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December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC i TABLE OF CONTENTS TABLE OF CONTENTS ........................................................................................................................ I LIST OF TABLES .............................................................................................................................. II LIST OF FIGURES ........................................................................................................................... II APPENDICES ................................................................................................................................. III 1 INTRODUCTION ....................................................................................................................... 1-1 2 EXISTING INFORMATION ........................................................................................................ 2-1 2.1 STUDY LIMITS ................................................................................................................2-1 2.2 EXISTING ROADWAYS .....................................................................................................2-1 2.3 EXISTING INTERSECTIONS ..............................................................................................2-2 2.4 TRAFFIC VOLUMES ..........................................................................................................2-2 2.5 CAPACITY ANALYSIS .......................................................................................................2-3 3 EXISTING AND BACKGROUND CONDITIONS AND ANALYSIS ................................................. 3-1 3.1 2019 EXISTING ANALYSIS ................................................................................................3-1 3.2 BACKGROUND TRAFFIC VOLUMES ....................................................................................3-2 3.3 2026 BACKGROUND ANALYSIS .........................................................................................3-2 4 SITE TRIP GENERATION AND DISTRIBUTION ........................................................................ 4-1 4.1 TRIP GENERATION ..........................................................................................................4-1 4.2 TRIP DISTRIBUTION........................................................................................................4-1 5 BUILD CONDITION AND ANALYSIS ......................................................................................... 5-1 5.1 2026 BUILD ANALYSIS .....................................................................................................5-1 6 CONCLUSIONS AND RECOMMENDATIONS .............................................................................. 6-1 December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC ii LIST OF TABLES TABLE 2-1: TRAFFIC COUNT INFORMATION ......................................................................................................2-2 TABLE 2-2: LEVEL OF SERVICE DEFINITIONS ....................................................................................................2-4 TABLE 2-3: SIGNALIZED AND UNSIGNALIZED INTERSECTION LEVEL OF SERVICE CRITERIA ............................................2-5 TABLE 3-1: INTERSECTION LEVEL OF SERVICE AND DELAY SUMMARY 2020 EXISTING TRAFFIC VOLUMES .........................................................................................................3-1 TABLE 3-2: INTERSECTION LEVEL OF SERVICE ND DELAY SUMMARY 2026 BACKGROUND TRAFFIC VOLUMES ....................................................................................................3-3 TABLE 4-1: TRIP GENERATION SUMMARY ........................................................................................................4-1 TABLE 5-1: INTERSECTION LEVEL OF SERVICE AND DELAY SUMMARY 2026 BUILD TRAFFIC VOLUMES ....................................................................................................................5-3 TABLE 5-2: INTERSECTION LEVEL OF SERVICE AND DELAY SUMMARY 2026 BUILD TRAFFIC VOLUMES WITH SERENITY IMPROVEMENTS ....................................................................5-3 TABLE 5-3: INTERSECTION LEVEL OF SERVICE AND DELAY SUMMARY 2026 BUILD TRAFFIC VOLUMES WITH REOMMENDED IMPROVEMENTS ..............................................................5-4 LIST OF FIGURES FIGURE 1-1: SITE LOCATION MAP FIGURE 2-1: CONCEPTUAL SITE PLAN FIGURE 2-2: 2020 EXISTING LANE CONFIGURATION FIGURE 2-3: 2018 EXISTING TRAFFIC VOLUMES FIGURE 2-4: 2020 TRAFFIC VOLUMES FIGURE 2-5: 2020 BALANCED TRAFFIC VOLUMES FIGURE 3-1: 2026 AMBIENT TRAFFIC VOLUMES FIGURE 3-2: 2026 APPROVED DEVELOPMENT TRAFFIC VOLUMES FIGURE 3-3: 2026 BACKGROUND TRAFFIC VOLUMES FIGURE 4-1: TRIP DISTRIBUTION PERCENTAGES FIGURE 4-2: TRIP DISTRIBUTION VOLUMES FIGURE 5-1: 2026 BUILD TRAFFIC VOLUMES FIGURE 6-1: 2026 PROPOSED LANE CONFIGURATION December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC iii APPENDICES Appendix A – Scoping Information Appendix B – Traffic Counts Appendix C – Synchro Analysis Outputs Appendix D – Approved Developments Appendix E – NCDOT Nomographs December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 1-1 1 INTRODUCTION This report presents the findings of the traffic impact analysis for the proposed Harnett 401 residential development. The development will be located east of US-401 and south of Rawls Church Road, in Harnett County, NC (see Figure 1-1). Analyses were completed for the 2020 Existing traffic volumes, 2026 Background traffic volumes, and 2026 Build traffic volumes (background + site trips). The purpose of this assessment is as follows: 1. Verify that the existing geometry provided within the study area is sufficient to accommodate the projected traffic volumes; and 2. Determine what, if any, improvements are necessary at the proposed site driveway connections to US-401 and Hilliard Road. The following steps were taken to determine the potential traffic impacts associated with this project: 1. Data Collection – AM (7:00 – 9:00) and PM (4:00 – 6:00) peak hour turning movement counts were collected in December 2018 and August 2020 at the following three (3) intersections: US-401 / SR 1415 (Rawls Church Road) US-401 / SR 1441 (Chalybeate Springs Road) SR 1415 (Rawls Church Road) / SR 1456 (Hilliard Road) 2. Trip Generation/Future Traffic – Traffic generated by the proposed development was estimated using the 10th Edition of the Institute of Transportation Engineers’ Trip Generation Manual. Trip generation was calculated for the development following the NCDOT standards and practices for trip generation. Projected traffic volumes were calculated using a 2% ambient growth rate and additional traffic from one approved background development per the scoping checklist (see Appendix A). 3. Trip Distribution and Projections – The distribution of site-generated trips was based on the distribution of existing area traffic. It was assumed, for purposes of analysis, that projected trips would follow similar patterns as existing traffic. 4. Traffic Capacity Analysis – Level of service analyses were performed using SYNCHRO Version 10.3 for the following intersections: US-401 / Rawls Church Road US-401 / Chalybeate Springs Road Rawls Church Road / Hilliard Road US-401 / Site Driveway 1 Hilliard Road / Site Driveway 2 5. Review of Proposed Improvements – Roadway improvements proposed to accommodate projected site-generated traffic were evaluated. NOT TO SCALE N Harnett 401 Development Traffic Impact Analysis Site Location Map Figure 1-1 Legend = Study Area Intersection = Driveway Intersection SITE December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 2-1 2 EXISTING INFORMATION The proposed development will be located east of US-401 and south of Rawls Church Road, in Harnett County, NC as shown on Figure 1-1. 2.1 STUDY LIMITS Access to the proposed site will be provided via one site driveway connection to US-401 (Site Driveway 1) and one site driveway connection to Hilliard Road (Site Driveway 2). Site Driveway 1 will be a full movement driveway connecting to US-401 approximately 2,265-feet north (C/L to C/L) of Chalybeate Springs Road. Site Driveway 2 will be a full movement driveway connecting to Hilliard Road approximately 280-feet northwest (C/L to C/L) of SR 2235 (Troy Drive). The entrances are shown on the preliminary site layout for the residential development on Figure 2-1 (all figures are located at the end of their respective chapter). The study limits include the following five (5) intersections: US-401 / Rawls Church Road US-401 / Chalybeate Springs Road Rawls Church Road / Hilliard Road US-401 / Site Driveway 1 Hilliard Road / Site Driveway 2 2.2 EXISTING ROADWAYS US-401 is a two-lane undivided facility that runs approximately north-south within the study area. US- 401 connects Lillington (south of the proposed development) to Fuquay-Varina (north of the proposed development. The facility has a varying speed limit in the project study area and serves as a principal arterial. Per 2019 NCDOT Average Annual Daily Traffic (AADT) maps, US-401 carries 10,000 vehicles per day (VPD) just south of Chalybeate Springs Road. SR 1415 (Rawls Church Road) is a two-lane undivided facility that runs approximately east-west within the study area and provides connection to Angier, NC. The facility has a 55-mph speed limit (per the NCDOT Speed Limits Map) and serves as a local roadway. Per 2019 NCDOT AADT maps, Rawls Church Road carries 2,500 VPD just east of US-401. SR 1441 (Chalybeate Springs Road) is a two-lane undivided facility that runs approximately east- west within the study area and provides connection to Angier, NC. The facility has a 55-mph speed limit (per the NCDOT Speed Limits Map) and serves as a minor collector. Per 2019 NCDOT AADT maps, Chalybeate Springs Road carries 2,300 VPD just east of US-401. SR 1456 (Hilliard Road) is a two-lane undivided facility that runs approximately north-south within the study area. The facility has an assumed 35-mph speed limit and serves as a local roadway. At the time of this study, no AADT data is available for Hilliard Road. December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 2-2 2.3 EXISTING INTERSECTIONS Using available aerial imagery and site visits, Timmons Group compiled the existing geometry for each study area intersection. The existing intersection geometry is shown on Figure 2-2. US-401 / Rawls Church Road is an unsignalized intersection with the east and westbound Rawls Church Road approaches encountering the stopped condition. The north and southbound US-401 approaches consist of an exclusive left-turn lane and a shared through / right-turn lane. The east and westbound Rawls Church Road approaches consist of a shared left / through / right-turn lane. US-401 / Chalybeate Springs Road is an unsignalized T-intersection with the westbound Chalybeate Springs Road approach encountering the stopped condition. The northbound US-401 approach consists of a shared through / right-turn lane. The southbound US-401 approach consists of a shared left-turn / through lane. The westbound Chalybeate Springs Road approach consists of a shared left / right-turn lane. Rawls Church Road / Hilliard Road is an unsignalized T-intersection with the northbound Hilliard Road approach encountering the stopped condition. The eastbound Rawls Church Road approach consists of a shared through / right-turn lane. The westbound Rawls Church Road approach consists of a shared left / through lane. The northbound Hilliard Road approach consists of a shared left / right-turn lane. 2.4 TRAFFIC VOLUMES Due to current COVID-19 government restrictions in North Carolina, Timmons Group utilized previously collected AM and PM peak period turning movement counts (where available) as outlined in the scoping document (see Appendix A). AM and PM peak period turning movement counts were collected at study area intersections where previously conducted counts were not available. The traffic count collection date for each existing study area intersection is detailed below in Table 2-1. The complete traffic count data can be found in Appendix B. Table 2-1: Traffic Count Information Traffic Count Location Date of Count US-401 / Rawls Church Road 12/06/2018 US-401 / Chalybeate Springs Road 8/06/2020 Rawls Church Road / Hilliard Road 8/06/2020 To account for ambient area growth, 2018 traffic volumes (Figure 2-3) were grown for 2 years at a 2% growth rate to determine 2020 traffic volumes. Growth rate assumptions were approved by all stakeholders prior to the study (see Appendix A). Traffic counts at two study area intersections were collected while COVID-19 restrictions were in place: US-401 / Chalybeate Springs Road and Rawls Church Road / Hilliard Road. To account for these restrictions, collected peak hour data was factored up utilizing the agreed upon methodology (see Appendix A). To determine the “COVID-19 adjustment factor”, Timmons Group conducted a 48-hour tube count on US-401 just south of Chalybeate Springs Road in August 2020. The 48-hour tube count revealed that US-401 currently experiences an ADT of 10,700 VPD (see Appendix B). This resulting ADT was then compared to historical AADT data at the same location (grown to 2020). As noted in Section 2.2, per 2019 NCDOT AADT maps, US-401 carries 10,000 VPD just south of Chalybeate Springs Road. Utilizing the agreed upon annual growth rate of 2% (see Appendix A), US-401 would be expected to experience an AADT of 10,200 VPD in 2020 (if COVID-19 restrictions were not in place). This calculated December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 2-3 2020 AADT (10,200 VPD) is approximately 5% less than the collected 2020 ADT (10,700 VPD), inferring that the 2020 collected traffic counts align with anticipated area growth even with COVID-19 restrictions in place. Therefore, no COVID-19 adjustment factor was applied to the 2020 collected traffic counts. The 2020 traffic volumes are shown on Figure 2-4. The 2020 Balanced traffic volumes are shown of Figure 2-5. 2.5 CAPACITY ANALYSIS Using field observations, aerial photography, and traffic count data, traffic operations were analyzed during 2020 Existing, 2026 Background, and 2026 Build Conditions (with proposed development site trips). Capacity analysis allows traffic engineers to determine the impacts of traffic on the surrounding roadway network. The Transportation Research Board’s (TRB) Highway Capacity Manual (HCM) methodologies govern how the capacity analyses are conducted and how the results are interpreted. There are six letter grades of Levels of Service (LOS) from A to F, with LOS A representing the best operating conditions and LOS F the worst operating conditions. At signalized intersections, an overall intersection LOS E is generally considered unacceptable. At unsignalized intersections, a LOS E is generally considered acceptable only if the side street encounters delay. Nevertheless, side streets typically function at a LOS F during peak traffic periods, because the traffic volumes often do not warrant a traffic signal to assist side street traffic. Table 2-2 shows in detail how each of these levels of service are interpreted. December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 2-4 Table 2-2: Level of Service Definitions For signalized and unsignalized intersections, level of service is defined in terms of delay, a measure of driver discomfort, frustration, fuel consumption and lost travel time. Table 2-3 summarizes the delay associated with each LOS category: December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 2-5 Table 2-3: Signalized and Unsignalized Intersection Level of Service Criteria Capacity analyses were performed to assess operational conditions. Study area intersections were analyzed using SYNCHRO Version 10.3 based on Highway Capacity Manual (HCM) methodologies with the following assumptions: Existing grades; 12-foot lane widths; No parking activity, bus stops, or pedestrians; Peak hour factor (PHF) of 0.90; Heavy vehicle percentages 2%; and Minimum of 4 vehicles per allowed movement. A ≤ 10 A 0 to 10 B > 10 to ≤ 20 B > 10 to ≤ 15 C > 20 to ≤ 35 C > 15 to ≤ 25 D > 35 to ≤ 55 D > 25 to ≤ 35 E > 55 to ≤ 80 E > 35 to ≤ 50 F > 80 F > 50 Source: Exhibit 16-2 and Exhibit 17-2 from TRB's "Highway Capacity Manual 2000" Signalized Intersections Level of Service Level of Service Control Delay per Vehicle (sec/veh) Unsignalized Intersections Average Control Delay (sec/veh) Harnett 401 Development Traffic Impact Analysis Conceptual Site Plan Figure 2-1 LEGEND: Existing Road Driveway Signalized Intersection Unsignalized Intersection Lane Configuration Harnett 401 Development Traffic Impact Analysis 2020 Existing Lane Configuration Figure 2-2 NOT TO SCALE N Site Driveway 1 Rawls Church Road Proposed Site US-401 Site Driveway 2 Chalybeate Springs Road Hillard Road 55 35 55 55 250' 275' 45 112 (58) 10 (13) 22 (9) 13 701 17(18) (573) (30) 14 (5) 13 (11) 23 (15) 6 550 36(24) (703) (128)29 (55) 50 (31) 827 (636) 592 (855) Harnett 401 Development Traffic Impact Analysis 2018 Existing Traffic Volumes Figure 2-3 LEGEND: Existing Road Proposed Road AM Peak Hour Volume (vph) PM Peak Hour Volume (vph) XX (XX) NOT TO SCALE N Site Driveway 1 Rawls Church Road Proposed Site US-401 Site Driveway 2 Chalybeate Springs Road Hillard Road 117 (60) 10 (14) 23 (9) 14 729 18(19) (596) (31) 15 (5) 14 (11) 24 (16) 6 572 37(25) (731) (133)30 (58) 53 (32) 861 (661) 615 (889) (504) 364(741) 632 (56) 17 (22) 17(448) (24) 320 44(606) (135) 523(472)337(628) 143 (78) 61 (159) 126 506 103 (82) 4 (13) 14 6(11) 59 (138) 1 (11) (5) 107 (95) 65 (143) 20 (16) 5 (24) 20 (16) 5 (24) Harnett 401 Development Traffic Impact Analysis 2020 Traffic Volumes Figure 2-4 LEGEND: Existing Road Proposed Road AM Peak Hour Volume (vph) PM Peak Hour Volume (vph) XX (XX) NOT TO SCALE N Site Driveway 1 Rawls Church Road Proposed Site US-401 Site Driveway 2 Chalybeate Springs Road Hillard Road 117 (66) 10 (14) 23 (9) 14 729 18(19) (596) (31) 15 (5) 14 (11) 24 (16) 6 572 37(25) (731) (133)30 (58) 53 (32) 861 (667) 615 (889) (619) 589(741) 727 (56) 17 (22) 17(563) (24) 545 44(606) (135) 618(587)562(628) 143 (78) 61 (159) 126 601 129 (82) 4 (13) 14 6(11) 65 (156) 1 (11) (5) 133 (95) 71 (161) 20 (16) 5 (24) 20 (16) 5 (24) Harnett 401 Development Traffic Impact Analysis 2020 Balanced Traffic Volumes Figure 2-5 LEGEND: Existing Road Proposed Road AM Peak Hour Volume (vph) PM Peak Hour Volume (vph) XX (XX) NOT TO SCALE N Site Driveway 1 Rawls Church Road Proposed Site US-401 Site Driveway 2 Chalybeate Springs Road Hillard Road December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 3-1 3 EXISTING AND BACKGROUND CONDITIONS AND ANALYSIS 3.1 2019 EXISTING ANALYSIS Table 3-1 summarizes the 2020 Existing intersection LOS and delay based on the geometry shown on Figure 2-2 and the 2020 Balanced traffic volumes shown on Figure 2-5. The corresponding SYNCHRO output is included in Appendix C. The east and westbound approaches at the unsignalized intersection of US-401 / Rawls Church Road are currently operating at a LOS F during both 2020 Existing peak hours. The north and southbound approaches are currently operating at LOS A during both peak hours. All approaches at the unsignalized intersection of US-401 / Chalybeate Springs Road are currently operating at a LOS D or better during both 2020 Existing peak hours. All approaches at the unsignalized intersection of Rawls Church Road / Hilliard Road are currently operating at a LOS B or better during both 2020 Existing peak hours. Table 3-1: Intersection Level of Service and Delay Summary 2020 Existing Traffic Volumes December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 3-2 3.2 BACKGROUND TRAFFIC VOLUMES Figure 3-1 shows the 2026 ambient traffic volumes calculated using a 2% growth rate for six (6) years. It is assumed there are no public improvement projects in the study area. Currently, there is one (1) approved development in the project study area that will be fully or partially built-out by 2026: Serenity Development. Listed below are the development, site trip distribution assumptions, and proposed offsite improvements. Serenity Development o TIA completed by Timmons Group (sealed June 2019) o Located off Piney Grove Rawls Road west of US-401 and north of Rawls Church Road o Phase 1 assumed to be constructed by 2022 160 Single Family Detached Homes – LUC 210 o Phase 2 assumed to be constructed by 2025 398 Single Family Detached Homes – LUC 210 o Trip distribution assumed to follow the same patterns as found in the original TIA (see Appendix D) o Committed improvement to install traffic signal at the intersection of US-401 / Rawls Church Road during Phase 4 of the development (2031 build-out year) or when warranted by traffic volumes Projected and distributed trips from the proposed development (see Appendix D) were totaled and are shown in Figure 3-2. These trips were added to the 2026 ambient volumes to determine the 2026 Background traffic volumes (see Figure 3-3). 3.3 2026 BACKGROUND ANALYSIS Table 3-2 summarizes the 2026 Background intersection LOS and delay based on the geometry shown in Figure 2-2 and includes the 2026 Background traffic volumes shown in Figure 3-3. The corresponding SYNCHRO output is included in Appendix C. The east and westbound approaches at the unsignalized intersection of US-401 / Rawls Church Road are projected to operate at a LOS F during both 2026 Background peak hours. The north and southbound approaches are projected to operate at LOS A during both peak hours. The westbound approach at the unsignalized intersection of US-401 / Chalybeate Springs Road is projected to operate at a LOS E and a LOS F during the 2026 Background AM and PM peak hours, respectively. All other approaches are projected to operate at a LOS A during both peak hours. All approaches at the unsignalized intersection of Rawls Church Road / Hilliard Road are projected to operate at a LOS B or better during the 2026 Background peak hours. December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 3-3 Table 3-2: Intersection Level of Service and Delay Summary 2026 Background Traffic Volumes 132 (74) 11 (16) 26 (10) 16 821 20(21) (671) (35) 17 (6) 16 (12) 27 (18) 7 644 42(28) (823) (150)34 (65) 60 (36) 970 (751) 693 (1001) (63) 19 (25) 19(634) (27) 614 50(682) (152) 696(661)633(707) 161 (88) 69 (179) 142 677 145 (92) 5 (15) 16 7(12) 73 (176) 1 (12) (6) 150 (107) 80 (182) 23 (18) 6 (27) Harnett 401 Development Traffic Impact Analysis 2026 Ambient Traffic Volumes Figure 3-1 LEGEND: Existing Road Proposed Road AM Peak Hour Volume (vph) PM Peak Hour Volume (vph) XX (XX) NOT TO SCALE N Site Driveway 1 Rawls Church Road Proposed Site US-401 Site Driveway 2 Chalybeate Springs Road (697) 664(834) 819 23 (18) 6 (27) 23 (18) 6 Hillard Road 8 (13) 42(105) 3 (6) 4 92 10(6) (72) (17)4 (6) 3 (6) 53 (124) 106 (95) (105) 92(72) 42(105)92(72) 42 8 (13) 10 (17) 8 (13) 10 (17) Harnett 401 Development Traffic Impact Analysis 2026 Approved Development Traffic Volumes - Serenity Development Figure 3-2 LEGEND: Existing Road Proposed Road AM Peak Hour Volume (vph) PM Peak Hour Volume (vph) XX (XX) NOT TO SCALE N Site Driveway 1 Rawls Church Road Proposed Site US-401 Site Driveway 2 Chalybeate Springs Road (105) 92(72) 42 Hillard Road 140 (87) 11 (16) 26 (10) 16 863 20(21) (776) (35) 20 (12) 16 (12) 27 (18) 11 736 52(34) (895) (167)38 (71) 63 (42) 1023 (875) 799 (1096) (63) 19 (25) 19(739) (27) 706 50(754) (152) 738(766)725(779) 161 (88) 69 (179) 142 719 153 (105) 5 (15) 16 7(12) 83 (193) 1 (12) (6) 158 (120) 90 (199) 23 (18) 6 (27) Harnett 401 Development Traffic Impact Analysis 2026 Background Traffic Volumes Figure 3-3 LEGEND: Existing Road Proposed Road AM Peak Hour Volume (vph) PM Peak Hour Volume (vph) XX (XX) NOT TO SCALE N Site Driveway 1 Rawls Church Road Proposed Site US-401 Site Driveway 2 Chalybeate Springs Road (802) 756(906) 861 23 (18) 6 (27) 23 (18) 6 Hillard Road December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 4-1 4 SITE TRIP GENERATION AND DISTRIBUTION Site trips for the proposed development were estimated based on the proposed land uses supplied by the developer and subsequently distributed onto the surrounding roadway network. 4.1 TRIP GENERATION The site-generated trips shown in Tables 4-1 are based on trip generation information provided in the 10th Edition of the Institute of Transportation Engineer’s (ITE’s) Trip Generation Manual and the anticipated size of the residential development. The trip generation was calculated using the proposed number of residential units as the independent variable and the provided equation (per NCDOT standards). Table 4-1: Build Trip Generation Summary ITE Land Use Code Independent Variable AM Peak Hour PM Peak Hour Daily Traffic In Out Total In Out Total 210 – Single Family Detached Housing 420 DU 76 227 303 254 149 403 3,893 220 – Multifamily Housing (Low Rise) 80 DU 9 30 39 30 18 48 564 Total: 85 267 342 284 167 451 4,457 SOURCE: Institute of Transportation Engineers’ Trip Generation Manual 10th Edition (2017) AM peak hour trips totaled 85 incoming and 267 outgoing where PM trips totaled 284 incoming and 167 outgoing for the proposed development. Average daily traffic (ADT) generated totaled 4457 VPD. 4.2 TRIP DISTRIBUTION The directional traffic patterns, or trip distribution, of the site-generated traffic was determined using the existing AM and PM peak hour traffic characteristics. It was assumed, for purposes of this study, that all site traffic would enter and exit the study area in a similar manner as the existing traffic. Area trip distribution is based on traffic counts performed by Timmons Group. Total trips into and out of the study area using US-401, Rawls Church Road, and Chalybeate Springs Road form the basis for the percentage distribution. Distribution percentages into and out of the study area were calculated using existing traffic volumes entering and exiting the study area. The percentages were routed, via shortest path, to and from the proposed development. The distribution percentages were then applied to the generated trips to predict routes and project traffic volumes for the 2026 Build scenario. Figure 4-1 shows the trip distribution percentages and Figure 4-2 shows the trip distribution volumes. 2026 Build traffic volumes were determined by applying the total site distribution volumes to the 2026 Background traffic volumes (see Figure 3-3). 22%(22%) 3%(3%) 23%(23%) 2% 23% 23%(2%) (23%) (23%) 2%(2%) 3%(3%) 23% 22%(23%) (22%)5% (5%) 5% (5%) 45% (45%) 45% (45%) (27%) 22%(22%) 22%(23%) (22%) 23% 29%(23%) (29%)49% (49%) 51% (51%) 27% 23% (10%) (35%) 35% 10%(35%) (10%) 35%(35%)35%(35%) 10% (10%) 10% (10%) 10% 35% 3%(3%) 2%(2%) 48% 3%(48%) 2%(2%) 47%(47%) (3%) 5% (5%) 5% (5%) 51%(51%) 49%(49%) 51% (51%) 49% (49%) Harnett 401 Development Traffic Impact Analysis Trip Distribution Percentages Figure 4-1 LEGEND: Existing Road Proposed Road AM Peak Hour Percents PM Peak Hour Percents XX% (XX%) NOT TO SCALE N Site Driveway 1 Rawls Church Road Proposed Site US-401 Site Driveway 2 Chalybeate Springs Road Hillard Road 3%(3%) OUT IN 2%(2%) OUTIN 56 (37) 8 (5) 59 (38) 5 59 20(3) (39) (65) 2 (6) 2 (9) 20 18(65) (62)13 (8) 4 (15) 115 (76) 38 (127) (45) 57 (37) 19(65) (62) 59 24(38) (83)126 (82) 43 (145) 69 20 (28) (99) 90 26(58) (17) 30(99)90(58) 9 (28) 26 (17) 9 30 2 (9) 2 (6) 123 8(80) 5 (3) 40 (133) (5) 4 (15) 13 (8) 131(85) 42 (139) 131 (85) 42 (139) Harnett 401 Development Traffic Impact Analysis Trip Distribution Volumes Figure 4-2 LEGEND: Existing Road Proposed Road AM Peak Hour Percents PM Peak Hour Percents XX% (XX%) NOT TO SCALE N Site Driveway 1 Rawls Church Road Proposed Site US-401 Site Driveway 2 Chalybeate Springs Road Hillard Road 2 (9) 5(3) OUT IN OUTIN December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 5-1 5 BUILD CONDITION AND ANALYSIS To complete the Build analyses (including site traffic from the proposed development), the estimated site trips were added to the 2026 Background traffic volumes. The projected total volumes, along with the existing intersection geometry, were used to complete the capacity analyses. The 2026 Background traffic volumes from Figure 3-3 were added to the projected site trips from the subject development to generate 2026 Build traffic volumes (background + site) shown in Figure 5-1. To summarize, the 2026 Build traffic volumes shown on Figure 5-1 contain the following: 2020 Balanced traffic volumes traffic grown exponentially for 6 years at a 2% ambient growth rate; Development traffic from the aforementioned one (1) approved development; and Site trips generated by the subject development. 5.1 2026 BUILD ANALYSIS Table 5-1 summarizes the intersection LOS and delay based on the existing geometry shown in Figure 2-2 and the 2026 Build traffic volumes (shown on Figure 5-1). The corresponding SYNCHRO output is included in Appendix C. The east and westbound approaches at the unsignalized intersection of US-401 / Rawls Church Road are projected to operate at a LOS F during both 2026 Build peak hours. All other approaches are projected to operate at LOS A during both peak hours. As noted in Section 3.1, the Serenity Development is committed to installing a traffic signal at the subject intersection. Per Table 5-2 below, following the installation of the signal, the intersection is projected to operate acceptably overall during both peak hours. Because the intersection is projected to operate acceptably following the construction of the Serenity Development mitigations, no improvements are recommended due to the construction of the proposed development. The westbound approach at the unsignalized intersection of US-401 / Site Driveway 1 is projected to operate at a LOS F during both 2026 Build peak hours. All other approaches are projected to operate at LOS A during both peak hours. Because US-401 is a state-owned facility, Timmons Group followed standard NCDOT practices to determine the need for an exclusive turn-lane into the proposed site. Per the NCDOT Policy on Street and Driveway Access to North Carolina Highways Manual: “Generally left and right turn lanes and tapers shall be considered when: In accordance with G.S. 136-18(29), the average daily traffic meets or exceeds 4,000 vehicles per day on any secondary route (the average daily traffic should include both the existing traffic plus traffic generated by the proposed development)” Because the ADT along US-401 exceeds 4,000 VPD the construction of turn lanes at Site Driveway 1 was considered. Per the nomograph (see Appendix E) and projected 2026 Build traffic volumes, a 125-foot southbound left-turn lane (with appropriate taper) and a 50-foot northbound right-turn lane (with appropriate taper) is recommended at Site Driveway 1. It also recommended that the westbound approach be constructed to include two egress lanes. As shown in Table 5-3 below, following these improvements, the westbound approach is projected to continue to operate unacceptably during both peak hours. Additionally, queuing is expected to be minimal (5 vehicles or less) along the westbound approach. Despite December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 5-2 the fact the westbound approach is projected to operate unacceptably, no additional improvements are recommended. The westbound approach at the unsignalized intersection of US-401 / Chalybeate Springs Road is projected to operate at a LOS F during both 2026 Build peak hours. All other approaches are operating at LOS A during the 2026 Build peak hours. Despite the fact the westbound approach is projected to operate unacceptably, no improvements are recommended due to the construction of the proposed development. Outside of signalization, no feasible amount of geometric improvements will result in an acceptable level of service for the failing approach. Based on projected volumes and peaking characteristics of developments in the area, traffic signal warrants will likely not be met for the MUTCD’s 4-hour and 8-hour volume warrants (which the NCDOT typically requires for signalization). It should be noted that the westbound approach is projected to operate unacceptably during both 2026 Background peak hours without construction of the proposed development. All approaches at the unsignalized intersection of Rawls Church Road / Hilliard Road are projected to operate at a LOS B or better during both 2026 Build peak hours. Because all intersection approaches are projected to operate acceptably, no improvements are recommended due to the construction of the proposed development. All approaches at the unsignalized intersection of Hilliard Road / Site Driveway 2 are projected to operate at a LOS A during both 2026 Build peak hours. Because all intersection approaches are projected to operate acceptably, no improvements are recommended due to the construction of the proposed development. December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 5-3 Table 5-1: Intersection Level of Service and Delay Summary 2026 Build Traffic Volumes Table 5-2: Intersection Level of Service and Delay Summary 2026 Build Traffic Volumes – with Serenity Development Improvements December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 5-4 Table 5-3: Intersection Level of Service and Delay Summary 2026 Build Traffic Volumes – with Recommended Improvements 196 (124) 19 (21) 87 (57) 21 922 45(24) (815) (103) 20 (12) 18 (18) 29 (27) 11 756 70(34) (960) (229)51 (79) 67 (57) 1138 (951) 837 (1223) (45) 57 (37) 19(867) (62) 815 24(944) (83)126 (82) 43 (145) 69 881 (91) 19 (25) 19(838) (27) 796 76(812) (169) 768(865)815(837) 170 (116) 95 (196) 151 749 155 (114) 7 (21) 139 15(92) 88 (196) 41 (145) (11) 162 (135) 103 (207) 23 (18) 0 (0) 131 0(85) 6 (27) 42 (139) (0) 23 (18) 6 (27) 131 (85) 42 (139) Harnett 401 Development Traffic Impact Analysis 2026 Build Traffic Volumes Figure 5-1 LEGEND: Existing Road Proposed Road AM Peak Hour Volume (vph) PM Peak Hour Volume (vph) XX (XX) NOT TO SCALE N Site Driveway 1 Rawls Church Road Proposed Site US-401 Site Driveway 2 Chalybeate Springs Road Hillard Road December 2020 Harnett 401 Development Traffic Impact Analysis – Harnett County, NC 6-1 6 CONCLUSIONS AND RECOMMENDATIONS Capacity analyses were performed for 2020 Existing, 2026 Background (existing + ambient growth + approved development), and 2026 Build (background + site trips) traffic volumes. The following improvements (see Figure 6-1) are recommended in conjunction with the construction of the proposed development: The east and westbound approaches at the unsignalized intersection of US-401 / Rawls Church Road are projected to operate unacceptably during both 2026 Build peak hours. Following the construction of the Serenity Development committed improvements, the intersection is projected to operate acceptably during both peak hours. No improvements are recommended due to the construction of the proposed development. The westbound approach at the unsignalized intersection of US-401 / Site Driveway 1 is projected to operate unacceptably during both 2026 Build peak hours. Per NCDOT standards, the following improvements are recommended: o Construction of a 125-foot southbound left-turn lane (with appropriate taper); o Construction of a 50-foot northbound right-turn lane (with appropriate taper); and o Construction of dual egress lanes. The westbound approach at the unsignalized intersection of US-401 / Chalybeate Springs Road is projected to operate unacceptably during both 2026 Build peak hours. Despite the fact the westbound approach is projected to operate unacceptably, no improvements are recommended due to the construction of the proposed development. All approaches at the unsignalized intersection of Rawls Church Road / Hilliard Road are projected to operate acceptably during both 2026 Build peak hours. No improvements are recommended due to the construction of the proposed development. All approaches at the unsignalized intersection of Hilliard Road / Site Driveway 2 are projected to operate acceptably during both 2026 Build peak hours. No improvements are recommended due to the construction of the proposed development. LEGEND: Existing Road Driveway Signalized Intersection Unsignalized Intersection Lane Configuration Developer Improvements Improvements by Others Harnett 401 Development Traffic Impact Analysis 2026 Propsed Lane Configuration Figure 6-1 NOT TO SCALE N Site Driveway 1 Rawls Church Road Proposed Site US-401 Site Driveway 2 Chalybeate Springs Road Hillard Road 55 35 55 55 250' 275' 125' Storage 50' Storage 45 Appendix A – Scoping Information NCDOT Traffic Impact Analysis Need Screening / Scoping Request Effective Date: 10/01/2017 (Version 17-721) Page 1 of 2 A Traffic Impact Analysis (TIA) may be required for developments based on the site trip generation estimates, site context, or at the discretion of the NCDOT District Engineer. The Applicant or the TIA Consultant shall submit this form along with the site plan to the District Engineer to determine the TIA need and, if a TIA is required, initiate the TIA scoping process. Without an approved scope, the TIA is incomplete and will be rejected until the study is revised to conform to NCDOT’s TIA requirements. Project Name: Harnett 401 Development Previous Name: If Applicable Location: Harnett County County: Harnett Municipality: None Project Description: 471 single-family and 75 townhome units Project Contact: Applicant TIA Consultant Company Name Timmons Group Contact Person Jeff Hochanadel, PE, PTOE Phone Number 919-866-4511 Email jeff.hochanadel@timmons.com Mailing Address 5410 Trinity Road, Suite 102 Raleigh, NC 27607 Site Plan Prepared By: Timmons Group Site Plan Date: Februrary 28, 2020 See site plan/vicinity map requirements on page 2. Parcel Size: 202.57 Acre(s) Anticipated Build-Out Year: 2026 Weekday Site Trip Generation - Do NOT adjust for mode split, pass-by, internal capture, or diverted trips. ITE LUC Proposed Land Use Size Unit Daily Trips Peak Hour Type AM Peak Hour Trips PM Peak Hour Trips Data Source Enter Exit Total Enter Exit Total 210 Single-Family 471 Units 4326 Adj. Street 85 254 339 283 167 450 ITE Equation 220 Multi-Family 75 Units 526 Adj. Street 8 28 36 29 17 46 ITE Equation Total 546 Units 4852 93 282 375 312 184 496 Refer to the current NCDOT Congestion Management Capacity Analysis Guidelines for acceptable trip calculation methods and data sources. **Explain local or other data sources, if used: ☒ The estimated site trips meet NCDOT’s TIA trip threshold of 3,000 daily trips. ☐ The estimated site trips meet the municipal TIA trip threshold of ☐ This project is located in a known STIP and/ or local CIP project # ☐ This project includes a rezoning request. ☐ The proposed site access is located within 1,000 feet of an interchange. ☐ The Applicant requests for a new or modified control-of-access break. ☐ The Applicant requests for a new or modified median break. Jeff Hochanadel, PE, PTOE 7/10/20 Applicant’s Signature Print Name Date NCDOT Traffic Impact Analysis Need Screening / Scoping Request Effective Date: 10/01/2017 (Version 17-721) Page 2 of 2 Site Plan/Vicinity Map Requirement for TIA Need Screening: While the site plan may not be finalized during the TIA scoping stage, the graphic representation of the proposed development shall provide adequate details on the development scope and context. More specifically, the site plan/map shall clearly show the location and type of each access point, spacing to adjacent and opposing driveways or intersections, internal street network, proposed buildings/parcels with their anticipated uses and sizes at full build-out and, if applicable, any nearby interstate, US, NC or Secondary Roads (SR). Project Name: Project Reference Number: ☐ A TIA is Required by the Local Government. In addition, the study area is expected to include NCDOT maintained transportation facilities. ☐ A TIA is Required by NCDOT, per the Policy on Street and Driveway Access to North Carolina Highways. If either or both of the boxes above are checked, the Applicant/TIA Consultant is hereby requested to fill out as much as possible of the following TIA scoping checklist, and return it along with the supporting documents to NCDOT prior to the scoping meeting. ☐ A TIA is NOT required. This decision is based on the development information presented above. Changes in the development plan will require re-evaluation of the TIA need, and may necessitate a TIA. The Applicant should inform the District Engineer of any significant changes in a timely fashion to avoid delays or rejections of the driveway permit / encroachment agreement applications. Additional Comments: The TIA need decision is made by the NCDOT Division District on . NCDOT District Representative’s Signature Print Name Email concurrence may be used in lieu of the signature. NCDOT TIA Scoping Checklist Effective Date: 10/01/2017 (Version 17-721) Page 1 of 7 Project Name: Harnett 401 Tia TIA Scoping Date: 7/10/20 ☒ TIA Need Screening Forms are Attached. Project Reference #: Decision Date: ☒ Site Plan and Access ☒ Provide a site plan illustrating site access, internal and external roadways, buildings and land uses. Refer to NCDOT’s Policy on Street and Driveway Access to North Carolina Highways pages 14 and 15 for site plan requirements. ☒ Identify site access. New Access On Road Access Type Driveway Spacing Road Name Permitted Movements Traffic Control Distance (ft) Direction Nearest Intersection / Access Access A US-401 Conventional Full-Mvmt 2-Way Stop 2200 North Chalybeate Springs Access B Hilliard Road Conventional Full-Mvmt 2-Way Stop 2100 SE Rawls Church Rd Access C Access D Access E Access F Access G Access H Existing Access Existing Intersection of Access Proposed Interconnectivity (If Applicable) Road A Road B Modification Connector # Road Connected Adjacent Development Access 1 Connector 1 Access 2 Connector 2 Access 3 Connector 3 Access 4 Connector 4 ☐ Additional access clarifications and provisions (e.g., proposed control-of-access or median breaks, modifications of existing access, loading/unloading area access, bike/pedestrian accommodation). ☐ Proposed K-12 School Site ☐ NCDOT MSTA School Traffic Calculator for Select School Type shall be used. ☐ Peak Hour Factors (PHFs) shall be adjusted/weighted for new school trips (0.5 PHF by default). ☐ Internal school circulation analysis is required, and should be submitted in advance or concurrent with the TIA submittal. ☐ Clarify traffic operation plans (e.g. traffic circulation pattern, pedestrian access, drop-off/pick-up zone location and configuration, queue storage area and, if applicable, staggered start times). NCDOT TIA Scoping Checklist Effective Date: 10/01/2017 (Version 17-721) Page 2 of 7 ☒ Trip Generation The TIA Consultant shall prepare trip generation estimates following the current NCDOT Congestion Management Capacity Analysis Guidelines, and submit the calculation sheets and supporting information to the District Engineer for approval prior to capacity analysis. ITE LUC Proposed Land Use Size Unit Daily Trips Peak Hour Type AM Peak Hour Trips PM Peak Hour Trips Data Source Enter Exit Total Enter Exit Total 210 Single Family 471 Units 4326 Adj. Street 85 254 339 283 167 450 ITE Equation 220 Mutil-Family 75 Units 526 Adj. Street 8 28 36 29 17 46 ITE Equation Unadjusted Site Trips 4852 93 282 375 312 184 496 Internal Capture Trips (Attach Calculation Sheets) Please Select Internal Capture % of Unadjusted Site Trips % % % LUC Proposed Land Use Any Internal Trips? Pass-By % of External Trips Please Select % % % Please Select % % % % % % % % % % % % Pass-By Trips (Attach Calculation Sheets) Adjacent Street Volumes Please Select Non-Pass-By Primary Trips Diverted Trips, if Applicable and Justifiable Please Select **Explain local or other data sources, if used: ☐ Existing Site Trip Information for Redevelopment Projects (Attach separate sheets as needed) ITE LUC Existing Land Use Size Unit Daily Trips Peak Hour Type AM Peak Hour Trips PM Peak Hour Trips Data Source Enter Exit Total Enter Exit Total Please Select Please Select Total Existing Site Trips NCDOT TIA Scoping Checklist Effective Date: 10/01/2017 (Version 17-721) Page 3 of 7 ☒ Trip Distribution ☐ Trip distribution diagrams are submitted concurrently with this document (attach separate sheets). ☒ Trip distribution diagrams will be submitted separately, along with supporting information, to the District Engineer for review and approval prior to capacity analysis. The trip distribution shall be based on the current and anticipated traffic patterns, as well as instructions noted below. If required by the District Engineer, the following additional diagrams shall also be submitted: ☐ Mixed-Use Developments (separate diagrams for residential, commercial, and office trips) ☐ Inter-Development Trips (if ‘internal” trips cross public streets) ☐ Pass-By Trips ☐ Diverted Trips ☐ Each Analysis Period ☐ Mode Split ☐ Provide Data Source and Justification ☐ Identify proper infrastructure and accommodation for other modes of travel. ☒ Analysis Peak Periods: ☒ Weekday AM Peak 7:00 a.m. - 9:00 a.m. ☒ Weekday PM Peak 4:00 p.m. - 6:00 p.m. ☐ Weekday Midday Peak ☐ Weekday PM School Peak ☐ Weekend Peak ☐ Other Mode Auto Period AM Peak % % % PM Peak % % % Daily % % % % % % NCDOT TIA Scoping Checklist Effective Date: 10/01/2017 (Version 17-721) Page 4 of 7 ☒ Study Area Intersections and Data Collection The study area shall include the site access intersections (both new and existing) identified under “Site Plan and Access” on page 1, as well as the following external and, if applicable, internal intersections. External Intersection Intersection of Traffic Control Intersection Turning Movement Counts Notes Road A Road B New / Existing Date of Counts Growth Adjustment #1 US-401 Rawls Church Rd 2-Way Stop Use Existing Counts 12/06/18 Yes See below #2 US-401 Chalybeate Sp Rd 2-Way Stop Require New Counts 7/15/20 No See below #3 Rawls Church Rd Hilliard Road 2-Way Stop Require New Counts 7/15/20 No See below #4 #5 #6 #7 #8 #9 #10 #11 #12 Internal Intersection Intersection of Access Type Intersection Spacing Road A Road B Traffic Control Permitted Movements Distance (ft) Direction Nearest Intersection #101 Please Select Please Select Please Select #102 #103 #104 #105 The following data will be collected: ☐ New traffic turning movement counts in ☒ 15-min intervals ☐ 5-min intervals (near schools) Unless otherwise noted above, new traffic counts shall be collected at the existing study intersections during the analysis periods. Weekday counts shall avoid Mondays, Fridays, holidays, school breaks, road closures, and major weather events. ☐ To account for the impact of existing and/or proposed school traffic, PHFs will be adjusted for: intersections numbered: and access points numbered: ☐ Traffic Forecast Data for TIP: ☐ Roadway/Intersection Configuration & Traffic Control ☐ Traffic Signal Phasing & Timing Data ☐ Crash Data: Period: ☒ Other: Peak period turning movement counts to be conducted at two of the intersections noted above. Existing 2018 traffic counts at US-401 / Rawls Church Rd will be grown to 2020 and reused. New count data and ITE Trip Generation estimates will be utilized to estimate traffic counts at the other two intersections. A 48-hour tube count will be conducted along US-401 south of Chalybeate Springs Road and compared to existing AADT counts to determine COVID-19 adjustment factor. NCDOT TIA Scoping Checklist Effective Date: 10/01/2017 (Version 17-721) Page 5 of 7 ☒ Future Year Conditions ☒ Project Build-Out Year: 2026 ☐ Future Analysis Year(s): ☒ Identify below any funded/committed future transportation improvements, as well as any approved but incomplete developments near the site. Funded STIP / Local CIP Project Project Description Year Complete Nearby Approved Development Location Future Land Use (exclude any completed phases) Committed Improvements Serenity Development Piney Grove Rawls Road Residential Signal at Rawls Ch / US-401 ☒ Annual Growth Factor: 2 % Justification/Data Source: Serenity TIA ☐ Local Comprehensive Transportation Plan Compliance ☐ Identify Applicable Local Transportation Planning Documents ☐ Identify Applicable Roadways inside the Study Area Road Name Classification Speed Limit Proposed Cross-Section Proposed Right-of-Way Compliance Requirements Affect Study Intersection # NCDOT TIA Scoping Checklist Effective Date: 10/01/2017 (Version 17-721) Page 6 of 7 ☒ Study Method The traffic analysis shall follow the current NCDOT Congestion Management Capacity Analysis Guidelines, Policy on Street and Driveway Access to North Carolina Highways, and use the current approved version of analysis software (e.g. Synchro/SimTraffic, HCS, Sidra Intersection, TransModeler). The study shall include the following analysis scenarios for each analysis period. 1. Existing Conditions 2. Future No-Build Conditions (existing + background growth + approved developments + committed or funded improvements) 3. Future Build Conditions (future no-build + site trips) 4. Future Build with Improvements Conditions (future build traffic with improvements to mitigate the proposed development’s impacts) and, if applicable: ☐5. TIP Design Year Analysis ☐6. Alternative Access Scenario (without proposed control-of-access or median break / modification) The following additional analysis/outputs should be provided as warranted: ☐ Signal Warrant Analysis for accesses/intersections ☐ Multi-Modal Level of Service Analysis ☐ School Loading Zone Traffic Simulation ☐ Phasing Analysis (scope separately as needed) ☐ Safety/Crash Analysis ☐ Control-of-Access Modification Justification ☐ Median Break / Modification Justification ☐ Other ☒ Submittals In addition to the hardcopies required below, the TIA Consultant shall provide the District Engineer and, if required, the local government an electronic copy of the study documents, including the latest site plan, figures and appendices, in searchable PDF files and the original traffic analysis files (e.g., Synchro, HCS). To expedite review, the NCDOT electronic submittals shall also be delivered concurrently to: ☐ Div. Traffic Engr ☐ Regional Traffic Engr ☒ Congestion Management ☐ Other Submittals NCDOT Local Government Electronic Hardcopy Electronic Hardcopy Trip Generation & Distribution Required 0 Draft TIA Report Required 3 Final Sealed TIA Report Required 3 ☐ Additional Comments (municipal TIA requirements, approved variations from NCDOT guidelines) NCDOT TIA Scoping Checklist Effective Date: 10/01/2017 (Version 17-721) Page 7 of 7 Agreement by All Parties The undersigned agree to the contents and methodology described above for completing the required traffic impact analysis for the proposed development identified herein. Any changes to the above methodology contemplated by the Applicant or the TIA Consultant must be submitted to the District Engineer in writing. If approved by NCDOT, then such changes may be accepted for the TIA report. Subsequent revisions to the development plan (e.g. land use, density, site access, or schedule) may require additional scoping and analysis, and may modify the TIA requirements. This agreement shall become effective on the date approved by NCDOT, and shall expire months after the effective date or upon significant changes to the roadway network and/or development assumptions, whichever occurs first. Once expired, renewal or re-scoping will be required for subsequent TIA submittals. APPLICANT Signature Print Name Date TIA CONSULTANT Jeff Hochanadel, PE, PTOE 7/10/20 Signature Print Name Date LOCAL GOVERNMENT REPRESENTATIVE (If Applicable) Signature Print Name Date NCDOT DISTRICT REPRESENTATIVE Reviewed and approved by the NCDOT Division District on . Signature Print Name Email concurrence may be used in lieu of the signature. Email concurrence may be used in lieu of the signature. NCDOT TIA Submittal Checklist Effective Date: 10/01/2017 (Version 17-721) Submittal: Please Select Document Date: Project Name: Previous Name: If Applicable NCDOT Division: District: County: Municipality: TIA Consultant: Submitted By: Phone Number: Email: TIA Scoping Checklist Approval Date: Unadjusted Daily Site Trips: ☒ The approved TIA Scoping Checklist is included in this submittal. ☒ LOS D or better is expected at all study intersections after proposed mitigations. ☒ The study report is sealed by a NC Professional Engineer with expertise in traffic engineering. ☒ This study has identified all known deficiencies with and without the proposed development. ☒ This study has identified mitigation measures to adequately accommodate the site trips. Explain here if any of the boxes above are unchecked: The undersigned affirms that, except for the deviations noted below, the TIA submittal conforms to the current NCDOT Congestion Management Capacity Analysis Guidelines, Policy on Street and Driveway Access to North Carolina Highways, and the TIA Scoping Checklist approved by the NCDOT District Office. The undersigned also acknowledges that the TIA will be rejected if the deviations and justifications are not properly documented and approved by NCDOT. Deviations and Justifications (e.g., changes in site plan, development schedule, site trip and off-site trip estimates, study area, data collection, analysis period and method. Attached separate sheets if needed.) TIA Consultant’s Signature Print Name Date (Professional Engineer of TIA Record) Appendix B – Traffic Counts File Name : Fuquay Varina(Rawls Chruch and Hilliard)AM Peak Site Code : Start Date : 8/6/2020 Page No : 1 Groups Printed- Cars + - Trucks Rawls Church Road Westbound Hilliard Road Northbound Rawls Church Road Eastbound Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total 07:00 AM 29 0 29 2 1 3 1 9 10 42 07:15 AM 19 1 20 2 2 4 1 9 10 34 07:30 AM 29 0 29 1 6 7 0 12 12 48 07:45 AM 30 1 31 1 4 5 0 10 10 46 Total 107 2 109 6 13 19 2 40 42 170 08:00 AM 22 1 23 3 3 6 1 19 20 49 08:15 AM 22 2 24 1 1 2 0 18 18 44 08:30 AM 13 1 14 5 1 6 0 11 11 31 08:45 AM 19 0 19 2 4 6 2 9 11 36 Total 76 4 80 11 9 20 3 57 60 160 Grand Total 183 6 189 17 22 39 5 97 102 330 Apprch %96.8 3.2 43.6 56.4 4.9 95.1 Total %55.5 1.8 57.3 5.2 6.7 11.8 1.5 29.4 30.9 Cars +178 6 184 17 22 39 5 94 99 322 % Cars +97.3 100 97.4 100 100 100 100 96.9 97.1 97.6 Trucks 5 0 5 0 0 0 0 3 3 8 % Trucks 2.7 0 2.6 0 0 0 0 3.1 2.9 2.4 File Name : Fuquay Varina(Rawls Chruch and Hilliard)AM Peak Site Code : Start Date : 8/6/2020 Page No : 2 Rawls Church Road Westbound Hilliard Road Northbound Rawls Church Road Eastbound Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 29 0 29 1 6 7 0 12 12 48 07:45 AM 30 1 31 1 4 5 0 10 10 46 08:00 AM 22 1 23 3 3 6 1 19 20 49 08:15 AM 22 2 24 1 1 2 0 18 18 44 Total Volume 103 4 107 6 14 20 1 59 60 187 % App. Total 96.3 3.7 30 70 1.7 98.3 PHF .858 .500 .863 .500 .583 .714 .250 .776 .750 .954 Rawls Church Road Rawls Church Road Hilliard Road Thru103 Left4 OutTotalIn65 107 172 Left 14 Right 6 Out TotalIn 5 20 25 Thru59 Right1 TotalOutIn117 60 177 Peak Hour Begins at 07:30 AM Cars + Trucks Peak Hour Data North File Name : Fuquay Varina(Rawls Chruch and Hilliard)PM peak Site Code : Start Date : 8/6/2020 Page No : 1 Groups Printed- Cars + - Trucks Rawls Church Road Westbound Hilliard Road Northbound Rawls Church Road Eastbound Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total 04:00 PM 14 1 15 6 0 6 3 31 34 55 04:15 PM 27 2 29 1 1 2 3 29 32 63 04:30 PM 11 4 15 2 1 3 4 22 26 44 04:45 PM 19 1 20 2 0 2 5 40 45 67 Total 71 8 79 11 2 13 15 122 137 229 05:00 PM 21 6 27 2 2 4 4 32 36 67 05:15 PM 23 2 25 2 3 5 1 27 28 58 05:30 PM 16 3 19 1 3 4 2 35 37 60 05:45 PM 22 2 24 0 3 3 4 44 48 75 Total 82 13 95 5 11 16 11 138 149 260 Grand Total 153 21 174 16 13 29 26 260 286 489 Apprch %87.9 12.1 55.2 44.8 9.1 90.9 Total %31.3 4.3 35.6 3.3 2.7 5.9 5.3 53.2 58.5 Cars +150 21 171 16 13 29 26 247 273 473 % Cars +98 100 98.3 100 100 100 100 95 95.5 96.7 Trucks 3 0 3 0 0 0 0 13 13 16 % Trucks 2 0 1.7 0 0 0 0 5 4.5 3.3 File Name : Fuquay Varina(Rawls Chruch and Hilliard)PM peak Site Code : Start Date : 8/6/2020 Page No : 2 Rawls Church Road Westbound Hilliard Road Northbound Rawls Church Road Eastbound Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 21 6 27 2 2 4 4 32 36 67 05:15 PM 23 2 25 2 3 5 1 27 28 58 05:30 PM 16 3 19 1 3 4 2 35 37 60 05:45 PM 22 2 24 0 3 3 4 44 48 75 Total Volume 82 13 95 5 11 16 11 138 149 260 % App. Total 86.3 13.7 31.2 68.8 7.4 92.6 PHF .891 .542 .880 .625 .917 .800 .688 .784 .776 .867 Rawls Church Road Rawls Church Road Hilliard Road Thru82 Left13 OutTotalIn143 95 238 Left 11 Right 5 Out TotalIn 24 16 40 Thru138 Right11 TotalOutIn93 149 242 Peak Hour Begins at 05:00 PM Cars + Trucks Peak Hour Data North File Name : Fuquay Varina(US401 and Chalybeate)AM Peak Site Code : Start Date : 8/6/2020 Page No : 1 Groups Printed- Cars + - Trucks US 401 Southbound Chalybeate Road Westbound US 401 Northbound Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total 07:00 AM 71 8 79 33 6 39 5 141 146 264 07:15 AM 67 7 74 36 3 39 1 116 117 230 07:30 AM 66 13 79 31 7 38 4 140 144 261 07:45 AM 116 16 132 26 1 27 7 109 116 275 Total 320 44 364 126 17 143 17 506 523 1030 08:00 AM 98 14 112 27 7 34 8 81 89 235 08:15 AM 82 7 89 20 9 29 10 85 95 213 08:30 AM 76 5 81 21 8 29 9 90 99 209 08:45 AM 56 10 66 8 4 12 4 89 93 171 Total 312 36 348 76 28 104 31 345 376 828 Grand Total 632 80 712 202 45 247 48 851 899 1858 Apprch %88.8 11.2 81.8 18.2 5.3 94.7 Total %34 4.3 38.3 10.9 2.4 13.3 2.6 45.8 48.4 Cars +606 73 679 198 45 243 48 819 867 1789 % Cars +95.9 91.2 95.4 98 100 98.4 100 96.2 96.4 96.3 Trucks 26 7 33 4 0 4 0 32 32 69 % Trucks 4.1 8.8 4.6 2 0 1.6 0 3.8 3.6 3.7 File Name : Fuquay Varina(US401 and Chalybeate)AM Peak Site Code : Start Date : 8/6/2020 Page No : 2 US 401 Southbound Chalybeate Road Westbound US 401 Northbound Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 71 8 79 33 6 39 5 141 146 264 07:15 AM 67 7 74 36 3 39 1 116 117 230 07:30 AM 66 13 79 31 7 38 4 140 144 261 07:45 AM 116 16 132 26 1 27 7 109 116 275 Total Volume 320 44 364 126 17 143 17 506 523 1030 % App. Total 87.9 12.1 88.1 11.9 3.3 96.7 PHF .690 .688 .689 .875 .607 .917 .607 .897 .896 .936 US 401 Chalybeate Road US 401 Thru 320 Left 44 InOut Total 632 364 996 Right126 Left17 OutTotalIn61 143 204 Thru 506 Right 17 Out TotalIn 337 523 860 Peak Hour Begins at 07:00 AM Cars + Trucks Peak Hour Data North File Name : Fuquay Varina(US401 and Chalybeate)PM Peak Site Code : Start Date : 8/6/2020 Page No : 1 Groups Printed- Cars + - Trucks US 401 Southbound Chalybeate Road Westbound US 401 Northbound Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total 04:00 PM 142 35 177 21 8 29 4 58 62 268 04:15 PM 148 26 174 10 4 14 2 81 83 271 04:30 PM 131 32 163 21 3 24 7 77 84 271 04:45 PM 163 34 197 15 3 18 5 106 111 326 Total 584 127 711 67 18 85 18 322 340 1136 05:00 PM 138 41 179 7 10 17 7 97 104 300 05:15 PM 163 30 193 11 6 17 5 122 127 337 05:30 PM 142 30 172 23 3 26 7 123 130 328 05:45 PM 121 33 154 14 9 23 3 106 109 286 Total 564 134 698 55 28 83 22 448 470 1251 Grand Total 1148 261 1409 122 46 168 40 770 810 2387 Apprch %81.5 18.5 72.6 27.4 4.9 95.1 Total %48.1 10.9 59 5.1 1.9 7 1.7 32.3 33.9 Cars +1140 257 1397 121 46 167 40 766 806 2370 % Cars +99.3 98.5 99.1 99.2 100 99.4 100 99.5 99.5 99.3 Trucks 8 4 12 1 0 1 0 4 4 17 % Trucks 0.7 1.5 0.9 0.8 0 0.6 0 0.5 0.5 0.7 File Name : Fuquay Varina(US401 and Chalybeate)PM Peak Site Code : Start Date : 8/6/2020 Page No : 2 US 401 Southbound Chalybeate Road Westbound US 401 Northbound Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 163 34 197 15 3 18 5 106 111 326 05:00 PM 138 41 179 7 10 17 7 97 104 300 05:15 PM 163 30 193 11 6 17 5 122 127 337 05:30 PM 142 30 172 23 3 26 7 123 130 328 Total Volume 606 135 741 56 22 78 24 448 472 1291 % App. Total 81.8 18.2 71.8 28.2 5.1 94.9 PHF .929 .823 .940 .609 .550 .750 .857 .911 .908 .958 US 401 Chalybeate Road US 401 Thru 606 Left 135 InOut Total 504 741 1245 Right56 Left22 OutTotalIn159 78 237 Thru 448 Right 24 Out TotalIn 628 472 1100 Peak Hour Begins at 04:45 PM Cars + Trucks Peak Hour Data North File Name : Fuquay Varina(US 401 and Rawls Church) Site Code : Start Date : 12/6/2018 Page No : 1 Groups Printed- Cars + - Trucks US 401 Southbound Rawls Church Road Westbound US 401 Northbound Rawls Church Road Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total 06:00 AM 0 51 3 54 12 0 2 14 3 135 1 139 1 3 1 5 212 06:15 AM 0 61 3 64 14 0 1 15 0 168 3 171 0 2 3 5 255 06:30 AM 3 86 8 97 22 1 2 25 1 175 2 178 4 1 2 7 307 06:45 AM 0 113 8 121 27 8 5 40 1 171 2 174 12 5 6 23 358 Total 3 311 22 336 75 9 10 94 5 649 8 662 17 11 12 40 1132 07:00 AM 2 131 9 142 32 6 5 43 3 174 3 180 5 3 4 12 377 07:15 AM 0 124 6 130 38 1 3 42 8 162 0 170 2 3 2 7 349 07:30 AM 3 150 8 161 22 2 6 30 2 184 5 191 8 1 3 12 394 07:45 AM 1 145 13 159 20 1 8 29 4 181 5 190 8 6 5 19 397 Total 6 550 36 592 112 10 22 144 17 701 13 731 23 13 14 50 1517 08:00 AM 4 124 9 137 20 0 2 22 4 169 6 179 6 6 2 14 352 08:15 AM 1 118 11 130 25 1 3 29 5 155 2 162 1 0 4 5 326 08:30 AM 4 103 11 118 15 2 4 21 5 142 1 148 1 2 4 7 294 08:45 AM 1 85 10 96 12 3 3 18 1 96 0 97 3 2 5 10 221 Total 10 430 41 481 72 6 12 90 15 562 9 586 11 10 15 36 1193 09:00 AM 1 86 3 90 14 3 1 18 2 95 1 98 1 2 2 5 211 09:15 AM 1 62 10 73 11 4 4 19 3 83 1 87 1 1 5 7 186 09:30 AM 1 76 8 85 15 0 6 21 2 96 3 101 1 1 5 7 214 09:45 AM 5 69 9 83 7 1 2 10 4 99 2 105 1 7 3 11 209 Total 8 293 30 331 47 8 13 68 11 373 7 391 4 11 15 30 820 10:00 AM 1 68 6 75 8 1 2 11 1 100 1 102 3 1 6 10 198 10:15 AM 3 62 3 68 7 2 1 10 2 62 1 65 1 2 1 4 147 10:30 AM 3 81 7 91 9 2 3 14 4 67 0 71 5 2 3 10 186 10:45 AM 3 70 8 81 19 4 2 25 3 72 1 76 0 2 2 4 186 Total 10 281 24 315 43 9 8 60 10 301 3 314 9 7 12 28 717 11:00 AM 1 63 4 68 6 5 1 12 3 81 0 84 1 3 3 7 171 11:15 AM 2 63 6 71 8 4 6 18 3 81 1 85 1 4 4 9 183 11:30 AM 3 72 6 81 6 3 3 12 4 86 4 94 1 2 1 4 191 11:45 AM 2 75 5 82 7 1 1 9 1 91 1 93 0 1 2 3 187 Total 8 273 21 302 27 13 11 51 11 339 6 356 3 10 10 23 732 12:00 PM 1 74 6 81 10 0 3 13 3 82 4 89 0 3 3 6 189 12:15 PM 3 67 8 78 9 1 2 12 6 81 6 93 0 3 3 6 189 12:30 PM 1 93 8 102 8 3 2 13 2 97 2 101 1 1 2 4 220 12:45 PM 5 82 13 100 8 2 4 14 4 74 1 79 2 1 3 6 199 Total 10 316 35 361 35 6 11 52 15 334 13 362 3 8 11 22 797 01:00 PM 4 91 13 108 7 3 2 12 3 80 4 87 0 2 7 9 216 01:15 PM 1 85 6 92 8 3 5 16 2 75 2 79 6 3 6 15 202 01:30 PM 3 113 10 126 12 5 3 20 2 98 1 101 1 3 5 9 256 01:45 PM 1 106 10 117 9 1 2 12 2 91 1 94 4 1 2 7 230 Total 9 395 39 443 36 12 12 60 9 344 8 361 11 9 20 40 904 02:00 PM 3 110 12 125 10 1 3 14 5 95 0 100 2 1 2 5 244 02:15 PM 3 89 14 106 5 1 3 9 6 86 0 92 3 0 2 5 212 02:30 PM 1 105 14 120 9 0 6 15 2 82 1 85 3 2 3 8 228 02:45 PM 1 113 9 123 10 2 5 17 4 87 3 94 3 3 3 9 243 Total 8 417 49 474 34 4 17 55 17 350 4 371 11 6 10 27 927 03:00 PM 5 124 17 146 7 4 2 13 6 92 5 103 0 2 1 3 265 03:15 PM 6 126 10 142 8 3 2 13 3 125 1 129 3 2 1 6 290 03:30 PM 3 131 11 145 10 5 2 17 6 117 6 129 2 3 1 6 297 03:45 PM 3 138 27 168 6 3 0 9 4 115 5 124 5 0 6 11 312 Total 17 519 65 601 31 15 6 52 19 449 17 485 10 7 9 26 1164 04:00 PM 6 144 17 167 21 1 2 24 4 123 3 130 2 8 2 12 333 04:15 PM 3 161 21 185 2 1 2 5 4 123 2 129 1 5 0 6 325 04:30 PM 9 160 36 205 12 4 3 19 4 118 3 125 2 5 3 10 359 04:45 PM 5 174 32 211 17 5 2 24 10 130 5 145 4 1 1 6 386 Total 23 639 106 768 52 11 9 72 22 494 13 529 9 19 6 34 1403 File Name : Fuquay Varina(US 401 and Rawls Church) Site Code : Start Date : 12/6/2018 Page No : 2 Groups Printed- Cars + - Trucks US 401 Southbound Rawls Church Road Westbound US 401 Northbound Rawls Church Road Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total 05:00 PM 9 177 31 217 13 3 4 20 10 137 3 150 3 3 1 7 394 05:15 PM 4 187 28 219 16 2 2 20 9 159 6 174 1 5 1 7 420 05:30 PM 6 165 37 208 12 3 1 16 1 147 4 152 7 2 2 11 387 05:45 PM 8 144 32 184 15 3 2 20 8 119 8 135 2 4 0 6 345 Total 27 673 128 828 56 11 9 76 28 562 21 611 13 14 4 31 1546 06:00 PM 6 160 24 190 12 4 4 20 1 112 2 115 2 5 1 8 333 06:15 PM 4 151 21 176 13 1 1 15 3 109 2 114 2 3 2 7 312 06:30 PM 2 152 29 183 9 2 0 11 2 86 1 89 1 2 3 6 289 06:45 PM 5 162 19 186 16 4 2 22 1 84 2 87 5 0 1 6 301 Total 17 625 93 735 50 11 7 68 7 391 7 405 10 10 7 27 1235 07:00 PM 1 113 14 128 3 3 0 6 4 48 3 55 1 2 2 5 194 07:15 PM 3 83 9 95 3 4 2 9 2 43 1 46 1 2 1 4 154 07:30 PM 2 79 12 93 6 2 0 8 2 51 2 55 0 3 0 3 159 07:45 PM 2 73 12 87 14 0 1 15 0 45 0 45 1 2 1 4 151 Total 8 348 47 403 26 9 3 38 8 187 6 201 3 9 4 16 658 08:00 PM 1 67 8 76 5 0 5 10 3 25 2 30 0 1 1 2 118 08:15 PM 4 68 5 77 5 2 0 7 1 49 1 51 0 0 0 0 135 08:30 PM 4 67 10 81 3 3 1 7 0 24 1 25 1 1 0 2 115 08:45 PM 1 68 5 74 4 1 0 5 0 36 2 38 0 3 0 3 120 Total 10 270 28 308 17 6 6 29 4 134 6 144 1 5 1 7 488 09:00 PM 2 75 7 84 5 1 3 9 1 34 3 38 0 1 1 2 133 09:15 PM 0 63 5 68 2 1 1 4 2 24 0 26 0 1 0 1 99 09:30 PM 1 58 1 60 2 1 1 4 1 31 0 32 0 0 0 0 96 09:45 PM 1 50 4 55 4 1 0 5 2 34 0 36 0 0 1 1 97 Total 4 246 17 267 13 4 5 22 6 123 3 132 0 2 2 4 425 Grand Total 178 6586 781 7545 726 144 161 1031 204 6293 144 6641 138 151 152 441 15658 Apprch %2.4 87.3 10.4 70.4 14 15.6 3.1 94.8 2.2 31.3 34.2 34.5 Total %1.1 42.1 5 48.2 4.6 0.9 1 6.6 1.3 40.2 0.9 42.4 0.9 1 1 2.8 Cars +178 6500 775 7453 723 142 159 1024 204 6235 144 6583 137 151 152 440 15500 % Cars +100 98.7 99.2 98.8 99.6 98.6 98.8 99.3 100 99.1 100 99.1 99.3 100 100 99.8 99 Trucks 0 86 6 92 3 2 2 7 0 58 0 58 1 0 0 1 158 % Trucks 0 1.3 0.8 1.2 0.4 1.4 1.2 0.7 0 0.9 0 0.9 0.7 0 0 0.2 1 File Name : Fuquay Varina(US 401 and Rawls Church) Site Code : Start Date : 12/6/2018 Page No : 3 US 401 Southbound Rawls Church Road Westbound US 401 Northbound Rawls Church Road Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 06:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 2 131 9 142 32 6 5 43 3 174 3 180 5 3 4 12 377 07:15 AM 0 124 6 130 38 1 3 42 8 162 0 170 2 3 2 7 349 07:30 AM 3 150 8 161 22 2 6 30 2 184 5 191 8 1 3 12 394 07:45 AM 1 145 13 159 20 1 8 29 4 181 5 190 8 6 5 19 397 Total Volume 6 550 36 592 112 10 22 144 17 701 13 731 23 13 14 50 1517 % App. Total 1 92.9 6.1 77.8 6.9 15.3 2.3 95.9 1.8 46 26 28 PHF .500 .917 .692 .919 .737 .417 .688 .837 .531 .952 .650 .957 .719 .542 .700 .658 .955 US 401 Rawls Church Road Rawls Church Road US 401 Right 6 Thru 550 Left 36 InOut Total 827 592 1419 Right112 Thru10 Left22 OutTotalIn66 144 210 Left 13 Thru 701 Right 17 Out TotalIn 595 731 1326 Left14 Thru13 Right23 TotalOutIn29 50 79 Peak Hour Begins at 07:00 AM Cars + Trucks Peak Hour Data North File Name : Fuquay Varina(US 401 and Rawls Church) Site Code : Start Date : 12/6/2018 Page No : 4 US 401 Southbound Rawls Church Road Westbound US 401 Northbound Rawls Church Road Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 12:00 PM to 09:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 5 174 32 211 17 5 2 24 10 130 5 145 4 1 1 6 386 05:00 PM 9 177 31 217 13 3 4 20 10 137 3 150 3 3 1 7 394 05:15 PM 4 187 28 219 16 2 2 20 9 159 6 174 1 5 1 7 420 05:30 PM 6 165 37 208 12 3 1 16 1 147 4 152 7 2 2 11 387 Total Volume 24 703 128 855 58 13 9 80 30 573 18 621 15 11 5 31 1587 % App. Total 2.8 82.2 15 72.5 16.2 11.2 4.8 92.3 2.9 48.4 35.5 16.1 PHF .667 .940 .865 .976 .853 .650 .563 .833 .750 .901 .750 .892 .536 .550 .625 .705 .945 US 401 Rawls Church Road Rawls Church Road US 401 Right 24 Thru 703 Left 128 InOut Total 636 855 1491 Right58 Thru13 Left9 OutTotalIn169 80 249 Left 18 Thru 573 Right 30 Out TotalIn 727 621 1348 Left5 Thru11 Right15 TotalOutIn55 31 86 Peak Hour Begins at 04:45 PM Cars + Trucks Peak Hour Data North Printed: 08/07/2020 at 12:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Vehicle Volume Report Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Wednesday, 08/05/2020 Northbound Volume Southbound Volume Total Volume 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals AM Peak Time AM Peak Volume PM Peak Time PM Peak Volume 27 29 56 20 21 41 8 18 26 13 18 31 41 56 97 102 204 306 207 426 633 330 438 768 337 354 691 248 272 520 236 308 544 252 290 542 253 306 559 300 319 619 340 324 664 399 287 686 491 333 824 534 426 960 403 331 734 266 209 475 234 159 393 148 93 241 96 57 153 65 41 106 5350 5319 10669 07:28 - 08:27 06:55 - 07:54 07:27 - 08:26 386 456 796 17:03 - 18:02 16:55 - 17:54 17:03 - 18:02 545 441 980 Page 1 Printed: 08/07/2020 at 12:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Vehicle Volume Report Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Thursday, 08/06/2020 Northbound Volume Southbound Volume Total Volume 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals AM Peak Time AM Peak Volume PM Peak Time PM Peak Volume 30 25 55 12 21 33 12 14 26 7 27 34 32 45 77 115 212 327 220 397 617 304 462 766 300 330 630 268 327 595 261 278 539 284 297 581 326 296 622 340 346 686 330 294 624 433 317 750 535 299 834 534 418 952 358 310 668 280 197 477 191 147 338 156 96 252 92 53 145 60 42 102 5480 5250 10730 07:43 - 08:42 06:57 - 07:56 06:57 - 07:56 357 475 769 16:46 - 17:45 16:55 - 17:54 16:46 - 17:45 565 433 985 Page 2 Printed: 08/07/2020 at 12:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Northbound Classes Report Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Wednesday, 08/05/2020 #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 #12 #13 #14 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 21 4 0 2 0 0 0 0 0 0 0 0 0 27 0 13 7 0 0 0 0 0 0 0 0 0 0 0 20 0 6 0 0 1 0 0 1 0 0 0 0 0 0 8 0 9 1 2 0 0 0 1 0 0 0 0 0 0 13 0 21 5 2 10 0 0 2 0 0 0 0 0 1 41 2 66 26 2 2 0 0 3 1 0 0 0 0 0 102 1 142 31 3 23 1 0 2 1 0 0 0 0 3 207 1 250 41 1 29 1 1 2 0 0 0 0 0 4 330 0 242 49 3 32 1 0 6 1 0 0 0 0 3 337 1 160 45 1 25 3 0 6 4 0 0 0 0 3 248 2 150 47 3 24 1 0 5 1 0 0 0 0 3 236 1 170 47 4 25 0 0 4 0 0 0 0 0 1 252 0 184 44 2 19 2 0 1 1 0 0 0 0 0 253 1 212 53 1 23 1 0 7 2 0 0 0 0 0 300 2 242 49 1 37 2 1 2 0 0 0 0 0 4 340 1 272 84 2 29 0 2 7 0 0 0 0 0 2 399 1 353 70 0 53 3 0 3 1 0 0 0 0 7 491 2 400 78 0 43 0 0 4 0 0 0 0 0 7 534 1 304 57 0 35 0 0 4 0 1 0 0 0 1 403 1 201 39 0 25 0 0 0 0 0 0 0 0 0 266 2 185 30 0 15 0 0 1 0 0 0 0 0 1 234 2 114 23 0 7 0 0 1 0 0 0 0 0 1 148 0 83 9 0 4 0 0 0 0 0 0 0 0 0 96 0 53 8 0 3 0 0 0 0 0 0 0 0 1 65 21 3853 847 27 466 15 4 62 12 1 0 0 0 42 5350 0.4 72.0 15.8 0.5 8.7 0.3 0.1 1.2 0.2 0.0 0.0 0.0 0.0 0.8 100 0.4 68.6 16.6 1.2 9.5 0.4 0.1 1.8 0.4 0.0 0.0 0.0 0.0 1.0 100 0.4 73.8 15.4 0.2 8.3 0.2 0.1 0.9 0.1 0.0 0.0 0.0 0.0 0.7 100 #1 #2 #3 #4 #5 Motorcycles - 2 Axles Passenger Cars - 2 Axles Pickup Trucks, Vans - 2 Axles Buses Single Unit - 2 Axles, 6 Tires #6 #7 #8 #9 #10 Single Unit Truck - 3 Axles Single Unit - 4 Axles Single Unit - 4 Axles or Less Double Unit - 5 Axles Double Unit - 6 Axles or More #11 #12 #13 #14 Multi-Unit - 5 Axles or Less Multi-Unit - 6 Axles Multi-Unit - 7 Axles or More Unlassified Vehicle Classification Scheme: FHWA (ID: 2275065203) Truck Summary: Total Trucks: 629 % Trucks: 11.8 AM % Trucks: 14.3 PM % Trucks: 10.5 Page 1 Printed: 08/07/2020 at 12:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Northbound Classes Report Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Thursday, 08/06/2020 #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 #12 #13 #14 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 22 4 0 4 0 0 0 0 0 0 0 0 0 30 0 10 1 0 0 0 0 1 0 0 0 0 0 0 12 0 8 1 1 2 0 0 0 0 0 0 0 0 0 12 0 4 1 0 2 0 0 0 0 0 0 0 0 0 7 0 23 5 1 3 0 0 0 0 0 0 0 0 0 32 0 75 19 4 13 1 0 2 0 0 0 0 0 1 115 0 162 27 6 17 2 0 2 0 0 0 0 0 4 220 1 217 32 1 41 1 0 2 2 1 0 0 0 6 304 1 202 49 6 27 2 0 8 0 0 0 1 0 4 300 2 180 38 3 32 3 0 3 1 0 0 0 0 6 268 1 172 44 3 30 2 0 5 0 0 0 0 0 4 261 1 181 45 6 40 1 0 3 0 0 0 0 0 7 284 0 206 58 4 45 2 0 5 1 0 0 0 0 5 326 1 251 43 3 30 2 0 4 2 0 0 0 0 4 340 1 223 59 2 37 1 0 6 0 0 0 0 0 1 330 3 301 69 5 41 4 0 1 1 0 0 0 0 8 433 1 373 86 1 65 2 0 3 2 0 0 0 0 2 535 3 396 77 0 48 0 0 3 1 0 0 0 0 6 534 1 256 57 0 38 0 0 5 0 0 0 0 0 1 358 1 209 45 0 23 0 0 1 0 0 0 0 0 1 280 0 162 17 1 9 0 1 0 0 0 0 0 0 1 191 1 129 15 0 9 0 1 1 0 0 0 0 0 0 156 0 69 19 0 4 0 0 0 0 0 0 0 0 0 92 0 50 6 0 2 0 0 2 0 0 0 0 0 0 60 18 3881 817 47 562 23 2 57 10 1 0 1 0 61 5480 0.3 70.8 14.9 0.9 10.3 0.4 0.0 1.0 0.2 0.0 0.0 0.0 0.0 1.1 100 0.3 68.1 14.4 1.7 11.4 0.7 0.0 1.4 0.2 0.1 0.0 0.1 0.0 1.7 100 0.3 72.2 15.2 0.4 9.7 0.3 0.1 0.9 0.2 0.0 0.0 0.0 0.0 0.8 100 #1 #2 #3 #4 #5 Motorcycles - 2 Axles Passenger Cars - 2 Axles Pickup Trucks, Vans - 2 Axles Buses Single Unit - 2 Axles, 6 Tires #6 #7 #8 #9 #10 Single Unit Truck - 3 Axles Single Unit - 4 Axles Single Unit - 4 Axles or Less Double Unit - 5 Axles Double Unit - 6 Axles or More #11 #12 #13 #14 Multi-Unit - 5 Axles or Less Multi-Unit - 6 Axles Multi-Unit - 7 Axles or More Unlassified Vehicle Classification Scheme: FHWA (ID: 2275065203) Truck Summary: Total Trucks: 764 % Trucks: 13.9 AM % Trucks: 17.2 PM % Trucks: 12.3 Page 2 Printed: 08/07/2020 at 12:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Southbound Classes Report Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Wednesday, 08/05/2020 #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 #12 #13 #14 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 18 4 4 3 0 0 0 0 0 0 0 0 0 29 0 12 2 1 5 0 0 1 0 0 0 0 0 0 21 0 10 4 0 3 0 0 1 0 0 0 0 0 0 18 0 17 1 0 0 0 0 0 0 0 0 0 0 0 18 0 33 6 0 16 0 0 1 0 0 0 0 0 0 56 1 131 30 0 37 0 0 4 0 0 0 0 0 1 204 2 244 73 3 98 1 0 3 0 0 0 0 0 2 426 0 286 77 2 64 1 0 4 0 0 0 0 0 4 438 0 236 43 1 60 1 0 9 0 0 0 0 0 4 354 1 183 42 0 41 1 0 2 0 0 0 0 0 2 272 0 224 37 2 35 1 0 3 0 0 0 0 0 6 308 0 198 40 3 34 1 0 9 1 0 0 0 0 4 290 0 211 43 4 40 1 0 4 0 0 0 0 0 3 306 4 227 35 4 40 1 0 3 0 0 0 0 0 5 319 0 231 36 1 49 2 0 4 0 0 0 0 0 1 324 1 206 40 3 31 1 0 3 0 0 0 0 0 2 287 0 258 38 1 28 2 0 1 0 0 0 0 0 5 333 0 328 50 1 38 0 0 4 0 0 0 0 0 5 426 0 260 36 1 30 0 0 1 0 0 0 0 0 3 331 0 157 25 0 23 0 0 2 0 0 0 0 0 2 209 0 115 22 0 19 0 0 1 0 0 0 0 0 2 159 0 69 12 0 9 0 0 3 0 0 0 0 0 0 93 1 43 6 0 7 0 0 0 0 0 0 0 0 0 57 0 33 2 1 5 0 0 0 0 0 0 0 0 0 41 10 3730 704 32 715 13 0 63 1 0 0 0 0 51 5319 0.2 70.1 13.2 0.6 13.4 0.2 0.0 1.2 0.0 0.0 0.0 0.0 0.0 1.0 100 0.2 65.4 14.7 0.7 16.3 0.2 0.0 1.5 0.0 0.0 0.0 0.0 0.0 0.9 100 0.2 74.1 12.0 0.6 11.1 0.2 0.0 0.9 0.0 0.0 0.0 0.0 0.0 1.0 100 #1 #2 #3 #4 #5 Motorcycles - 2 Axles Passenger Cars - 2 Axles Pickup Trucks, Vans - 2 Axles Buses Single Unit - 2 Axles, 6 Tires #6 #7 #8 #9 #10 Single Unit Truck - 3 Axles Single Unit - 4 Axles Single Unit - 4 Axles or Less Double Unit - 5 Axles Double Unit - 6 Axles or More #11 #12 #13 #14 Multi-Unit - 5 Axles or Less Multi-Unit - 6 Axles Multi-Unit - 7 Axles or More Unlassified Vehicle Classification Scheme: FHWA (ID: 2275065203) Truck Summary: Total Trucks: 875 % Trucks: 16.5 AM % Trucks: 19.7 PM % Trucks: 13.7 Page 3 Printed: 08/07/2020 at 12:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Southbound Classes Report Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Thursday, 08/06/2020 #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 #12 #13 #14 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 20 1 3 1 0 0 0 0 0 0 0 0 0 25 0 15 0 1 5 0 0 0 0 0 0 0 0 0 21 0 9 2 0 2 0 0 1 0 0 0 0 0 0 14 0 23 0 0 3 0 0 1 0 0 0 0 0 0 27 0 32 5 0 7 0 0 1 0 0 0 0 0 0 45 1 137 28 0 41 0 0 3 0 0 0 0 0 2 212 1 239 65 5 72 2 0 2 1 0 0 0 0 10 397 0 312 64 0 63 1 1 7 2 0 0 0 0 12 462 1 223 50 0 47 0 0 6 1 0 0 0 0 2 330 2 219 40 1 48 1 0 9 0 0 0 0 0 7 327 2 185 37 3 40 0 0 2 3 0 0 0 0 6 278 2 182 45 3 52 3 1 5 1 0 0 0 0 3 297 0 205 40 1 40 1 0 2 0 0 0 0 0 7 296 2 247 41 4 38 1 0 3 0 0 0 0 0 10 346 0 217 35 2 34 0 0 1 0 0 0 0 0 5 294 0 224 41 3 41 2 0 3 0 0 0 0 0 3 317 0 229 31 1 30 0 0 4 1 0 0 0 0 3 299 1 328 43 0 42 0 0 0 0 0 0 0 0 4 418 0 236 36 0 31 0 0 4 0 0 0 0 0 3 310 0 145 24 2 24 0 0 2 0 0 0 0 0 0 197 0 111 14 0 20 0 0 2 0 0 0 0 0 0 147 2 73 7 1 13 0 0 0 0 0 0 0 0 0 96 0 43 6 0 4 0 0 0 0 0 0 0 0 0 53 0 26 4 4 7 0 0 1 0 0 0 0 0 0 42 14 3680 659 34 705 11 2 59 9 0 0 0 0 77 5250 0.3 70.1 12.6 0.6 13.4 0.2 0.0 1.1 0.2 0.0 0.0 0.0 0.0 1.5 100 0.4 65.5 13.8 0.7 15.6 0.3 0.1 1.5 0.3 0.0 0.0 0.0 0.0 1.7 100 0.2 74.0 11.4 0.6 11.5 0.1 0.0 0.8 0.0 0.0 0.0 0.0 0.0 1.2 100 #1 #2 #3 #4 #5 Motorcycles - 2 Axles Passenger Cars - 2 Axles Pickup Trucks, Vans - 2 Axles Buses Single Unit - 2 Axles, 6 Tires #6 #7 #8 #9 #10 Single Unit Truck - 3 Axles Single Unit - 4 Axles Single Unit - 4 Axles or Less Double Unit - 5 Axles Double Unit - 6 Axles or More #11 #12 #13 #14 Multi-Unit - 5 Axles or Less Multi-Unit - 6 Axles Multi-Unit - 7 Axles or More Unlassified Vehicle Classification Scheme: FHWA (ID: 2275065203) Truck Summary: Total Trucks: 897 % Trucks: 17.1 AM % Trucks: 20.2 PM % Trucks: 14.4 Page 4 Printed: 08/07/2020 at 12:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Total Classes Report Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Wednesday, 08/05/2020 #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 #12 #13 #14 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 39 8 4 5 0 0 0 0 0 0 0 0 0 56 0 25 9 1 5 0 0 1 0 0 0 0 0 0 41 0 16 4 0 4 0 0 2 0 0 0 0 0 0 26 0 26 2 2 0 0 0 1 0 0 0 0 0 0 31 0 54 11 2 26 0 0 3 0 0 0 0 0 1 97 3 197 56 2 39 0 0 7 1 0 0 0 0 1 306 3 386 104 6 121 2 0 5 1 0 0 0 0 5 633 1 536 118 3 93 2 1 6 0 0 0 0 0 8 768 0 478 92 4 92 2 0 15 1 0 0 0 0 7 691 2 343 87 1 66 4 0 8 4 0 0 0 0 5 520 2 374 84 5 59 2 0 8 1 0 0 0 0 9 544 1 368 87 7 59 1 0 13 1 0 0 0 0 5 542 0 395 87 6 59 3 0 5 1 0 0 0 0 3 559 5 439 88 5 63 2 0 10 2 0 0 0 0 5 619 2 473 85 2 86 4 1 6 0 0 0 0 0 5 664 2 478 124 5 60 1 2 10 0 0 0 0 0 4 686 1 611 108 1 81 5 0 4 1 0 0 0 0 12 824 2 728 128 1 81 0 0 8 0 0 0 0 0 12 960 1 564 93 1 65 0 0 5 0 1 0 0 0 4 734 1 358 64 0 48 0 0 2 0 0 0 0 0 2 475 2 300 52 0 34 0 0 2 0 0 0 0 0 3 393 2 183 35 0 16 0 0 4 0 0 0 0 0 1 241 1 126 15 0 11 0 0 0 0 0 0 0 0 0 153 0 86 10 1 8 0 0 0 0 0 0 0 0 1 106 31 7583 1551 59 1181 28 4 125 13 1 0 0 0 93 10669 0.3 71.1 14.5 0.6 11.1 0.3 0.0 1.2 0.1 0.0 0.0 0.0 0.0 0.9 100 0.3 66.8 15.6 0.9 13.4 0.3 0.0 1.6 0.2 0.0 0.0 0.0 0.0 1.0 100 0.3 73.9 13.9 0.3 9.5 0.2 0.0 0.9 0.1 0.0 0.0 0.0 0.0 0.8 100 #1 #2 #3 #4 #5 Motorcycles - 2 Axles Passenger Cars - 2 Axles Pickup Trucks, Vans - 2 Axles Buses Single Unit - 2 Axles, 6 Tires #6 #7 #8 #9 #10 Single Unit Truck - 3 Axles Single Unit - 4 Axles Single Unit - 4 Axles or Less Double Unit - 5 Axles Double Unit - 6 Axles or More #11 #12 #13 #14 Multi-Unit - 5 Axles or Less Multi-Unit - 6 Axles Multi-Unit - 7 Axles or More Unlassified Vehicle Classification Scheme: FHWA (ID: 2275065203) Truck Summary: Total Trucks: 1504 % Trucks: 14.1 AM % Trucks: 17.4 PM % Trucks: 11.9 Page 5 Printed: 08/07/2020 at 12:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Total Classes Report Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Thursday, 08/06/2020 #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 #12 #13 #14 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 42 5 3 5 0 0 0 0 0 0 0 0 0 55 0 25 1 1 5 0 0 1 0 0 0 0 0 0 33 0 17 3 1 4 0 0 1 0 0 0 0 0 0 26 0 27 1 0 5 0 0 1 0 0 0 0 0 0 34 0 55 10 1 10 0 0 1 0 0 0 0 0 0 77 1 212 47 4 54 1 0 5 0 0 0 0 0 3 327 1 401 92 11 89 4 0 4 1 0 0 0 0 14 617 1 529 96 1 104 2 1 9 4 1 0 0 0 18 766 2 425 99 6 74 2 0 14 1 0 0 1 0 6 630 4 399 78 4 80 4 0 12 1 0 0 0 0 13 595 3 357 81 6 70 2 0 7 3 0 0 0 0 10 539 3 363 90 9 92 4 1 8 1 0 0 0 0 10 581 0 411 98 5 85 3 0 7 1 0 0 0 0 12 622 3 498 84 7 68 3 0 7 2 0 0 0 0 14 686 1 440 94 4 71 1 0 7 0 0 0 0 0 6 624 3 525 110 8 82 6 0 4 1 0 0 0 0 11 750 1 602 117 2 95 2 0 7 3 0 0 0 0 5 834 4 724 120 0 90 0 0 3 1 0 0 0 0 10 952 1 492 93 0 69 0 0 9 0 0 0 0 0 4 668 1 354 69 2 47 0 0 3 0 0 0 0 0 1 477 0 273 31 1 29 0 1 2 0 0 0 0 0 1 338 3 202 22 1 22 0 1 1 0 0 0 0 0 0 252 0 112 25 0 8 0 0 0 0 0 0 0 0 0 145 0 76 10 4 9 0 0 3 0 0 0 0 0 0 102 32 7561 1476 81 1267 34 4 116 19 1 0 1 0 138 10730 0.3 70.5 13.8 0.8 11.8 0.3 0.0 1.1 0.2 0.0 0.0 0.0 0.0 1.3 100 0.4 66.6 14.1 1.1 13.8 0.4 0.0 1.5 0.3 0.0 0.0 0.0 0.0 1.7 100 0.3 73.0 13.5 0.5 10.5 0.2 0.0 0.8 0.1 0.0 0.0 0.0 0.0 1.0 100 #1 #2 #3 #4 #5 Motorcycles - 2 Axles Passenger Cars - 2 Axles Pickup Trucks, Vans - 2 Axles Buses Single Unit - 2 Axles, 6 Tires #6 #7 #8 #9 #10 Single Unit Truck - 3 Axles Single Unit - 4 Axles Single Unit - 4 Axles or Less Double Unit - 5 Axles Double Unit - 6 Axles or More #11 #12 #13 #14 Multi-Unit - 5 Axles or Less Multi-Unit - 6 Axles Multi-Unit - 7 Axles or More Unlassified Vehicle Classification Scheme: FHWA (ID: 2275065203) Truck Summary: Total Trucks: 1661 % Trucks: 15.5 AM % Trucks: 18.9 PM % Trucks: 13.2 Page 6 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Northbound Speeds (MPH) Posted Speed: 45 Printed: 08/07/2020 at 12:28 Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Wednesday, 08/05/2020 0- 9 10- 14 15- 19 20- 24 25- 29 30- 34 35- 39 40- 44 45- 49 50- 54 55- 59 60- 64 65- 69 70- 74 75- 125 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 0 0 0 0 0 0 0 9 7 6 5 0 0 0 27 0 0 0 0 0 0 0 1 2 9 3 3 2 0 0 20 0 0 0 0 0 0 0 0 2 3 1 2 0 0 0 8 0 0 0 0 0 0 0 0 4 5 2 2 0 0 0 13 0 0 0 0 0 0 0 1 8 13 14 3 1 1 0 41 0 0 0 0 0 0 1 1 10 46 33 8 1 2 0 102 0 0 0 0 0 0 0 4 49 102 37 11 2 1 1 207 0 2 1 0 0 1 4 21 135 122 37 7 0 0 0 330 0 0 0 0 0 3 8 31 107 143 39 5 1 0 0 337 0 0 0 1 0 2 3 22 100 96 21 2 0 0 1 248 0 1 0 0 1 1 1 7 90 88 43 4 0 0 0 236 0 0 0 1 0 0 3 12 67 113 48 7 1 0 0 252 0 0 0 0 0 0 2 19 59 122 37 14 0 0 0 253 0 0 0 0 0 1 4 26 79 119 55 14 0 2 0 300 0 0 0 0 0 1 2 18 96 146 61 14 2 0 0 340 0 0 0 0 0 0 2 29 100 198 60 8 2 0 0 399 0 3 0 1 0 0 4 29 140 232 72 8 1 1 0 491 0 0 0 0 0 2 8 16 147 236 103 20 2 0 0 534 0 0 1 0 0 1 12 14 89 166 99 21 0 0 0 403 0 0 0 0 0 1 0 14 69 108 54 20 0 0 0 266 0 1 1 0 0 2 2 5 54 117 43 7 2 0 0 234 0 0 0 0 0 0 1 6 15 65 50 10 0 0 1 148 0 0 0 0 0 0 0 2 14 30 30 16 3 0 1 96 0 0 0 0 0 0 0 3 11 18 26 4 2 0 1 65 0 7 3 3 1 15 57 281 1456 2304 974 215 22 7 5 5350 0.0 0.1 0.1 0.1 0.0 0.3 1.1 5.3 27.2 43.1 18.2 4.0 0.4 0.1 0.1 100 0.0 0.2 0.1 0.1 0.1 0.4 1.1 5.5 32.0 41.0 15.6 3.2 0.4 0.2 0.1 100 0.0 0.1 0.1 0.0 0.0 0.2 1.0 5.1 24.7 44.1 19.6 4.4 0.4 0.1 0.1 100 Standard Deviation: Mean Speed: 5.7 MPH 51.7 MPH Median Speed: 51.8 MPH Modal Speed: 52.5 MPH Ten Mile Pace: 45 to 54 MPH Percent in Ten Mile Pace: 70.3% 85th Percentile: 57.2 MPH 15th Percentile: 46.5 MPH 90th Percentile: 58.5 MPH 95th Percentile: 59.9 MPH Page 1 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Northbound Speeds (MPH) Posted Speed: 45 Printed: 08/07/2020 at 12:28 Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Thursday, 08/06/2020 0- 9 10- 14 15- 19 20- 24 25- 29 30- 34 35- 39 40- 44 45- 49 50- 54 55- 59 60- 64 65- 69 70- 74 75- 125 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 0 0 0 1 0 0 3 7 6 6 3 1 2 1 30 0 0 0 0 0 0 0 0 5 6 0 1 0 0 0 12 0 0 0 0 0 0 0 0 2 6 4 0 0 0 0 12 0 0 0 0 0 0 0 0 2 2 3 0 0 0 0 7 0 0 0 0 0 0 0 1 5 11 9 3 3 0 0 32 0 0 0 0 0 0 0 2 21 50 28 12 1 1 0 115 0 1 0 0 0 0 0 8 61 91 50 9 0 0 0 220 0 1 0 0 0 0 4 17 102 125 43 9 0 0 3 304 0 0 1 0 0 0 0 20 109 126 41 3 0 0 0 300 1 0 2 0 1 0 0 17 81 120 42 4 0 0 0 268 0 0 0 0 0 1 1 22 92 102 36 6 1 0 0 261 0 1 0 0 0 2 3 14 66 124 62 11 1 0 0 284 1 0 1 1 0 0 3 21 93 128 69 7 1 1 0 326 0 1 0 0 0 0 4 19 103 143 56 13 1 0 0 340 0 0 0 0 0 0 1 23 86 146 58 15 1 0 0 330 1 0 0 0 1 7 22 63 136 162 32 9 0 0 0 433 0 1 0 0 2 6 12 67 233 175 34 5 0 0 0 535 0 2 0 0 0 2 5 30 163 231 80 21 0 0 0 534 0 0 0 1 0 1 1 6 77 173 73 24 2 0 0 358 0 1 0 0 0 2 1 12 68 107 60 25 3 1 0 280 1 0 0 0 1 0 0 3 60 84 34 6 2 0 0 191 1 1 1 0 0 0 2 8 48 48 32 15 0 0 0 156 0 0 0 0 0 0 2 1 16 32 34 5 1 1 0 92 0 0 0 0 0 0 0 0 17 20 12 8 3 0 0 60 5 9 5 2 6 21 61 357 1653 2218 898 214 21 6 4 5480 0.1 0.2 0.1 0.0 0.1 0.4 1.1 6.5 30.2 40.5 16.4 3.9 0.4 0.1 0.1 100 0.1 0.2 0.2 0.0 0.1 0.2 0.4 5.6 30.0 41.7 17.6 3.3 0.4 0.2 0.2 100 0.1 0.2 0.1 0.1 0.1 0.5 1.5 7.0 30.3 39.9 15.8 4.2 0.4 0.1 0.0 100 Standard Deviation: Mean Speed: 6.0 MPH 51.2 MPH Median Speed: 51.4 MPH Modal Speed: 52.5 MPH Ten Mile Pace: 45 to 54 MPH Percent in Ten Mile Pace: 70.6% 85th Percentile: 56.8 MPH 15th Percentile: 46.1 MPH 90th Percentile: 58.3 MPH 95th Percentile: 59.8 MPH Page 2 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Southbound Speeds (MPH) Posted Speed: 45 Printed: 08/07/2020 at 12:28 Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Wednesday, 08/05/2020 0- 9 10- 14 15- 19 20- 24 25- 29 30- 34 35- 39 40- 44 45- 49 50- 54 55- 59 60- 64 65- 69 70- 74 75- 125 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 0 0 0 0 0 0 2 0 9 8 6 3 1 0 29 0 0 0 0 0 0 0 1 2 5 4 4 5 0 0 21 0 0 0 0 0 0 0 2 4 5 4 1 1 1 0 18 0 0 0 0 0 0 0 0 2 6 5 5 0 0 0 18 0 0 0 0 0 0 0 3 2 19 11 14 3 4 0 56 0 0 0 0 0 0 0 2 20 67 67 42 5 1 0 204 0 0 1 0 1 0 0 14 68 168 119 51 2 1 1 426 0 0 0 2 0 0 0 5 74 206 104 42 4 1 0 438 1 1 0 0 1 3 1 20 84 130 89 20 2 0 2 354 1 0 0 0 1 1 2 8 56 124 58 17 3 1 0 272 0 0 0 1 0 4 6 14 70 136 67 9 1 0 0 308 1 0 0 0 0 1 0 6 46 128 83 22 2 1 0 290 1 0 1 0 0 2 4 11 82 125 63 12 3 0 2 306 0 0 1 0 1 2 1 10 77 116 79 28 1 2 1 319 0 0 0 0 0 0 0 0 57 146 94 24 3 0 0 324 0 0 1 0 0 0 1 6 56 117 82 22 2 0 0 287 0 1 0 1 1 1 4 20 79 105 78 41 2 0 0 333 0 0 0 0 1 0 2 14 48 150 151 54 5 1 0 426 0 1 0 1 0 0 0 4 32 120 122 43 8 0 0 331 0 0 0 0 0 0 0 5 29 61 76 30 7 1 0 209 0 0 0 0 0 1 1 3 14 49 54 30 3 3 1 159 0 0 0 0 0 0 0 2 5 37 31 15 2 1 0 93 0 0 0 0 0 0 0 1 8 20 16 10 0 1 1 57 0 0 0 0 0 0 0 1 7 16 6 4 1 4 2 41 4 3 4 5 6 15 22 154 922 2065 1471 546 68 24 10 5319 0.1 0.1 0.1 0.1 0.1 0.3 0.4 2.9 17.3 38.8 27.7 10.3 1.3 0.5 0.2 100 0.1 0.0 0.0 0.1 0.1 0.4 0.4 3.2 17.6 41.2 25.4 9.6 1.3 0.5 0.1 100 0.0 0.1 0.1 0.1 0.1 0.2 0.5 2.7 17.1 36.8 29.5 10.8 1.3 0.5 0.2 100 Standard Deviation: Mean Speed: 6.4 MPH 53.9 MPH Median Speed: 53.7 MPH Modal Speed: 52.5 MPH Ten Mile Pace: 50 to 59 MPH Percent in Ten Mile Pace: 66.5% 85th Percentile: 59.5 MPH 15th Percentile: 48.2 MPH 90th Percentile: 61.1 MPH 95th Percentile: 63.5 MPH Page 3 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Southbound Speeds (MPH) Posted Speed: 45 Printed: 08/07/2020 at 12:28 Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Thursday, 08/06/2020 0- 9 10- 14 15- 19 20- 24 25- 29 30- 34 35- 39 40- 44 45- 49 50- 54 55- 59 60- 64 65- 69 70- 74 75- 125 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 0 0 0 0 0 0 1 1 4 11 7 1 0 0 25 0 0 0 0 0 0 0 0 3 4 7 5 2 0 0 21 0 0 0 0 0 0 0 0 3 5 3 1 1 1 0 14 0 0 0 0 0 0 0 0 3 8 6 10 0 0 0 27 0 0 0 0 0 0 0 1 3 13 14 11 2 1 0 45 0 0 0 0 0 0 0 0 18 69 69 50 6 0 0 212 1 2 1 0 0 1 0 4 46 156 131 45 7 2 1 397 1 2 1 0 0 0 3 18 87 162 140 45 3 0 0 462 0 0 0 0 0 0 1 6 56 134 97 30 4 2 0 330 0 1 1 0 0 0 4 9 68 168 56 20 0 0 0 327 1 0 0 0 0 3 10 19 48 115 67 14 0 1 0 278 0 1 1 0 0 1 0 6 63 124 78 20 3 0 0 297 0 0 0 0 0 0 2 10 82 109 65 22 6 0 0 296 1 0 1 0 0 4 1 8 66 157 83 23 1 1 0 346 1 0 0 0 0 1 6 18 59 107 77 21 4 0 0 294 0 0 0 0 2 4 25 46 96 88 46 10 0 0 0 317 0 1 0 0 0 2 11 43 82 115 39 4 0 2 0 299 0 0 1 1 1 1 0 11 75 194 107 24 3 0 0 418 0 0 1 0 0 0 2 7 55 81 123 38 2 1 0 310 0 0 0 0 0 3 0 0 17 60 89 23 5 0 0 197 0 1 1 1 0 1 0 3 13 55 59 12 1 0 0 147 0 0 0 0 0 0 0 13 25 26 25 7 0 0 0 96 0 0 0 0 0 0 0 0 4 26 10 11 2 0 0 53 0 0 2 1 1 0 0 0 4 16 9 6 1 1 1 42 5 8 10 3 4 21 65 223 977 1996 1411 459 54 12 2 5250 0.1 0.2 0.2 0.1 0.1 0.4 1.2 4.2 18.6 38.0 26.9 8.7 1.0 0.2 0.0 100 0.1 0.2 0.2 0.0 0.0 0.2 0.7 2.6 16.4 39.5 27.9 10.6 1.2 0.3 0.0 100 0.1 0.1 0.2 0.1 0.1 0.6 1.7 5.6 20.5 36.7 26.0 7.1 0.9 0.2 0.0 100 Standard Deviation: Mean Speed: 6.5 MPH 53.1 MPH Median Speed: 53.3 MPH Modal Speed: 52.5 MPH Ten Mile Pace: 50 to 59 MPH Percent in Ten Mile Pace: 64.9% 85th Percentile: 59.1 MPH 15th Percentile: 47.3 MPH 90th Percentile: 60.0 MPH 95th Percentile: 62.9 MPH Page 4 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Total Speeds (MPH) Posted Speed: 45 Printed: 08/07/2020 at 12:28 Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Wednesday, 08/05/2020 0- 9 10- 14 15- 19 20- 24 25- 29 30- 34 35- 39 40- 44 45- 49 50- 54 55- 59 60- 64 65- 69 70- 74 75- 125 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 0 0 0 0 0 0 2 9 16 14 11 3 1 0 56 0 0 0 0 0 0 0 2 4 14 7 7 7 0 0 41 0 0 0 0 0 0 0 2 6 8 5 3 1 1 0 26 0 0 0 0 0 0 0 0 6 11 7 7 0 0 0 31 0 0 0 0 0 0 0 4 10 32 25 17 4 5 0 97 0 0 0 0 0 0 1 3 30 113 100 50 6 3 0 306 0 0 1 0 1 0 0 18 117 270 156 62 4 2 2 633 0 2 1 2 0 1 4 26 209 328 141 49 4 1 0 768 1 1 0 0 1 6 9 51 191 273 128 25 3 0 2 691 1 0 0 1 1 3 5 30 156 220 79 19 3 1 1 520 0 1 0 1 1 5 7 21 160 224 110 13 1 0 0 544 1 0 0 1 0 1 3 18 113 241 131 29 3 1 0 542 1 0 1 0 0 2 6 30 141 247 100 26 3 0 2 559 0 0 1 0 1 3 5 36 156 235 134 42 1 4 1 619 0 0 0 0 0 1 2 18 153 292 155 38 5 0 0 664 0 0 1 0 0 0 3 35 156 315 142 30 4 0 0 686 0 4 0 2 1 1 8 49 219 337 150 49 3 1 0 824 0 0 0 0 1 2 10 30 195 386 254 74 7 1 0 960 0 1 1 1 0 1 12 18 121 286 221 64 8 0 0 734 0 0 0 0 0 1 0 19 98 169 130 50 7 1 0 475 0 1 1 0 0 3 3 8 68 166 97 37 5 3 1 393 0 0 0 0 0 0 1 8 20 102 81 25 2 1 1 241 0 0 0 0 0 0 0 3 22 50 46 26 3 1 2 153 0 0 0 0 0 0 0 4 18 34 32 8 3 4 3 106 4 10 7 8 7 30 79 435 2378 4369 2445 761 90 31 15 10669 0.0 0.1 0.1 0.1 0.1 0.3 0.7 4.1 22.3 41.0 22.9 7.1 0.8 0.3 0.1 100 0.1 0.1 0.0 0.1 0.1 0.4 0.7 4.2 23.8 41.1 21.2 6.9 0.9 0.4 0.1 100 0.0 0.1 0.1 0.0 0.0 0.2 0.8 4.0 21.3 40.8 24.0 7.3 0.8 0.2 0.2 100 Standard Deviation: Mean Speed: 6.2 MPH 52.8 MPH Median Speed: 52.7 MPH Modal Speed: 52.5 MPH Ten Mile Pace: 50 to 59 MPH Percent in Ten Mile Pace: 63.9% 85th Percentile: 58.6 MPH 15th Percentile: 47.1 MPH 90th Percentile: 59.7 MPH 95th Percentile: 62.4 MPH Page 5 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Daily Total Speeds (MPH) Posted Speed: 45 Printed: 08/07/2020 at 12:28 Location: Unit ID: Study Date: Harnett County 2 Harnett County 2 Thursday, 08/06/2020 0- 9 10- 14 15- 19 20- 24 25- 29 30- 34 35- 39 40- 44 45- 49 50- 54 55- 59 60- 64 65- 69 70- 74 75- 125 Total 00:00 - 00:59 01:00 - 01:59 02:00 - 02:59 03:00 - 03:59 04:00 - 04:59 05:00 - 05:59 06:00 - 06:59 07:00 - 07:59 08:00 - 08:59 09:00 - 09:59 10:00 - 10:59 11:00 - 11:59 12:00 - 12:59 13:00 - 13:59 14:00 - 14:59 15:00 - 15:59 16:00 - 16:59 17:00 - 17:59 18:00 - 18:59 19:00 - 19:59 20:00 - 20:59 21:00 - 21:59 22:00 - 22:59 23:00 - 23:59 Totals Percent of Total Percent of AM Percent of PM 0 0 0 0 1 0 0 4 8 10 17 10 2 2 1 55 0 0 0 0 0 0 0 0 8 10 7 6 2 0 0 33 0 0 0 0 0 0 0 0 5 11 7 1 1 1 0 26 0 0 0 0 0 0 0 0 5 10 9 10 0 0 0 34 0 0 0 0 0 0 0 2 8 24 23 14 5 1 0 77 0 0 0 0 0 0 0 2 39 119 97 62 7 1 0 327 1 3 1 0 0 1 0 12 107 247 181 54 7 2 1 617 1 3 1 0 0 0 7 35 189 287 183 54 3 0 3 766 0 0 1 0 0 0 1 26 165 260 138 33 4 2 0 630 1 1 3 0 1 0 4 26 149 288 98 24 0 0 0 595 1 0 0 0 0 4 11 41 140 217 103 20 1 1 0 539 0 2 1 0 0 3 3 20 129 248 140 31 4 0 0 581 1 0 1 1 0 0 5 31 175 237 134 29 7 1 0 622 1 1 1 0 0 4 5 27 169 300 139 36 2 1 0 686 1 0 0 0 0 1 7 41 145 253 135 36 5 0 0 624 1 0 0 0 3 11 47 109 232 250 78 19 0 0 0 750 0 2 0 0 2 8 23 110 315 290 73 9 0 2 0 834 0 2 1 1 1 3 5 41 238 425 187 45 3 0 0 952 0 0 1 1 0 1 3 13 132 254 196 62 4 1 0 668 0 1 0 0 0 5 1 12 85 167 149 48 8 1 0 477 1 1 1 1 1 1 0 6 73 139 93 18 3 0 0 338 1 1 1 0 0 0 2 21 73 74 57 22 0 0 0 252 0 0 0 0 0 0 2 1 20 58 44 16 3 1 0 145 0 0 2 1 1 0 0 0 21 36 21 14 4 1 1 102 10 17 15 5 10 42 126 580 2630 4214 2309 673 75 18 6 10730 0.1 0.2 0.1 0.0 0.1 0.4 1.2 5.4 24.5 39.3 21.5 6.3 0.7 0.2 0.1 100 0.1 0.2 0.2 0.0 0.0 0.2 0.6 3.9 22.2 40.4 23.4 7.5 0.8 0.2 0.1 100 0.1 0.1 0.1 0.1 0.1 0.5 1.6 6.4 26.0 38.5 20.2 5.5 0.6 0.1 0.0 100 Standard Deviation: Mean Speed: 6.4 MPH 52.2 MPH Median Speed: 52.3 MPH Modal Speed: 52.5 MPH Ten Mile Pace: 45 to 54 MPH Percent in Ten Mile Pace: 63.8% 85th Percentile: 58.2 MPH 15th Percentile: 46.5 MPH 90th Percentile: 59.3 MPH 95th Percentile: 61.7 MPH Page 6 Printed: 08/07/2020 at 12:28 TrafficViewer Pro v1.6.4.124 PicoCount 2500 V2.40 (s/n# 18111687) Weekly Volumes Unit ID: Harnett County 2 Location: Harnett County 2 Week of 08/05/2020 08/05 Wednesday NB SB 08/06 Thursday NB SB 08/07 Friday NB SB 08/08 Saturday NB SB 08/09 Sunday NB SB 08/10 Monday NB SB 08/11 Tuesday NB SB 00:00 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Start Time 27 29 30 25 ---------- 20 21 12 21 ---------- 8 18 12 14 ---------- 13 18 7 27 ---------- 41 56 32 45 ---------- 102 204 115 212 ---------- 207 426 220 397 ---------- 330 438 304 462 ---------- 337 354 300 330 ---------- 248 272 268 327 ---------- 236 308 261 278 ---------- 252 290 284 297 ---------- 253 306 326 296 ---------- 300 319 340 346 ---------- 340 324 330 294 ---------- 399 287 433 317 ---------- 491 333 535 299 ---------- 534 426 534 418 ---------- 403 331 358 310 ---------- 266 209 280 197 ---------- 234 159 191 147 ---------- 148 93 156 96 ---------- 96 57 92 53 ---------- 65 41 60 42 ---------- Daily Average NB SB 29 27 16 21 10 16 10 23 37 51 109 208 214 412 317 450 319 342 258 300 249 293 268 294 290 301 320 333 335 309 416 302 513 316 534 422 381 321 273 203 213 153 152 95 94 55 63 42 Lane Total Day Total AM Peak AM Count PM Peak PM Count 5350 5319 5480 5250 ----------5420 5289 10669 10730 -----10709 07:28 06:55 07:43 06:57 ----------08:00 07:00 386 456 357 475 ----------319 450 17:03 16:55 16:46 16:55 ----------17:00 17:00 545 441 565 433 ----------534 422 Page 1 Appendix C – Synchro Analysis Outputs Existing Traffic Volumes Harnett 401 Development 1: US-401 & Rawls Church Road 12/11/2020 2020 Existing AM Peak Hour Synchro 10 Report Timmons Group Page 1 Intersection Int Delay, s/veh 10.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 14 24 23 10 117 14 729 18 37 572 6 Future Vol, veh/h 15 14 24 23 10 117 14 729 18 37 572 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 275 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 17 16 27 26 11 130 16 810 20 41 636 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1645 1584 640 1595 1577 820 643 0 0 830 0 0 Stage 1 722 722 - 852 852 - - - - - - - Stage 2 923 862 - 743 725 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 79 108 475 86 110 375 942 - - 802 - - Stage 1 418 431 - 354 376 - - - - - - - Stage 2 323 372 - 407 430 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 45 101 475 68 103 375 942 - - 802 - - Mov Cap-2 Maneuver 45 101 - 68 103 - - - - - - - Stage 1 411 409 - 348 370 - - - - - - - Stage 2 201 366 - 351 408 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 81.6 74.8 0.2 0.6 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 942 - - 101 201 802 - - HCM Lane V/C Ratio 0.017 - - 0.583 0.829 0.051 - - HCM Control Delay (s) 8.9 - - 81.6 74.8 9.7 - - HCM Lane LOS A - - F F A - - HCM 95th %tile Q(veh) 0.1 - - 2.8 6 0.2 - - Harnett 401 Development 3: US-401 & Chalybeate Springs Road 12/11/2020 2020 Existing AM Peak Hour Synchro 10 Report Timmons Group Page 2 Intersection Int Delay, s/veh 2.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 17 126 601 17 44 545 Future Vol, veh/h 17 126 601 17 44 545 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 19 140 668 19 49 606 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1382 678 0 0 687 0 Stage 1 678 - - - - - Stage 2 704 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 159 452 - - 907 - Stage 1 504 - - - - - Stage 2 490 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 146 452 - - 907 - Mov Cap-2 Maneuver 146 - - - - - Stage 1 504 - - - - - Stage 2 450 - - - - - Approach WB NB SB HCM Control Delay, s 22.5 0 0.7 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 362 907 - HCM Lane V/C Ratio - - 0.439 0.054 - HCM Control Delay (s) - - 22.5 9.2 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 2.2 0.2 - Harnett 401 Development 4: Hilliard Road & Rawls Church Road 12/11/2020 2020 Existing AM Peak Hour Synchro 10 Report Timmons Group Page 3 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 65 4 4 129 14 6 Future Vol, veh/h 65 4 4 129 14 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 72 4 4 143 16 7 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 76 0 225 74 Stage 1 - - - - 74 - Stage 2 - - - - 151 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1523 - 763 988 Stage 1 - - - - 949 - Stage 2 - - - - 877 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1523 - 761 988 Mov Cap-2 Maneuver - - - - 761 - Stage 1 - - - - 949 - Stage 2 - - - - 874 - Approach EB WB NB HCM Control Delay, s 0 0.2 9.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 817 - - 1523 - HCM Lane V/C Ratio 0.027 - - 0.003 - HCM Control Delay (s) 9.5 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Harnett 401 Development 1: US-401 & Rawls Church Road 12/11/2020 2020 Existing PM Peak Hour Synchro 10 Report Timmons Group Page 1 Intersection Int Delay, s/veh 6.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 11 16 9 14 66 19 596 31 133 731 25 Future Vol, veh/h 5 11 16 9 14 66 19 596 31 133 731 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 275 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 6 12 18 10 16 73 21 662 34 148 812 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1888 1860 826 1858 1857 679 840 0 0 696 0 0 Stage 1 1122 1122 - 721 721 - - - - - - - Stage 2 766 738 - 1137 1136 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 54 73 372 56 74 452 795 - - 900 - - Stage 1 250 281 - 419 432 - - - - - - - Stage 2 395 424 - 245 277 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 31 59 372 39 60 452 795 - - 900 - - Mov Cap-2 Maneuver 31 59 - 39 60 - - - - - - - Stage 1 244 235 - 408 421 - - - - - - - Stage 2 310 413 - 185 232 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 79 70.1 0.3 1.5 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 795 - - 82 146 900 - - HCM Lane V/C Ratio 0.027 - - 0.434 0.677 0.164 - - HCM Control Delay (s) 9.7 - - 79 70.1 9.8 - - HCM Lane LOS A - - F F A - - HCM 95th %tile Q(veh) 0.1 - - 1.8 3.8 0.6 - - Harnett 401 Development 3: US-401 & Chalybeate Springs Road 12/11/2020 2020 Existing PM Peak Hour Synchro 10 Report Timmons Group Page 2 Intersection Int Delay, s/veh 2.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 22 56 563 24 135 606 Future Vol, veh/h 22 56 563 24 135 606 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 24 62 626 27 150 673 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1613 640 0 0 653 0 Stage 1 640 - - - - - Stage 2 973 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 115 475 - - 934 - Stage 1 525 - - - - - Stage 2 366 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 85 475 - - 934 - Mov Cap-2 Maneuver 85 - - - - - Stage 1 525 - - - - - Stage 2 272 - - - - - Approach WB NB SB HCM Control Delay, s 34.4 0 1.7 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 207 934 - HCM Lane V/C Ratio - - 0.419 0.161 - HCM Control Delay (s) - - 34.4 9.6 0 HCM Lane LOS - - D A A HCM 95th %tile Q(veh) - - 1.9 0.6 - Harnett 401 Development 4: Hilliard Road & Rawls Church Road 12/11/2020 2020 Existing PM Peak Hour Synchro 10 Report Timmons Group Page 3 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 156 11 13 82 11 5 Future Vol, veh/h 156 11 13 82 11 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 173 12 14 91 12 6 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 185 0 298 179 Stage 1 - - - - 179 - Stage 2 - - - - 119 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1390 - 693 864 Stage 1 - - - - 852 - Stage 2 - - - - 906 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1390 - 685 864 Mov Cap-2 Maneuver - - - - 685 - Stage 1 - - - - 852 - Stage 2 - - - - 896 - Approach EB WB NB HCM Control Delay, s 0 1 10 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 732 - - 1390 - HCM Lane V/C Ratio 0.024 - - 0.01 - HCM Control Delay (s) 10 - - 7.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Background Traffic Volumes Harnett 401 Development 1: US-401 & Rawls Church Road 12/11/2020 2026 Background AM Peak Hour Synchro 10 Report Timmons Group Page 1 Intersection Int Delay, s/veh 57 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 16 27 26 11 140 16 863 20 52 736 11 Future Vol, veh/h 20 16 27 26 11 140 16 863 20 52 736 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 275 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 18 30 29 12 156 18 959 22 58 818 12 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2030 1957 824 1970 1952 970 830 0 0 981 0 0 Stage 1 940 940 - 1006 1006 - - - - - - - Stage 2 1090 1017 - 964 946 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 42 64 373 47 64 307 802 - - 704 - - Stage 1 316 342 - 291 319 - - - - - - - Stage 2 261 315 - 307 340 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 16 57 373 30 57 307 802 - - 704 - - Mov Cap-2 Maneuver ~ 16 57 - 30 57 - - - - - - - Stage 1 309 314 - 285 312 - - - - - - - Stage 2 121 308 - 244 312 - - - - - - - Approach EB WB NB SB HCM Control Delay, s$ 602.6 $ 405.2 0.2 0.7 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 802 - - 39 117 704 - - HCM Lane V/C Ratio 0.022 - - 1.795 1.681 0.082 - - HCM Control Delay (s) 9.6 - -$ 602.6$ 405.2 10.6 - - HCM Lane LOS A - - F F B - - HCM 95th %tile Q(veh) 0.1 - - 7.4 14.9 0.3 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Harnett 401 Development 3: US-401 & Chalybeate Springs Road 12/11/2020 2026 Background AM Peak Hour Synchro 10 Report Timmons Group Page 2 Intersection Int Delay, s/veh 4.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 19 142 719 19 50 706 Future Vol, veh/h 19 142 719 19 50 706 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 21 158 799 21 56 784 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1706 810 0 0 820 0 Stage 1 810 - - - - - Stage 2 896 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 100 380 - - 809 - Stage 1 438 - - - - - Stage 2 399 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 88 380 - - 809 - Mov Cap-2 Maneuver 88 - - - - - Stage 1 438 - - - - - Stage 2 350 - - - - - Approach WB NB SB HCM Control Delay, s 40.1 0 0.6 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 273 809 - HCM Lane V/C Ratio - - 0.655 0.069 - HCM Control Delay (s) - - 40.1 9.8 0 HCM Lane LOS - - E A A HCM 95th %tile Q(veh) - - 4.2 0.2 - Harnett 401 Development 4: Hilliard Road & Rawls Church Road 12/11/2020 2026 Background AM Peak Hour Synchro 10 Report Timmons Group Page 3 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 83 4 5 153 16 7 Future Vol, veh/h 83 4 5 153 16 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 92 4 6 170 18 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 96 0 276 94 Stage 1 - - - - 94 - Stage 2 - - - - 182 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1498 - 714 963 Stage 1 - - - - 930 - Stage 2 - - - - 849 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1498 - 711 963 Mov Cap-2 Maneuver - - - - 711 - Stage 1 - - - - 930 - Stage 2 - - - - 846 - Approach EB WB NB HCM Control Delay, s 0 0.2 9.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 773 - - 1498 - HCM Lane V/C Ratio 0.033 - - 0.004 - HCM Control Delay (s) 9.8 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Harnett 401 Development 1: US-401 & Rawls Church Road 12/11/2020 2026 Background PM Peak Hour Synchro 10 Report Timmons Group Page 1 Intersection Int Delay, s/veh 52.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 12 18 10 16 87 21 776 35 167 895 34 Future Vol, veh/h 12 12 18 10 16 87 21 776 35 167 895 34 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 275 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 13 20 11 18 97 23 862 39 186 994 38 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2370 2332 1013 2330 2332 882 1032 0 0 901 0 0 Stage 1 1385 1385 - 928 928 - - - - - - - Stage 2 985 947 - 1402 1404 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 24 37 290 26 37 345 673 - - 754 - - Stage 1 177 211 - 321 347 - - - - - - - Stage 2 299 340 - 173 206 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 7 27 290 12 27 345 673 - - 754 - - Mov Cap-2 Maneuver ~ 7 27 - 12 27 - - - - - - - Stage 1 171 159 - 310 335 - - - - - - - Stage 2 197 328 - 111 155 - - - - - - - Approach EB WB NB SB HCM Control Delay, s$ 1084.9 $ 545.2 0.3 1.7 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 673 - - 19 67 754 - - HCM Lane V/C Ratio 0.035 - - 2.456 1.874 0.246 - - HCM Control Delay (s) 10.5 - -$ 1084.9$ 545.2 11.3 - - HCM Lane LOS B - - F F B - - HCM 95th %tile Q(veh) 0.1 - - 6.3 11.4 1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Harnett 401 Development 3: US-401 & Chalybeate Springs Road 12/11/2020 2026 Background PM Peak Hour Synchro 10 Report Timmons Group Page 2 Intersection Int Delay, s/veh 7.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 25 63 739 27 152 754 Future Vol, veh/h 25 63 739 27 152 754 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 28 70 821 30 169 838 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2012 836 0 0 851 0 Stage 1 836 - - - - - Stage 2 1176 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 65 367 - - 788 - Stage 1 425 - - - - - Stage 2 293 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 39 367 - - 788 - Mov Cap-2 Maneuver 39 - - - - - Stage 1 425 - - - - - Stage 2 176 - - - - - Approach WB NB SB HCM Control Delay, s 135.5 0 1.8 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 108 788 - HCM Lane V/C Ratio - - 0.905 0.214 - HCM Control Delay (s) - - 135.5 10.8 0 HCM Lane LOS - - F B A HCM 95th %tile Q(veh) - - 5.5 0.8 - Harnett 401 Development 4: Hilliard Road & Rawls Church Road 12/11/2020 2026 Background PM Peak Hour Synchro 10 Report Timmons Group Page 3 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 193 12 15 105 12 6 Future Vol, veh/h 193 12 15 105 12 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 214 13 17 117 13 7 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 227 0 372 221 Stage 1 - - - - 221 - Stage 2 - - - - 151 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1341 - 629 819 Stage 1 - - - - 816 - Stage 2 - - - - 877 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1341 - 620 819 Mov Cap-2 Maneuver - - - - 620 - Stage 1 - - - - 816 - Stage 2 - - - - 865 - Approach EB WB NB HCM Control Delay, s 0 1 10.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 675 - - 1341 - HCM Lane V/C Ratio 0.03 - - 0.012 - HCM Control Delay (s) 10.5 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Build Traffic Volumes Harnett 401 Development 1: US-401 & Rawls Church Road 12/11/2020 2026 Build AM Peak Hour Synchro 10 Report Timmons Group Page 1 Intersection Int Delay, s/veh 441.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 18 29 87 19 196 21 922 45 70 756 11 Future Vol, veh/h 20 18 29 87 19 196 21 922 45 70 756 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 275 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 20 32 97 21 218 23 1024 50 78 840 12 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2217 2122 846 2123 2103 1049 852 0 0 1074 0 0 Stage 1 1002 1002 - 1095 1095 - - - - - - - Stage 2 1215 1120 - 1028 1008 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 31 50 362 ~ 36 52 276 787 - - 649 - - Stage 1 292 320 - 259 290 - - - - - - - Stage 2 222 282 - 283 318 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 4 43 362 ~ 19 44 276 787 - - 649 - - Mov Cap-2 Maneuver ~ 4 43 - ~ 19 44 - - - - - - - Stage 1 284 282 - 251 282 - - - - - - - Stage 2 42 274 - 211 280 - - - - - - - Approach EB WB NB SB HCM Control Delay, s$ 2961.9 $ 2550.1 0.2 0.9 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 787 - - 12 53 649 - - HCM Lane V/C Ratio 0.03 - - 6.204 6.331 0.12 - - HCM Control Delay (s) 9.7 - -$ 2961.9$ 2550.1 11.3 - - HCM Lane LOS A - - F F B - - HCM 95th %tile Q(veh) 0.1 - - 10.5 38.6 0.4 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Harnett 401 Development 2: US-401 & Site Driveway 1 12/11/2020 2026 Build AM Peak Hour Synchro 10 Report Timmons Group Page 2 Intersection Int Delay, s/veh 15.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 57 69 881 19 24 815 Future Vol, veh/h 57 69 881 19 24 815 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 63 77 979 21 27 906 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1950 990 0 0 1000 0 Stage 1 990 - - - - - Stage 2 960 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 71 299 - - 692 - Stage 1 360 - - - - - Stage 2 372 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 65 299 - - 692 - Mov Cap-2 Maneuver 65 - - - - - Stage 1 360 - - - - - Stage 2 343 - - - - - Approach WB NB SB HCM Control Delay, s 229.6 0 0.3 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 114 692 - HCM Lane V/C Ratio - - 1.228 0.039 - HCM Control Delay (s) - - 229.6 10.4 0 HCM Lane LOS - - F B A HCM 95th %tile Q(veh) - - 9.1 0.1 - Harnett 401 Development 3: US-401 & Chalybeate Springs Road 12/11/2020 2026 Build AM Peak Hour Synchro 10 Report Timmons Group Page 3 Intersection Int Delay, s/veh 6.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 19 151 749 19 76 796 Future Vol, veh/h 19 151 749 19 76 796 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 21 168 832 21 84 884 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1895 843 0 0 853 0 Stage 1 843 - - - - - Stage 2 1052 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 77 364 - - 786 - Stage 1 422 - - - - - Stage 2 336 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 61 364 - - 786 - Mov Cap-2 Maneuver 61 - - - - - Stage 1 422 - - - - - Stage 2 265 - - - - - Approach WB NB SB HCM Control Delay, s 63.4 0 0.9 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 234 786 - HCM Lane V/C Ratio - - 0.807 0.107 - HCM Control Delay (s) - - 63.4 10.1 0 HCM Lane LOS - - F B A HCM 95th %tile Q(veh) - - 6.1 0.4 - Harnett 401 Development 4: Hilliard Road & Rawls Church Road 12/11/2020 2026 Build AM Peak Hour Synchro 10 Report Timmons Group Page 4 Intersection Int Delay, s/veh 4.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 88 41 7 155 139 15 Future Vol, veh/h 88 41 7 155 139 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 98 46 8 172 154 17 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 144 0 309 121 Stage 1 - - - - 121 - Stage 2 - - - - 188 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1438 - 683 930 Stage 1 - - - - 904 - Stage 2 - - - - 844 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1438 - 679 930 Mov Cap-2 Maneuver - - - - 679 - Stage 1 - - - - 904 - Stage 2 - - - - 839 - Approach EB WB NB HCM Control Delay, s 0 0.3 11.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 697 - - 1438 - HCM Lane V/C Ratio 0.245 - - 0.005 - HCM Control Delay (s) 11.8 - - 7.5 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1 - - 0 - Harnett 401 Development 5: Site Driveway 2 & Hilliard Road 12/11/2020 2026 Build AM Peak Hour Synchro 10 Report Timmons Group Page 5 Intersection Int Delay, s/veh 6.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 6 42 4 23 131 4 Future Vol, veh/h 6 42 4 23 131 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 47 4 26 146 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 54 0 65 31 Stage 1 - - - - 31 - Stage 2 - - - - 34 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1551 - 941 1043 Stage 1 - - - - 992 - Stage 2 - - - - 988 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1551 - 938 1043 Mov Cap-2 Maneuver - - - - 938 - Stage 1 - - - - 992 - Stage 2 - - - - 985 - Approach EB WB NB HCM Control Delay, s 0 1.1 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 941 - - 1551 - HCM Lane V/C Ratio 0.159 - - 0.003 - HCM Control Delay (s) 9.6 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.6 - - 0 - Harnett 401 Development 1: US-401 & Rawls Church Road 12/11/2020 2026 Build PM Peak Hour Synchro 10 Report Timmons Group Page 1 Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 18 27 57 21 124 24 815 103 229 960 34 Future Vol, veh/h 12 18 27 57 21 124 24 815 103 229 960 34 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 275 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 20 30 63 23 138 27 906 114 254 1067 38 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2692 2668 1086 2636 2630 963 1105 0 0 1020 0 0 Stage 1 1594 1594 - 1017 1017 - - - - - - - Stage 2 1098 1074 - 1619 1613 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 14 22 263 ~ 16 24 310 632 - - 680 - - Stage 1 134 166 - 287 315 - - - - - - - Stage 2 258 296 - 130 163 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - ~ 13 263 - ~ 14 310 632 - - 680 - - Mov Cap-2 Maneuver - ~ 13 - - ~ 14 - - - - - - - Stage 1 128 104 - 275 301 - - - - - - - Stage 2 127 283 - ~ 58 102 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0.3 2.5 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 632 - - - - 680 - - HCM Lane V/C Ratio 0.042 - - - - 0.374 - - HCM Control Delay (s) 10.9 - - - - 13.4 - - HCM Lane LOS B - - - - B - - HCM 95th %tile Q(veh) 0.1 - - - - 1.7 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Harnett 401 Development 2: US-401 & Site Driveway 1 12/11/2020 2026 Build PM Peak Hour Synchro 10 Report Timmons Group Page 2 Intersection Int Delay, s/veh 15.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 37 45 867 62 83 944 Future Vol, veh/h 37 45 867 62 83 944 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 41 50 963 69 92 1049 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2231 998 0 0 1032 0 Stage 1 998 - - - - - Stage 2 1233 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 47 296 - - 673 - Stage 1 357 - - - - - Stage 2 275 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 32 296 - - 673 - Mov Cap-2 Maneuver ~ 32 - - - - - Stage 1 357 - - - - - Stage 2 185 - - - - - Approach WB NB SB HCM Control Delay, s $ 380 0 0.9 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 63 673 - HCM Lane V/C Ratio - - 1.446 0.137 - HCM Control Delay (s) - - $ 380 11.2 0 HCM Lane LOS - - F B A HCM 95th %tile Q(veh) - - 7.9 0.5 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Harnett 401 Development 3: US-401 & Chalybeate Springs Road 12/11/2020 2026 Build PM Peak Hour Synchro 10 Report Timmons Group Page 3 Intersection Int Delay, s/veh 23.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 25 91 838 27 169 812 Future Vol, veh/h 25 91 838 27 169 812 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 28 101 931 30 188 902 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2224 946 0 0 961 0 Stage 1 946 - - - - - Stage 2 1278 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 48 317 - - 716 - Stage 1 377 - - - - - Stage 2 262 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 23 317 - - 716 - Mov Cap-2 Maneuver ~ 23 - - - - - Stage 1 377 - - - - - Stage 2 124 - - - - - Approach WB NB SB HCM Control Delay, s $ 378 0 2 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 84 716 - HCM Lane V/C Ratio - - 1.534 0.262 - HCM Control Delay (s) - - $ 378 11.8 0 HCM Lane LOS - - F B A HCM 95th %tile Q(veh) - - 10.3 1.1 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Harnett 401 Development 4: Hilliard Road & Rawls Church Road 12/11/2020 2026 Build PM Peak Hour Synchro 10 Report Timmons Group Page 4 Intersection Int Delay, s/veh 2.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 196 145 21 114 92 11 Future Vol, veh/h 196 145 21 114 92 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 218 161 23 127 102 12 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 379 0 472 299 Stage 1 - - - - 299 - Stage 2 - - - - 173 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1179 - 551 741 Stage 1 - - - - 752 - Stage 2 - - - - 857 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1179 - 539 741 Mov Cap-2 Maneuver - - - - 539 - Stage 1 - - - - 752 - Stage 2 - - - - 839 - Approach EB WB NB HCM Control Delay, s 0 1.3 13.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 555 - - 1179 - HCM Lane V/C Ratio 0.206 - - 0.02 - HCM Control Delay (s) 13.2 - - 8.1 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.8 - - 0.1 - Harnett 401 Development 5: Site Driveway 2 & Hilliard Road 12/11/2020 2026 Build PM Peak Hour Synchro 10 Report Timmons Group Page 5 Intersection Int Delay, s/veh 3.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 27 139 4 18 85 4 Future Vol, veh/h 27 139 4 18 85 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 30 154 4 20 94 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 184 0 135 107 Stage 1 - - - - 107 - Stage 2 - - - - 28 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1391 - 859 947 Stage 1 - - - - 917 - Stage 2 - - - - 995 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1391 - 856 947 Mov Cap-2 Maneuver - - - - 856 - Stage 1 - - - - 917 - Stage 2 - - - - 992 - Approach EB WB NB HCM Control Delay, s 0 1.4 9.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 860 - - 1391 - HCM Lane V/C Ratio 0.115 - - 0.003 - HCM Control Delay (s) 9.7 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.4 - - 0 - Build Traffic Volumes – Alternative Analysis Harnett 401 Development 1: US-401 & Rawls Church Road 12/11/2020 2026 Build Alternative AM Peak Hour Synchro 10 Report Timmons Group Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 20 18 29 87 19 196 21 922 45 70 756 11 Future Volume (vph) 20 18 29 87 19 196 21 922 45 70 756 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 275 0 250 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.942 0.912 0.993 0.998 Flt Protected 0.985 0.986 0.950 0.950 Satd. Flow (prot) 0 1728 0 0 1675 0 1770 1850 0 1770 1859 0 Flt Permitted 0.772 0.884 0.271 0.058 Satd. Flow (perm) 0 1355 0 0 1502 0 505 1850 0 108 1859 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 55 55 55 55 Link Distance (ft) 1042 3022 995 628 Travel Time (s) 12.9 37.5 12.3 7.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 22 20 32 97 21 218 23 1024 50 78 840 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 74 0 0 336 0 23 1074 0 78 852 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA Perm NA D.P+P NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 2 2 Detector Phase 4 4 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 14.0 14.0 7.0 14.0 Minimum Split (s) 20.0 20.0 20.0 20.0 21.0 21.0 14.0 21.0 Total Split (s) 31.0 31.0 31.0 31.0 75.0 75.0 14.0 89.0 Total Split (%) 25.8% 25.8% 25.8% 25.8% 62.5% 62.5% 11.7% 74.2% Maximum Green (s) 24.0 24.0 24.0 24.0 68.0 68.0 7.0 82.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Min Min None Min Act Effct Green (s) 26.1 26.1 69.1 69.1 76.0 79.9 Harnett 401 Development 1: US-401 & Rawls Church Road 12/11/2020 2026 Build Alternative AM Peak Hour Synchro 10 Report Timmons Group Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.22 0.22 0.60 0.60 0.65 0.69 v/c Ratio 0.24 0.99 0.08 0.98 0.39 0.67 Control Delay 41.4 94.4 11.9 46.4 17.6 13.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.4 94.4 11.9 46.4 17.6 13.4 LOS D F B D B B Approach Delay 41.4 94.4 45.7 13.7 Approach LOS D F D B Queue Length 50th (ft) 48 ~279 7 784 17 328 Queue Length 95th (ft) 93 #465 20 #1116 56 455 Internal Link Dist (ft) 962 2942 915 548 Turn Bay Length (ft) 275 250 Base Capacity (vph) 304 338 306 1121 200 1352 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.99 0.08 0.96 0.39 0.63 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 116.1 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 40.1 Intersection LOS: D Intersection Capacity Utilization 89.9% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: US-401 & Rawls Church Road Harnett 401 Development 1: US-401 & Rawls Church Road 12/11/2020 2026 Build Alternative PM Peak Hour Synchro 10 Report Timmons Group Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 18 27 57 21 124 24 815 103 229 960 34 Future Volume (vph) 12 18 27 57 21 124 24 815 103 229 960 34 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 275 0 250 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.936 0.917 0.983 0.995 Flt Protected 0.990 0.986 0.950 0.950 Satd. Flow (prot) 0 1726 0 0 1684 0 1770 1831 0 1770 1853 0 Flt Permitted 0.866 0.896 0.176 0.060 Satd. Flow (perm) 0 1510 0 0 1530 0 328 1831 0 112 1853 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 55 55 55 55 Link Distance (ft) 1042 3022 995 628 Travel Time (s) 12.9 37.5 12.3 7.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 13 20 30 63 23 138 27 906 114 254 1067 38 Shared Lane Traffic (%) Lane Group Flow (vph) 0 63 0 0 224 0 27 1020 0 254 1105 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA Perm NA D.P+P NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 2 2 Detector Phase 4 4 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 14.0 14.0 7.0 14.0 Minimum Split (s) 20.0 20.0 20.0 20.0 21.0 21.0 14.0 21.0 Total Split (s) 25.0 25.0 25.0 25.0 77.0 77.0 18.0 95.0 Total Split (%) 20.8% 20.8% 20.8% 20.8% 64.2% 64.2% 15.0% 79.2% Maximum Green (s) 18.0 18.0 18.0 18.0 70.0 70.0 11.0 88.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Min Min None Min Act Effct Green (s) 19.5 19.5 66.4 66.4 79.5 84.6 Harnett 401 Development 1: US-401 & Rawls Church Road 12/11/2020 2026 Build Alternative PM Peak Hour Synchro 10 Report Timmons Group Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.17 0.17 0.58 0.58 0.70 0.74 v/c Ratio 0.25 0.86 0.14 0.96 0.95 0.80 Control Delay 46.1 77.0 12.8 42.2 77.5 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.1 77.0 12.8 42.2 77.5 15.2 LOS D E B D E B Approach Delay 46.1 77.0 41.4 26.9 Approach LOS D E D C Queue Length 50th (ft) 43 171 9 672 143 458 Queue Length 95th (ft) 87 #315 25 #1012 #315 666 Internal Link Dist (ft) 962 2942 915 548 Turn Bay Length (ft) 275 250 Base Capacity (vph) 266 270 208 1163 268 1472 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.83 0.13 0.88 0.95 0.75 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 114.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 37.1 Intersection LOS: D Intersection Capacity Utilization 94.6% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: US-401 & Rawls Church Road Build + Improvements Harnett 401 Development 2: US-401 & Site Driveway 1 12/11/2020 2026 Build + Imp AM Peak Hour Synchro 10 Report Timmons Group Page 1 Intersection Int Delay, s/veh 6.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 57 69 881 19 24 815 Future Vol, veh/h 57 69 881 19 24 815 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - 50 125 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 63 77 979 21 27 906 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1939 979 0 0 1000 0 Stage 1 979 - - - - - Stage 2 960 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 72 303 - - 692 - Stage 1 364 - - - - - Stage 2 372 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 69 303 - - 692 - Mov Cap-2 Maneuver 69 - - - - - Stage 1 364 - - - - - Stage 2 357 - - - - - Approach WB NB SB HCM Control Delay, s 95.9 0 0.3 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 69 303 692 - HCM Lane V/C Ratio - - 0.918 0.253 0.039 - HCM Control Delay (s) - - 186.7 20.9 10.4 - HCM Lane LOS - - F C B - HCM 95th %tile Q(veh) - - 4.5 1 0.1 - Harnett 401 Development 2: US-401 & Site Driveway 1 12/11/2020 2026 Build + Imp PM Peak Hour Synchro 10 Report Timmons Group Page 1 Intersection Int Delay, s/veh 5.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 37 45 867 62 83 944 Future Vol, veh/h 37 45 867 62 83 944 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 - 50 125 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 41 50 963 69 92 1049 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2196 963 0 0 1032 0 Stage 1 963 - - - - - Stage 2 1233 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 50 310 - - 673 - Stage 1 370 - - - - - Stage 2 275 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 43 310 - - 673 - Mov Cap-2 Maneuver 43 - - - - - Stage 1 370 - - - - - Stage 2 237 - - - - - Approach WB NB SB HCM Control Delay, s 131.6 0 0.9 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 43 310 673 - HCM Lane V/C Ratio - - 0.956 0.161 0.137 - HCM Control Delay (s) - - 268.9 18.8 11.2 - HCM Lane LOS - - F C B - HCM 95th %tile Q(veh) - - 3.8 0.6 0.5 - Appendix D – Approved Developments SITESerenity DevelopmentTraffic Impact Analysis2022 Trip Distribution Volume (Phase 1)Figure 4-2aLEGEND:Existing RoadProposed RoadAM Peak Hour Volume (vph)PM Peak Hour Volume (vph)XX(XX)NOT TO SCALENPiney Grove Rawls Road241231121 27 32 21 512121231272124358 2623 12178163 518 271240352443209441813 834 232612235 1827 1618605336271636141128520141152031US-401Rawls Church RoadSite Driveway 2Site Driveway 1 / Sneed Lane43209440000Site Driveway 3 / Lake Pointe Drive453745370000453700000000Rollins RdChristian Light Rd NC-42Barefoot Rd SITESerenity DevelopmentTraffic Impact Analysis2025 Trip Distribution Volumes (Phase 2)Figure 4-2bLEGEND:Existing RoadProposed RoadAM Peak Hour Volume (vph)PM Peak Hour Volume (vph)XX(XX)NOT TO SCALENPiney Grove Rawls Road693074243 65 74 51 123424307465516971215 541 143115286 1232 642272654310448211063331 2081 5463295612 4464 37431451298566388735266713483526134876US-401Rawls Church RoadSite Driveway 2Site Driveway 1 / Sneed Lane5 9414 4410592 1911 96724221411Site Driveway 3 / Lake Pointe Drive111271711127170000111271700000000Rollins RdChristian Light Rd NC-42Barefoot Rd1196329IN OUTIN OUT Appendix E – NCDOT Nomographs Ramah Church Road / McCord Road (Southbound Left-Turn) US-401 / Site Driveway 1Northbound Right-Turn LEGEND = AM Peak = PM Peak2026 AM and PM Peak Hours AM Peak Hour VR =19 V = 100 PM Peak Hour 62 100VR =V = Ramah Church Road / McCord Road (Southbound Left-Turn) US-401 / Site Driveway 1Southbound Left-Turn LEGEND = AM Peak = PM Peak2026 AM and PM Peak Hours AM Peak Hour VL =24 V = 900 PM Peak Hour 83 929VL =V =