be replaced in May of 2020. The land adjacent to the intersection of Old Tarboro

Road and Old Battle Bridge Road consists primarily of undeveloped land; therefore, no trips

were diverted based on the reconstruction of the bridge. Refer to Figure 4 for existing (2019)

weekday AM and PM peak hour traffic volumes. A copy of the count data is located in

Appendix B of this report.

2.2. Analysis of Existing (2019) Peak Hour Traffic

The existing (2019) weekday AM and PM peak hour traffic volumes were analyzed to

determine the current levels of service at the study intersections under existing roadway

conditions. Signal information was obtained from NCDOT and is included in Appendix C. The

results of the analysis are presented in Section 7 of this report.

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Figure 4

Existing (2019)Peak Hour Traffic

LEGEND



X / Y Weekday AM / PM Peak Hour Traffic19

7/12

798

/156

126/

244

0/10/2

9

1/1

3/0

0/0

1/0

237/161744/51924/57

48/2

013

8/11

076

/53

2/0113/149357/844

22/78

499/

343

4/0

100/

54 111/107487/3332/11/0

2/0

1/1

1/0

1/0363/495235/683

7/1

134/

306

0/3

1/30/0

263/

175

0/0

136/

298

0/3

2/10/5

256/

167

0/1

0/20/2 1/

44/

1

1/2

0/0


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3. BACKGROUND (2023/2032) PEAK HOUR CONDITIONS

In order to account for growth of traffic and subsequent traffic conditions at a future year,

background traffic projections are needed. Background traffic is the component of traffic due

to the growth of the community and surrounding area that is anticipated to occur regardless of

whether or not the proposed development is constructed. Background traffic is comprised of

existing traffic growth within the study area and additional traffic created as a result of

adjacent approved developments.

Based on the Town’s UDO, future scenarios should be analyzed one (1) year and ten (10)

years after the build-out year of the proposed development (2022); therefore, future scenarios

will be analyzed for years 2023 and 2032.

3.1. Ambient Traffic Growth

Through coordination with the Town and NCDOT, it was determined that an annual growth

rate of 4% would be used to generate projected (2023) weekday AM and PM peak hour traffic

volumes based on a review of traffic growth patterns and adjacent development information.

Based on discussion with the Town and NCDOT, it was determined that an annual growth rate

of 2% would be maintained after 2023 to generate projected (2032) weekday AM and PM

peak hour traffic volumes. The growth rate was lowered to 2% after 2023 conditions to

provide a more reasonable estimate of traffic conditions in 2032. This growth rate is expected

to capture any adjacent developments expected in the vicinity of the site. Refer to Appendix A

for a copy of the MOU.

3.2. Adjacent Development Traffic

Through coordination with the NCDOT and Town, it was determined there were no adjacent

developments to be included in the study.

3.3. Future Roadway Improvements

Based on coordination with the NCDOT and the Town, it was determined that the Old Battle

Bridge Road bridge replacement should be considered with this study. During data collection,

an abandoned bridge was located north of the intersection of Old Tarboro Road and Old Battle

Bridge Road along Old Battle Bridge Road. The bridge is scheduled to be replaced in May of


11

2020. The land adjacent to the intersection of Old Tarboro Road and Old Battle Bridge Road

consists primarily of undeveloped land; therefore, no trips were diverted based on the

reconstruction of the bridge.

3.4. Background (2023/2032) Peak Hour Traffic Volumes

The background (2023) and background (2032) traffic volumes were determined by projecting

the existing (2019) peak hour traffic to the year 2023 and 2032, respectively. Refer to Figure

5a and Figure 5b for an illustration of the background (2023) and background (2032) peak

hour traffic volumes, respectively, at the study intersections.

3.5. Analysis of Background (2023/2032) Peak Hour Traffic Conditions

The background (2023/2032) AM and PM peak hour traffic volumes at the study intersections

were analyzed with future geometric roadway conditions and traffic control. The analysis

results are presented in Section 7 of this report.

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0/14

911

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7/28

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12

1/1

4/0

0/0

1/0

277/188870/60728/67

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1/12

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/62

2/0132/174418/987

26/91

584/

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117/

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2/0

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1/0425/579275/799

8/1

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308/

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0/0

159/

349

0/4

2/10/6

299/

195

0/1

0/20/2 1/

55/

1

1/2

0/0

Figure 5a

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Bri

dge

Roa

d

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad

Old TarboroRoad


WendellBoulevard

Background (2032)Peak Hour Traffic

LEGEND




5/17

813

7/21

817

6/34

1

0/10/2

13

1/1

5/0

0/0

1/0

331/2251040/72533/80

67/2

719

2/15

410

6/74

2/0158/208

500/118031/109

698/

479

6/0

140/

75 155/149681/4662/11/0

2/0

1/1

1/0

1/0508/692329/955

10/1

188/

428

0/5

1/50/0

368/

245

0/0

190/

417

0/5

2/10/7

357/

233

0/1

0/20/2 1/

55/

1

1/2

0/0

Figure 5b


14

4. SITE TRIP GENERATION AND DISTRIBUTION

4.1. Trip Generation

The proposed development is assumed to consist of approximately 200 single-family homes

and 106 multi-family homes. Average weekday daily, AM peak hour, and PM peak hour trips

for the proposed development were estimated using methodology contained within the ITE

Trip Generation Manual, 10th Edition. The land uses were broken down based on their

location and available access points and are divided as follows:










7 and Street A



It should be noted that this methodology provides a conservative estimation of the trip

generation for the full site due to the nature of the equation methodology, as recommended by

NCDOT, and due to rounding. Refer to Table 2 on the following page for a summary of the

trip generation potential for the site.


15

Table 2: Trip Generation Summary

Land Use (ITE Code)

Intensity Daily

Traffic (vpd)

AM Peak Hour Trips (vph)

PM Peak Hour Trips (vph)

Enter Exit Enter Exit Single-Family Detached Housing

(210) [Site A] 103

dwellings 1,070 19 59 66 39

Single-Family Detached Housing (210) [Site B]

6 dwellings 80 2 7 4 3

Single-Family Detached Housing (210) [Site C]

91 dwellings

960 17 52 59 34

Townhomes (220) [Site D]

32 dwellings

210 4 12 13 8

Townhomes (220) [Site E]

16 dwellings

80 2 6 8 4

Townhomes (220) [Site F]

58 dwellings

400 6 22 23 13

Total Trips 2,800 50 158 173 101

It is estimated that the proposed development will generate approximately 2,800 total site trips

on the roadway network during a typical 24-hour weekday period. Of the daily traffic volume,

it is anticipated that 208 trips (50 entering and 158 exiting) will occur during the weekday AM

peak hour and 274 (173 entering and 101 exiting) will occur during the PM peak hour. It

should be noted that this methodology provides a conservative estimation of the trip generation

for the full site due to rounding and to the nature of the suggested equation methodology as

identified by NCDOT to be utilized for the Single-Family Detached Housing and Townhomes

land uses.

4.2. Site Trip Distribution and Assignment

Trip distribution percentages used in assigning site traffic for this development were estimated

based on a combination of existing traffic patterns, population centers adjacent to the study

area, and engineering judgment. It is estimated that trips will be distributed as follows:

65% to/from the west via Wendell Boulevard

5% to/from the north via Rolesville Road

15% to/from the north via NC 97

15% to/from the east via Wendell Boulevard


16

A separate site trip distribution was applied for Sites A-F, respectively, based on their

proposed access. The site trip distribution figures are shown in Figures 6a, 6b, 6c, 6d, 6e, and

6f. Refer to Figure 7a, 7b, 7c, 7d, 7e, and 7f for each of the residential site trip assignments.

The total site trips were determined by adding the site trips for Sites A-F. Refer to Figure 8 for

the total site trip assignment.

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Residential [Site A]Trip Distribution Percentages

Figure 6a

XX%

LEGEND



Entering Trip DistributionX%

Exiting Trip Distribution(Y)%

Regional Trip Distribution

15%

5%

65%

15%

15%

(70%) 70

%

(70%)

70%

15%

5%

65%

(65%

)(5

%)

(70%)

70%

(70%)

70%

(70%)

70%

(70%

)(3

0%)

70%

30%

100%

(100

%)

100%

(100

%)

50%

50%

50%

(50%)

(50%)

(50%

)

(15%

)(1

5%)

(70%)

70%

(70%)

70%

17

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Residential [Site B]Trip Distribution Percentages

Figure 6b

XX%

LEGEND






15%

5%

65%

15%

15%

(70%) 70

%

(70%)

70%

15%

5%

65%

(65%

)(5

%)

(70%)

70%

(70%)

70%

(70%)

70%

100%

(100

%)

100%

(15%

)(1

5%)

(100%)

(70%

)(3

0%)

70%

30%

(70%)

70%

(70%)

70%

18

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Residential [Site C]Trip Distribution Percentages

Figure 6c

XX%

LEGEND






15%

5%

65%

15%

15%

(70%) 70

%

(70%)

70%

15%

5%

65%

(65%

)(5

%)

(50%

)*

20%50%*

(20%)

20%

(20%)10%

20%

(20%

)(2

0%)

(10%)20%

10%

20%

20%

20%

(15%

)(1

5%)

(20%)

50%

*

(50%)*

50%

(50%

)(1

0%)

(20%)

(10%)

10%

(20%)

20%

(20%)

20%

(20%

)

(20%)

20%

*Trips are expected to travel to/from

Site C via Street A

19

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Residential [Site D]Trip Distribution Percentages

Figure 6d

XX%

LEGEND






15%

5%

65%

15%

15%

(70%) 70

%

(30%

) (1

0%)

30%40%

15%

5%

65%

(65%

)(5

%)

(10%) 40%

10%20%

20%(20%)

30%

(30%

)

(30%)

30%

(15%

)(1

5%)

10% (40%)

10%(40%)

(20%

)(1

0%)

10%10% (20%)

20%20% (10%)

(20%

)(1

0%)

(20%) 20%

20% (20%)

20

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Residential [Site E]Trip Distribution Percentages

Figure 6e

XX%

LEGEND






15%

5%

65%

15%

15%

(70%) 70

%

(50%

)

20%50%

15%

5%

65%

(65%

)(5

%)

30%

(30%)

(30%)

30%

(15%

)(1

5%)

30%

(30%)

30%*

(30%

)*

(20%)

(20%

)* 20%*


Site E via Street A

21

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Residential [Site F]Trip Distribution Percentages

Figure 6f

XX%

LEGEND






15%

5%

65%

15%

15%

(70%) 70

%

(50%

)*

70%

15%

5%

65%

(65%

)(5

%)

30%

(30%)

(30%)

30%

(15%

)(1

5%)

30%

(30%)

30%*

(30%

)*

20%50%*

(70%)

(20%)

(20%

)

20%

20%

(20%)


Site F via Street A

22

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Residential [Site A]Trip Assignment

Figure 7a

LEGEND



1/3

12/43

3/10

3/10

41/27 13

/46

41/27

13/46

38/2

53/

2

41/27

13/4

6

41/2

718

/12

13/46

6/20

19/6

6

59/3

9

19/6

6

59/3

9

10/3

39/

33

10/3

3

29/19

30/20

30/2

0

9/6

9/6

41/27

13/46

41/27

13/46

41/27

13/46

41/27

13/46

Weekday AM / PM Peak Hour Site Trips

X / Y

23

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Residential [Site B]Trip Assignment

Figure 7b

0/0

1/3

1/1

0/0

5/2 1/

3

5/2

1/3

5/2

0/0

5/2

1/3

5/2

1/3

5/2

1/3

2/4

7/3

2/4

1/0

1/1

7/3

5/2

2/1

1/3

1/1

5/2

1/3

5/2

1/3

LEGEND




X / Y

24

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Residential [Site C]Trip Assignment

Figure 7c

1/3

11/38

3/9

2/9

37/24 12

/41

37/24

12/41

34/2

23/

2

27/1

7*

3/129/29*

10/7

3/12

10/72/6

3/12

10/7

10/7

5/33/12

2/6

3/12

3/12

3/12

7/5

8/5

10/7

9/29

*

27/17*

9/29

27/1

75/

3

10/7

5/3

2/6

10/7

3/12

10/7

3/12

10/7

10/7

3/12


Site C via Street A

LEGEND




X / Y

25

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Residential [Site D]Trip Assignment

Figure 7d

0/1

3/8

1/2

0/1

8/6

3/9

4/2

1/1

1/42/5

7/5

1/1

3/6

0/11/2

1/32/1

1/3

4/1

4/1

1/3

2/0

2/1

5/5

1/14/4

2/2

2/0

0/13/3

1/32/3

2/2

1/1

3/4

3/4

LEGEND




X / Y

26

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Residential [Site E]Trip Assignment

Figure 7e

0/1

1/5

1/1

0/1

4/3 1/

6

3/2

0/21/4

4/3

0/0

1/2

2/1

2/1

1/2

1/0

1/1

1/2

2/1

1/2*

2/1*

1/1

1/1*

0/2*


Site E via Street A

LEGEND




X / Y

27

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Residential [Site F]Trip Assignment

Figure 7f

0/1

4/15

1/4

1/3

15/9 4/

16

11/6

*

4/16

14/8 1/1

2/7

7/4

7/4

2/7

3/2

4/2

2/7

7/4

2/7*

7/4*

1/53/11*

15/9

4/3

4/3

1/5

1/5

4/3


Site F via Street A

LEGEND




X / Y

28

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Total Trip Assignment

Figure 8

LEGEND



2/9

32/112

10/27

6/24

110/71 34

/121

1/1103/67

1/432/113

1/4

102/

65 8/6

57/395/15

21/6

2

56/3

630

/20

18/917/61

6/18

10/33

3/12

24/8

2

76/4

9 3/12

19/6

62/

4

59/3

9

10/3

39/

33

10/3

3

29/19

30/20

30/2

0

23/1

325

/16

65/44

21/7212/42

0/163/42

1/320/69

59/40

20/651/5

0/157/38

1/319/62


X / Y

7/3

10/7

10/7

3/92/6

27/1

75/

3

9/59/29

18

/34

30/26

4/2

1/1

3/2

39/2

4

2/2

1/1

4/3

2/2

0/2

14/8

29


30

5. COMBINED (2023/2032) TRAFFIC CONDITIONS

5.1. Combined (2023/2032) Peak Hour Traffic Volumes

To estimate traffic conditions with the site fully built-out, the total site trips were added to the

background (2023) and background (2032) traffic volumes to determine the combined (2023)

and combined (2032) traffic volumes, respectively. Refer to Figure 9a and Figure 9b for an

illustration of the combined (2023) and combined (2032) peak hour traffic volumes,

respectively, with the proposed site fully developed.

5.2. Analysis of Combined (2023/2032) Peak Hour Traffic

Study intersections were analyzed with the combined (2023/2032) traffic volumes using the

same methodology previously discussed for existing and background traffic conditions.

Intersections were analyzed with improvements necessary to accommodate future traffic

volumes. The results of the capacity analysis for each intersection are presented in Section 7 of

this report.

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Combined (2023) Peak Hour Traffic

Figure 9a

LEGEND



117/

191

58/203

12/78 1/0

11/2

4

111/750/0

34/1

25

1/1104/680/0

1/432/116

1/4

158/

8816

9/13

5

57/395/15

0/0

21/6

2

57/3

734

/20

18/1017/63

6/18

11/33

3/12

25/8

4

0/0

81/5

2 3/12

20/6

82/

4

0/0

64/4

20/

0

11/3

39/

33

10/3

3

29/190/0

30/200/0

35/2

30/

0

24/1

426

/16

66/450/0

21/7512/42

0/164/43

1/320/72

60/410/0

20/681/5

0/158/39

1/319/65

Weekday AM / PM Peak Hour Traffic

X / Y

7/30/00/0

10/70/00/0

10/70/0

3/92/6

27/1

75/

3

9/59/29

0/

018

/34

30/260/0

4/2

0/0

1/1

3/2

0/0

0/0

39/2

40/

0

2/2

1/1

4/3

0/0

2/2

0/2

0/014/8

230/

149

147/

285

28/67

870/607

277/188

89/6

2

418/987

0/2132/174

157/

358

117/

63 58

4/40

1 570/390

130/125

2/0

8/1

1/0425/579

275/799

0/4

159/

349

0/1

299/

195

2/10/6

5/1

1/5

0/20/2

1/2

5/3

0/0

1/2

0/0

308/

205

0/0

0/00/0

31

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

Combined (2032) Peak Hour Traffic

Figure 9b

LEGEND



139/

227

63/221

12/281/0

12/2

4

111/760/0

34/1

26

1/1104/680/0

1/432/116

1/4

169/

9220

0/16

0

57/395/15

0/0

21/6

2

57/3

735

/20

18/1017/63

6/18

11/33

3/12

25/8

4

0/0

82/5

2 3/12

20/6

82/

4

0/0

65/4

20/

0

11/3

59/

33

1/2

10/3

3

29/190/0

30/200/0

36/2

30/

0

24/1

426

/16

66/450/0

21/7212/42

0/163/42

1/320/69

59/400/0

20/651/5

0/157/38

1/319/62

Weekday AM / PM Peak Hour Traffic

X / Y

7/30/00/0

10/70/00/0

10/70/0

3/92/6

27/1

75/

3

9/59/29

0/

018

/34

30/260/0

4/2

0/0

1/1

3/2

0/0

0/0

39/2

40/

0

2/2

1/1

4/3

0/0

2/2

0/2

0/014/8

275/

178

176/

341

33/80

1040/725

331/225

106/

74

500/1180

2/0158/208

188/

428

140/

75 69

8/47

9

681/466

155/149

2/0

10/1

1/0508/692

329/955

0/5

190/

417

0/1

357/

233

2/10/7

6/1

1/6

0/20/2

368/

245

0/0

1/2

0/0 6/3

0/0

0/00/0

32


33

6. TRAFFIC ANALYSIS PROCEDURE

Study intersections were analyzed using the methodology outlined in the Highway Capacity

Manual, 6th Edition (HCM) published by the Transportation Research Board. Capacity and

level of service are the design criteria for this traffic study. A computer software package,

Synchro (Version 10.3), was used to complete the analyses for most of the study area

intersections. Please note that the unsignalized capacity analysis does not provide an overall

level of service for an intersection; only delay for an approach with a conflicting movement.

The HCM defines capacity as “the maximum hourly rate at which persons or vehicles can

reasonably be expected to traverse a point or uniform section of a lane or roadway during a

given time period under prevailing roadway, traffic, and control conditions.” Level of service

(LOS) is a term used to represent different driving conditions, and is defined as a “qualitative

measure describing operational conditions within a traffic stream, and their perception by

motorists and/or passengers.” Level of service varies from Level “A” representing free flow, to

Level “F” where breakdown conditions are evident. Refer to Table 3 for HCM levels of

service and related average control delay per vehicle for both signalized and unsignalized

intersections. Control delay as defined by the HCM includes “initial deceleration delay, queue

move-up time, stopped delay, and final acceleration delay”. An average control delay of 50

seconds at a signalized intersection results in LOS “D” operation at the intersection.

Table 3: Highway Capacity Manual – Levels-of-Service and Delay

UNSIGNALIZED INTERSECTION SIGNALIZED INTERSECTION

LEVEL OF SERVICE

AVERAGE CONTROL DELAY PER VEHICLE

(SECONDS)

LEVEL OF SERVICE

AVERAGE CONTROL DELAY PER VEHICLE

(SECONDS) A B C D E F

0-10 10-15 15-25 25-35 35-50 >50

A B C D E F

0-10 10-20 20-35 35-55 55-80 >80

6.1. Adjustments to Analysis Guidelines

Capacity analysis at all study intersections was completed according to the NCDOT

Congestions Management Guidelines.


34

7. CAPACITY ANALYSIS

7.1. Eagle Rock Road / Rolesville Road and Wendell Boulevard

The existing signalized intersection of Eagle Rock Road / Rolesville Road and Wendell

Boulevard was analyzed under existing (2019), background (2023/2032), and combined

(2023/2032) traffic conditions with the lane configurations and traffic control shown in Table

4. Refer to Table 4 for a summary of the analysis results. Refer to Appendix D for the Synchro

capacity analysis reports.

Table 4: Analysis Summary of Eagle Rock Road / Rolesville Road and Wendell Boulevard

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)

Existing (2019) Conditions

EB WB NB SB

1 LT, 2 TH, 1 RT 1 LT, 2 TH, 1 RT 1 LT-TH, 1 RT

1 LT, 1 TH, 1 RT

C C D C

C (31)

C C D D

D (36)

Background (2023) Conditions

EB WB NB SB


1 LT, 1 TH, 1 RT

C C D C

C (33)

D C D D

D (45)


EB WB NB SB


1 LT, 1 TH, 1 RT

D C E C

D (38)

F D D E

E (67)

Combined (2023) Conditions

EB WB NB SB


1 LT, 1 TH, 1 RT

C C F C

D (42)

E C E E

D (50)


EB WB NB SB


1 LT, 1 TH, 1 RT

D C F C

D (50)

F D E E

E (70)

Combined (2032) Conditions – Signal

Timing Adjustments

EB WB NB SB


1 LT, 1 TH, 1 RT

D D E D

D (47)

D D E E

D (54)

2023 analysis results shown in blue. 2032 analysis results shown in orange. Improvements to lane configurations are shown in bold. Capacity analysis of existing (2019), background (2023), and combined (2023) traffic


35

conditions indicates the intersection of Eagle Rock Road / Rolesville Road and Wendell

Boulevard is expected to operate at an overall LOS D or better during the weekday AM and

PM peak hours. Under background (2032) and combined (2032) traffic conditions, the

intersection is expected to operate at an overall LOS D during the weekday AM peak hour and

an overall LOS E during the weekday PM peak hour. With signal timing adjustments, the

intersection is expected to operate at LOS D during the weekday AM and PM peak hours

under combined (2032) conditions. It should be noted that it would be likely that these timing

adjustments would occur even without this recommendation due to growth and change in

traffic patterns over time.

The site is expected to contribute approximately 5% of the total future (2032) traffic at this

intersection. Due to the low impact of the site on the study intersection, no improvements are

recommended by the developer.


36

7.2. Eagle Rock Road and Old Tarboro Road

The existing unsignalized intersection of Eagle Rock Road and Old Tarboro Road was

analyzed under existing (2019), background (2023/2032), and combined (2023/2032) traffic

conditions with the lane configurations and traffic control shown in Table 5. Refer to Table 5

for a summary of the analysis results. Refer to Appendix E for the Synchro capacity analysis

reports.

Table 5: Analysis Summary of Eagle Rock Road and Old Tarboro Road

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


WB NB SB

1 LT-RT 1 TH-RT 1 LT-TH

B2

--

A1 N/A

B2

--

A1 N/A


WB NB SB


B2

--

A1N/A

B2

--

A1 N/A


WB NB SB


B2

--

A1N/A

B2

--

A1 N/A


WB NB SB


B2

--

A1N/A

B2

--

A1 N/A


WB NB SB


B2

--

A1N/A

B2

--

A1 N/A

1. Level of service for major-street left-turn movement. 2. Level of service for minor-street approach. 2023 analysis results shown in blue. 2032 analysis results shown in orange.

Capacity analysis of existing (2019), background (2023/2032), and combined (2023/2032)

traffic conditions indicates the minor-street approach and major-street left-turn movement at

the intersection of Eagle Rock Road and Old Tarboro Road are expected to operate at LOS B

or better during the weekday AM and PM peak hours.


37

7.3. Old Tarboro Road and Old Battle Bridge Road

The existing unsignalized intersection of Old Tarboro Road and Old Battle Bridge Road was



for a summary of the analysis results. Refer to Appendix F for the Synchro capacity analysis

reports.

Table 6: Analysis Summary of Old Tarboro Road and Old Battle Bridge Road

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


EB NB SB

1 LT-RT 1 LT-TH 1 TH-RT

A2

A1

--N/A

A2

A1

-- N/A


EB NB SB


A2

A1

--N/A

A2

A1

-- N/A


EB NB SB


A2

A1

--N/A

A2

A1

-- N/A


EB* WB* NB*

1 TH-RT* 1 LT-TH* 1 LT-RT*

--A1

A2 N/A

--

A1

A2 N/A


EB* WB* NB*

1 TH-RT* 1 LT-TH* 1 LT-RT*

--A1

A2N/A

--

A1

A2 N/A

1. Level of service for major-street left-turn movement. 2. Level of service for minor-street approach. 2023 analysis results shown in blue. 2032 analysis results shown in orange. Improvements to lane configurations are shown in bold. *Based on future plans, the northbound approach of Battle Bridge Road is expected to be reconstructed to become a T-intersection with Old Tarboro Road.



the intersection of Old Tarboro Road and Old Battle Bridge Road are expected to operate at

LOS A during the weekday AM and PM peak hours.


38

7.4. Wendell Boulevard and Old Battle Bridge Road / NC 97

The existing signalized intersection of Wendell Boulevard and Old Battle Bridge Road / NC

97 was analyzed under existing (2019), background (2023/2032), and combined (2023/2032)

traffic conditions with the lane configurations and traffic control shown in Table 7. Refer to

Table 7 for a summary of the analysis results. Refer to Appendix G for the Synchro capacity

analysis reports.

Table 7: Analysis Summary of Wendell Boulevard and Old Battle Bridge Road / NC 97

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


EB WB NB SB

1 LT, 1 TH, 1 RT 1 LT, 1 TH, 1 RT 1 LT, 1 TH-RT

1 LT, 1 TH, 1 RT

A A D B

A (9)

A A D A

A (8)


EB WB NB SB


1 LT, 1 TH, 1 RT

B B D B

B (13)

B A D A

B (11)


EB WB NB SB


1 LT, 1 TH, 1 RT

E B D B

C (35)

D A D A

C (28)


EB WB NB SB


1 LT, 1 TH, 1 RT

B B D B

B (14)

B A D A

B (13)


EB WB NB SB


1 LT, 1 TH, 1 RT

E B D B

D (36)

D A D A

C (30)

2023 analysis results shown in blue. 2032 analysis results shown in orange.


traffic conditions indicates the intersection of Wendell Boulevard and Old Battle Bridge / NC

97 is expected to operate at an overall LOS D or better during the weekday AM and PM peak

hours.


39

7.5. Eagle Rock Road and Old Battle Bridge Road

The existing unsignalized intersection of Eagle Rock Road and Old Battle Bridge Road was



for a summary of the analysis results. Refer to Appendix H for the Synchro capacity analysis

reports.

Table 8: Analysis Summary of Eagle Rock Road and Old Battle Bridge Road

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


WB NB SB


B2

--

A1 N/A

B2

--

A1 N/A


WB NB SB


B2

--

A1N/A

B2

--

A1 N/A


WB NB SB


B2

--

A1N/A

B2

--

A1 N/A


WB NB SB


B2

--

A1N/A

B2

--

A1 N/A


WB NB SB


B2

--

A1N/A

B2

--

A1 N/A




the intersection of Eagle Rock Road and Old Battle Bridge are expected to operate at LOS B

or better during the weekday AM and PM peak hours.


40

7.6. Old Battle Bridge Road and Martin Pond Road

The existing unsignalized intersection of Old Battle Bridge Road and Martin Pond Road was



for a summary of the analysis results. Refer to Appendix I for the Synchro capacity analysis

reports.

Table 9: Analysis Summary of Old Battle Bridge Road and Martin Pond Road

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


EB WB NB

1 TH-RT 1 LT-TH 1 LT -RT

--A1

A2 N/A

--

A1

A2 N/A


EB WB NB


--A1

A2N/A

--

A1

A2 N/A


EB WB NB


--A1

A2N/A

--

A1

A2 N/A


EB WB NB


--A1

A2N/A

--

A1

A2 N/A


EB WB NB


--A1

A2N/A

--

A1

A2 N/A



traffic conditions indicates the minor-street approaches and major-street left-turn movements

at the intersection of Old Battle Bridge Road and Martin Pond Road are expected to operate at

LOS A during the weekday AM and PM peak hours.


41

7.7. Old Battle Bridge Road and Site Drive 1

The proposed intersection of Old Battle Bridge Road and Site Drive 1 was analyzed under

combined (2023/2032) traffic conditions with proposed lane configurations and traffic control.

Refer to Table 10 for a summary of the analysis results. Refer to Appendix J for the Synchro


Table 10: Analysis Summary of Old Battle Bridge Road and Site Drive 1

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


WB NB SB


A2

-- A1

N/A A2

-- A1

N/A


WB NB SB


A2

-- A1

N/A A2

-- A1

N/A

1. Level of service for major-street left-turn movement. 2. Level of service for minor-street approach. 2023 analysis results shown in blue. 2032 analysis results shown in orange. Improvements to lane configurations are shown in bold.

Capacity analysis of combined (2023/2032) traffic conditions indicates the minor-street

approach and major-street left-turn movement at the intersection of Old Battle Bridge Road

and Site Drive 1 are expected to operate at LOS A during the weekday AM and PM peak

hours.

Due to low mainline volumes on Old Battle Bridge Road, no exclusive turn-lanes into or out of

the site are recommended at this study intersection.


42




Refer to Table 11 for a summary of the analysis results. Refer to Appendix K for the Synchro



ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


WB NB SB


A2

-- A1

N/A A2

-- A1

N/A


WB NB SB


A2

-- A1

N/A A2

-- A1

N/A





hours.




43

7.9. Old Battle Bridge Road and Site Drive 3 / Site Drive 4

The proposed intersection of Old Battle Bridge Road and Site Drive 3 / Site Drive 4 was

analyzed under combined (2023/2032) traffic conditions with proposed lane configurations

and traffic control. Refer to Table 12 for a summary of the analysis results. Refer to Appendix

L for the Synchro capacity analysis reports.

Table 12: Analysis Summary of Old Battle Bridge Road and Site Drive 3 / Site Drive 4

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


EB WB NB SB

1 LT-TH-RT 1 LT-TH-RT 1 LT-TH-RT 1 LT-TH-RT

A2

A2

A1

A1

N/A

A2

A2

A1

A1

N/A


EB WB NB SB


A2

A2

A1

A1

N/A

A2

A2

A1

A1

N/A


Capacity analysis of combined (2023/2032) traffic conditions indicates all of the minor-street

approaches and major-street left-turn movements at the intersection of Old Battle Bridge Road

and Site Drive 3 / Site Drive 4 are expected to operate at LOS A during the weekday AM and

PM peak hours.




44




Refer to Table 13 for a summary of the analysis results. Refer to Appendix M for the Synchro



ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


EB NB SB


A2

A1

-- N/A

A2

A1

-- N/A


EB NB SB


A2

A1

-- N/A

A2

A1

-- N/A





hours.




45

7.11. Realigned Old Tarboro Road and Site Drive 6

The proposed intersection of Realigned Old Tarboro Road and Site Drive 6 was analyzed

under combined (2023/2032) traffic conditions with proposed lane configurations and traffic

control. Refer to Table 14 for a summary of the analysis results. Refer to Appendix N for the

Synchro capacity analysis reports.

Table 14: Analysis Summary of Realigned Old Tarboro Road and Site Drive 6

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


EB WB NB

1 TH-RT 1 LT-TH 1 LT-RT

--

A1

A2 N/A

--

A1

A2 N/A


EB WB NB


--

A1

A2 N/A

--

A1

A2 N/A



approach and major-street left-turn movement at the intersection of Realigned Old Tarboro

Road and Site Drive 6 are expected to operate at LOS A during the weekday AM and PM peak

hours.

Realigned Old Tarboro Road should be constructed to Town standards. Due to expected low

mainline volumes on Realigned Old Tarboro Road, based on the low mainline volumes on Old

Tarboro Road, no exclusive turn-lanes into or out of the site are recommended at this study

intersection.


46

7.12. Realigned Old Tarboro Road and Street A

The proposed intersection of Realigned Old Tarboro Road and Street A was analyzed under


Refer to Table 15 for a summary of the analysis results. Refer to Appendix O for the Synchro


Table 15: Analysis Summary of Realigned Old Tarboro Road and Street A

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


EB WB SB

1 LT-TH 1 TH-RT 1 LT-RT

A1

--

A2 N/A

A1

--

A2 N/A


EB WB SB


A1

--

A2 N/A

A1

--

A2 N/A




Road and Street A are expected to operate at LOS A during the weekday AM and PM peak

hours. Street A provides access to Site E and Site F.


mainline volumes on Realigned Old Tarboro Road, based on the low mainline volumes on Old

Tarboro Road, no exclusive turn-lanes into or out of the site are recommended at this study

intersection.


47

7.13. Old Tarboro Road and Site Drive 7 / Site Drive 9

The proposed intersection of Old Tarboro Road and Site Drive 7 / Site Drive 9 was analyzed

under combined (2023/2032) traffic conditions with proposed lane configurations and traffic

control. Refer to Table 16 for a summary of the analysis results. Refer to Appendix P for the

Synchro capacity analysis reports.

Table 16: Analysis Summary of Old Tarboro Road and Site Drive 7 / Site Drive 9

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


EB WB NB SB


A1

A1

A2

A2

N/A

A1

A1

A2

A2

N/A


EB WB NB SB


A1

A1

A2

A2

N/A

A1

A1

A2

A2

N/A


Capacity analysis of combined (2023/2032) traffic conditions indicates all of the minor-street

approaches and major-street left-turn movements at the intersection of Old Tarboro Road and

Site Drive 7 / Site Drive 9 are expected to operate at LOS A during the weekday AM and PM

peak hours.

Due to low mainline volumes on Old Tarboro Road, no exclusive turn-lanes into or out of the

site are recommended at this study intersection.


48

7.14. Old Tarboro Road and Street A

The proposed intersection of Old Tarboro Road and Street A was analyzed under combined

(2023/2032) traffic conditions with proposed lane configurations and traffic control. Refer to

Table 17 for a summary of the analysis results. Refer to Appendix Q for the Synchro capacity

analysis reports.

Table 17: Analysis Summary of Old Tarboro Road and Street A

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


EB WB NB


--

A1

A2 N/A

--

A1

A2 N/A


EB WB NB


--

A1

A2 N/A

--

A1

A2 N/A



approach and major-street left-turn movement at the intersection of Old Tarboro Road and

Street A are expected to operate at LOS A during the weekday AM and PM peak hours.




49

7.15. Old Tarboro Road and Site Drive 10

The proposed intersection of Old Tarboro Road and Site Drive 10 was analyzed under


Refer to Table 18 for a summary of the analysis results. Refer to Appendix R for the Synchro


Table 18: Analysis Summary of Old Tarboro Road and Site Drive 10

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


EB WB SB


A1

--

A2 N/A

A1

--

A2 N/A


EB WB SB


A1

--

A2 N/A

A1

--

A2 N/A



approach and major-street left-turn movement at the intersection of Old Tarboro Road and Site

Drive 10 are expected to operate at LOS A during the weekday AM and PM peak hours.




50




Refer to Table 19 for a summary of the analysis results. Refer to Appendix S for the Synchro



ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


EB WB NB


--

A1

A2 N/A

--

A1

A2 N/A


EB WB NB


--

A1

A2 N/A

--

A1

A2 N/A








51




Refer to Table 20 for a summary of the analysis results. Refer to Appendix T for the Synchro



ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


EB WB SB


A1

--

A2 N/A

A1

--

A2 N/A


EB WB SB


A1

--

A2 N/A

A1

--

A2 N/A








52

7.18. Realigned Old Tarboro Road and Old Tarboro Road

The proposed intersection of Realigned Old Tarboro Road and Old Tarboro Road was

analyzed under combined (2023/2032) traffic conditions with proposed lane configurations

and traffic control. Refer to Table 21 for a summary of the analysis results. Refer to Appendix

U for the Synchro capacity analysis reports.

Table 21: Analysis Summary of Realigned Old Tarboro Road and Old Tarboro Road

ANALYSIS SCENARIO

A P P R O A C H

LANE CONFIGURATIONS


LEVEL OF SERVICE


LEVEL OF SERVICE

Approach Overall

(seconds) Approach

Overall (seconds)


EB WB SB


--

A1

A2 N/A

--

A1

A2 N/A


EB WB SB


--

A1

A2 N/A

--

A1

A2 N/A




Road and Old Tarboro Road are expected to operate at LOS A during the weekday AM and

PM peak hours.


mainline volumes on Realigned Old Tarboro Road and based on the low mainline volumes on

Old Tarboro Road, no exclusive turn-lanes are recommended at this study intersection.


53

8. CONCLUSIONS

This Traffic Impact Analysis was conducted to determine the potential traffic impacts of the

proposed Anderson Property (Old Battle Bridge Road) development, located in the southwest

quadrant at the intersection of Old Tarboro Road and Old Battle Bridge Road in Wendell,

North Carolina. The proposed development is expected to be built out in 2022 and is expected

to consist of approximately 200 single-family homes and 106 multi-family homes. The land

uses were broken down based on their location and available access points and are divided as

follows:










7 and Street A



Site access is proposed via four (4) full movement intersections along Old Battle Bridge Road

(to access Site A, Site B, and Site C), two (2) full movement intersections along Realigned Old

Tarboro Road (to access Site C, Site E, and Site F), and five (5) full movement intersections

along Old Tarboro Road (to access Site D, Site E, and Site F). Based on the Town of

Wendell’s (Town’s) Unified Development Ordinance (UDO), future scenarios were analyzed

one (1) year and ten (10) years after the build-out year of the proposed development (2022);

therefore, future scenarios will be analyzed for years 2023 and 2032. The study analyzes traffic

conditions during the weekday AM and PM peak hours for the following scenarios:




54




Combined (2032) Traffic Conditions – Improved

Trip Generation

It is estimated that the proposed development will generate approximately 2,800 total site trips

on the roadway network during a typical 24-hour weekday period. Of the daily traffic volume,

it is anticipated that 208 trips (50 entering and 158 exiting) will occur during the weekday AM

peak hour and 274 (173 entering and 101 exiting) will occur during the PM peak hour. It

should be noted that this methodology provides a conservative estimation of the trip generation

for the full site due to rounding and to the nature of the suggested equation methodology as

identified by NCDOT to be utilized for the Single-Family Detached Housing and Townhomes

land uses.

Adjustments to Analysis Guidelines

Capacity analysis at all study intersections was completed according to the Town’s LDO and

NCDOT Congestion Management Guidelines. Refer to section 6.1 of this report for a detailed

description of any adjustments to these guidelines made throughout the analysis.

Intersection Capacity Analysis Summary

All the study area intersections (including the proposed site driveways) are expected to operate

at acceptable levels-of-service under existing and future year conditions with the exception of

the intersections listed below. A summary of the study area intersections that are expected to

need improvements are as follows:

Eagle Rock Road / Rolesville Road and Wendell Boulevard

Under background (2032) and combined (2032) traffic conditions, the intersection is expected

to operate at an overall LOS D during the weekday AM peak hour and an overall LOS E

during the weekday PM peak hour. With signal timing adjustments, the intersection is

expected to operate at LOS D during the weekday AM and PM peak hours under combined


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(2032) conditions. It should be noted that it would be likely that these timing adjustments

would occur even without this recommendation due to growth and change in traffic patterns

over time. The site is expected to contribute approximately 5% of the total future (2032) traffic

at this intersection. Due to the low impact of the site on the study intersection, no

improvements are recommended by the developer.


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9. RECOMMENDATIONS

Based on the findings of this study, specific geometric improvements have been identified and

are recommended to accommodate future traffic conditions. See a more detailed description of

the recommended improvements below. Refer to Figure 10 for an illustration of the

recommended lane configuration for the proposed development.

Recommended Improvements by Developer


Construct the full section of Realigned Old Tarboro Road along the site frontage to

this roadway’s ultimate section. Applicant will be required to dedicate the

minimum right-of-way. The existing section of Old Tarboro Road along the site

frontage may need to be reconstructed according to Town plans.







Old Battle Bridge Road and Site Drive 3 / Site Drive 4


Provide stop control for the westbound approach (Site Drive 3) and the eastbound

approach (Site Drive 4).



Provide stop control for the eastbound approach (Site Drive 5).


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Realigned Old Tarboro Road and Site Drive 6



Realigned Old Tarboro Road and Street A


Provide stop control for the southbound approach (Street A).

Old Tarboro Road and Site Drive 7 / Site Drive 9


Provide stop control for the northbound approach (Site Drive 7) and the

southbound approach (Site Drive 9).

Old Tarboro Road and Street A


Provide stop control for the northbound approach (Street A).











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Realigned Old Tarboro Road and Old Tarboro Road

Realign the existing Old Tarboro Road to intersect Realigned Old Tarboro Road.

Provide stop control for the southbound approach (Old Tarboro Road).

Old Battle Bridge Road and Old Tarboro Road

Realign the existing northbound approach of Old Battle Bridge Road to intersect

Old Tarboro Road / Old Battle Bridge Road.

Provide stop control for the northbound approach (Old Battle Bridge Road).

Scale: Not to Scale


Wendell, NC

SITEA

Rol

esvi

lle

Roa

d

64

97

Eag

le R

ock

Roa

d

Mar

tin

Pon

dR

oad



WendellBoulevard

SITEB

Old TarboroRoad

SITEC

SITEF

SITEE

SITED

Old B

attle

Bridge

Roa

d

SiteDrive 1

SiteDrive 2

SiteDrive 3

SiteDrive 5

Sit

eD

rive

6

Sit

eD

rive

7S

ite

Dri

ve9

Sit

eD

rive

11

Sit

eD

rive

10

Str

eet

A

SiteDrive 4

Sit

eD

rive

8

N

LEGEND



Existing Lane


Improvement by Developer

Recommended Lane Configurations

Figure 10

TW

LTL

FU

LL

275'

25'

50'

275'

275' 225'

225'

25'

FULL

50'

300'

25'

*

* Developer Realign Intersection

59

Documents

Traffic Impact Analysis Battle Bridge Wendell, North Carolina · Site A – 103 single-family homes located east of Old Battle Bridge Road and can be accessed via Site Drive 1 and