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Rivers Bluff TIA_Final Report w Appendix_01-13-2022
January 2022 © Kimley-Horn and Associates, Inc. River Bluffs Residential Development Traffic Impact Analysis Castle Hayne, North Carolina Prepared for River Bluffs Development Corporation Prepared by River Bluffs Residential Development Traffic Impact Analysis Page i January 2022 Table of Contents 1 Executive Summary .............................................................................................................iv 1 Introduction.......................................................................................................................... 1 1.1 Existing Conditions ........................................................................................................................ 3 2 Existing and Future No-Build Traffic Volume Development ............................................. 5 2.1 2021 Existing Traffic ...................................................................................................................... 5 2.2 Future Year No-Build Traffic Development ................................................................................... 5 3 Project Traffic .....................................................................................................................10 3.1 Trip Generation ........................................................................................................................... 10 3.2 Trip Distribution & Assignment .................................................................................................... 12 3.3 Future Year Build Traffic Development ....................................................................................... 12 4 Capacity Analysis ...............................................................................................................19 4.1 N Kerr Avenue at NC 133/Castle Hayne Road ........................................................................... 21 4.2 Chair Road at NC 133/Castle Hayne Road ................................................................................ 27 4.3 I-140 Eastbound Ramp at NC 133/Castle Hayne Road ............................................................. 30 4.4 Centennial Drive/I-140 Westbound Ramp at NC 133/Castle Hayne Road ................................. 32 4.5 Garden Place Drive/US 117/N College Road at NC 133/Castle Hayne Road ........................... 34 5 Conclusion ..........................................................................................................................35 River Bluffs Residential Development Traffic Impact Analysis Page ii January 2022 List of Figures Figure 1 – 2024 Build Recommended Roadway Geometry and Traffic Control .......................... vi Figure 2 – Site Location and Study Area Map ............................................................................ 2 Figure 3 – Existing Roadway Geometry and Traffic Control ....................................................... 4 Figure 4 – 2021 Existing Peak Hour Traffic Volumes ................................................................. 6 Figure 5 – 2021 Existing Peak Hour Traffic Volumes (Intersection 5) ......................................... 7 Figure 6 – 2024 No-Build Peak Hour Traffic Volumes ................................................................ 8 Figure 7 – 2024 No-Build Peak Hour Traffic Volumes (Intersection 5) ........................................ 9 Figure 8 – Project Trip Distribution & Assignment .....................................................................13 Figure 9 – Project Trip Distribution & Assignment (Intersection 5) .............................................14 Figure 10 – 2024 Build Project Trips .........................................................................................15 Figure 11 – 2024 Build Project Trips (Intersection 5) .................................................................16 Figure 12 – 2024 Build Peak Hour Traffic Volumes ...................................................................17 Figure 13 – 2024 Build Peak Hour Traffic Volumes (Intersection 5) ..........................................18 Figure 14 – 2024 Build Recommended Geometry and Traffic Control .......................................36 List of Tables Table 1 – Trip Generation Summary .........................................................................................11 Table 2 – Level of Service Control Delay Thresholds for Unsignalized Intersections .................19 Table 3 – Level of Service Control Delay Thresholds for Signalized Intersections .....................20 Table 4 – N Kerr Avenue at NC 133 Analysis Results (AM Peak Hour) .....................................23 Table 5 – N Kerr Avenue at NC 133 Analysis Results (PM Peak Hour) ....................................24 Table 6 – N Kerr Avenue at NC 133 Supplemental Analysis Results (AM Peak Hour) ..............25 Table 7 – N Kerr Avenue at NC 133 Supplemental Analysis Results (PM Peak Hour) ..............26 Table 8 – Chair Road at NC133 Analysis Results .....................................................................28 Table 9 – Traffic Signal Warrant Analysis Summary (NC 133 at Chair Road)............................29 Table 10 – I-140 Eastbound Ramp at NC 133 Analysis Results ................................................30 Table 11 – I-140 Westbound Ramp at NC 133 Analysis Results ...............................................33 Table 12 – Garden Place Drive/US 117/N College Road at NC 133 Analysis Results ...............34 River Bluffs Residential Development Traffic Impact Analysis Page iii January 2022 List of Appendices A – Proposed Development Site Plan B – TIA Scoping Document C – Existing Traffic Counts D – Traffic Volume Development Worksheets E – Traffic Signal Warrant Analysis F – Capacity Analysis Worksheets G – SimTraffic Queuing and Blocking Reports River Bluffs Residential Development Traffic Impact Analysis Page iv January 2022 1 Executive Summary The proposed River Bluffs Residential Development is located in Castle Hayne, NC within an existing master-planned community adjacent to Chair Road. The project is bound by existing residential and mixed-use development to the north, undeveloped land to the south, the Northeast Cape Fear River to the west, and Interstate 140 to the east. Based on the current site plan, the proposed development is anticipated to consist of approximately 343 single-family detached homes to be constructed and occupied by 2024. New trips generated by the development are expected to utilize Chair Road to access NC 133/Castle Hayne Road and the surrounding roadway network. The development’s master plan is provided in Appendix A. This traffic impact analysis (TIA) evaluates traffic operations under 2021 Existing, 2024 No-Build, and 2024 Build conditions during the AM and PM peak hours at the following five (5) study intersections: 1. N Kerr Road at NC 133/Castle Hayne Road (Signalized) 2. Chair Road at NC 133/Castle Hayne Road (Unsignalized) 3. I-140 Eastbound Ramps at NC 133/Castle Hayne Road (Signalized) 4. I-140 Westbound Ramps/Centennial Drive at NC 133/Castle Hayne Road (Signalized) 5. NC 133/Castle Hayne Road at Garden Place Drive/US 177/N College Road (Roundabout) The TIA scoping document associated with this project was reviewed and approved by the Wilmington Urban Metropolitan Planning Organization (WMPO) on November 4, 2021. This TIA scoping document is included in Appendix B for reference. Kimley-Horn was retained to determine the potential traffic impacts of this development and identify transportation improvements that may be required to accommodate these impacts in accordance with the guidelines set forth in the North Carolina Department of Transportation (NCDOT) Congestion Management Capacity Analysis Guidelines and NCDOT Policy on Street and Driveway Access to North Carolina Highways. This report presents trip generation, trip distribution, capacity analyses, and recommendations for transportation improvements required to mitigate anticipated traffic demands produced by the subject development. Based on the results of the analyses summarized herein, the following improvements are recommended at the study intersections: NC 133/Castle Hayne Road at N Kerr Avenue Analysis results indicate that existing geometry is inadequate at this intersection. However, the physical improvements proposed as part of NCDOT STIP Project U-5863 are needed with or without the proposed development. Therefore, these improvements should be constructed by others as planned when funding becomes available. River Bluffs Residential Development Traffic Impact Analysis Page v January 2022 NC 133/Castle Hayne Road at Chair Road Install a fully actuated traffic signal to run in coordination with adjacent signals on the NC 133/Castle Hayne Road corridor. Recommended improvements are summarized in Figure 1. River Bluffs Residential Development - Traffic Impact Analysis Figure 1 - 2024 Build Recommended Geometry and Traffic Control I-140 WB RampsCentennial Drive Chair Road N Kerr Avenue I-140 EB Ramps N College Road (Exit Only) NC 133/ Castle Hayne Road S=260' S=275' S=525' S=525' S=100' S=150' S=150' S=250' S=300' S=175' S=250' S=175' S=225' S=225' S=275' S=175' Project Site S=270' Garden Place Drive S=550' S=150' S=200' S=100' River Bluffs Residential Development Traffic Impact Analysis Page 1 January 2022 1 Introduction The proposed River Bluffs Residential Development is located in Castle Hayne, NC within an existing master-planned community adjacent to Chair Road. The project is bound by existing residential and mixed-use development to the north, undeveloped land to the south, the Northeast Cape Fear River to the west, and Interstate 140 to the east. Based on the current site plan, the proposed development is anticipated to consist of approximately 343 single-family detached homes to be constructed and occupied by 2024. New trips generated by the development are expected to utilize Chair Road to access NC 133/Castle Hayne Road and the surrounding roadway network. The location of the proposed development is illustrated in Figure 2, and the development’s master plan is provided in Appendix A. This traffic impact analysis (TIA) evaluates traffic operations under 2021 Existing, 2024 No-Build, and 2024 Build conditions during the AM and PM peak hours at the following five (5) study intersections: 6. N Kerr Road at NC 133/Castle Hayne Road (Signalized) 7. Chair Road at NC 133/Castle Hayne Road (Unsignalized) 8. I-140 Eastbound Ramps at NC 133/Castle Hayne Road (Signalized) 9. I-140 Westbound Ramps/Centennial Drive at NC 133/Castle Hayne Road (Signalized) 10. NC 133/Castle Hayne Road at Garden Place Drive/US 177/N College Road (Roundabout) The TIA scoping document associated with this project was reviewed and approved by the Wilmington Urban Metropolitan Planning Organization (WMPO) on November 4, 2021. This TIA scoping document is included in Appendix B for reference. Kimley-Horn was retained to determine the potential traffic impacts of this development and identify transportation improvements that may be required to accommodate these impacts in accordance with the guidelines set forth in the North Carolina Department of Transportation (NCDOT) Congestion Management Capacity Analysis Guidelines and NCDOT Policy on Street and Driveway Access to North Carolina Highways. This report presents trip generation, trip distribution, capacity analyses, and recommendations for transportation improvements required to mitigate anticipated traffic demands produced by the subject development. N Kerr Avenue River Bluffs Residential Development - Traffic Impact Analysis Figure 2 - Site Location and Study Area Map Study Intersections 1.) N Kerr Road at NC 133/Castle Hayne Road 2.) Chair Road at NC 133/Castle Hayne Road 3.) I-140 Eastbound Ramps at NC 133/Castle Hayne Road 4.) I-140 Westbound Ramp/Centennial Drive at NC 133/Castle Hayne Road 5.) Garden Place Drive/US 117/N College Road at NC 133/Castle Hayne Road 1 2 3 4 5 River Bluffs Residential Development Traffic Impact Analysis Page 3 January 2022 1.1 Existing Conditions NC 133/Castle Hayne Road is a minor arterial that varies between a two-lane undivided cross section and a four-lane undivided cross section with a two-way left-turn lane (TWLTL) and has a posted speed limit that varies between 45 miles per hour (mph) and 50 mph within the vicinity of the proposed site. Per NCDOT, NC 133/Castle Hayne Road had a 2019 Average Annual Daily Traffic (AADT) volume that ranged from 13,500 to 17,000 vehicles per day (vpd) south of Chair Road, and 10,500 to 14,000 vpd north of Chair Road. Chair Road is a two-lane, undivided local road with a posted speed limit of 30 mph within the vicinity of the proposed site. NCDOT does not provide AADT data for Chair Road. N Kerr Road is a two-lane, undivided minor arterial with a posted speed limit of 45 mph within the vicinity of the proposed site. Per NCDOT, N Kerr Road had a 2019 AADT of 9,500 vpd to the east of NC 133/Castle Hayne Road. US 117/N College Road is a two-lane, undivided principal arterial with a posted speed limit of 45 mph within the vicinity of the proposed site. Per NCDOT, US 117/N College Road had a 2019 AADT of 9,700 vpd to the southeast of NC 133/Castle Hayne Road. The existing geometry and traffic control for the study area intersections is illustrated in Figure 3. Within the study area, NCDOT STIP Project U-5863 proposes improvements along NC 133/Castle Hayne Road between I-140 (to the north) and Division Drive (to the south). The project proposes to improve two study intersections identified previously, NC 133/Castle Hayne Road at N Kerr Avenue and NC 133/Castle Hayne Road at Chair Road. These improvements were considered as part of the capacity analyses discussed later in this report. River Bluffs Residential Development - Traffic Impact Analysis Figure 3 - Existing Roadway Geometry and Traffic Control I-140 WB RampsCentennial Drive Chair Road N Kerr Avenue I-140 EB Ramps N College Road (Exit Only) Castle Hayne Road Castle Hayne Road (NC 133) (NC 133) S=260' S=190' S=190' S=90' S=175' S=200' S=100' S=150' S=150' S=250' S=300' S=175' S=250' S=175' S=225' S=225' S=275' S=175' Project Site S=270' Garden Place Drive River Bluffs Residential Development Traffic Impact Analysis Page 5 January 2022 2 Existing and Future No-Build Traffic Volume Development 2.1 2021 Existing Traffic Peak period intersection turning movement and heavy vehicle counts were performed by All Traffic Data Services from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM on Wednesday, October 27, 2021 for the study area intersections. In addition, a 13-hour turning movement count was collected on Thursday December 9, 2021 at the intersection of Chair Road with NC 133/Castle Hayne Road to facilitate a signal warrant analysis. These existing counts were balanced between the study network intersections, where appropriate. Figure 4 and Figure 5 show the 2021 Existing AM/PM peak hour traffic volumes. The raw turning movement count data are included in Appendix C. 2.2 Future Year No-Build Traffic Development Historical traffic growth represents the increase in existing traffic volumes due to usage increases and non-specific growth throughout the area (i.e., that not associated with the subject development). An annual growth rate of 2.0% was established based on NCDOT historical count data and was approved by WMPO. The growth estimation and TIA scoping document are included in Appendix B. It was assumed that the development will be built and fully occupied by 2024. The 2024 No-Build traffic volumes were estimated by increasing 2021 Existing traffic volumes at a rate of 2.0% per year for three years. The 2024 No-Build AM/PM peak hour traffic volumes are shown in Figure 6 and Figure 7. Worksheets documenting the traffic volume development are provided in Appendix D. 4 'Int 4'! 3 'Int 3'! 2 'Int 2'! 1 'Int 1'! (86) (588) (98) (72)39 (87)37 (39)44 24 351 113 175 (250) 23 (53) 187 (161) (4) (415) (168) 17 731 258 (39)33 51 423 (50) (675) (24)30 (518) (181) (4) (600) 40 697 315 138 585 60 217 (192) 152 (132) 18 (4) (567) (139) (472) (89) 172 (135) (12)15 (12)13 40 380 112 (47) 12 455 195 56 (42) 60 (4) (4) (379) (145) Rivers Bluff Residential Development - Traffic Impact Analysis Figure 4 - 2021 Existing Peak-Hour Volumes I-140 WB RampsCentennial Drive Chair Road N Kerr Avenue I-140 EB Ramps Castle Hayne Road Garden Place Drive N College Road (Exit Only) SEE FIGURE 5 Castle Hayne Road (NC 133) Project Site River Bluffs Residential Development - Traffic Impact Analysis Figure 5 - 2021 Existing Peak-Hour Volumes (Intersection 5) Garden Place Drive 4 'Int 4'! 3 'Int 3'! 2 'Int 2'! 1 'Int 1'! (91) (624) (104) (76)41 (92)39 (41)47 25 372 120 186 (265) 24 (56) 198 (171) (4) (440) (178) 18 776 274 (41)35 54 449 (53) (716) (25)32 (550) (192) (4) (637) 42 740 334 146 621 64 230 (204) 161 (140) 19 (4) (602) (148) (501) (94) 183 (143) (13)16 (13)14 42 403 119 (50) 13 483 207 59 (45) 64 (4) (4) (402) (154) River Bluffs Residential Development - Traffic Impact Analysis Figure 6 - 2024 No-Build Peak-Hour Volumes I-140 WB RampsCentennial Drive Chair Road N Kerr Avenue I-140 EB Ramps Castle Hayne Road Garden Place Drive N College Road (Exit Only) SEE FIGURE 7 Castle Hayne Road (NC 133) Project Site River Bluffs Development - Traffic Impact Analysis Figure 7 - 2024 No-Build Peak-Hour Volumes (Intersection 5) Garden Place Drive River Bluffs Residential Development Traffic Impact Analysis Page 10 January 2022 3 Project Traffic 3.1 Trip Generation The trip generation rates and equations published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition were used to estimate the trip generation potential of the proposed development. As noted previously, the proposed expansion for River Bluffs residential development is anticipated to consist of 343 single-family detached housing dwelling units (ITE Land Use Code 210). As specified by the NCDOT Congestion Management Rate Versus Equation Spreadsheet, the fitted curve equation was used for the calculation of site- generated traffic. Based on the single-use, residential nature of the land use, internal capture and pass-by trip reductions were not considered in the trip generation analysis. The estimated trip generation for the proposed River Bluffs Residential Development is summarized in Table 1 on the next page, which indicates that the development is anticipated to generate 248 trips (62 in/186 out) during the AM peak hour and 332 trips (209 in/123 out) during the PM peak hour. River Bluffs Residential Development Traffic Impact Analysis Table 1 - Trip Generation Summary AM Peak Hour PM Peak Hour Total In Out Total In Out 3,232 248 62 186 332 209 123 210 - Single-Family Detached Housing 343 DU 3,232 248 62 186 332 209 123 3,232 248 62 186 332 209 123 Internal Capture 0 0 0 0 0 0 0 Pass-By 0 0 0 0 0 0 0 Total Net New External Trips 3,232 248 62 186 332 209 123 Note: Trip generation was calculated using the following data: Daily Traffic Generation Residential Land Uses 210 - Single-Family Detached Housing ITE 210 = LN (T) = 0.92 * LN (X) + (2.71); (50 % In; 50 % Out) AM Peak-Hour Traffic Generation Residential Land Uses 210 - Single-Family Detached Housing ITE 210 = T = 0.71 * (X) + (4.8); (25 % In; 75 % Out) PM Peak-Hour Traffic Generation Residential Land Uses 210 - Single-Family Detached Housing ITE 210 = LN (T) = 0.96 * LN (X) + (0.2); (63 % In; 37 % Out) UnitsLand Use Residential Land Uses Subtotal DailyIntensity Page 11 January 2022 River Bluffs Residential Development Traffic Impact Analysis Page 12 January 2022 3.2 Trip Distribution & Assignment New external trips generated by the proposed development were distributed and assigned to the surrounding roadway network based on existing travel patterns, surrounding land uses, and the proposed site layout. The trip distribution percentages used in this analysis are as follows: 7% to/from the North via NC 133/Castle Hayne Road and US 117/N College Road 15% to/from the East via I-140 21% to/from the West via I-140 31% to/from the South via NC 133/Castle Hayne Road 26% to/from the South via N Kerr Avenue The site trip distribution and assignment detailed above was included in the TIA scoping package approved by WMPO and is illustrated in Figure 8 and Figure 9. Estimated new project trips are presented in Figure 10 and Figure 11. 3.3 Future Year Build Traffic Development The estimated River Bluffs project traffic volumes were added to the 2024 No-Build traffic volumes to develop the 2024 Build traffic volumes. The 2024 Build AM/PM peak hour traffic volumes are shown in Figure 12 and Figure 13. 4 'Int 4'! 3 'Int 3'! 2 'Int 2'! 1 'Int 1'! 31% 26% (31%) (26%) (57%) 57% (43%) (28%) (15%) 43% 22% 21% (7%) (21%) 15% 7% River Bluffs Residential Development - Traffic Impact Analysis Figure 8 - Project Trip Distribution and Assignment I-140 WB RampsCentennial Drive Chair Road N Kerr Avenue I-140 EB Ramps Garden Place Drive N College Road (Exit Only) SEE FIGURE 9 Castle Hayne Road (NC 133) 21%15% 26% 31% Project Site 7% River Bluffs Residential Development - Traffic Impact Analysis Figure 9 - Project Trip Distribution and Assignment (Intersection 5) Garden Place Drive 2% 5% 7% 4 'Int 4'! 3 'Int 3'! 2 'Int 2'! 1 'Int 1'! (0) (65) (0) (0)0 (0)0 (0)0 0 19 0 16 (54) 0 (0) 0 (0) (0) (38) (32) 0 58 48 (70) 106 35 0 (119) (0) (53)80 (35) (18) (90) (0) 27 0 52 28 14 0 0 (0) 13 (44) 0 (0) (9) (26) (46) (0) 10 (31) (0)0 (0)0 0 13 39 (0) 0 4 0 0 (0) 0 (0) (0) (15) (0) River Bluffs Residential Development - Traffic Impact Analysis Figure 10 - 2024 Build Project Trips I-140 WB RampsCentennial Drive Chair Road N Kerr Avenue I-140 EB Ramps Garden Place Drive N College Road (Exit Only) SEE FIGURE 11 Castle Hayne Road (NC 133) Project Site River Bluffs Residential Development - Traffic Impact Analysis Figure 11 - 2024 Build Project Trips (Intersection 5) Garden Place Drive 4 'Int 4'! 3 'Int 3'! 2 'Int 2'! 1 'Int 1'! (91) (689) (104) (76)41 (92)39 (41)47 25 391 120 202 (319) 24 (56) 198 (171) (4) (478) (210) 18 834 322 (111) 141 89 449 (172) (716) (78) 112 (585) (210) (94) (637) 69 740 386 174 635 64 230 (204) 174 (184) 19 (4) (611) (174) (547) (94) 193 (174) (13)16 (13)14 42 416 158 (50) 13 487 207 59 (45) 64 (4) (4) (417) (154) River Bluffs Residential Development - Traffic Impact Analysis Figure 12 - 2024 Build Peak-Hour Volumes I-140 WB RampsCentennial Drive Chair Road N Kerr Avenue I-140 EB Ramps Castle Hayne Road Garden Place Drive N College Road (Exit Only) SEE FIGURE 13 Castle Hayne Road (NC 133) Project Site River Bluffs Residential Development - Traffic Impact Analysis Figure 13 - 2024 Build Peak-Hour Volumes - Intersection 5 Garden Place Drive River Bluffs Residential Development Traffic Impact Analysis Page 19 January 2022 4 Capacity Analysis Capacity analyses were conducted under 2021 Existing, 2023 No-Build, and 2023 Build conditions using Synchro Version 11 and Sidra Intersection 9 software. Each of these software packages utilizes methodologies contained within the Highway Capacity Manual, 6th Edition (HCM6) to evaluate the operating characteristics of an intersection under given geometric, traffic control, and traffic demand scenarios. The evaluations presented throughout the remainder of this section make frequent reference to the level of service (LOS) of a given segment or intersection approach. As defined by HCM6, LOS is used to convert numeric performance measures into a letter grade-based system representative of the average traveler’s perception of the operating efficiency of an intersection. HCM6 defines six letter grades, LOS A through LOS F, where LOS A represents the best operating conditions from the traveler’s perspective, and LOS F represents the worst. However, it should be noted that the underlying complexity of traffic flow cannot be reduced to a single letter grade, and comparative analysis involves a variety of other variables, such as control delay, travel speeds, and queue length. Furthermore, roadways are not typically designed to provide operations commensurate with LOS A throughout the entirety of the day. Rather, roadways are designed, constructed, and operated such that some decline in LOS is to be expected during the peak periods of travel. In urbanized areas, LOS D is a typical target utilized by agencies. The LOS for two-way stop-controlled (TWSC) intersections is determined based on control delay on the minor street approaches and for the major street left-turn movements during the AM and PM peak hours of travel. It should be noted that it is typical for the minor street approaches of a TWSC intersection—particularly left-turn movements onto the major street—to experience long delays during the peak hours of travel. However, most of the traffic moving through the intersection (i.e., major street through movements) experiences minimal delay. The HCM6 methodology considers the possibility of two-stage turning movements via storage of up to two vehicles within a TWLTL, when present. Table 2 lists the control delay-based LOS thresholds published in HCM6 for unsignalized intersections and roundabouts, along with the nomenclature used to describe each LOS grouping herein. Table 2 – Level of Service Control Delay Thresholds for Unsignalized Intersections Level of Service Average Control Delay per Vehicle [sec/veh] A ≤ 10 Short Delays B > 10 – 15 C > 15 – 25 D > 25 – 35 Moderate Delays E > 35 – 50 F > 50 Long Delays River Bluffs Residential Development Traffic Impact Analysis Page 20 January 2022 At signalized intersections, all movements and approaches are likely to experience some delay during the peak hours of travel, and drivers are more likely to accept longer delays as they await their “turn” to proceed through the intersection. As a result, the control delay threshold bins are larger for signalized intersections, and LOS is typically reported by approach and for the overall intersection. During the peak hours of travel, one or more movements may operate poorly even while the overall intersection operates at a satisfactory LOS. Table 3 summarizes the control delay-based LOS thresholds published in HCM6 for signalized intersections. Table 3 – Level of Service Control Delay Thresholds for Signalized Intersections Level of Service Average Control Delay per Vehicle [sec/veh] A ≤ 10 B > 10 – 20 C > 20 – 35 D > 35 – 55 E > 55 – 80 F > 80 NCDOT Analysis & Mitigation Guidelines All analyses were conducted in accordance with the traffic study guidelines set forth by the NCDOT Congestion Management Capacity Analysis Guidelines and NCDOT Policy on Street and Driveway Access to North Carolina Highways, except where otherwise noted within this section. Improvements required to mitigate the traffic impacts of the proposed development were noted and recommended based on NCDOT requirements, which state that “the applicant shall be required to identify mitigation improvements to the roadway network if at least one of the following conditions exists when comparing base network conditions to project conditions: the total average delay at an intersection or individual approach increases by 25% or greater, while maintaining the same level of service the Level of Service degrades by at least one level, or Level of Service is ‘F’.” For the purposes of determining required improvements, 2024 No-Build and 2024 Build conditions are compared in the following subsections. Capacity analysis and SimTraffic queueing/blocking reports are included in Appendix F and Appendix G, respectively. River Bluffs Residential Development Traffic Impact Analysis Page 21 January 2022 4.1 N Kerr Avenue at NC 133/Castle Hayne Road Table 4 and Table 5 on the following pages summarize the LOS, control delay, Synchro 95th percentile queue lengths, and SimTraffic maximum queue lengths at the intersection of N Kerr Avenue with NC 133/Castle Hayne Road under 2021 Existing, 2024 No-Build, and 2024 Build conditions. Results As shown in Table 4 and Table 5, this intersection operates at LOS C under 2021 Existing conditions and is expected to operate at LOS D or LOS E under 2024 No-Build and 2024 Build conditions. These incremental decreases in operational efficiency are primarily attributable to a shift from protected-permissive phasing to protected-only phasing for all left-turn movements at the intersection per NCDOT Congestion Management guidelines. Movements that the greatest increases in delay when comparing No-Build to Build conditions include the southbound left-turn, westbound left-turn, and westbound right-turn movements. A supplemental analysis was conducted to provide a better understanding of the potential impact of the River Bluffs Residential Development when considering the improvements proposed as part of NCDOT STIP Project U-5863 and the likelihood that signal phasing will continue to operate as it does under 2021 Existing conditions. This analysis was conducted under the following scenarios: Scenario A: 2024 No-Build (Existing Signal Phasing) Scenario B: 2024 No-Build (Existing Signal Phasing + STIP Improvements) Scenario C: 2024 Build (Existing Signal Phasing) Scenario D: 2024 Build (Existing Signal Phasing + STIP Improvements) Signal timing was optimized independently for the AM and PM peak hours under 2024 No-Build conditions, and the same input parameters were used in the 2024 Build analyses to allow for a fair comparison between scenarios. The analysis results indicate that the intersection is expected to operate at LOS C or LOS D overall under all scenarios, with comparable delay and queueing observed under the 2024 No-Build and 2024 Build scenarios. Based on Synchro 95th percentile queue lengths and SimTraffic maximum queue lengths, right- and left-turn bay improvements are warranted on the southbound, northbound, and westbound approaches of the intersection under 2024 No-Build conditions. Recommendations The analysis results indicate that existing geometry is inadequate at this intersection, resulting in modeled queue lengths that exceed available turn bay storage on the southbound, northbound, and westbound approaches under 2024 No-Build conditions. These trends were observed regardless of signal phasing, indicating that the physical improvements proposed as part of NCDOT STIP Project U-5863 are needed absent the proposed development. When comparing 2024 No-Build conditions to 2024 Build conditions, NCDOT thresholds for mitigation are met when all left-turn phasing is converted to protected-only operation per NCDOT River Bluffs Residential Development Traffic Impact Analysis Page 22 January 2022 Congestion Management guidelines. However, when considering existing signal phasing and improvements proposed as part of STIP Project U-5863, these thresholds are not met, and site traffic has a minimal impact on operations at the intersection. Projected site traffic volumes are expected to contribute less than 10% to the total traffic loading at the intersection, and overall control delay is expected to increase by no more than six (6) seconds per vehicle under the 2024 Build supplemental scenarios summarized in Table 6 and Table 7. The improvements proposed as part of NCDOT STIP Project U-5863 should be constructed by others as planned when funding becomes available. No additional improvements are recommended as part of this TIA. River Bluffs Residential Development Traffic Impact Analysis Page 23 January 2022 Table 4 – N Kerr Avenue at NC 133 Analysis Results (AM Peak Hour) Condition Measure EB (N Kerr Avenue) WB (N Kerr Avenue) NB (NC 133/Castle Hayne Road) SB (NC 133/Castle Hayne Road) Intersection EBL EBT EBR WBL WBT WBR NBL NBTR SBL SBT SBR Existing Approach LOS (Delay) D (41.9) D (37.3) C (31.1) C (26.1) C (30.4) Movement LOS (Delay) C (32.2) D (52.3) D (39.3) D (41.5) D (43.0) C (32.1) B (10.5) C (32.2) B (15.6) C (30.3) A (7.9) Synchro 95th Q 55' 80' 65' 217' 45' 191' 19' 441' 143' 703' 14' SimTraffic Max Q 76' 103' 91' 242' 141' 212' 164' 392' 264' 508' 120' 2024 No-Build Approach LOS (Delay) E (59.7) E (55.4) D (37.7) D (51.7) D (49.5) Movement LOS (Delay) E (62.3) E (66.5) D (49.6) E (71.0) D (53.7) D (39.1) E (68.6) D (36.1) F (110.1) C (32.2) A (7.4) Synchro 95th Q 87' 98' 79' #415' 56' 257' 64' 514' #608' 866' 15' SimTraffic Max Q 98' 112' 89' 329' 228' 224' 164' 399' 275' 947' 316' 2024 Build Approach LOS (Delay) E (66.6) E (69.2) C (32.8) F (85.9) E (69.1) Movement LOS (Delay) E (68.7) E (74.4) E (55.7) F (92.0) E (59.2) D (47.9) E (75.4) C (30.7) F (234.6) C (30.2) A (6.9) Synchro 95th Q 87' 98' 79' #415' 56' 279' 64' 543' #733' 1000' 15' SimTraffic Max Q 100' 130' 112' 414' 303' 257' 164' 491' 275' 1046' 315' Existing Storage 260' 200' 190' 90' 175' 200' Notes: 1. Delay reported in seconds/vehicle. 2. # - 95th percentile volume exceeds capacity, queue may be longer. River Bluffs Residential Development Traffic Impact Analysis Page 24 January 2022 Table 5 – N Kerr Avenue at NC 133 Analysis Results (PM Peak Hour) Condition Measure EB (N Kerr Avenue) WB (N Kerr Avenue) NB (Castle Hayne Road) SB (Castle Hayne Road) Intersection EBL EBT EBR WBL WBT WBR NBL NBTR SBL SBT SBR Existing Approach LOS (Delay) D (47.8) D (48.6) D (37.5) C (20.9) C (36.3) Movement LOS (Delay) D (42.0) E (60.9) D (47.8) D (46.7) E (58.4) D (47.8) A (9.0) D (41.1) C (27.3) B (18.4) A (6.0) Synchro 95th Q 135' 87' 126' 234' 106' 365' 50' 792' 170' 327' 5' SimTraffic Max Q 130' 96' 136' 355' 294' 250' 165' 710' 212' 277' 20' 2024 No-Build Approach LOS (Delay) E (63.7) E (65.2) D (50.0) D (38.7) D (51.5) Movement LOS (Delay) E (69.8) E (72.0) D (51.7) E (75.8) E (68.1) E (57.7) E (74.5) D (47.0) E (79.2) C (22.5) A (7.8) Synchro 95th Q 174' 93' 128' #368' 118' #425' 173' 919' #393' 425' 5' SimTraffic Max Q 158' 92' 124' 508' 333' 264' 165' 843' 253' 498' 48' 2024 Build Approach LOS (Delay) E (70.6) F (89.9) D (47.6) D (53.6) E (61.3) Movement LOS (Delay) E (77.6) E (78.5) E (57.7) F (91.8) E (74.6) F (91.6) F (83.3) D (43.5) F (127.7) C (21.5) A (7.2) Synchro 95th Q 174' 93' 128' #368' 118' #581' 173' #1099' #482' 473' 5' SimTraffic Max Q 173' 94' 138' 732' 340' 265' 165' 1036' 274' 603' 18' Existing Storage 260' 200' 190' 90' 175' 200' Notes: 1. Delay reported in seconds/vehicle. 2. # - 95th percentile volume exceeds capacity, queue may be longer. River Bluffs Residential Development Traffic Impact Analysis Page 25 January 2022 Table 6 – N Kerr Avenue at NC 133 Supplemental Analysis Results (AM Peak Hour) Condition Measure EB (N Kerr Avenue) WB (N Kerr Avenue) NB (Castle Hayne Road) SB (Castle Hayne Road) Intersection EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 2024 No- Build Scenario A Approach LOS (Delay) D (43.2) D (42.5) C (29.9) C (27.1) C (31.7) Movement LOS (Delay) C (33.8) D (53.9) D (39.8) D (51.2) D (43.3) C (33.2) A (9.5) C (31.0) B (18.1) C (30.8) A (5.8) Synchro 95th Q 57' 81' 66' #250' 47' 196' 16' 438' 139' 702' 13' SimTraffic Max Q 74' 110' 84' 262' 157' 202' 164' 460' 274' 538' 59' 2024 No- Build Scenario B Approach LOS (Delay) D (43.2) D (43.0) B (18.9) C (26.4) C (28.8) Movement LOS (Delay) C (33.9) D (53.9) D (39.7) D (51.2) D (43.4) C (34.3) A (9.1) C (23.1) A (8.0) B (12.7) C (31.7) A (5.9) Synchro 95th Q 57' 82' 66' #254' 47' 204' 16' 282' 57' 126' 712' 13' SimTraffic Max Q 70' 96' 84' 194' 76' 198' 65' 316' 213' 202' 413' 24' 2024 Build Scenario C Approach LOS (Delay) D (46.0) D (40.7) C (30.5) C (29.8) C (32.9) Movement LOS (Delay) D (36.9) E (56.8) D (42.2) D (51.3) D (43.5) C (29.8) A (9.8) C (31.5) C (24.0) C (32.5) A (6.7) Synchro 95th Q 57' 81' 66' #255' 47' 208' 16' 474' #203' #881' 13' SimTraffic Max Q 76' 113' 74' 307' 224' 235' 164' 465' 275' 736' 181' 2024 Build Scenario D Approach LOS (Delay) D (45.9) D (41.6) B (18.7) C (28.1) C (29.4) Movement LOS (Delay) D (37.0) E (56.7) D (42.0) D (51.1) D (43.8) C (32.0) A (9.0) C (22.7) A (7.8) B (14.4) C (33.8) A (6.8) Synchro 95th Q 57' 82' 66' #258' 47' 222' 16' 300' 57' 150' #892' 13' SimTraffic Max Q 74' 103' 86' 222' 108' 231' 67' 330' 224' 309' 506' 19' Existing Storage 260' 200' 190' 90' 175' 200' Proposed Storage 260' 550' 275' 200' 150' 525' 525' Notes: 1. Delay represented in sec/veh. 2. # - 95th percentile volume exceeds capacity, queue may be longer. 3. Scenario A = 2024 No-Build with Existing Signal Phasing 4. Scenario B = 2024 No-Build with Existing Signal Phasing and U-5863 Improvements 5. Scenario C = 2024 Build with Existing Signal Phasing 6. Scenario D = 2024 Build with Existing Signal Phasing and U-5863 Improvements River Bluffs Residential Development Traffic Impact Analysis Page 26 January 2022 Table 7 – N Kerr Avenue at NC 133 Supplemental Analysis Results (PM Peak Hour) Condition Measure EB (N Kerr Avenue) WB (N Kerr Avenue) NB (Castle Hayne Road) SB (Castle Hayne Road) Intersection EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 2024 No- Build Scenario A Approach LOS (Delay) D (48.0) D (48.4) D (35.1) B (19.5) C (34.8) Movement LOS (Delay) D (45.9) D (54.6) D (46.9) D (55.0) D (54.6) D (42.8) A (7.0) D (38.6) C (31.1) B (14.9) A (4.8) Synchro 95th Q 121' 74' 107' #226' 93' #316' 37' 693' 162' 265' 4' SimTraffic Max Q 151' 95' 117' 408' 305' 257' 165' 858' 221' 258' 12' 2024 No- Build Scenario B Approach LOS (Delay) D (41.5) D (37.7) C (28.6) C (20.6) C (29.6) Movement LOS (Delay) D (38.1) D (49.5) D (41.2) D (39.3) D (45.9) C (34.9) A (8.6) D (35.1) A (7.2) C (26.4) B (18.4) A (6.0) Synchro 95th Q 117' 74' 107' #207' 90' 295' 41' 571' 55' 145' 285' 4' SimTraffic Max Q 123' 86' 110' 250' 159' 296' 274' 600' 225' 190' 224' 22' 2024 Build Scenario C Approach LOS (Delay) D (49.5) E (60.1) D (40.2) C (22.4) D (40.4) Movement LOS (Delay) D (47.8) E (57.9) D (46.9) E (75.5) E (57.9) D (52.2) A (6.8) D (44.0) D (40.9) B (14.4) A (4.5) Synchro 95th Q 121' 74' 107' #220' 93' #437' 37' #875' #244' 296' 4' SimTraffic Max Q 159' 89' 128' 967' 340' 265' 165' 982' 225' 286' 26' 2024 Build Scenario D Approach LOS (Delay) D (47.3) D (44.0) C (33.4) C (21.8) C (33.7) Movement LOS (Delay) D (44.1) D (54.7) D (47.1) D (46.6) D (51.0) D (41.4) A (8.3) D (40.6) A (7.7) C (33.0) B (17.0) A (5.5) Synchro 95th Q 117' 74' 107' #208' 90' #374' 41' 673' 55' #200' 318' 4' SimTraffic Max Q 145' 96' 106' 307' 425' 381' 275' 718' 225' 213' 266' 8' Existing Storage 260' 200' 190' 90' 175' 200' Proposed Storage 260' 550' 275' 200' 150' 525' 525' Notes: 1. Delay represented in sec/veh. 2. # - 95th percentile volume exceeds capacity, queue may be longer. 3. Scenario A = 2024 No-Build with Existing Signal Phasing 4. Scenario B = 2024 No-Build with Existing Signal Phasing and U-5863 Improvements 5. Scenario C = 2024 Build with Existing Signal Phasing 6. Scenario D = 2024 Build with Existing Signal Phasing and U-5863 Improvements River Bluffs Residential Development Traffic Impact Analysis Page 27 January 2022 4.2 Chair Road at NC 133/Castle Hayne Road Table 8 on the next page summarizes the LOS, control delay, Synchro 95th percentile queue lengths, and SimTraffic maximum queue lengths at the intersection of Chair Road with NC 133/Castle Hayne Road under 2021 Existing, 2024 No-Build, and 2024 Build conditions. Results All intersection approaches are anticipated to operate at LOS C or better under Existing, No-Build, and Build conditions. However, the eastbound left-turn movement is expected to operate with moderate delays and queues under the 2024 Build scenario. Through coordination with NCDOT and WMPO, this intersection was identified as a candidate for potential signalization. Therefore, the 2024 Build Improved scenario assumes the installation of a traffic signal to run in coordination with adjacent intersections on the study corridor. Traffic Signal Warrant Analysis Methodology A traffic signal warrant was performed under 2021 Existing, 2024 No-Build, and 2024 Build conditions to determine if existing and/or projected vehicular volumes exceed the thresholds established by the Manual on Uniform Traffic Control Devices (MUTCD), Part 4. The MUTCD provides the following standards: “An engineering study of traffic conditions, pedestrian characteristics, and physical characteristics of the location shall be performed to determine whether installation of a traffic control signal is justified at a particular location. The investigation of the need for a traffic control signal shall include an analysis of factors related to the existing operation and safety at the study location and the potential to improve these conditions, and the applicable factors contained in the following signal warrants: Warrant 1, Eight-Hour Vehicular Volume Warrant 2, Four-Hour Vehicular Volume Warrant 3, Peak Hour Warrant 4, Pedestrian Volume Warrant 5, School Crossing Warrant 6, Coordinated Signal System Warrant 7, Crash Experience Warrant 8, Roadway Network Warrant 9, Intersection Near a Grade Crossing The satisfaction of a traffic signal warrant or warrants shall not, in itself, require the installation of a traffic control signal.” River Bluffs Residential Development Traffic Impact Analysis Page 28 January 2022 Table 8 – Chair Road at NC133 Analysis Results Condition Measure EB (Chair Road) NB (Castle Hayne Road) SB (Castle Hayne Road) Intersection EBL EBR NBL NBT SBTR AM Peak Hour Existing Approach LOS (Delay) B (14.8) A (1.1) A (0.0) - Movement LOS (Delay) C (18.6) B (11.3) A (9.9) A (0.0) A (0.0) HCM6 95th Q 10' 5' 5' 0' 0' SimTraffic Max Q 60' 56' 69' 0' 9' 2024 No-Build Approach LOS (Delay) C (16.1) A (1.1) A (0.0) - Movement LOS (Delay) C (20.8) B (11.8) B (10.3) A (0.0) A (0.0) HCM6 95th Q 13' 5' 8' 0' 0' SimTraffic Max Q 62' 56' 68' 0' 2' 2024 Build Approach LOS (Delay) C (23.8) A (1.8) A (0.0) - Movement LOS (Delay) E (36.1) B (14.0) B (10.8) A (0.0) A (0.0) HCM6 95th Q 70' 30' 13' 0' 0' SimTraffic Max Q 166' 173' 98' 4' 22' 2024 Build Improved Approach LOS (Delay) C (21.4) A (9.6) B (14.6) B (14.0) Movement LOS (Delay) D (36.6) B (9.4) D (36.7) A (4.3) B (14.6) Synchro 95th Q 102' 56' 87' 63' 240' SimTraffic Max Q 136' 144' 127' 108' 194' PM Peak Hour Existing Approach LOS (Delay) B (13.2) A (0.6) A (0.0) - Movement LOS (Delay) C (17.1) B (10.8) A (9.0) A (0.0) A (0.0) HCM6 95th Q 8' 5' 5' 0' 0' SimTraffic Max Q 57' 64' 46' 0' 5' 2024 No-Build Approach LOS (Delay) 14.0 (B) 0.6 (A) A (0.0) - Movement LOS (Delay) C (18.7) B (11.2) A (9.3) A (0.0) A (0.0) HCM6 95th Q 8' 5' 5' 0' 0' SimTraffic Max Q 48' 64' 43' 0' 0' 2024 Build Approach LOS (Delay) C (22.3) A (2.1) A (0.0) - Movement LOS (Delay) E (35.6) B (12.9) B (10.7) A (0.0) A (0.0) HCM6 95th Q 50' 20' 23' 0' 0' SimTraffic Max Q 150' 134' 108' 0' 52' 2024 Build Improved Approach LOS (Delay) B (19.1) B (10.4) B (15.6) B (13.4) Movement LOS (Delay) D (37.0) A (6.4) D (37.4) A (3.9) B (15.6) Synchro 95th Q 81' 38' 144' 91' 226' SimTraffic Max Q 122' 137' 193' 170' 255' Existing Storage 100' 150' Notes: 1. Delay represented in sec/veh. 2. HCM6 outputs assumes 1 vehicle storage in TWLTL flush median. 3. 2024 Build Improved includes signalization. River Bluffs Residential Development Traffic Impact Analysis Page 29 January 2022 For the purposes of this analysis, Warrant 1 – Eight-Hour Vehicular Volume, Warrant 2 – Four- Hour Vehicular Volume, and Warrant 3 – Peak Hour were studied. As noted in Section 2.1, a 13- hour turning movement count was collected at the study intersection from 6:00AM to 7:00PM on Thursday, December 9, 2021. These traffic volumes were used directly to develop 2021 Existing traffic volumes for the signal warrant analysis and increased at a rate of 2.0% per year to estimate 2024 No-Build traffic volumes. The hourly distribution of site traffic volumes was estimated using data in Appendix A of the ITE Trip Generation Manual, 10th Edition. The total daily trip generation potential of the proposed development was multiplied by the approximate percentage occurring during each hour as specified by ITE. The resultant trips were then assigned to each turning movement at the intersection based on the distribution and assignment specified in Section 3.2. 2024 Build traffic volumes were estimated by summing these site traffic volumes with the 2024 No-Build traffic volumes. Right-turning vehicles experience fewer conflicts than left-turning or through vehicles and can enter the main road with less delay. Therefore, the volume of vehicles making the eastbound right-turn movement onto NC 133/Castle Hayne Road from Chair Road were excluded from the analysis. A copy of the hourly volume development data can be found in Appendix E. Signal Warrant Analysis Results The results of the signal warrant analysis are summarized in Table 9. It should be noted that the 70% volume conditions specified by the MUTCD were assumed applicable to the study intersection based on the posted speed limit on NC 133/Castle Hayne Road (50 mph > 40 mph). Table 9 – Traffic Signal Warrant Analysis Summary (NC 133 at Chair Road) Warrant1 2021 Existing Conditions 2024 No-Build Conditions 2024 Build Conditions 1A (Eight Hour) Not Satisfied Not Satisfied Not Satisfied (1 hour met) 1B (Eight Hour) Not Satisfied Not Satisfied Satisfied (13 hours met) 1C (Eight Hour) Not Satisfied Not Satisfied Not Satisfied (11 hours met of Condition B) 2 (Four Hour) Not Satisfied Not Satisfied Satisfied (11 of 4 hours met) 3 (Peak Hour) Not Satisfied Not Satisfied Satisfied (4 hours met) The results shown in Table 8 suggest that a traffic signal will be warranted at the intersection of NC 133/Castle Hayne Road with Chair Road under 2024 Build conditions. However, since warrants are not met under Existing or No-Build traffic volumes, further coordination with NCDOT and WMPO is needed regarding the potential for the installation of a traffic signal at this location. Signal warrant analysis results are provided in Appendix E. Recommendations Based on the capacity analysis and signal warrant analysis results presented here, the installation of a traffic signal at the intersection of NC 133/Castle Hayne Road with Chair Road is recommended as part of this TIA. River Bluffs Residential Development Traffic Impact Analysis Page 30 January 2022 4.3 I-140 Eastbound Ramp at NC 133/Castle Hayne Road Table 10 below summarizes the LOS, control delay, Synchro 95th percentile queue lengths, and SimTraffic maximum queue lengths at the intersection of the I-140 Eastbound Ramp with NC 133/Castle Hayne Road under 2021 Existing, 2024 No-Build, and 2024 Build conditions. Table 10 – I-140 Eastbound Ramp at NC 133 Analysis Results Condition Measure WB (I-140 EB Off Ramp) NB (Castle Hayne Road) SB (Castle Hayne Road) Intersection WBLR NBT NBR SBL SBT AM Peak Hour Existing Approach LOS (Delay) D (39.1) B (12.6) B (16.9) C (21.1) Movement LOS (Delay) D (39.1) B (17.1) A (2.4) B (17.8) B (16.8) Synchro 95th Q 253' 105' 28' m0 230' SimTraffic Max Q 195' 143' 63' 92' 152' 2024 No-Build Approach LOS (Delay) D (37.4) B (14.6) B (23.0) C (24.1) Movement LOS (Delay) D (37.4) B (19.8) A (2.9) C (32.2) C (22.1) Synchro 95th Q 264' 124' 36' m67' m254' SimTraffic Max Q 197' 126' 65' 103' 160' 2024 Build Approach LOS (Delay) D (38.6) B (14.9) C (22.8) C (24.0) Movement LOS (Delay) D (38.6) C (20.2) A (3.0) C (32.3) C (21.9) Synchro 95th Q 284' 140' 43' m68' m243' SimTraffic Max Q 195' 154' 84' 111' 174' PM Peak Hour Existing Approach LOS (Delay) D (40.6) B (12.6) B (12.2) B (18.2) Movement LOS (Delay) D (40.6) B (16.1) A (2.6) B (13.7) B (11.9) Synchro 95th Q 239' 156' 38' m69 135' SimTraffic Max Q 196' 157' 94' 114' 109' 2024 No-Build Approach LOS (Delay) D (41.4) B (15.4) B (17.2) C (21.4) Movement LOS (Delay) D (41.4) B (19.5) B (3.7) D (38.5) B (13.2) Synchro 95th Q #301' 181' 55' m77' 153' SimTraffic Max Q 193' 166' 95' 142' 130' 2024 Build Approach LOS (Delay) D (40.5) B (16.6) B (16.6) C (21.7) Movement LOS (Delay) D (40.5) C (21.3) A (3.7) D (35.6) B (13.4) Synchro 95th Q #366' 191' 60' m73' 150' SimTraffic Max Q 199' 171' 105' 165' 145' Existing Storage 150' 250' Notes: 1. Delay represented in sec/veh. 2. m - Volume for 95th percentile queue is metered by upstream signal. 3. # - 95th percentile volume exceeds capacity, queue may be longer. River Bluffs Residential Development Traffic Impact Analysis Page 31 January 2022 Results This intersection is expected to operate at LOS C or better under 2021 Existing, 2024 No-Build, and 2024 Build conditions, with minimal increases in delay and queueing as site traffic is added. Recommendations Site traffic associated with the proposed project is expected to have a negligible impact on delay and queueing at this intersection. Therefore, no improvements are recommended at this intersection as part of this TIA. River Bluffs Residential Development Traffic Impact Analysis Page 32 January 2022 4.4 Centennial Drive/I-140 Westbound Ramp at NC 133/Castle Hayne Road Table 11 on the next page summarizes the LOS, control delay, Synchro 95th percentile queue lengths, and SimTraffic maximum queue lengths at the intersection of Centennial Drive / I-140 Westbound Ramp with NC 133/Castle Hayne Road under 2021 Existing, 2024 No-Build, and 2024 Build conditions. Results This intersection is expected to operate at LOS B or C overall under 2021 Existing, 2024 No- Build, and 2024 Build conditions. All approaches and movements are expected to operate at LOS D or better under all analyzed scenarios except the westbound left-turn movement, which is expected to operate at LOS E with or without the addition of site traffic associated with the proposed project. Delays and queues are expected to increase negligibly upon the addition of site traffic otherwise. Recommendations Site traffic contributes minimally to increases in delay and queue length at this intersection. Therefore, no improvements are recommended at this intersection as a part of this TIA. River Bluffs Residential Development Traffic Impact Analysis Page 33 January 2022 Table 11 – I-140 Westbound Ramp at NC 133 Analysis Results Condition Measure EB (Centennial Drive) WB (I-140 WB On/Off Ramp) NB (Castle Hayne Road) SB (Castle Hayne Road) Intersection EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR AM Peak Hour Existing Approach LOS (Delay) C (29.1) C (28.8) B (12.7) B (10.7) B (15.4) Movement LOS (Delay) C (33.3) C (32.7) C (24.6) D (35.7) C (24.3) B (12.5) A (7.5) B (15.3) A (5.6) A (8.3) B (11.7) B (13.3) Synchro 95th Q 25' 23' 23' 126' 52' 30' m19' 68' m25' 82' 122' 14' SimTraffic Max Q 49' 55' 49' 188' 93' 69' 44' 112' 94' 131' 118' 15' 2024 No-Build Approach LOS (Delay) C (28.9) D (41.7) B (21.1) C (21.6) C (25.4) Movement LOS (Delay) C (34.0) C (32.7) C (21.6) E (59.9) C (22.0) A (7.2) D (43.9) C (22.0) A (9.6) D (39.3) B (14.3) B (15.0) Synchro 95th Q 28' 25' 23' #224' 55' 24' m50' 132' m30' 164' 142' 16' SimTraffic Max Q 49' 43' 51' 228' 134' 98' 74' 126' 104' 249' 156' 26' 2024 Build Approach LOS (Delay) C (28.9) D (43.5) B (18.9) C (21.7) C (24.9) Movement LOS (Delay) C (34.0) C (32.7) C (21.6) E (61.8) C (22.0) A (7.2) D (43.3) B (19.9) A (9.8) D (39.3) B (14.3) B (15.0) Synchro 95th Q 28' 25' 23' #239' 55' 24' m49' m93' m40' 164' 143' 16' SimTraffic Max Q 60' 45' 53' 239' 169' 63' 79' 112' 114' 232' 153' 19' PM Peak Hour Existing Approach LOS (Delay) C (29.3) C (30.1) B (10.3) A (9.7) B (13.4) Movement LOS (Delay) C (33.1) C (32.8) C (27.6) C (35.3) C (21.8) B (14.1) A (6.2) B (12.0) A (3.5) A (7.4) B (10.6) B (12.5) Synchro 95th Q 22' 22' 47' 106' 8' 28' m2' 202' m16' 60' 100' 6' SimTraffic Max Q 56' 45' 80' 166' 34' 90' 20' 140' 81' 121' 119' 6' 2024 No-Build Approach LOS (Delay) C (29.5) D (44.0) B (12.5) B (18.9) B (19.4) Movement LOS (Delay) C (32.2) C (32.8) C (27.8) E (55.0) C (21.8) B (10.9) D (47.0) B (14.2) A (4.4) D (40.1) B (10.9) B (12.5) Synchro 95th Q 23' 23' 49' #180' 8' 24' m4' 233' m37' 133' 107' 6' SimTraffic Max Q 43' 49' 89' 181' 40' 103' 19' 151' 93' 200' 168' 11' 2024 Build Approach LOS (Delay) C (29.5) D (46.8) B (12.0) B (19.0) B (19.9) Movement LOS (Delay) C (33.2) C (32.8) C (27.8) E (56.7) C (21.5) B (10.7) D (47.5) B (13.9) A (4.7) D (40.1) B (11.3) B (12.5) Synchro 95th Q 23' 23' 49' #225' 8' 24' m4' m231' m45' 133' 111' 6' SimTraffic Max Q 54' 47' 89' 195' 39' 79' 26' 136' 88' 185' 159' 19' Existing Storage 300' 175' 225' 225' 250' 175' 275' 175' Notes: 1. Delay represented in sec/veh. 2. m - Volume for 95th percentile queue is metered by upstream signal. 3. # - 95th percentile volume exceeds capacity, queue may be longer. River Bluffs Residential Development Traffic Impact Analysis Page 34 January 2022 4.5 Garden Place Drive/US 117/N College Road at NC 133/Castle Hayne Road Table 12 below summarizes the LOS, control delay, v/c ratio, and SIDRA 95th percentile queue lengths at the intersection of Garden Place Drive/US 117/N College Road at NC 133/Castle Hayne Road under 2021 Existing, 2024 No-Build, and 2024 Build conditions. Table 12 – Garden Place Drive/US 117/N College Road at NC 133 Analysis Results Condition Measure EB (Garden Place Drive) NWB (N College Road) NB (Castle Hayne Road) SB (Castle Hayne Road) Intersection EBLRR NWLTRR NBLTRR SBLTRR AM Peak Hour Existing Approach LOS (Delay) A (9.0) A (7.1) B (10.4) C (17.7) B (14.4) v/c = 0.82 SIDRA 95th Q 4' 38' 66' 369' 2024 No-Build Approach LOS (Delay) A (9.6) A (7.4) B (11.3) C (20.7) C (16.5) v/c = 0.86 SIDRA 95th Q 5' 41' 76' 465' 2024 Build Approach LOS (Delay) A (9.6) A (7.5) B (11.7) C (21.1) C (16.8) v/c = 0.86 SIDRA 95th Q 5' 42' 83' 469' PM Peak Hour Existing Approach LOS (Delay) A (5.2) B (13.1) B (10.2) A (7.2) A (9.8) v/c = 0.55 SIDRA 95th Q 2' 107' 101' 81' 2024 No-Build Approach LOS (Delay) A (5.6) C (16.8) B (12.0) A (7.9) B (11.7) v/c = 0.64 SIDRA 95th Q 3' 149' 158' 97' 2024 Build Approach LOS (Delay) 5.7 (A) 17.6 (C) 12.3 (B) 8.1 (A) B (12.1) v/c = 0.66 SIDRA 95th Q 3' 160' 167' 100' Existing Storage Notes: 1. Delay represented in sec/veh. Results This intersection is expected to operate with short delays on all approaches under 2021 Existing, 2024 No-Build, and 2024 Build conditions. The intersection is expected to operate at a volume- to-capacity ratio of 0.86 under 2024 No-Build and 2024 Build conditions, with moderate queues on the southbound approach. However, these operations are expected with or without traffic associated with the proposed development. Recommendations Site traffic associated with the proposed project is expected to have a negligible impact on delay and queueing at this intersection. Therefore, no improvements are recommended at this intersection as a part of this TIA. River Bluffs Residential Development Traffic Impact Analysis Page 35 January 2022 5 Conclusion The purpose of this TIA is to evaluate the potential traffic impacts of the proposed River Bluffs Residential Development in Castle Hayne, NC. The project is bound by existing residential and mixed-use development to the north, undeveloped land to the south, the Northeast Cape Fear River to the west, and Interstate 140 to the east. Based on the current site plan, the proposed development is anticipated to consist of approximately 343 single-family detached homes to be constructed and occupied by 2024. Traffic operations were evaluated under 2021 Existing, 2024 No-Build, and 2024 Build conditions. Based on the results of these analyses, the following improvements are recommended at the study intersections: NC 133/Castle Hayne Road at N Kerr Avenue Analysis results indicate that existing geometry is inadequate at this intersection. However, the physical improvements proposed as part of NCDOT STIP Project U-5863 are needed with or without the proposed development. Therefore, these improvements should be constructed by others as planned when funding becomes available. NC 133/Castle Hayne Road at Chair Road Install a fully actuated traffic signal to run in coordination with adjacent signals on the NC 133/Castle Hayne Road corridor. Recommended improvements are summarized in Figure 14. River Bluffs Residential Development - Traffic Impact Analysis Figure 14 - 2024 Build Recommended Geometry and Traffic Control I-140 WB RampsCentennial Drive Chair Road N Kerr Avenue I-140 EB Ramps N College Road (Exit Only) NC 133/ Castle Hayne Road S=260' S=275' S=525' S=525' S=100' S=150' S=150' S=250' S=300' S=175' S=250' S=175' S=225' S=225' S=275' S=175' Project Site S=270' Garden Place Drive S=550' S=150' S=200' S=100' River Bluffs Residential Development Traffic Impact Analysis Appendix A – Proposed Development Site Plan River Bluffs Residential Development Traffic Impact Analysis Appendix B – TIA Scoping Document Traffic Impact Analysis: Scoping The purpose of this document is to outline and streamline the Traffic Impact Analysis (TIA) scoping process. The process is as follows: Contact the Wilmington Metropolitan Planning Organization (WMPO) to determine if a TIA will be required for the development you are proposing within the WMPO Planning Area Boundary. If a TIA is required, the WMPO will coordinate with the Applicant, NCDOT and the governing planning department to set a scoping meeting. The Applicants Traffic Engineer shall fill out the checklist below in its entirety in as much detail as possible, include all exhibits and documentation as noted in the checklist and provide it to the WMPO representative no later than 3 business days prior to the date of the scoping meeting. The Applicant’s Traffic Engineer (and other interested representatives from the Applicants Design Team) shall attend the scoping meeting. Once the scope has been established and agreed upon, the WMPO will coordinate with NCDOT and the governing Planning department to finalize a formal scoping letter. If the checklist is completed in sufficient detail, the scoping letter should be issued within 10 business days of the date of the scoping meeting. The Applicant shall submit the TIA to the WMPO, NCDOT, and governing planning agency for review. Once the TIA has been received, an estimated review schedule will be provided based on caseload of the reviewing agencies and the complexity of the TIA. TIA Scoping Checklist: 1. Engineering Firm of Record: _Kimley-Horn_________________________________ 2. Contact information: Jonathan Guy Email _jonathan.guy@kimley-horn.com________________ Address _115 Fairchild Street, Suite 250, Charleston, SC 29492 Phone Number___704.488.3055 3. Development Name: River Bluffs Residential Development 4. Tax Parcel ID #: R02400-002-184-000, R02400-002-001-000, R02400-002-010-000, R02400-002-003-000, R02500-001-224-000 1 2 3 4 5 2 5. Site Address(s): 1100 Chair Road, Castle Hayne 28429 _________________ ________________________________________________ 6. Development Concept: a. Provide a site plan or conceptual bubble diagram (include road circulation pattern and access points). See Figure 1 7. Is the development proposed to be built in a single or multiple phases? SINGLE MULTIPLE 8. What is the proposed build out year(s)? _2024____________ 9. Proposed Intersections to be studied: (see Figure 2 Attached) Castle Hayne Road at US 176/NC 132 N. College Road (Roundabout) Castle Hayne Road at I-140 Outer Loop Ramp/Centennial Drive Castle Hayne Road at I-140 Inner Loop Ramp Castle Hayne Road at Chair Road (unsignalized) Castle Hayne Road at N. Kerr Road (signalized) 10. Site Trip Generation: a. Provide a trip generation estimate using the ITE Trip Generation Manual. i. See Figure 3 b. Provide pass-by and internal capture reduction calculations if applicable. i. Not applicable for this development 11. Review by NCDOT Congestion Management? YES NO Answer yes if it is one or more of the following: A proposed school Estimated average daily trips equal or exceed 10,000/day Within the area of a known Transportation Improvement Project (TIP) www.NCDOT.org/planning/development/TIP/Tip 12. Site Trip Distribution: a. Provide an exhibit to illustrate proposed site trip distribution patterns. Please see the attached example indicating the level of detail needed. i. See Figure 4 b. Provide an exhibit to illustrate proposed pass-by site trip distribution patterns. Please see the attached example indicating the level of detail needed. i. Not applicable for this development 3 13. Approved Adjacent Developments: a. Contact the local jurisdiction’s planning department to obtain information on all development that has been approved yet not granted certificates of occupancy within a five-mile radius of the proposed development boundary b. Provide supporting documentation (email is acceptable) from the governing authority. 14. Roadway or Intersection improvements (planned and funded or required by others based on an approved TIA) within the General Study Area: _U-5954 – Construction of a roundabout at N. 23rd Street; R/W in 2025 with construction in 2027 _U-5863 – widening of NC 133 from I-140 to Division Drive; R/W in 2025. Construction unfunded ________________________________________________ 15. Growth Factor: 1% Other 2% (provide supporting methodology/reasoning) – see attached data 16. Hours of Study: Weekday (7:00 AM – 9:00 AM) and (4:00 PM – 6:00 PM) Other ________ (provide supporting methodology/reasoning) 17. Data Collection: While traditional school is in session Other ________ (provide supporting methodology/reasoning) 18. Methods of Study: (to be performed using the NCDOT approved version of SYNCHRO/SimTraffic) a. Existing Conditions b. Background Future No-Build Conditions [existing + background growth + approved developments + committed improvements] c. Combined Future Build Conditions [background + site trips] d. Combined [Future Build Conditions/Traffic with Improvements to mitigate the proposed development’s impacts] e. Additional Scenarios as warranted; A request for a control of access break or modification A request for a median modification or break TIP design year analysis 19. Include Traffic Signal Warrant Analysis: YES NO List locations: ________________________________________________ ________________________________________________ ________________________________________________ 4 20. Note: a. The TIA report shall be prepared following NCDOT Congestion Management guidelines and signed and sealed by a Professional Engineer. Any deviations must be approved prior to submitting the TIA. Failure to do so will result in an invalid submittal. https://connect.ncdot.gov/resources/safety/Pages/Congestion-Management.aspx b. Unless proposed by the project developer, any improvements shown as needed for the background no-build condition shall reflect programmed and funded State/Municipal projects or those required as mitigation for surrounding approved development. Should improvements outside those listed above be included, the TIA is considered invalid and will not be reviewed. c. If the developer wishes to phase recommended/required improvements, the TIA shall be phased accordingly. d. If any changes occur (including but not limited to; land use, intensity and/or site access) additional scoping and analysis may be required. e. Data collected or analysis performed prior to an official scoping letter is issued may be considered invalid. f. Scoping letters typically remain valid for three months from the date of issuance. River Bluffs Residential Development Figure 1 –Site Plan River Bluffs Residential Development Legend -Study Area Intersections (Existing Intersections) 1 2 3 1.Castle Hayne Road at US 176/NC 132 N. College Road (Roundabout) 2.Castle Hayne Road at I-140 Outer Loop Ramp/Centennial Drive (signalized) 3.Castle Hayne Road at I-140 Inner Loop Ramp (signalized) 4.Castle Hayne Road at Chair Road (unsignalized) 5.Castle Hayne Road at N. Kerr Road (signalized) 4 5 SITE Figure 2 –Study Area Intersections Table 1 - Trip Generation AM Peak Hour PM Peak Hour Total In Out Total In Out Single-Family Homes 343 DU 3,232 248 62 186 332 209 123 Net New External Trips 3,232 248 62 186 332 209 123 Land Use Intensity Daily River Bluffs Residential Development Figure 3 –Trip Generation River Bluffs Residential Development Figure 4 –Distribution & Assignment Centennial Drive 31% 2% 22 % (1 5 % ) 57 % (41%) (7 % ) (2 1 % ) 7% 15% (2 8 % ) 5% (2 % ) (5 % ) 2% (57%) 21% 5% 15%21% (2 6 % ) 26% 31 % (3 1 % ) 0% 0%26% Chair Road N. Kerr Ave Source: NCDOT SITE Figure 7 -NCDOT AADT Volumes River Bluffs Residential Development 2019 –17,000 vpd 2019 –13,500 vpd 2019 –14,000 vpd 2019 –12,000 vpd 2019 –10,500 vpd 2019 –12,500 vpd Source: NCDOT SITE Figure 9 -NCDOT STIP Projects River Bluffs Residential Development Figure 9 -NCDOT STIP Projects River Bluffs Residential Development Source: NCDOT November 4, 2021 Mr. Jonathan Guy, PE Kimley-Horn Associates 115 Fairchild Street, Suite 250 Charleston, SC 29492 RE: Scope approval for the Traffic Impact Analysis (TIA) associated with the proposed River Bluffs residential development in New Hanover County, NC Dear Mr. Guy, Based on the information provided and conversations held to date, it is our understanding that the proposed development will consist of: • ITE Code 210 – Single family detached – 343 DU The proposed build out year is 2024. Below please find the scope to be used for the Traffic Impact Analysis: 1. Data Collection - Analysis Parameters: a) Study Intersections i. For existing intersections, provide turning movement counts for weekday AM (7:00am-9:00am) and afternoon PM (1:30pm-6:00pm) travel periods, signal timing (if applicable), and lane geometry. • US 117/NC 132 N. College Road and Castle Hayne Road (NC 133) (roundabout) • I-140 Westbound Ramp/Centennial Drive and Castle Hayne Road (NC 133) • I-140 Eastbound Ramp and Castle Hayne Road (NC 133) • Castle Hayne Road (NC 133) and Chair Road (13 hr counts for signal warrant analysis)* • Castle Hayne Road (NC 133) and North Kerr Avenue *Note: NCDOT Congestion Management Unit does not recommend realignment of Chair Road to oppose I-140 Eastbound Ramp. If applicant proposes this option, please provide a second future build scenario for comparison. b) Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions i. Site Trip Generation Estimate • See attached trip generation River Bluffs Residential Traffic Impact Analysis (TIA) Scope (New Hanover) Page 2 of 3 ii. Site Trip Distribution • To be submitted and approved prior to use in TIA. iii. Adjacent Development (approved but not yet built): • N/A iv. Planned Roadway Improvements • N/A v. Background Traffic Assumptions • Phase 1 – 2024 • Growth rate – 2% per year 2. Capacity Analysis: Week day AM & PM Peak Hour a) Technical Analysis i. 2021 Existing Conditions ii. 2024 Future No-Build [Existing + 2% background growth] iii. 2024 Build Conditions [Existing + 2% background growth + site trips] iv. 2024 Build Conditions w/ Mitigation [Existing + 2% background growth + site trips + improvements] Final Report Submittal: a) Completed TIA Application b) Signed and sealed by a NC Professional Engineer c) Electronic copies to include PDF of TIA, appendices and original Synchro analysis and output files 3. Notes: a) This scope shall remain valid for three months from the date of this letter. b) Please note that if any changes occur (including but not limited to: land use, intensity, signal phasing, and/or site access) additional analysis may be required. Please contact me at (910) 473 – 5130 with any questions regarding this scope. Sincerely, Scott A. James, PE Transportation Planning Engineer Wilmington Urban Area MPO River Bluffs Residential Traffic Impact Analysis (TIA) Scope (New Hanover) Page 3 of 3 Attachments: Traffic Impact Analysis Supplemental Guidelines Scoping request packet with Trip Generation Summary and Site Map (provided by Kimley-Horn) ec: Ben Hughes, PE, District Engineer, NCDOT Jessi Leonard, PE, Division Traffic Engineer, NCDOT Stonewall Mathis, PE, Deputy Division Traffic Engineer, NCDOT Madi Lee, EI, Development Review Engineer, NCDOT Ken Vafier, Director of Planning, New Hanover County Nicole Smith, Senior Planner, New Hanover County Denys Vielkanowitz, PE, City Traffic Engineer, City of Wilmington Thomas Bradshaw, PE, ITS Engineer, City of Wilmington Mike Kozlosky, Executive Director, WMPO Bill McDow, Associate Planner, WMPO River Bluffs Residential Development Traffic Impact Analysis Appendix C – Existing Traffic Counts (303) 216-2439www.alltrafficdata.net Location:#1 US-117 & BOWMAN DR AM Wednesday, October 27, 2021Date: Peak Hour - Motorized Vehicles Note: Total study counts contained in parentheses. Peak Hour:07:00 AM - 08:00 AM Peak 15-Minutes:07:30 AM - 07:45 AM Peak Hour - Pedestrians/Bicycles on Crosswalk 0 0 0 0 0 0 0 0 1 5 0 0 0 2 0 0 0 43 4 50 0 2 0 402 15 0 0 0276 0 0 3 8 1 01 0 0 023 6 0.80 0.50 0.00 94 2 51 8 0.89 (9 5 6 ) (1 , 6 0 0 ) 8 3 (5) (15) 0 2 () (2) 45 5 24 6 (4 4 3 ) (7 5 1 ) 0.89 512 294 (885) (541) US-117 BO W M A N D R US-117 CASTLE HAYNE RD GA R D E N P L D R 0.89 N S EW 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 W E S N Traffic Counts - Motorized Vehicles WestboundIntervalStart Time U HL L BL T BR R HR Northwestbound U HL L BL T BR R HR Northbound U HL L BL T BR R HR Northeastbound U HL L BL T BR R HR 7:00 AM 0 0 1 0 44 0 0 0 0 0 0 71 0 0 0 30 0 0 0 0 0 0 0 7:15 AM 0 2 0 0 59 0 0 0 1 0 0 61 0 0 0 20 0 0 0 0 0 0 0 7:30 AM 0 4 0 0 75 0 0 0 2 0 0 78 0 0 0 30 0 0 0 0 0 0 0 7:45 AM 1 2 0 0 58 0 0 0 0 0 0 66 0 0 0 70 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 52 0 0 0 0 0 0 63 0 0 0 40 0 0 0 0 0 0 0 8:15 AM 0 2 0 0 51 0 0 0 0 0 0 58 0 0 0 40 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 48 0 0 0 0 0 0 54 0 0 0 00 0 0 0 0 0 0 0 8:45 AM 0 1 0 0 43 0 0 0 0 0 0 62 0 0 0 20 0 0 0 0 0 0 0 Count Total 1 11 1 0 430 0 0 0 3 0 0 513 0 0 0 250 0 0 0 0 0 0 0 1 8 1 0 236 0 0 0 3 0 0 276 0 0 0 15Peak Hour 0 0 0 0 0 0 0 0 Total EastboundInterval Start Time Rolling HourU HL L BL T BR R HR Southeastbound U HL L BL T BR R HR Southbound U HL L BL T BR R HR Southwestbound U HL L BL T BR R HR 7:00 AM 322 1,4902 0 0 0 72 128 0 00 0 1 0 0 0 0 0 7:15 AM 350 1,4401 0 0 0 87 132 2 00 0 1 0 0 0 1 1 7:30 AM 419 1,4161 0 2 0 129 122 0 00 0 0 0 0 0 3 0 7:45 AM 399 1,2690 0 0 0 146 118 0 00 0 0 0 0 0 1 0 8:00 AM 272 1,1091 0 0 0 77 74 1 00 0 0 0 0 0 0 0 8:15 AM 3262 0 0 0 85 120 1 00 0 2 0 0 0 0 1 8:30 AM 2721 0 0 0 64 101 0 00 0 1 0 0 0 0 3 8:45 AM 2390 0 0 0 60 71 0 00 0 0 0 0 0 0 0 Count Total 2,5998 0 2 0 720 866 4 00 0 5 0 0 0 5 5 1,490Peak Hour 4 0 2 0 434 500 2 00 0 2 0 0 0 5 1 Peak Rolling Hour Flow Rates Vehicle Type Westbound U HL L BL T BR R HR Northwestbound U HL L BL T BR R HR Northbound U HL L BL T BR R HR Northeastbound U HL L BL T BR R HR Articulated Trucks 0 0 0 0 3 0 0 0 0 0 0 4 0 0 0 10 0 0 0 0 0 0 0 Lights 0 6 1 0 221 0 0 0 2 0 0 264 0 0 0 140 0 0 0 0 0 0 0 Mediums 1 2 0 0 12 0 0 0 1 0 0 8 0 0 0 00 0 0 0 0 0 0 0 Count Total 1 8 1 0 236 0 0 0 3 0 0 276 0 0 0 150 0 0 0 0 0 0 0 Vehicle Type Total Eastbound U HL L BL T BR R HR Southeastbound U HL L BL T BR R HR Southbound U HL L BL T BR R HR Southwestbound U HL L BL T BR R HR Articulated Trucks 120 0 0 0 0 4 0 00 0 0 0 0 0 0 0 Lights 1,4273 0 1 0 423 482 2 00 0 2 0 0 0 5 1 Mediums 511 0 1 0 11 14 0 00 0 0 0 0 0 0 0 Count Total 1,4904 0 2 0 434 500 2 00 0 2 0 0 0 5 1 CASTLE HAYNE RD CASTLE HAYNE RDCENTENNIAL DRCENTENNIAL DR (303) 216-2439www.alltrafficdata.net Location:#2 CASTLE HAYNE RD & CENTENNIAL DR AM Wednesday, October 27, 2021Date: Peak Rolling Hour Flow Rates Peak Hour - Motorized Vehicles Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour:07:00 AM - 08:00 AM Peak 15-Minutes:07:00 AM - 07:15 AM 662 442 288 320 523645 46 112 0.93 N S EW 0.89 0.93 0.82 0.31 (804)(1,143) (539) (507) (172) (49) (946)(1,194) 12 0 19 5 56 60 172 18 13 15 0 0 45 5 40 37 1 11 2 0 CENTENNIAL DR CENTENNIAL DR CASTLE HAYNE RD CASTLE HAYNE RD 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundIntervalStart Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 9 84 0 56 1270 11 13 0 35 14 409 0 0 0 01,51913 15 28 4 7:15 AM 0 8 74 0 41 1280 2 0 0 45 18 360 0 0 0 01,4234 12 26 2 7:30 AM 0 11 114 0 44 1120 2 0 0 40 15 389 0 0 0 01,3801 13 35 2 7:45 AM 0 12 99 0 54 880 0 0 0 52 13 361 0 0 0 01,2700 16 23 4 8:00 AM 0 9 82 0 39 830 0 0 0 54 12 313 0 0 0 01,1580 12 20 2 8:15 AM 0 5 84 0 37 1120 0 0 0 43 5 317 0 0 0 01 9 19 2 8:30 AM 1 3 83 0 16 910 0 0 0 46 7 279 0 0 0 00 9 21 2 8:45 AM 0 5 74 0 17 790 0 1 0 38 7 249 0 0 0 01 9 17 1 Vehicle Type Left Thru Right Eastbound U-Turn Westbound Northbound Southbound TotalLeftThruRightU-Turn Left Thru RightU-TurnLeftThruRightU-Turn Articulated Trucks 0 6 3 6 6 00 0 0 1 0 0 220 0 0 0 Lights 40 358 95 169 434 1215 13 18 171 60 55 1,4400 0 0 0 Mediums 0 7 14 20 15 00 0 0 0 0 1 570 0 0 0 Total 15 13 18 172 60 56 40 371 112 195 455 12 1,5190 0 0 0 CASTLE HAYNE RD CASTLE HAYNE RDI-140 INNER LOOP RAMPI-140 INNER LOOP RAMP (303) 216-2439www.alltrafficdata.net Location:#3 CASTLE HAYNE RD & I-140 INNER LOOP RAMP AM Wednesday, October 27, 2021Date: Peak Rolling Hour Flow Rates Peak Hour - Motorized Vehicles Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour:07:00 AM - 08:00 AM Peak 15-Minutes:07:30 AM - 07:45 AM 640 524 369 198 444731 0 0 0.91 N S EW 0.90 0.87 0.86 0.00 (952)(1,186) (634) (372) () () (876)(1,372) 0 160 217 0 152 0 0 0 0 0 57 9 0 30 6 13 8 0 I-140 INNER LOOP RAMP I-140 INNER LOOP RAMP CASTLE HAYNE RD CASTLE HAYNE RD 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundIntervalStart Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 0 76 1 26 1420 0 0 0 27 0 356 0 0 0 01,4530 48 36 0 7:15 AM 0 0 57 0 14 1630 0 0 0 34 0 350 0 0 0 01,4090 47 35 0 7:30 AM 0 0 94 0 13 1450 0 0 0 43 0 399 0 0 0 01,4010 64 40 0 7:45 AM 0 0 79 0 7 1290 0 0 0 48 0 348 0 0 0 01,3050 58 27 0 8:00 AM 0 0 78 0 9 1200 0 0 0 39 0 312 0 0 0 01,2430 38 28 0 8:15 AM 0 0 73 0 11 1510 0 0 0 33 0 342 0 0 0 00 32 42 0 8:30 AM 0 0 76 0 7 1260 0 0 0 27 0 303 0 0 0 00 33 34 0 8:45 AM 0 0 64 0 6 1160 0 0 0 29 0 286 0 0 0 00 34 37 0 Vehicle Type Left Thru Right Eastbound U-Turn Westbound Northbound Southbound TotalLeftThruRightU-Turn Left Thru RightU-TurnLeftThruRightU-Turn Articulated Trucks 0 4 2 3 4 00 0 0 5 0 5 230 0 0 0 Lights 0 287 130 56 561 00 0 0 139 0 208 1,3820 0 0 1 Mediums 0 15 6 1 14 00 0 0 8 0 4 480 0 0 0 Total 0 0 0 152 0 217 0 306 138 60 579 0 1,4530 0 0 1 CASTLE HAYNE RD CASTLE HAYNE RDCHAIR RDCHAIR RD (303) 216-2439www.alltrafficdata.net Location:#4 CASTLE HAYNE RD & CHAIR RD AM Wednesday, October 27, 2021Date: Peak Rolling Hour Flow Rates Peak Hour - Motorized Vehicles Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour:07:30 AM - 08:30 AM Peak 15-Minutes:07:30 AM - 07:45 AM 719 453 0 0 474712 63 91 0.94 N S EW 0.93 0.00 0.88 0.81 (861)(1,380) () () (165) (122) (889)(1,365) 40 00 0 0 0 33 0 30 0 0 67 9 51 42 3 00 CHAIR RD CHAIR RD CASTLE HAYNE RD CASTLE HAYNE RD 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundIntervalStart Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 5 98 1 0 1680 7 0 0 0 0 284 0 0 0 01,2382 0 0 3 7:15 AM 0 5 85 0 0 1880 8 0 0 0 0 303 0 0 0 01,2388 0 0 9 7:30 AM 0 12 122 0 0 1800 7 0 0 0 0 335 0 0 0 01,2565 0 0 9 7:45 AM 0 19 99 0 0 1680 11 0 0 0 0 316 0 0 0 01,21510 0 0 9 8:00 AM 0 10 99 0 0 1530 5 0 0 0 0 284 0 0 0 01,1539 0 0 8 8:15 AM 0 10 103 0 0 1780 7 0 0 0 0 321 0 0 0 09 0 0 14 8:30 AM 1 18 106 0 0 1410 8 0 0 0 0 294 0 0 0 09 0 0 11 8:45 AM 0 11 86 0 0 1280 9 0 0 0 0 254 0 0 0 08 0 0 12 Vehicle Type Left Thru Right Eastbound U-Turn Westbound Northbound Southbound TotalLeftThruRightU-Turn Left Thru RightU-TurnLeftThruRightU-Turn Articulated Trucks 0 5 0 0 8 00 0 1 0 0 0 140 0 0 0 Lights 47 390 0 0 649 4028 0 32 0 0 0 1,1860 0 0 0 Mediums 4 28 0 0 22 02 0 0 0 0 0 560 0 0 0 Total 30 0 33 0 0 0 51 423 0 0 679 40 1,2560 0 0 0 CASTLE HAYNE RD CASTLE HAYNE RDN KERR AVEN KERR AVE (303) 216-2439www.alltrafficdata.net Location:#5 CASTLE HAYNE RD & N KERR AVE AM Wednesday, October 27, 2021Date: Peak Rolling Hour Flow Rates Peak Hour - Motorized Vehicles Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour:07:15 AM - 08:15 AM Peak 15-Minutes:07:30 AM - 07:45 AM 1,006 563 385 415 488957 120 64 0.94 N S EW 0.92 0.86 0.92 0.81 (1,041)(1,827) (680) (696) (120) (212) (913)(1,775) 17 0 25 8 175 23 187 39 44 37 0 0 73 1 24 35 1 11 3 0 N KERR AVE N KERR AVE CASTLE HAYNE RD CASTLE HAYNE RD 0 0 1 0 N S EW 0 0 10 0 0 0 0 Left Thru Right Total EastboundIntervalStart Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 2 85 0 52 1760 6 3 0 37 6 418 0 0 0 01,9336 25 16 4 7:15 AM 0 9 75 0 64 1710 3 10 0 39 7 473 0 0 0 01,99911 50 29 5 7:30 AM 0 6 94 0 67 1860 11 14 0 53 5 533 0 0 1 01,89412 54 27 4 7:45 AM 0 5 85 0 71 1990 11 11 0 53 4 509 0 0 0 01,8129 33 25 3 8:00 AM 0 4 97 0 56 1750 12 9 0 42 7 484 0 0 0 01,6997 38 32 5 8:15 AM 0 4 73 0 43 1360 7 4 0 37 7 368 0 0 0 08 29 18 2 8:30 AM 0 3 92 0 47 1780 9 5 0 45 6 451 0 0 0 010 30 22 4 8:45 AM 0 6 80 0 35 1380 13 12 0 38 6 396 0 0 0 09 29 24 6 Vehicle Type Left Thru Right Eastbound U-Turn Westbound Northbound Southbound TotalLeftThruRightU-Turn Left Thru RightU-TurnLeftThruRightU-Turn Articulated Trucks 1 3 4 2 7 01 0 0 3 0 2 230 0 0 0 Lights 23 330 101 246 713 1636 40 37 173 21 157 1,8930 0 0 0 Mediums 0 18 8 10 11 10 4 2 11 2 16 830 0 0 0 Total 37 44 39 187 23 175 24 351 113 258 731 17 1,9990 0 0 0 (303) 216-2439www.alltrafficdata.net Location:#1 US-117 & BOWMAN DR PM Wednesday, October 27, 2021Date: Peak Hour - Motorized Vehicles Note: Total study counts contained in parentheses. Peak Hour:04:15 PM - 05:15 PM Peak 15-Minutes:05:00 PM - 05:15 PM Peak Hour - Pedestrians/Bicycles on Crosswalk 0 0 0 0 0 0 0 0 2 2 0 0 0 4 0 0 0 23 5 30 3 1 0 801 8 0 0 0482 0 5 1 9 3 00 0 0 037 3 0.88 0.50 0.00 54 8 86 7 0.88 (1 , 6 6 5 ) (1 , 0 6 7 ) 8 9 (17) (13) 0 1 () (7) 24 5 38 5 (7 2 5 ) (4 5 5 ) 0.90 315 496 (628) (967) US-117 BO W M A N D R US-117 CASTLE HAYNE RD GA R D E N P L D R 0.94 N S EW 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 W E S N Traffic Counts - Motorized Vehicles WestboundIntervalStart Time U HL L BL T BR R HR Northwestbound U HL L BL T BR R HR Northbound U HL L BL T BR R HR Northeastbound U HL L BL T BR R HR 4:00 PM 0 3 0 0 79 0 1 0 0 0 0 96 0 0 0 00 0 0 0 0 0 0 0 4:15 PM 0 1 1 0 92 0 0 0 1 1 0 120 0 0 0 30 0 0 0 0 0 0 0 4:30 PM 0 1 2 0 82 0 0 0 0 1 0 115 0 0 0 40 0 0 0 0 0 0 0 4:45 PM 0 2 0 0 94 0 0 0 0 2 0 113 0 0 0 10 0 0 0 0 0 0 0 5:00 PM 0 5 0 0 105 0 0 0 0 1 0 134 0 0 0 00 0 0 0 0 0 0 0 5:15 PM 0 2 1 0 77 0 0 0 1 0 0 130 0 0 0 00 0 0 0 0 0 0 0 5:30 PM 0 3 0 0 72 0 0 0 0 1 0 138 0 1 0 60 0 0 0 0 0 0 0 5:45 PM 0 5 1 0 92 0 4 0 0 0 0 98 0 0 0 00 0 0 0 0 0 0 0 Count Total 0 22 5 0 693 0 5 0 2 6 0 944 0 1 0 140 0 0 0 0 0 0 0 0 9 3 0 373 0 0 0 1 5 0 482 0 0 0 8Peak Hour 0 0 0 0 0 0 0 0 Total EastboundInterval Start Time Rolling HourU HL L BL T BR R HR Southeastbound U HL L BL T BR R HR Southbound U HL L BL T BR R HR Southwestbound U HL L BL T BR R HR 4:00 PM 322 1,3771 0 0 0 53 88 1 00 0 0 0 0 0 0 0 4:15 PM 379 1,4372 0 1 0 55 100 0 00 0 0 0 0 0 1 1 4:30 PM 337 1,4012 0 0 0 53 73 0 00 0 2 0 0 0 1 1 4:45 PM 339 1,4042 0 0 0 56 66 1 00 0 2 0 0 0 0 0 5:00 PM 382 1,3952 0 0 0 71 64 0 00 0 0 0 0 0 0 0 5:15 PM 3435 0 0 0 49 77 0 00 0 0 0 0 0 1 0 5:30 PM 3405 0 0 0 54 56 2 00 0 0 0 0 0 1 1 5:45 PM 3304 0 0 0 46 76 2 00 0 1 0 0 0 0 1 Count Total 2,77223 0 1 0 437 600 6 00 0 5 0 0 0 4 4 1,437Peak Hour 8 0 1 0 235 303 1 00 0 4 0 0 0 2 2 Peak Rolling Hour Flow Rates Vehicle Type Westbound U HL L BL T BR R HR Northwestbound U HL L BL T BR R HR Northbound U HL L BL T BR R HR Northeastbound U HL L BL T BR R HR Articulated Trucks 0 1 0 0 1 0 0 0 0 0 0 2 0 0 0 00 0 0 0 0 0 0 0 Lights 0 8 3 0 368 0 0 0 1 5 0 468 0 0 0 80 0 0 0 0 0 0 0 Mediums 0 0 0 0 4 0 0 0 0 0 0 12 0 0 0 00 0 0 0 0 0 0 0 Count Total 0 9 3 0 373 0 0 0 1 5 0 482 0 0 0 80 0 0 0 0 0 0 0 Vehicle Type Total Eastbound U HL L BL T BR R HR Southeastbound U HL L BL T BR R HR Southbound U HL L BL T BR R HR Southwestbound U HL L BL T BR R HR Articulated Trucks 71 0 0 0 0 2 0 00 0 0 0 0 0 0 0 Lights 1,3937 0 0 0 222 294 1 00 0 4 0 0 0 2 2 Mediums 370 0 1 0 13 7 0 00 0 0 0 0 0 0 0 Count Total 1,4378 0 1 0 235 303 1 00 0 4 0 0 0 2 2 CASTLE HAYNE RD CASTLE HAYNE RDCENTENNIAL DRCENTENNIAL DR (303) 216-2439www.alltrafficdata.net Location:#2 CASTLE HAYNE RD & CENTENNIAL DR PM Wednesday, October 27, 2021Date: Peak Rolling Hour Flow Rates Peak Hour - Motorized Vehicles Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour:04:15 PM - 05:15 PM Peak 15-Minutes:05:00 PM - 05:15 PM 525 613 178 296 701562 71 4 0.91 N S EW 0.91 0.90 0.93 0.74 (1,206)(992) (353) (562) (5) (136) (1,350)(1,058) 1 0 14 5 42 1 135 47 12 12 0 0 37 9 2 55 9 13 9 1 CENTENNIAL DR CENTENNIAL DR CASTLE HAYNE RD CASTLE HAYNE RD 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundIntervalStart Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 0 108 0 47 1000 3 2 0 26 0 349 0 0 0 01,41718 10 35 0 4:15 PM 0 0 145 0 31 1080 2 3 0 35 1 376 0 0 0 01,47513 13 25 0 4:30 PM 0 0 134 0 44 900 3 2 0 32 0 362 0 0 0 01,46610 10 36 1 4:45 PM 0 0 133 0 32 810 1 2 0 29 0 330 0 0 0 01,43411 9 32 0 5:00 PM 1 2 147 0 38 1000 6 5 0 39 0 407 0 0 0 01,41413 10 46 0 5:15 PM 2 0 164 0 39 800 2 1 0 25 0 367 0 0 0 011 13 30 0 5:30 PM 0 1 144 0 34 640 2 7 0 40 0 330 0 0 0 010 9 19 0 5:45 PM 1 0 123 0 28 750 0 2 0 37 0 310 0 0 0 07 15 22 0 Vehicle Type Left Thru Right Eastbound U-Turn Westbound Northbound Southbound TotalLeftThruRightU-Turn Left Thru RightU-TurnLeftThruRightU-Turn Articulated Trucks 0 4 3 5 3 00 0 0 2 0 2 190 0 0 0 Lights 1 533 126 137 365 112 12 47 127 1 37 1,4000 0 1 0 Mediums 1 22 10 3 11 00 0 0 6 0 3 560 0 0 0 Total 12 12 47 135 1 42 2 559 139 145 379 1 1,4750 0 1 0 CASTLE HAYNE RD CASTLE HAYNE RDI-140 INNER LOOP RAMPI-140 INNER LOOP RAMP (303) 216-2439www.alltrafficdata.net Location:#3 CASTLE HAYNE RD & I-140 INNER LOOP RAMP PM Wednesday, October 27, 2021Date: Peak Rolling Hour Flow Rates Peak Hour - Motorized Vehicles Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour:04:15 PM - 05:15 PM Peak 15-Minutes:05:00 PM - 05:15 PM 547 711 324 270 699589 0 0 0.92 N S EW 0.89 0.91 0.93 0.00 (1,362)(1,029) (584) (509) () () (1,356)(1,098) 0 189 192 0 132 0 0 0 0 0 45 7 0 51 8 18 1 0 I-140 INNER LOOP RAMP I-140 INNER LOOP RAMP CASTLE HAYNE RD CASTLE HAYNE RD 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundIntervalStart Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 0 108 0 13 1120 0 0 0 25 0 342 0 0 0 01,4870 42 42 0 4:15 PM 0 0 126 0 18 1350 0 0 0 38 0 401 0 0 0 01,5700 41 43 0 4:30 PM 0 0 124 0 19 1140 0 0 0 36 0 389 0 0 0 01,5550 48 48 0 4:45 PM 0 0 124 0 25 890 0 0 0 27 0 355 0 0 0 01,5190 45 45 0 5:00 PM 0 0 144 1 27 1190 0 0 0 31 0 425 0 0 0 01,4820 58 45 0 5:15 PM 0 0 141 0 18 1020 0 0 0 27 0 386 0 0 0 00 45 53 0 5:30 PM 0 0 124 0 16 1010 0 0 0 26 0 353 0 0 0 00 42 44 0 5:45 PM 0 0 112 0 20 1000 0 0 0 16 0 318 0 0 0 00 37 33 0 Vehicle Type Left Thru Right Eastbound U-Turn Westbound Northbound Southbound TotalLeftThruRightU-Turn Left Thru RightU-TurnLeftThruRightU-Turn Articulated Trucks 0 4 4 0 5 00 0 0 4 0 4 210 0 0 0 Lights 0 496 174 88 436 00 0 0 114 0 174 1,4830 0 0 1 Mediums 0 18 3 1 16 00 0 0 14 0 14 660 0 0 0 Total 0 0 0 132 0 192 0 518 181 89 457 0 1,5700 0 0 1 CASTLE HAYNE RD CASTLE HAYNE RDCHAIR RDCHAIR RD (303) 216-2439www.alltrafficdata.net Location:#4 CASTLE HAYNE RD & CHAIR RD PM Wednesday, October 27, 2021Date: Peak Rolling Hour Flow Rates Peak Hour - Motorized Vehicles Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour:04:15 PM - 05:15 PM Peak 15-Minutes:05:00 PM - 05:15 PM 605 691 0 0 717611 63 83 0.94 N S EW 0.86 0.00 0.95 0.90 (1,335)(1,113) () () (155) (152) (1,361)(1,136) 33 00 0 0 0 39 0 24 0 0 57 2 50 66 7 00 CHAIR RD CHAIR RD CASTLE HAYNE RD CASTLE HAYNE RD 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundIntervalStart Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 1 8 137 0 0 1280 11 0 0 0 0 307 0 0 0 01,32212 0 0 10 4:15 PM 0 19 158 0 0 1640 2 0 0 0 0 361 0 0 0 01,3856 0 0 12 4:30 PM 0 7 162 0 0 1390 7 0 0 0 0 339 0 0 0 01,36314 0 0 10 4:45 PM 0 13 165 0 0 1180 4 0 0 0 0 315 0 0 0 01,33610 0 0 5 5:00 PM 0 11 182 0 0 1510 11 0 0 0 0 370 0 0 0 01,3049 0 0 6 5:15 PM 0 11 179 0 0 1160 8 0 0 0 0 339 0 0 0 016 0 0 9 5:30 PM 0 9 153 0 0 1200 11 0 0 0 0 312 0 0 0 011 0 0 8 5:45 PM 0 10 136 0 0 1100 9 0 0 0 0 283 0 0 0 011 0 0 7 Vehicle Type Left Thru Right Eastbound U-Turn Westbound Northbound Southbound TotalLeftThruRightU-Turn Left Thru RightU-TurnLeftThruRightU-Turn Articulated Trucks 0 8 0 0 8 00 0 0 0 0 0 160 0 0 0 Lights 50 643 0 0 537 3122 0 36 0 0 0 1,3190 0 0 0 Mediums 0 16 0 0 27 22 0 3 0 0 0 500 0 0 0 Total 24 0 39 0 0 0 50 667 0 0 572 33 1,3850 0 0 0 CASTLE HAYNE RD CASTLE HAYNE RDN KERR AVEN KERR AVE (303) 216-2439www.alltrafficdata.net Location:#5 CASTLE HAYNE RD & N KERR AVE PM Wednesday, October 27, 2021Date: Peak Rolling Hour Flow Rates Peak Hour - Motorized Vehicles Traffic Counts - Motorized Vehicles Note: Total study counts contained in parentheses. Peak Hour - Pedestrians/Bicycles in Crosswalk Peak Hour:04:45 PM - 05:45 PM Peak 15-Minutes:05:15 PM - 05:30 PM 596 925 464 305 772648 198 152 0.91 N S EW 0.92 0.88 0.95 0.77 (1,789)(1,224) (904) (603) (298) (373) (1,477)(1,288) 13 0 16 8 250 53 161 72 39 87 0 0 41 5 86 58 8 980 N KERR AVE N KERR AVE CASTLE HAYNE RD CASTLE HAYNE RD 0 0 0 0 N S EW 0 0 00 0 0 0 0 Left Thru Right Total EastboundIntervalStart Time Rolling Hour West East South North Pedestrian Crossings U-Turn Westbound Northbound Southbound Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 16 127 0 35 1060 17 9 0 48 23 490 0 0 0 01,98415 65 19 10 4:15 PM 0 13 159 0 45 1250 14 15 0 34 18 521 0 0 0 01,99113 58 22 5 4:30 PM 0 16 136 0 52 1140 25 12 0 33 14 493 0 0 0 02,02911 62 16 2 4:45 PM 0 25 136 0 47 1030 22 5 0 41 10 480 0 0 0 02,03014 58 17 2 5:00 PM 0 19 147 0 47 980 13 11 0 38 6 497 0 0 0 01,99413 78 25 2 5:15 PM 0 22 159 0 36 1160 30 11 0 52 18 559 0 0 0 024 64 23 4 5:30 PM 0 20 146 0 38 980 22 12 0 30 19 494 0 0 0 021 50 33 5 5:45 PM 0 17 138 0 38 940 18 9 0 30 10 444 0 0 0 017 45 26 2 Vehicle Type Left Thru Right Eastbound U-Turn Westbound Northbound Southbound TotalLeftThruRightU-Turn Left Thru RightU-TurnLeftThruRightU-Turn Articulated Trucks 0 2 1 5 1 00 0 0 3 0 4 160 0 0 0 Lights 86 578 93 156 404 1287 39 71 155 52 241 1,9740 0 0 0 Mediums 0 8 4 7 10 10 0 1 3 1 5 400 0 0 0 Total 87 39 72 161 53 250 86 588 98 168 415 13 2,0300 0 0 0 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Castle Hayne Rd -- Chair Rd QC JOB #: QC JOB #: 15658501 CITY/STATE: CITY/STATE: Wrightsboro, NC DATE: DATE: Thu, Dec 9 2021 597 0.89 771 44 553 0 83 35 0 0 0.77 0 0.980.98 0 0 95 60 0 0 41 736 0 0.93615 777 Peak-Hour: 4:15 PM -- 5:15 PMPeak-Hour: 4:15 PM -- 5:15 PM Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM 6.7 3.2 11.4 6.3 0 7.2 8.6 0 0 0 0 6.3 5 0 0 2.4 3 0 6.2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Castle Hayne Rd Castle Hayne Rd (Northbound)(Northbound) Castle Hayne Rd Castle Hayne Rd (Southbound)(Southbound) Chair RdChair Rd (Eastbound)(Eastbound) Chair RdChair Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 6:00 AM 1 43 0 0 0 55 0 0 1 0 2 0 0 0 0 0 102 6:15 AM 0 69 0 0 0 88 1 0 0 0 4 0 0 0 0 0 162 6:30 AM 0 90 0 0 0 142 1 0 4 0 3 0 0 0 0 0 240 6:45 AM 5 124 0 0 0 165 4 0 8 0 4 0 0 0 0 0 310 814 7:00 AM 13 86 0 0 0 173 12 0 7 0 6 0 0 0 0 0 297 1009 7:15 AM 3 111 0 0 0 196 11 0 3 0 8 0 0 0 0 0 332 1179 7:30 AM 6 125 0 0 0 210 12 0 10 0 9 0 0 0 0 0 372 1311 7:45 AM 8 106 0 0 0 167 11 0 4 0 13 0 0 0 0 0 309 13108:00 AM 15 125 0 0 0 185 7 0 5 0 11 0 0 0 0 0 348 1361 8:15 AM 12 107 0 0 0 158 7 0 14 0 4 0 0 0 0 0 302 1331 8:30 AM 10 96 0 0 0 148 12 0 9 0 11 0 0 0 0 0 286 1245 8:45 AM 7 96 0 0 0 135 10 0 5 0 7 0 0 0 0 0 260 1196 9:00 AM 15 95 0 0 0 120 6 0 12 0 15 0 0 0 0 0 263 11119:15 AM 8 116 0 0 0 111 7 0 6 0 11 0 0 0 0 0 259 1068 9:30 AM 10 116 0 0 0 104 6 0 12 0 12 0 0 0 0 0 260 1042 9:45 AM 13 86 0 0 0 101 6 0 5 0 12 0 0 0 0 0 223 1005 10:00 AM 6 83 0 0 0 101 7 0 8 0 7 0 0 0 0 0 212 954 10:15 AM 8 96 0 0 0 94 9 0 14 0 18 0 0 0 0 0 239 934 10:30 AM 4 100 0 0 0 92 8 0 8 0 11 0 0 0 0 0 223 897 10:45 AM 13 88 0 0 0 104 8 0 5 0 15 0 0 0 0 0 233 907 11:00 AM 13 98 0 0 0 128 9 0 11 0 20 0 0 0 0 0 279 974 11:15 AM 11 85 0 0 0 109 7 0 16 0 12 0 0 0 0 0 240 975 11:30 AM 12 118 0 0 0 121 6 0 7 0 13 0 0 0 0 0 277 1029 11:45 AM 16 107 0 0 0 88 19 0 13 0 7 0 0 0 0 0 250 1046 12:00 PM 9 75 0 0 0 107 4 1 15 0 23 0 0 0 0 0 234 1001 12:15 PM 17 102 0 0 0 97 6 0 8 0 11 0 0 0 0 0 241 1002 12:30 PM 11 91 0 0 0 93 12 0 11 0 10 0 0 0 0 0 228 953 12:45 PM 14 118 0 0 0 95 10 0 11 0 17 0 0 0 0 0 265 968 1:00 PM 14 105 0 0 0 91 11 0 15 0 14 0 0 0 0 0 250 984 1:15 PM 7 94 0 0 0 83 12 0 10 0 9 0 0 0 0 0 215 958 1:30 PM 8 96 0 0 0 114 11 0 5 0 16 0 0 0 0 0 250 980 1:45 PM 10 114 0 1 0 102 9 0 5 0 10 0 0 0 0 0 251 966 2:00 PM 6 106 0 0 0 117 12 0 8 0 9 0 0 0 0 0 258 974 2:15 PM 8 129 0 0 0 94 9 0 6 0 12 0 0 0 0 0 258 1017 2:30 PM 18 129 0 0 0 104 11 0 7 0 10 0 0 0 0 0 279 1046 2:45 PM 11 110 0 0 0 108 9 0 9 0 14 0 0 0 0 0 261 1056 3:00 PM 17 121 0 1 0 162 7 0 9 0 10 0 0 0 0 0 327 1125 3:15 PM 18 120 0 0 0 126 12 0 12 0 18 0 0 0 0 0 306 1173 3:30 PM 19 144 0 0 0 122 5 0 6 0 18 0 0 0 0 0 314 1208 Page 1 of 2 3:45 PM 11 157 0 0 0 128 11 0 6 0 10 0 0 0 0 0 323 1270 4:00 PM 8 152 0 0 0 154 6 0 10 0 15 0 0 0 0 0 345 1288 4:15 PM 14 168 0 1 0 136 16 0 8 0 14 0 0 0 0 0 357 1339 4:30 PM 8 172 0 1 0 157 11 0 7 0 12 0 0 0 0 0 368 1393 4:45 PM 9 199 0 0 0 130 8 0 8 0 15 0 0 0 0 0 369 1439 5:00 PM 8 197 0 0 0 130 9 0 12 0 19 0 0 0 0 0 375 1469 5:15 PM 9 164 0 0 0 146 4 0 16 0 11 0 0 0 0 0 350 1462 5:30 PM 11 147 0 0 0 135 12 0 4 0 13 0 0 0 0 0 322 1416 5:45 PM 11 136 0 0 0 112 2 0 7 0 9 0 0 0 0 0 277 13246:00 PM 5 102 0 0 0 112 6 0 7 0 6 0 0 0 0 0 238 1187 6:15 PM 5 88 0 0 0 70 5 0 7 0 7 0 0 0 0 0 182 1019 6:30 PM 9 74 0 0 0 67 7 0 1 0 5 0 0 0 0 0 163 860 6:45 PM 6 58 0 0 0 69 3 0 5 0 2 0 0 0 0 0 143 726 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Castle Hayne Rd Castle Hayne Rd (Northbound)(Northbound) Castle Hayne Rd Castle Hayne Rd (Southbound)(Southbound) Chair RdChair Rd (Eastbound)(Eastbound) Chair RdChair Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 32 788 0 0 0 520 36 0 48 0 76 0 0 0 0 0 1500 Heavy Trucks 0 20 0 0 36 8 0 0 0 0 0 0 64Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 12/15/2021 12:28 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 2 of 2 River Bluffs Residential Development Traffic Impact Analysis Appendix D – Traffic Volume Development Worksheets INTERSECTION: N Kerr Avenue at NC 133/Castle Hayne Road COUNT DATE: October 27, 2021 AM PEAK HOUR FACTOR: 0.94 AM FUTURE PEAK HOUR FACTOR: 0.90 PM PEAK HOUR FACTOR: 0.91 PM FUTURE PEAK HOUR FACTOR: 0.90 AM 2021 EXISTING TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Adjusted Turning Movement Counts1 0 37 44 39 0 187 23 175 0 24 351 113 0 258 731 17 AM Volume Balancing 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 AM 2021 EXISTING TRAFFIC 0 37 44 39 0 187 23 175 0 24 351 113 0 258 731 17 AM Heavy Vehicle Percentage 2% 3% 9% 5% 2% 7% 9% 10% 2% 4% 6% 11% 2% 5% 2% 6% AM 2024 NO-BUILD TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3Annual Growth Rate 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% AM 2024 NO-BUILD TRAFFIC GROWTH 0 2 3 2 0 11 1 11 0 1 21 7 0 16 45 1 AM 2024 NO-BUILD TRAFFIC 0 39 47 41 0 198 24 186 0 25 372 120 0 274 776 18 "SITE TRAFFIC DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New Entering 26% 31% Distribution Exiting 26% 31% "AM PROJECT TRIPS" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New 0 0 0 0 0 0 0 16 0 0 19 0 0 48 58 0 AM TOTAL PROJECT TRIPS 0 0 0 0 0 0 0 16 0 0 19 0 0 48 58 0 AM 2024 BUILD-OUT TRAFFIC 0 39 47 41 0 198 24 202 0 25 391 120 0 322 834 18 PM 2021 EXISTING TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Adjusted Turning Movement Counts1 0 87 39 72 0 161 53 250 0 86 588 98 0 168 415 0 PM Volume Balancing 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 PM 2021 EXISTING TRAFFIC 0 87 39 72 0 161 53 250 0 86 588 98 0 168 415 4 PM Heavy Vehicle Percentage 2% 2% 0% 1% 2% 4% 2% 4% 2% 0% 2% 5% 2% 7% 3% 25% PM 2024 NO-BUILD TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3Annual Growth Rate 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% PM 2024 NO-BUILD TRAFFIC GROWTH 0 5 2 4 0 10 3 15 0 5 36 6 0 10 25 0 PM 2024 NO-BUILD TRAFFIC 0 92 41 76 0 171 56 265 0 91 624 104 0 178 440 4 "SITE TRAFFIC DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New Entering 26% 31% Distribution Exiting 26% 31% "PM PROJECT TRIPS" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New 0 0 0 0 0 0 0 54 0 0 65 0 0 32 38 0 PM TOTAL PROJECT TRIPS 0 0 0 0 0 0 0 54 0 0 65 0 0 32 38 0 PM 2024 BUILD-OUT TRAFFIC 0 92 41 76 0 171 56 319 0 91 689 104 0 210 478 4 Project Trip Project Trip PM Peak Hour INTERSECTION TRAFFIC VOLUME DEVELOPMENT AM Peak Hour INTERSECTION: Chair Road at NC 133/Castle Hayne Road COUNT DATE: October 27, 2021 AM PEAK HOUR FACTOR: 0.94 AM FUTURE PEAK HOUR FACTOR: 0.90 PM PEAK HOUR FACTOR: 0.94 PM FUTURE PEAK HOUR FACTOR: 0.90 AM 2021 EXISTING TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Adjusted Turning Movement Counts1 0 30 0 33 0 0 0 0 0 51 423 0 0 0 679 40 AM Volume Balancing 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18 0 AM 2021 EXISTING TRAFFIC 0 30 0 33 0 0 0 0 0 51 423 0 0 0 697 40 AM Heavy Vehicle Percentage 2% 7% 2% 3% 2% 2% 2% 2% 2% 8% 8% 2% 2% 2% 4% 0% AM 2024 NO-BUILD TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3Annual Growth Rate 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% AM 2024 NO-BUILD TRAFFIC GROWTH 0 2 0 2 0 0 0 0 0 3 26 0 0 0 43 2 AM 2024 NO-BUILD TRAFFIC 0 32 0 35 0 0 0 0 0 54 449 0 0 0 740 42 "SITE TRAFFIC DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New Entering 57% 43% Distribution Exiting 43% 57% "AM PROJECT TRIPS" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New 0 80 0 106 0 0 0 0 0 35 0 0 0 0 0 27 AM TOTAL PROJECT TRIPS 0 80 0 106 0 0 0 0 0 35 0 0 0 0 0 27 AM 2024 BUILD-OUT TRAFFIC 0 112 0 141 0 0 0 0 0 89 449 0 0 0 740 69 PM 2021 EXISTING TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Adjusted Turning Movement Counts1 0 24 0 39 0 0 0 0 0 50 667 0 0 0 572 0 PM Volume Balancing 0 0 0 0 0 0 0 0 0 0 8 0 0 0 28 4 PM 2021 EXISTING TRAFFIC 0 24 0 39 0 0 0 0 0 50 675 0 0 0 600 4 PM Heavy Vehicle Percentage 2% 2% 2% 8% 2% 2% 2% 2% 2% 0% 4% 2% 2% 2% 6% 50% PM 2024 NO-BUILD TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3Annual Growth Rate 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% PM 2024 NO-BUILD TRAFFIC GROWTH 0 1 0 2 0 0 0 0 0 3 41 0 0 0 37 0 PM 2024 NO-BUILD TRAFFIC 0 25 0 41 0 0 0 0 0 53 716 0 0 0 637 4 "SITE TRAFFIC DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New Entering 57% 43% Distribution Exiting 43% 57% "PM PROJECT TRIPS" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New 0 53 0 70 0 0 0 0 0 119 0 0 0 0 0 90 PM TOTAL PROJECT TRIPS 0 53 0 70 0 0 0 0 0 119 0 0 0 0 0 90 PM 2024 BUILD-OUT TRAFFIC 0 78 0 111 0 0 0 0 0 172 716 0 0 0 637 94 INTERSECTION TRAFFIC VOLUME DEVELOPMENT AM Peak Hour Project Trip PM Peak Hour Project Trip INTERSECTION: I-140 Eastbound Ramp at NC133/Castle Hayne Road COUNT DATE: October 27, 2021 AM PEAK HOUR FACTOR: 0.91 AM FUTURE PEAK HOUR FACTOR: 0.90 PM PEAK HOUR FACTOR: 0.92 PM FUTURE PEAK HOUR FACTOR: 0.90 AM 2021 EXISTING TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Adjusted Turning Movement Counts1 0 0 0 0 0 152 0 217 0 0 306 138 1 60 579 0 AM Volume Balancing 0 0 0 0 0 0 0 0 0 0 9 0 -1 0 6 0 AM 2021 EXISTING TRAFFIC 0 0 0 0 0 152 0 217 0 0 315 138 0 60 585 0 AM Heavy Vehicle Percentage 2% 2% 2% 2% 2% 9% 2% 4% 2% 2% 6% 6% 2% 7% 3% 2% AM 2024 NO-BUILD TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3Annual Growth Rate 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% AM 2024 NO-BUILD TRAFFIC GROWTH 0 0 0 0 0 9 0 13 0 0 19 8 0 4 36 0 AM 2024 NO-BUILD TRAFFIC 0 0 0 0 0 161 0 230 0 0 334 146 0 64 621 0 "SITE TRAFFIC DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New Entering 21% 22% Distribution Exiting 28% 15% "AM PROJECT TRIPS" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New 0 0 0 0 0 13 0 0 0 0 52 28 0 0 14 0 AM TOTAL PROJECT TRIPS 0 0 0 0 0 13 0 0 0 0 52 28 0 0 14 0 AM 2024 BUILD-OUT TRAFFIC 0 0 0 0 0 174 0 230 0 0 386 174 0 64 635 0 PM 2021 EXISTING TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Adjusted Turning Movement Counts1 0 0 0 0 0 132 0 192 0 0 518 181 1 89 457 0 PM Volume Balancing 0 0 0 0 0 0 0 0 0 0 0 0 -1 0 15 0 PM 2021 EXISTING TRAFFIC 0 0 0 0 0 132 0 192 0 0 518 181 0 89 472 0 PM Heavy Vehicle Percentage 2% 2% 2% 2% 2% 5% 2% 5% 2% 2% 2% 3% 2% 13% 2% 2% PM 2024 NO-BUILD TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3Annual Growth Rate 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% PM 2024 NO-BUILD TRAFFIC GROWTH 0 0 0 0 0 8 0 12 0 0 32 11 0 5 29 0 PM 2024 NO-BUILD TRAFFIC 0 0 0 0 0 140 0 204 0 0 550 192 0 94 501 0 "SITE TRAFFIC DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New Entering 21% 22% Distribution Exiting 28% 15% "PM PROJECT TRIPS" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New 0 0 0 0 0 44 0 0 0 0 35 18 0 0 46 0 PM TOTAL PROJECT TRIPS 0 0 0 0 0 44 0 0 0 0 35 18 0 0 46 0 PM 2024 BUILD-OUT TRAFFIC 0 0 0 0 0 184 0 204 0 0 585 210 0 94 547 0 INTERSECTION TRAFFIC VOLUME DEVELOPMENT AM Peak Hour Project Trip PM Peak Hour Project Trip INTERSECTION: Centenial Drive/I-140 Westbound Ramp at NC 133/Castle Hayne Road COUNT DATE: October 27, 2021 AM PEAK HOUR FACTOR: 0.93 AM FUTURE PEAK HOUR FACTOR: 0.90 PM PEAK HOUR FACTOR: 0.91 PM FUTURE PEAK HOUR FACTOR: 0.90 AM 2021 EXISTING TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR AM Adjusted Turning Movement Counts1 0 15 13 18 0 172 60 56 0 40 371 112 0 195 455 12 AM Volume Balancing 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 AM 2021 EXISTING TRAFFIC 0 15 13 18 0 172 60 56 0 40 380 112 0 195 455 12 AM Heavy Vehicle Percentage 2% 0% 0% 0% 2% 1% 0% 2% 2% 0% 3% 15% 2% 13% 5% 0% AM 2024 NO-BUILD TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3Annual Growth Rate 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% AM 2024 NO-BUILD TRAFFIC GROWTH 0 1 1 1 0 11 4 3 0 2 23 7 0 12 28 1 AM 2024 NO-BUILD TRAFFIC 0 16 14 19 0 183 64 59 0 42 403 119 0 207 483 13 "SITE TRAFFIC DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New Entering 15% 7% Distribution Exiting 7% 21% "AM PROJECT TRIPS" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New 0 0 0 0 0 10 0 0 0 0 13 39 0 0 4 0 AM TOTAL PROJECT TRIPS 0 0 0 0 0 10 0 0 0 0 13 39 0 0 4 0 AM 2024 BUILD-OUT TRAFFIC 0 16 14 19 0 193 64 59 0 42 416 158 0 207 487 13 PM 2021 EXISTING TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR PM Adjusted Turning Movement Counts1 0 12 12 47 0 135 1 42 1 2 559 139 0 145 379 0 PM Volume Balancing 0 0 0 0 0 0 3 0 -1 2 8 0 0 0 0 4 PM 2021 EXISTING TRAFFIC 0 12 12 47 0 135 4 42 0 4 567 139 0 145 379 4 PM Heavy Vehicle Percentage 2% 2% 0% 2% 2% 4% 25% 21% 2% 0% 2% 4% 2% 8% 3% 25% PM 2024 NO-BUILD TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3Annual Growth Rate 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% PM 2024 NO-BUILD TRAFFIC GROWTH 0 1 1 3 0 8 0 3 0 0 35 9 0 9 23 0 PM 2024 NO-BUILD TRAFFIC 0 13 13 50 0 143 4 45 0 4 602 148 0 154 402 4 "SITE TRAFFIC DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New Entering 15% 7% Distribution Exiting 7% 21% "PM PROJECT TRIPS" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Net New 0 0 0 0 0 31 0 0 0 0 9 26 0 0 15 0 PM TOTAL PROJECT TRIPS 0 0 0 0 0 31 0 0 0 0 9 26 0 0 15 0 PM 2024 BUILD-OUT TRAFFIC 0 13 13 50 0 174 4 45 0 4 611 174 0 154 417 4 INTERSECTION TRAFFIC VOLUME DEVELOPMENT AM Peak Hour Project Trip PM Peak Hour Project Trip INTERSECTION: N College Road at Castle Hayne Road COUNT DATE: October 27, 2021 AM PEAK HOUR FACTOR: 0.89 AM FUTURE PEAK HOUR FACTOR: 0.90 PM PEAK HOUR FACTOR: 0.94 PM FUTURE PEAK HOUR FACTOR: 0.90 AM 2021 EXISTING TRAFFIC EBU EBL EBT EBR EB Hard Right WBU WBL WBT WBR NBU NBL NB Hard Left NBT NBR NEU NE Bear Left NEL NET NER NE Hard Right SBU SBL SBT SB Bear Right SBR AM Adjusted Turning Movement Counts1 0 4 0 5 4 0 0 0 0 4 4 8 236 0 4 276 0 4 4 15 4 4 434 500 4 AM Volume Balancing 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 AM 2021 EXISTING TRAFFIC 0 4 0 5 4 0 0 0 0 4 4 8 236 0 4 276 0 4 4 15 4 4 434 500 4 AM Heavy Vehicle Percentage 2% 0% 2% 0% 2% 2% 2% 2% 2% 25% 0% 25% 6% 2% 2% 2% 2% 2% 2% 2% 25% 25% 3% 2% 0% AM 2024 NO-BUILD TRAFFIC EBU EBL EBT EBR EB Hard Right WBU WBL WBT WBR NBU NBL NB Hard Left NBT NBR NEU NE Bear Left NEL NET NER NE Hard Right SBU SBL SBT SB Bear Right SBR Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3Annual Growth Rate 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% AM 2024 NO-BUILD TRAFFIC GROWTH 0 0 0 0 0 0 0 0 0 0 0 0 14 0 0 17 0 0 0 1 0 0 27 31 0 AM 2024 NO-BUILD TRAFFIC 0 4 0 5 4 0 0 0 0 4 4 8 250 0 4 293 0 4 4 16 4 4 461 531 4 "SITE TRAFFIC DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR EB Hard Right WBU WBL WBT WBR NBU NBL NB Hard Left NBT NBR NEU NE Bear Left NEL NET NER NE Hard Right SBU SBL SBT SB Bear Right SBR Net New Entering 5% 2% Distribution Exiting 2% 5% "AM PROJECT TRIPS" LAND USE TYPE EBU EBL EBT EBR EB Hard Right WBU WBL WBT WBR NBU NBL NB Hard Left NBT NBR NEU NE Bear Left NEL NET NER NE Hard Right SBU SBL SBT SB Bear Right SBR Net New 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 4 0 0 0 0 0 0 0 1 0 AM TOTAL PROJECT TRIPS 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 4 0 0 0 0 0 0 0 1 0 AM 2024 BUILD-OUT TRAFFIC 0 4 0 5 4 0 0 0 0 4 4 11 250 0 4 297 0 4 4 16 4 4 461 532 4 PM 2021 EXISTING TRAFFIC EBU EBL EBT EBR EB Hard Right WBU WBL WBT WBR NBU NBL NB Hard Left NBT NBR NEU NE Bear Left NEL NET NER NE Hard Right SBU SBL SBT SB Bear Right SBR PM Adjusted Turning Movement Counts1 0 4 0 4 4 0 0 0 0 0 4 9 373 0 4 482 0 5 0 8 8 4 235 303 4PM Volume Balancing 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM 2021 EXISTING TRAFFIC 0 4 0 4 4 0 0 0 0 0 4 9 373 0 4 482 0 5 0 8 8 4 235 303 4 PM Heavy Vehicle Percentage 2% 2% 2% 0% 2% 2% 2% 2% 2% 2% 0% 11% 1% 2% 0% 3% 2% 2% 2% 2% 13% 25% 6% 3% 0% PM 2024 NO-BUILD TRAFFIC EBU EBL EBT EBR EB Hard Right WBU WBL WBT WBR NBU NBL NB Hard Left NBT NBR NEU NE Bear Left NEL NET NER NE Hard Right SBU SBL SBT SB Bear Right SBR Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Annual Growth Rate 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% PM 2024 NO-BUILD TRAFFIC GROWTH 0 0 0 0 0 0 0 0 0 0 0 1 23 0 0 30 0 0 0 0 0 0 14 19 0 PM 2024 NO-BUILD TRAFFIC 0 4 0 4 4 0 0 0 0 0 4 10 396 0 4 512 0 5 0 8 8 4 249 322 4 "SITE TRAFFIC DISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR EB Hard Right WBU WBL WBT WBR NBU NBL NB Hard Left NBT NBR NEU NE Bear Left NEL NET NER NE Hard Right SBU SBL SBT SB Bear Right SBR Net New Entering 5% 2% Distribution Exiting 2% 5% "PM PROJECT TRIPS" LAND USE TYPE EBU EBL EBT EBR EB Hard Right WBU WBL WBT WBR NBU NBL NB Hard Left NBT NBR NEU NE Bear Left NEL NET NER NE Hard Right SBU SBL SBT SB Bear Right SBR Net New 0 0 0 0 0 0 0 0 0 0 0 11 0 0 0 3 0 0 6 0 0 0 0 4 0 PM TOTAL PROJECT TRIPS 0 0 0 0 0 0 0 0 0 0 0 11 0 0 0 3 0 0 6 0 0 0 0 4 0 PM 2024 BUILD-OUT TRAFFIC 0 4 0 4 4 0 0 0 0 0 4 21 396 0 4 515 0 5 6 8 8 4 249 326 4 PM 2024 BUILD-OUT TRAFFIC 0 4 0 4 4 0 0 0 0 0 4 21 396 0 4 515 0 5 6 8 8 4 249 326 4 INTERSECTION TRAFFIC VOLUME DEVELOPMENT AM Peak Hour Project Trip PM Peak Hour Project Trip River Bluffs Residential Development Traffic Impact Analysis Appendix E – Traffic Signal Warrant Analysis Y Y N 2 1 Major Minor Major Minor Major Minor Major Minor Minor Minor Total Street Street Street Street Street Street Street Street Delay Volume Intrsctn 12:00 AM TO 01:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 01:00 AM TO 02:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 02:00 AM TO 03:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 03:00 AM TO 04:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 04:00 AM TO 05:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 05:00 AM TO 06:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 06:00 AM TO 07:00 AM 788 13 188% 12% 125% 25% 164% 11% 109% 22% 07:00 AM TO 08:00 AM 1250 24 298% 23% 198% 45% 260% 20% 174% 40% 08:00 AM TO 09:00 AM 1130 33 269% 31% 179% 62% 235% 28% 157% 55% 09:00 AM TO 10:00 AM 920 35 219% 33% 146% 66% 192% 29% 128% 58% 10:00 AM TO 11:00 AM 821 35 195% 33% 130% 66% 171% 29% 114% 58% 11:00 AM TO 12:00 PM 947 47 225% 45% 150% 89% 197% 39% 132% 78% 12:00 PM TO 01:00 PM 861 45 205% 43% 137% 85% 179% 38% 120% 75% 01:00 PM TO 02:00 PM 881 35 210% 33% 140% 66% 184% 29% 122% 58% 02:00 PM TO 03:00 PM 981 30 234% 29% 156% 57% 204% 25% 136% 50% 03:00 PM TO 04:00 PM 1180 33 281% 31% 187% 62% 246% 28% 164% 55% 04:00 PM TO 05:00 PM 1348 33 321% 31% 214% 62% 281% 28% 187% 55% 05:00 PM TO 06:00 PM 1233 39 294% 37% 196% 74% 257% 33% 171% 65% 06:00 PM TO 07:00 PM 686 20 163% 19% 109% 38% 143% 17% 95% 33% 07:00 PM TO 08:00 PM 0% 0% 0% 0% 0% 0% 0% 0% 08:00 PM TO 09:00 PM 0% 0% 0% 0% 0% 0% 0% 0% 09:00 PM TO 10:00 PM 0% 0% 0% 0% 0% 0% 0% 0% 10:00 PM TO 11:00 PM 0% 0% 0% 0% 0% 0% 0% 0% 11:00 PM TO 12:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 420 105 630 53 480 120 720 60 TOTAL 0 TOTAL 0 TOTAL 0 TOTAL 0 TOTAL 0 TOTAL 0 Met? NO Met? NO TOTAL 0 Met? NO Met? NO Met? NO TRAFFIC SIGNAL WARRANT ANALYSIS (2021 Existing With 100% Minor Street Right-Turn Reductions) City/County:Wilmington 85th-percentile speed on the major street exceeds 40 mph? (Y or N) Date:12/15/2021 Apply 56% warrant to Warrant 1, Combination Warrant? (Y or N) State:North Carolina Isolated community with a population of less than 10,000? (Y or N)Analyzed by:Kimley-Horn 24-Hour Volume Summary Major Street Minor Street Warrant 1, Condition A Warrant 1, Condition B Warrant 1, Combination Warrant Major Street:Castle Hayne Road Approach Lanes - Major? (1 or 2) Minor Street:Chair Road Approach Lanes - Minor? (1 or 2) Warrant 2 Warrant 3, Condition A Warrant 3, Condition B Total of Both Approaches Higher Volume Approach 70% 70% 80% 80% 70% Figure 4C-1 Figure 4C-3 70%70% 0%0% 0%0% 40%31% 55% 0%0% 0%0% 0%0% 35% 55%26% 45%22% 0%0% 16%8% 63%30% 51%24% 49%24% 75%36% 19%10% 0%0% 0%0% 55%39% 55%44% 65%50% 0%0% 0% 0% 0% 0% MUTCD Figure Created By:Kimley-Horn and Associates, Inc.Summary Summary Summary Threshold Threshold Threshold Threshold MUTCD Figure Warranting Volumes Summary Summary Summary Summary TOTAL Source:MUTCD, 2009 Edition 4C-1 and 4C-2 4C-3 and 4C-4 Analysis assumes that Castle Hayne, NC is an isolated community with a population less than 10,000. ASSUMPTIONS: RESULTS: Analysis assumes that the 85th percentile speed exceeds 40 mph, since the posted speed limit on NC 133/Castle Hayne Road is 45 mph.No signal warrants are met under 2021 Existing traffic conditions. Met? Y Y N 2 1 Major Minor Major Minor Major Minor Major Minor Minor Minor Total Street Street Street Street Street Street Street Street Delay Volume Intrsctn 12:00 AM TO 01:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 01:00 AM TO 02:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 02:00 AM TO 03:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 03:00 AM TO 04:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 04:00 AM TO 05:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 05:00 AM TO 06:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 06:00 AM TO 07:00 AM 837 14 199% 13% 133% 26% 174% 12% 116% 23% 07:00 AM TO 08:00 AM 1327 26 316% 25% 211% 49% 276% 22% 184% 43% 08:00 AM TO 09:00 AM 1200 36 286% 34% 190% 68% 250% 30% 167% 60% 09:00 AM TO 10:00 AM 977 38 233% 36% 155% 72% 204% 32% 136% 63% 10:00 AM TO 11:00 AM 872 38 208% 36% 138% 72% 182% 32% 121% 63% 11:00 AM TO 12:00 PM 1005 50 239% 48% 160% 94% 209% 42% 140% 83% 12:00 PM TO 01:00 PM 914 48 218% 46% 145% 91% 190% 40% 127% 80% 01:00 PM TO 02:00 PM 935 38 223% 36% 148% 72% 195% 32% 130% 63% 02:00 PM TO 03:00 PM 1042 32 248% 30% 165% 60% 217% 27% 145% 53% 03:00 PM TO 04:00 PM 1253 36 298% 34% 199% 68% 261% 30% 174% 60% 04:00 PM TO 05:00 PM 1431 36 341% 34% 227% 68% 298% 30% 199% 60% 05:00 PM TO 06:00 PM 1309 42 312% 40% 208% 79% 273% 35% 182% 70% 06:00 PM TO 07:00 PM 728 22 173% 21% 116% 42% 152% 18% 101% 37% 07:00 PM TO 08:00 PM 0% 0% 0% 0% 0% 0% 0% 0% 08:00 PM TO 09:00 PM 0% 0% 0% 0% 0% 0% 0% 0% 09:00 PM TO 10:00 PM 0% 0% 0% 0% 0% 0% 0% 0% 10:00 PM TO 11:00 PM 0% 0% 0% 0% 0% 0% 0% 0% 11:00 PM TO 12:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 420 105 630 53 480 120 720 60 TOTAL 0 TOTAL 0 TOTAL 0 TOTAL 0 TOTAL 0 TOTAL 0 Met? NO Met? NO TOTAL 0 Met? NO Met? NO Met? NO TRAFFIC SIGNAL WARRANT ANALYSIS (2024 No-Build Build With 100% Minor Street Right-Turn Reductions) City/County:Wilmington 85th-percentile speed on the major street exceeds 40 mph? (Y or N) Date:12/15/2021 Apply 56% warrant to Warrant 1, Combination Warrant? (Y or N) State:North Carolina Isolated community with a population of less than 10,000? (Y or N)Analyzed by:Kimley-Horn 24-Hour Volume Summary Major Street Minor Street Warrant 1, Condition A Warrant 1, Condition B Warrant 1, Combination Warrant Major Street:Castle Hayne Road Approach Lanes - Major? (1 or 2) Minor Street:Chair Road Approach Lanes - Minor? (1 or 2) Warrant 2 Warrant 3, Condition A Warrant 3, Condition B Total of Both Approaches Higher Volume Approach 70% 70% 80% 80% 70% Figure 4C-1 Figure 4C-3 70%70% 0%0% 0%0% 43%35% 60% 0%0% 0%0% 0%0% 45% 62%30% 55%26% 0%0% 19%9% 75%35% 60%29% 53%29% 83%42% 23%12% 0%0% 0%0% 60%47% 60%48% 70%56% 0%0% 0% 0% 0% 0% MUTCD Figure Created By:Kimley-Horn and Associates, Inc.Summary Summary Summary Threshold Threshold Threshold Threshold MUTCD Figure Warranting Volumes Summary Summary Summary Summary TOTAL Source:MUTCD, 2009 Edition 4C-1 and 4C-2 4C-3 and 4C-4 Analysis assumes that Castle Hayne, NC is an isolated community with a population less than 10,000. ASSUMPTIONS: RESULTS: Analysis assumes that the 85th percentile speed exceeds 40 mph, since the posted speed limit on NC 133/Castle Hayne Road is 45 mph.No signal warrants are met under 2024 No-Build traffic conditions. Met? Y Y N 2 1 Major Minor Major Minor Major Minor Major Minor Minor Minor Total Street Street Street Street Street Street Street Street Delay Volume Intrsctn 12:00 AM TO 01:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 01:00 AM TO 02:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 02:00 AM TO 03:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 03:00 AM TO 04:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 04:00 AM TO 05:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 05:00 AM TO 06:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 06:00 AM TO 07:00 AM 868 54 207% 51%138% 102%181% 45% 121% 90% 07:00 AM TO 08:00 AM 1382 96 329% 91%219% 181%288% 80%192% 160% 08:00 AM TO 09:00 AM 1251 101 298% 96%199% 191%261% 84%174% 168% 09:00 AM TO 10:00 AM 1012 83 241% 79%161% 157%211% 69%141% 138% 10:00 AM TO 11:00 AM 911 89 217% 85%145% 168%190% 74%127% 148% 11:00 AM TO 12:00 PM 1048 105 250% 100% 166% 198%218% 88%146% 175% 12:00 PM TO 01:00 PM 1026 77 244% 73%163% 145%214% 64%143% 128% 01:00 PM TO 02:00 PM 1058 69 252% 66%168% 130%220% 58%147% 115% 02:00 PM TO 03:00 PM 1177 66 280% 63%187% 125%245% 55%163% 110% 03:00 PM TO 04:00 PM 1400 73 333% 70%222% 138%292% 61%194% 122% 04:00 PM TO 05:00 PM 1615 82 385% 78%256% 155%336% 68%224% 137% 05:00 PM TO 06:00 PM 1489 87 355% 83%236% 164%310% 73%207% 145% 06:00 PM TO 07:00 PM 875 59 208% 56%139% 111%182% 49% 122% 98% 07:00 PM TO 08:00 PM 0% 0% 0% 0% 0% 0% 0% 0% 08:00 PM TO 09:00 PM 0% 0% 0% 0% 0% 0% 0% 0% 09:00 PM TO 10:00 PM 0% 0% 0% 0% 0% 0% 0% 0% 10:00 PM TO 11:00 PM 0% 0% 0% 0% 0% 0% 0% 0% 11:00 PM TO 12:00 AM 0% 0% 0% 0% 0% 0% 0% 0% 420 105 630 53 480 120 720 60 TOTAL 1 TOTAL 13 TOTAL 0 TOTAL 11 TOTAL 11 TOTAL 4 Met? NO Met?YES TOTAL 0 Met? NO Met?YES Met?YES TRAFFIC SIGNAL WARRANT ANALYSIS City/County:Wilmington 85th-percentile speed on the major street exceeds 40 mph? (Y or N) (2024 Build With 100% Minor Street Right-Turn Reductions) Date:12/15/2021 Apply 56% warrant to Warrant 1, Combination Warrant? (Y or N) State:North Carolina Isolated community with a population of less than 10,000? (Y or N)Analyzed by:Kimley-Horn 24-Hour Volume Summary Major Street Minor Street Warrant 1, Condition A Warrant 1, Condition B Warrant 1, Combination Warrant Major Street:Castle Hayne Road Approach Lanes - Major? (1 or 2) Minor Street:Chair Road Approach Lanes - Minor? (1 or 2) Warrant 2 Warrant 3, Condition A Warrant 3, Condition B Total of Both Approaches Higher Volume Approach 70% 70% 80% 80% 70% Figure 4C-1 Figure 4C-3 70%70% 0%0% 0%0% 160%128% 168% 0%0% 0%0% 0%0% 131% 138%70% 139%64% 0%0% 77%37% 128%67% 115%64% 110%78% 175%95% 86%41% 0%0% 0%0% 122%97% 137%109% 145%116% Threshold Threshold Threshold Threshold Summary 0%0% 0% 0% 0% 0% MUTCD FigureMUTCD Figure Warranting Volumes Summary Summary Summary TOTAL Source:MUTCD, 2009 Edition 4C-1 and 4C-2 4C-3 and 4C-4 Created By:Kimley-Horn and Associates, Inc.Summary Summary Summary Analysis assumes that Castle Hayne, NC is an isolated community with a population less than 10,000. ASSUMPTIONS: RESULTS: Analysis assumes that the 85th percentile speed exceeds 40 mph, since the posted speed limit on NC 133/Castle Hayne Road is 45 mph.Warrant 1, Condition B; Warrant 2; and Warrant 3 are all met based on projected 2024 Build traffic volumes. Met? River Bluffs Residential Development Traffic Impact Analysis Appendix F – Capacity Analysis Worksheets River Bluffs Residential Development Traffic Impact Analysis 2021 EXISTING CONDITIONS River Bluffs Development TIA 2021 Existing AM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 37 44 39 187 23 175 24 351 113 258 731 17 Future Volume (vph) 37 44 39 187 23 175 24 351 113 258 731 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 260 0 0 190 90 0 175 200 Storage Lanes 1 1 1 2 1 0 1 1 Taper Length (ft) 100 75 75 100 Satd. Flow (prot) 1752 1743 1538 1687 1743 1468 1736 1707 0 1719 1863 1524 Flt Permitted 0.742 0.465 0.153 0.247 Satd. Flow (perm) 1369 1743 1538 826 1743 1468 280 1707 0 447 1863 1524 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 45 45 45 Link Distance (ft) 824 1092 1139 1045 Travel Time (s) 22.5 16.5 17.3 15.8 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 3% 9% 5% 7% 9% 10% 4% 6% 11% 5% 2% 6% Adj. Flow (vph) 39 47 41 199 24 186 26 373 120 274 778 18 Shared Lane Traffic (%) Lane Group Flow (vph) 39 47 41 199 24 186 26 493 0 274 778 18 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+pt NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 1 6 7 Permitted Phases 4 4 8 8 2 6 6 Detector Phase 7 4 5 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0 Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.3 11.2 18.2 10.3 18.2 10.8 Total Split (s) 25.8 37.1 26.2 25.1 37.1 25.3 26.2 96.2 25.3 96.2 25.8 Total Split (%) 13.9% 20.0% 14.1% 13.5% 20.0% 13.7% 14.1% 51.9% 13.7% 51.9% 13.9% Maximum Green (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0 Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0 All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.3 1.7 2.8 Lost Time Adjust (s) -0.8 -2.1 -1.2 -0.1 -2.1 -0.3 -1.2 -1.2 -0.3 -1.2 -0.8 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 2.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None Min None Act Effct Green (s) 19.3 10.8 19.3 23.7 14.9 32.3 46.8 39.0 59.0 50.2 69.3 Actuated g/C Ratio 0.20 0.11 0.20 0.24 0.15 0.33 0.48 0.40 0.61 0.52 0.71 v/c Ratio 0.12 0.24 0.13 0.59 0.09 0.38 0.10 0.72 0.60 0.81 0.02 Control Delay 32.0 52.3 39.4 41.5 43.0 32.1 10.5 32.2 15.6 30.3 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.0 52.3 39.4 41.5 43.0 32.1 10.5 32.2 15.6 30.3 7.9 LOS C D D D D C B C B C A Approach Delay 41.9 37.3 31.1 26.1 River Bluffs Development TIA 2021 Existing AM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS D D C C Queue Length 50th (ft) 18 28 21 100 13 86 6 245 74 416 4 Queue Length 95th (ft) 55 80 65 217 45 191 19 441 143 703 14 Internal Link Dist (ft) 744 1012 1059 965 Turn Bay Length (ft) 260 190 90 175 200 Base Capacity (vph) 543 675 566 458 660 622 533 1503 576 1632 1226 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.07 0.07 0.43 0.04 0.30 0.05 0.33 0.48 0.48 0.01 Intersection Summary Area Type: Other Cycle Length: 185.3 Actuated Cycle Length: 97.2 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 30.4 Intersection LOS: C Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Development TIA 2021 Existing AM Peak 2: Castle Hayne Road & Chair Road 12/07/2021 Kimley-Horn Synchro 11 Report Intersection Int Delay, s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 30 33 51 423 697 40 Future Vol, veh/h 30 33 51 423 697 40 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 7 3 8 8 4 0 Mvmt Flow 32 35 54 450 741 43 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1096 392 784 0 - 0 Stage 1 763 - - - - - Stage 2 333 - - - - - Critical Hdwy 6.94 6.96 4.26 - - - Critical Hdwy Stg 1 5.94 - - - - - Critical Hdwy Stg 2 5.94 - - - - - Follow-up Hdwy 3.57 3.33 2.28 - - - Pot Cap-1 Maneuver 200 604 792 - - - Stage 1 408 - - - - - Stage 2 684 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 186 604 792 - - - Mov Cap-2 Maneuver 297 - - - - - Stage 1 380 - - - - - Stage 2 684 - - - - - Approach EB NB SB HCM Control Delay, s 14.8 1.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 792 - 297 604 - - HCM Lane V/C Ratio 0.069 - 0.107 0.058 - - HCM Control Delay (s) 9.9 - 18.6 11.3 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0.2 - 0.4 0.2 - - River Bluffs Development TIA 2021 Existing AM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 152 217 315 138 60 585 Future Volume (vph) 152 217 315 138 60 585 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 250 Storage Lanes 1 0 1 1 Taper Length (ft) 25 300 Satd. Flow (prot) 1617 0 3406 1524 1687 3505 Flt Permitted 0.980 0.472 Satd. Flow (perm) 1617 0 3406 1524 838 3505 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 25 50 50 Link Distance (ft) 258 871 1107 Travel Time (s) 7.0 11.9 15.1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 9% 4% 6% 6% 7% 3% Adj. Flow (vph) 167 238 346 152 66 643 Shared Lane Traffic (%) Lane Group Flow (vph) 405 0 346 152 66 643 Turn Type Prot NA pm+ov pm+pt NA Protected Phases 8 2 8 1 6 Permitted Phases 2 6 Detector Phase 8 2 8 1 6 Switch Phase Minimum Initial (s) 7.0 14.0 7.0 7.0 14.0 Minimum Split (s) 14.0 21.0 14.0 14.0 21.0 Total Split (s) 34.0 29.0 34.0 17.0 46.0 Total Split (%) 42.5% 36.3% 42.5% 21.3% 57.5% Maximum Green (s) 28.7 23.2 28.7 11.4 40.2 Yellow Time (s) 3.0 4.8 3.0 3.0 4.8 All-Red Time (s) 2.3 1.0 2.3 2.6 1.0 Lost Time Adjust (s) -0.3 -0.8 -0.3 -0.6 -0.8 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 2.0 3.1 2.0 2.0 3.1 Time Before Reduce (s) 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 30.0 0.0 0.0 30.0 Recall Mode None C-Min None None C-Min Act Effct Green (s) 24.5 35.2 65.7 45.5 45.5 Actuated g/C Ratio 0.31 0.44 0.82 0.57 0.57 v/c Ratio 0.82 0.23 0.12 0.12 0.32 Control Delay 39.1 17.1 2.4 17.8 16.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 39.1 17.1 2.4 17.8 16.8 LOS D B A B B Approach Delay 39.1 12.6 16.9 River Bluffs Development TIA 2021 Existing AM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Approach LOS D B B Queue Length 50th (ft) 185 58 14 10 54 Queue Length 95th (ft) 253 105 28 m0 230 Internal Link Dist (ft) 178 791 1027 Turn Bay Length (ft) 150 250 Base Capacity (vph) 598 1499 1300 604 2020 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.68 0.23 0.12 0.11 0.32 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 41 (51%), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 21.1 Intersection LOS: C Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Castle Hayne Road & I-140 Inner Loop River Bluffs Development TIA 2021 Existing AM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 13 18 172 60 56 40 380 112 195 455 12 Future Volume (vph) 15 13 18 172 60 56 40 380 112 195 455 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 175 225 225 250 175 275 175 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 150 100 300 225 Satd. Flow (prot) 1805 1900 1615 1787 1900 1583 1805 3505 1404 1597 3438 1615 Flt Permitted 0.851 0.482 0.474 0.431 Satd. Flow (perm) 1617 1900 1615 907 1900 1583 901 3505 1404 725 3438 1615 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 50 50 Link Distance (ft) 1634 400 1107 1296 Travel Time (s) 44.6 10.9 15.1 17.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 0% 0% 0% 1% 0% 2% 0% 3% 15% 13% 5% 0% Adj. Flow (vph) 16 14 19 185 65 60 43 409 120 210 489 13 Shared Lane Traffic (%) Lane Group Flow (vph) 16 14 19 185 65 60 43 409 120 210 489 13 Turn Type Perm NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA Perm Protected Phases 4 5 3 8 1 5 2 3 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 4 4 5 3 8 1 5 2 3 1 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0 Minimum Split (s) 15.0 15.0 14.0 14.0 15.0 14.0 14.0 22.0 14.0 14.0 22.0 22.0 Total Split (s) 21.0 21.0 21.0 15.0 36.0 21.0 21.0 23.0 15.0 21.0 23.0 23.0 Total Split (%) 26.3% 26.3% 26.3% 18.8% 45.0% 26.3% 26.3% 28.8% 18.8% 26.3% 28.8% 28.8% Maximum Green (s) 14.2 14.2 15.2 9.6 29.2 15.2 15.2 16.8 9.6 15.2 16.8 16.8 Yellow Time (s) 3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9 All-Red Time (s) 2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3 Lost Time Adjust (s) -1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.1 2.0 2.0 3.1 3.1 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0 Recall Mode None None None None None None None C-Min None None C-Min C-Min Act Effct Green (s) 8.9 8.9 13.4 16.3 16.3 31.5 46.3 38.5 54.2 52.8 46.0 46.0 Actuated g/C Ratio 0.11 0.11 0.17 0.20 0.20 0.39 0.58 0.48 0.68 0.66 0.58 0.58 v/c Ratio 0.09 0.07 0.07 0.61 0.17 0.10 0.07 0.24 0.13 0.36 0.25 0.01 Control Delay 33.3 32.7 24.6 35.7 24.3 12.5 7.5 15.3 5.6 8.3 11.7 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.3 32.7 24.6 35.7 24.3 12.5 7.5 15.3 5.6 8.3 11.7 13.3 LOS C C C D C B A B A A B B Approach Delay 29.7 28.8 12.7 10.7 River Bluffs Development TIA 2021 Existing AM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C C B B Queue Length 50th (ft) 7 6 9 88 29 21 7 48 8 28 61 3 Queue Length 95th (ft) 25 23 23 126 52 30 m19 68 m25 82 122 14 Internal Link Dist (ft) 1554 320 1027 1216 Turn Bay Length (ft) 300 175 225 225 250 175 275 175 Base Capacity (vph) 323 380 435 307 736 737 776 1687 955 661 1978 929 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.04 0.04 0.60 0.09 0.08 0.06 0.24 0.13 0.32 0.25 0.01 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 51 (64%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 15.4 Intersection LOS: B Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp MOVEMENT SUMMARY Site: 1 [Castle Hayne Road at Garden Place Drive/College Road (AM Peak) (Site Folder: 2021 Existing)] Castle Hayne Road at Garden Place Drive/College Road Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph SouthEast: College Road 3x L2 8 4.0 9 4.0 0.305 7.1 LOS A 1.5 37.9 0.54 0.45 0.54 36.1 3ax L1 4 4.0 4 4.0 0.305 7.1 LOS A 1.5 37.9 0.54 0.45 0.54 35.7 18x R2 236 4.0 265 4.0 0.305 7.1 LOS A 1.5 37.9 0.54 0.45 0.54 35.0 18bx R3 4 4.0 4 4.0 0.305 7.1 LOS A 1.5 37.9 0.54 0.45 0.54 34.6 Approach 252 4.0 283 4.0 0.305 7.1 LOS A 1.5 37.9 0.54 0.45 0.54 35.1 North: Castle Hayne Road 7b L3 4 4.0 4 4.0 0.816 17.7 LOS C 14.3 369.0 0.36 0.11 0.36 30.6 7 L2 4 4.0 4 4.0 0.816 17.7 LOS C 14.3 369.0 0.36 0.11 0.36 30.3 7a L1 434 4.0 488 4.0 0.816 17.7 LOS C 14.3 369.0 0.36 0.11 0.36 30.0 14a R1 500 4.0 562 4.0 0.816 17.7 LOS C 14.3 369.0 0.36 0.11 0.36 30.1 14 R2 4 4.0 4 4.0 0.816 17.7 LOS C 14.3 369.0 0.36 0.11 0.36 29.5 Approach 946 4.0 1063 4.0 0.816 17.7 LOS C 14.3 369.0 0.36 0.11 0.36 30.0 West: Garden Place Drive 5a L1 4 4.0 4 4.0 0.045 9.0 LOS A 0.2 4.0 0.69 0.69 0.69 23.5 2 T1 4 4.0 4 4.0 0.045 9.0 LOS A 0.2 4.0 0.69 0.69 0.69 22.4 12a R1 5 4.0 6 4.0 0.045 9.0 LOS A 0.2 4.0 0.69 0.69 0.69 22.4 12b R3 4 4.0 4 4.0 0.045 9.0 LOS A 0.2 4.0 0.69 0.69 0.69 22.6 Approach 17 4.0 19 4.0 0.045 9.0 LOS A 0.2 4.0 0.69 0.69 0.69 22.7 SouthWest: Castle Hayne Road 5bx L3 4 4.0 4 4.0 0.435 10.4 LOS B 2.5 65.3 0.68 0.73 0.84 36.7 2x T1 276 4.0 310 4.0 0.435 10.4 LOS B 2.5 65.3 0.68 0.73 0.84 36.5 12ax R1 4 4.0 4 4.0 0.435 10.4 LOS B 2.5 65.3 0.68 0.73 0.84 36.2 12x R2 15 4.0 17 4.0 0.435 10.4 LOS B 2.5 65.3 0.68 0.73 0.84 35.4 Approach 299 4.0 336 4.0 0.435 10.4 LOS B 2.5 65.3 0.68 0.73 0.84 36.5 All Vehicles 1514 4.0 1701 4.0 0.816 14.4 LOS B 14.3 369.0 0.46 0.29 0.49 31.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Wednesday, December 8, 2021 8:14:20 AM Project: K:\CHA_TPTO\014741000 -River Bluffs Development TIA\03-Analysis\05-Synchro_Sidra\07-Sidra\River Bluffs Development TIA_2021 Existing-2024 Build.sip9 River Bluffs Development TIA 2021 Existing PM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 87 39 72 161 53 250 86 588 98 168 415 4 Future Volume (vph) 87 39 72 161 53 250 86 588 98 168 415 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 260 0 0 190 90 0 175 200 Storage Lanes 1 1 1 2 1 0 1 1 Taper Length (ft) 100 75 75 100 Satd. Flow (prot) 1770 1900 1599 1736 1863 1553 1805 1816 0 1687 1845 1292 Flt Permitted 0.719 0.567 0.443 0.088 Satd. Flow (perm) 1339 1900 1599 1036 1863 1553 842 1816 0 156 1845 1292 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 45 45 45 Link Distance (ft) 824 1092 1139 1045 Travel Time (s) 22.5 16.5 17.3 15.8 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 2% 0% 1% 4% 2% 4% 0% 2% 5% 7% 3% 25% Adj. Flow (vph) 96 43 79 177 58 275 95 646 108 185 456 4 Shared Lane Traffic (%) Lane Group Flow (vph) 96 43 79 177 58 275 95 754 0 185 456 4 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+pt NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 1 6 7 Permitted Phases 4 4 8 8 2 6 6 Detector Phase 7 4 5 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0 Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.3 11.2 18.2 10.3 18.2 10.8 Total Split (s) 25.8 37.1 26.2 25.1 37.1 25.3 26.2 96.2 25.3 96.2 25.8 Total Split (%) 13.9% 20.0% 14.1% 13.5% 20.0% 13.7% 14.1% 51.9% 13.7% 51.9% 13.9% Maximum Green (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0 Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0 All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.3 1.7 2.8 Lost Time Adjust (s) -0.8 -2.1 -0.2 -0.1 -2.1 -0.3 -1.2 -1.2 -0.3 -1.2 -0.8 Total Lost Time (s) 5.0 5.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 2.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None Min None Act Effct Green (s) 20.4 10.2 20.1 24.0 12.0 29.7 61.0 51.4 72.1 58.1 76.3 Actuated g/C Ratio 0.18 0.09 0.18 0.22 0.11 0.27 0.55 0.47 0.65 0.53 0.69 v/c Ratio 0.32 0.25 0.27 0.56 0.29 0.66 0.17 0.89 0.56 0.47 0.00 Control Delay 42.0 60.9 47.8 46.7 58.4 47.8 9.0 41.1 27.3 18.4 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.0 60.9 47.8 46.7 58.4 47.8 9.0 41.1 27.3 18.4 6.0 LOS D E D D E D A D C B A Approach Delay 47.8 48.6 37.5 20.9 River Bluffs Development TIA 2021 Existing PM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS D D D C Queue Length 50th (ft) 51 28 45 99 37 164 22 447 60 195 1 Queue Length 95th (ft) 135 87 126 234 106 365 50 792 170 327 5 Internal Link Dist (ft) 744 1012 1059 965 Turn Bay Length (ft) 260 190 90 175 200 Base Capacity (vph) 439 621 490 415 596 502 754 1503 413 1525 1013 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.07 0.16 0.43 0.10 0.55 0.13 0.50 0.45 0.30 0.00 Intersection Summary Area Type: Other Cycle Length: 185.3 Actuated Cycle Length: 110.3 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 36.3 Intersection LOS: D Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Development TIA 2021 Existing PM Peak 2: Castle Hayne Road & Chair Road 12/07/2021 Kimley-Horn Synchro 11 Report Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 24 39 50 675 600 4 Future Vol, veh/h 24 39 50 675 600 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 8 0 4 6 50 Mvmt Flow 26 41 53 718 638 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1105 321 642 0 - 0 Stage 1 640 - - - - - Stage 2 465 - - - - - Critical Hdwy 6.84 7.06 4.1 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.38 2.2 - - - Pot Cap-1 Maneuver 205 657 952 - - - Stage 1 487 - - - - - Stage 2 599 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 194 657 952 - - - Mov Cap-2 Maneuver 324 - - - - - Stage 1 460 - - - - - Stage 2 599 - - - - - Approach EB NB SB HCM Control Delay, s 13.2 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 952 - 324 657 - - HCM Lane V/C Ratio 0.056 - 0.079 0.063 - - HCM Control Delay (s) 9 - 17.1 10.8 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0.2 - 0.3 0.2 - - River Bluffs Development TIA 2021 Existing PM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 132 192 518 181 89 472 Future Volume (vph) 132 192 518 181 89 472 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 250 Storage Lanes 1 0 1 1 Taper Length (ft) 25 300 Satd. Flow (prot) 1631 0 3539 1568 1597 3539 Flt Permitted 0.980 0.349 Satd. Flow (perm) 1631 0 3539 1568 587 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 25 50 50 Link Distance (ft) 258 871 1107 Travel Time (s) 7.0 11.9 15.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 5% 5% 2% 3% 13% 2% Adj. Flow (vph) 143 209 563 197 97 513 Shared Lane Traffic (%) Lane Group Flow (vph) 352 0 563 197 97 513 Turn Type Prot NA pm+ov pm+pt NA Protected Phases 8 2 8 1 6 Permitted Phases 2 6 Detector Phase 8 2 8 1 6 Switch Phase Minimum Initial (s) 7.0 14.0 7.0 7.0 14.0 Minimum Split (s) 14.0 21.0 14.0 14.0 21.0 Total Split (s) 27.0 32.0 27.0 21.0 53.0 Total Split (%) 33.8% 40.0% 33.8% 26.3% 66.3% Maximum Green (s) 21.7 26.2 21.7 15.4 47.2 Yellow Time (s) 3.0 4.8 3.0 3.0 4.8 All-Red Time (s) 2.3 1.0 2.3 2.6 1.0 Lost Time Adjust (s) -0.3 -0.8 -0.3 -0.6 -0.8 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 2.0 3.1 2.0 2.0 3.1 Time Before Reduce (s) 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 30.0 0.0 0.0 30.0 Recall Mode None C-Min None None C-Min Act Effct Green (s) 21.7 37.7 65.4 48.3 48.3 Actuated g/C Ratio 0.27 0.47 0.82 0.60 0.60 v/c Ratio 0.80 0.34 0.15 0.21 0.24 Control Delay 40.6 16.1 2.6 13.7 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 40.6 16.1 2.6 13.7 11.9 LOS D B A B B Approach Delay 40.6 12.6 12.2 River Bluffs Development TIA 2021 Existing PM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Approach LOS D B B Queue Length 50th (ft) 161 95 18 13 37 Queue Length 95th (ft) 239 156 38 m69 135 Internal Link Dist (ft) 178 791 1027 Turn Bay Length (ft) 150 250 Base Capacity (vph) 481 1666 1291 556 2210 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.73 0.34 0.15 0.17 0.23 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 32 (40%), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 18.2 Intersection LOS: B Intersection Capacity Utilization 51.8% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Castle Hayne Road & I-140 Inner Loop River Bluffs Development TIA 2021 Existing PM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 12 47 135 4 42 4 567 139 145 379 4 Future Volume (vph) 12 12 47 135 4 42 4 567 139 145 379 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 175 225 225 250 175 275 175 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 150 100 300 225 Satd. Flow (prot) 1770 1900 1583 1736 1520 1335 1805 3539 1553 1671 3505 1583 Flt Permitted 0.870 0.488 0.508 0.325 Satd. Flow (perm) 1621 1900 1583 892 1520 1335 965 3539 1553 572 3505 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 50 50 Link Distance (ft) 1634 400 1107 1296 Travel Time (s) 44.6 10.9 15.1 17.7 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 2% 0% 2% 4% 25% 21% 0% 2% 4% 8% 3% 2% Adj. Flow (vph) 13 13 52 148 4 46 4 623 153 159 416 4 Shared Lane Traffic (%) Lane Group Flow (vph) 13 13 52 148 4 46 4 623 153 159 416 4 Turn Type Perm NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA Perm Protected Phases 4 5 3 8 1 5 2 3 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 4 4 5 3 8 1 5 2 3 1 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0 Minimum Split (s) 15.0 15.0 14.0 14.0 15.0 14.0 14.0 22.0 14.0 14.0 22.0 22.0 Total Split (s) 22.0 22.0 15.0 14.0 36.0 18.0 15.0 26.0 14.0 18.0 29.0 29.0 Total Split (%) 27.5% 27.5% 18.8% 17.5% 45.0% 22.5% 18.8% 32.5% 17.5% 22.5% 36.3% 36.3% Maximum Green (s) 15.2 15.2 9.2 8.6 29.2 12.2 9.2 19.8 8.6 12.2 22.8 22.8 Yellow Time (s) 3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9 All-Red Time (s) 2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3 Lost Time Adjust (s) -1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.1 2.0 2.0 3.1 3.1 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0 Recall Mode None None None None None None None C-Min None None C-Min C-Min Act Effct Green (s) 8.8 8.8 13.3 15.0 15.0 29.2 48.6 40.8 55.2 53.4 47.3 47.3 Actuated g/C Ratio 0.11 0.11 0.17 0.19 0.19 0.36 0.61 0.51 0.69 0.67 0.59 0.59 v/c Ratio 0.07 0.06 0.20 0.55 0.01 0.09 0.01 0.35 0.14 0.31 0.20 0.00 Control Delay 33.1 32.8 27.6 35.3 21.8 14.1 6.2 12.0 3.5 7.4 10.6 12.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.1 32.8 27.6 35.3 21.8 14.1 6.2 12.0 3.5 7.4 10.6 12.5 LOS C C C D C B A B A A B B Approach Delay 29.3 30.1 10.3 9.7 River Bluffs Development TIA 2021 Existing PM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C C B A Queue Length 50th (ft) 6 6 25 71 2 16 1 44 1 18 47 1 Queue Length 95th (ft) 22 22 47 106 8 28 m2 202 m16 60 100 6 Internal Link Dist (ft) 1554 320 1027 1216 Turn Bay Length (ft) 300 175 225 225 250 175 275 175 Base Capacity (vph) 344 403 306 268 589 550 717 1803 1073 571 2073 936 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.03 0.17 0.55 0.01 0.08 0.01 0.35 0.14 0.28 0.20 0.00 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 48 (60%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 13.4 Intersection LOS: B Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp MOVEMENT SUMMARY Site: 1 [Castle Hayne Road at Garden Place Drive/College Road (PM Peak) (Site Folder: 2021 Existing)] Castle Hayne Road at Garden Place Drive/College Road Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph SouthEast: College Road 3x L2 9 3.0 10 3.0 0.548 13.1 LOS B 4.2 106.9 0.75 0.88 1.14 33.1 3ax L1 4 3.0 4 3.0 0.548 13.1 LOS B 4.2 106.9 0.75 0.88 1.14 32.7 18x R2 373 3.0 397 3.0 0.548 13.1 LOS B 4.2 106.9 0.75 0.88 1.14 32.2 18bx R3 4 3.0 4 3.0 0.548 13.1 LOS B 4.2 106.9 0.75 0.88 1.14 31.8 Approach 390 3.0 415 3.0 0.548 13.1 LOS B 4.2 106.9 0.75 0.88 1.14 32.2 North: Castle Hayne Road 7b L3 4 3.0 4 3.0 0.448 7.2 LOS A 3.2 80.8 0.17 0.05 0.17 35.8 7 L2 4 3.0 4 3.0 0.448 7.2 LOS A 3.2 80.8 0.17 0.05 0.17 35.4 7a L1 235 3.0 250 3.0 0.448 7.2 LOS A 3.2 80.8 0.17 0.05 0.17 35.0 14a R1 303 3.0 322 3.0 0.448 7.2 LOS A 3.2 80.8 0.17 0.05 0.17 35.1 14 R2 4 3.0 4 3.0 0.448 7.2 LOS A 3.2 80.8 0.17 0.05 0.17 34.3 Approach 550 3.0 585 3.0 0.448 7.2 LOS A 3.2 80.8 0.17 0.05 0.17 35.0 West: Garden Place Drive 5a L1 4 3.0 4 3.0 0.024 5.2 LOS A 0.1 2.3 0.55 0.43 0.55 24.5 2 T1 4 3.0 4 3.0 0.024 5.2 LOS A 0.1 2.3 0.55 0.43 0.55 23.3 12a R1 4 3.0 4 3.0 0.024 5.2 LOS A 0.1 2.3 0.55 0.43 0.55 23.3 12b R3 4 3.0 4 3.0 0.024 5.2 LOS A 0.1 2.3 0.55 0.43 0.55 23.4 Approach 16 3.0 17 3.0 0.024 5.2 LOS A 0.1 2.3 0.55 0.43 0.55 23.6 SouthWest: Castle Hayne Road 5bx L3 9 3.0 10 3.0 0.531 10.2 LOS B 3.9 100.1 0.62 0.54 0.69 37.0 2x T1 482 3.0 513 3.0 0.531 10.2 LOS B 3.9 100.1 0.62 0.54 0.69 36.7 12ax R1 4 3.0 4 3.0 0.531 10.2 LOS B 3.9 100.1 0.62 0.54 0.69 36.5 12x R2 8 3.0 9 3.0 0.531 10.2 LOS B 3.9 100.1 0.62 0.54 0.69 35.7 Approach 503 3.0 535 3.0 0.531 10.2 LOS B 3.9 100.1 0.62 0.54 0.69 36.7 All Vehicles 1459 3.0 1552 3.0 0.548 9.8 LOS A 4.2 106.9 0.48 0.44 0.61 34.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Tuesday, November 16, 2021 12:32:29 PM Project: K:\CHA_TPTO\014741000 -River Bluffs Development TIA\03-Analysis\05-Synchro_Sidra\07-Sidra\River Bluffs Development TIA_2021 Existing-2024 Build.sip9 River Bluffs Residential Development Traffic Impact Analysis 2024 NO BUILD CONDITIONS River Bluffs Development TIA 2024 No-Build AM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 39 47 41 198 24 186 25 372 120 274 776 18 Future Volume (vph) 39 47 41 198 24 186 25 372 120 274 776 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 260 0 0 190 90 0 175 200 Storage Lanes 1 1 1 2 1 0 1 1 Taper Length (ft) 100 75 75 100 Satd. Flow (prot) 1752 1743 1538 1687 1743 1468 1736 1707 0 1719 1863 1524 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1752 1743 1538 1687 1743 1468 1736 1707 0 1719 1863 1524 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 45 45 45 Link Distance (ft) 824 1092 1139 1045 Travel Time (s) 22.5 16.5 17.3 15.8 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 Heavy Vehicles (%) 3% 9% 5% 7% 9% 10% 4% 6% 11% 5% 2% 6% Adj. Flow (vph) 43 52 46 220 27 207 28 413 133 304 862 20 Shared Lane Traffic (%) Lane Group Flow (vph) 43 52 46 220 27 207 28 546 0 304 862 20 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 1 6 7 Permitted Phases 4 8 6 Detector Phase 7 4 5 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0 Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.3 11.2 18.2 10.3 18.2 10.8 Total Split (s) 25.8 37.1 26.2 25.1 37.1 25.3 26.2 96.2 25.3 96.2 25.8 Total Split (%) 13.9% 20.0% 14.1% 13.5% 20.0% 13.7% 14.1% 51.9% 13.7% 51.9% 13.9% Maximum Green (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0 Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0 All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.3 1.7 2.8 Lost Time Adjust (s) -0.8 -2.1 -1.2 -0.1 -2.1 -0.3 -1.2 -1.2 -0.3 -1.2 -0.8 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 2.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None Min None Act Effct Green (s) 14.8 11.0 20.7 21.2 19.7 43.7 8.3 52.5 21.4 69.1 89.1 Actuated g/C Ratio 0.12 0.09 0.17 0.17 0.16 0.35 0.07 0.43 0.17 0.56 0.72 v/c Ratio 0.21 0.34 0.18 0.76 0.10 0.40 0.24 0.75 1.02 0.83 0.02 Control Delay 62.3 66.5 49.6 71.0 53.7 39.1 68.6 36.1 110.1 32.2 7.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.3 66.5 49.6 71.0 53.7 39.1 68.6 36.1 110.1 32.2 7.4 LOS E E D E D D E D F C A Approach Delay 59.7 55.4 37.7 51.7 River Bluffs Development TIA 2024 No-Build AM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS E E D D Queue Length 50th (ft) 34 41 32 178 19 124 22 365 ~287 593 6 Queue Length 95th (ft) 87 98 79 #415 56 257 64 514 #608 866 15 Internal Link Dist (ft) 744 1012 1059 965 Turn Bay Length (ft) 260 190 90 175 200 Base Capacity (vph) 353 489 433 289 478 519 314 1290 298 1398 1226 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.11 0.11 0.76 0.06 0.40 0.09 0.42 1.02 0.62 0.02 Intersection Summary Area Type: Other Cycle Length: 185.3 Actuated Cycle Length: 123.4 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.02 Intersection Signal Delay: 49.5 Intersection LOS: D Intersection Capacity Utilization 75.1% ICU Level of Service D 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: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Development TIA 2024 No-Build AM Peak 2: Castle Hayne Road & Chair Road 12/07/2021 Kimley-Horn Synchro 11 Report Intersection Int Delay, s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 32 35 54 449 740 42 Future Vol, veh/h 32 35 54 449 740 42 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 7 3 8 8 4 0 Mvmt Flow 36 39 60 499 822 47 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1216 435 869 0 - 0 Stage 1 846 - - - - - Stage 2 370 - - - - - Critical Hdwy 6.94 6.96 4.26 - - - Critical Hdwy Stg 1 5.94 - - - - - Critical Hdwy Stg 2 5.94 - - - - - Follow-up Hdwy 3.57 3.33 2.28 - - - Pot Cap-1 Maneuver 167 566 734 - - - Stage 1 369 - - - - - Stage 2 654 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 153 566 734 - - - Mov Cap-2 Maneuver 263 - - - - - Stage 1 339 - - - - - Stage 2 654 - - - - - Approach EB NB SB HCM Control Delay, s 16.1 1.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 734 - 263 566 - - HCM Lane V/C Ratio 0.082 - 0.135 0.069 - - HCM Control Delay (s) 10.3 - 20.8 11.8 - - HCM Lane LOS B - C B - - HCM 95th %tile Q(veh) 0.3 - 0.5 0.2 - - River Bluffs Development TIA 2024 No-Build AM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 161 230 334 146 64 621 Future Volume (vph) 161 230 334 146 64 621 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 250 Storage Lanes 1 0 1 1 Taper Length (ft) 25 300 Satd. Flow (prot) 1617 0 3406 1524 1687 3505 Flt Permitted 0.980 0.950 Satd. Flow (perm) 1617 0 3406 1524 1687 3505 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 25 50 50 Link Distance (ft) 258 871 1107 Travel Time (s) 7.0 11.9 15.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 9% 4% 6% 6% 7% 3% Adj. Flow (vph) 179 256 371 162 71 690 Shared Lane Traffic (%) Lane Group Flow (vph) 435 0 371 162 71 690 Turn Type Prot NA pm+ov Prot NA Protected Phases 8 2 8 1 6 Permitted Phases 2 Detector Phase 8 2 8 1 6 Switch Phase Minimum Initial (s) 7.0 14.0 7.0 7.0 14.0 Minimum Split (s) 14.0 21.0 14.0 14.0 21.0 Total Split (s) 34.0 29.0 34.0 17.0 46.0 Total Split (%) 42.5% 36.3% 42.5% 21.3% 57.5% Maximum Green (s) 28.7 23.2 28.7 11.4 40.2 Yellow Time (s) 3.0 4.8 3.0 3.0 4.8 All-Red Time (s) 2.3 1.0 2.3 2.6 1.0 Lost Time Adjust (s) -0.3 -0.8 -0.3 -0.6 -0.8 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 2.0 3.1 2.0 2.0 3.1 Time Before Reduce (s) 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 30.0 0.0 0.0 30.0 Recall Mode None C-Min None None C-Min Act Effct Green (s) 26.2 32.3 64.5 9.0 43.8 Actuated g/C Ratio 0.33 0.40 0.81 0.11 0.55 v/c Ratio 0.82 0.27 0.13 0.38 0.36 Control Delay 37.4 19.8 2.9 32.2 22.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 37.4 19.8 2.9 32.2 22.1 LOS D B A C C Approach Delay 37.4 14.6 23.0 River Bluffs Development TIA 2024 No-Build AM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Approach LOS D B C Queue Length 50th (ft) 196 66 16 30 193 Queue Length 95th (ft) 264 124 36 m67 m254 Internal Link Dist (ft) 178 791 1027 Turn Bay Length (ft) 150 250 Base Capacity (vph) 609 1416 1261 253 1967 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.71 0.26 0.13 0.28 0.35 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 41 (51%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 24.1 Intersection LOS: C Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Castle Hayne Road & I-140 Inner Loop River Bluffs Development TIA 2024 No-Build AM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 16 14 19 183 64 59 42 403 119 207 483 13 Future Volume (vph) 16 14 19 183 64 59 42 403 119 207 483 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 175 225 225 250 175 275 175 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 150 100 300 225 Satd. Flow (prot) 1805 1900 1615 1787 1900 1583 1805 3505 1404 1597 3438 1615 Flt Permitted 0.711 0.950 0.950 0.950 Satd. Flow (perm) 1351 1900 1615 1787 1900 1583 1805 3505 1404 1597 3438 1615 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 50 50 Link Distance (ft) 1634 400 1107 1296 Travel Time (s) 44.6 10.9 15.1 17.7 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 Heavy Vehicles (%) 0% 0% 0% 1% 0% 2% 0% 3% 15% 13% 5% 0% Adj. Flow (vph) 18 16 21 203 71 66 47 448 132 230 537 14 Shared Lane Traffic (%) Lane Group Flow (vph) 18 16 21 203 71 66 47 448 132 230 537 14 Turn Type Perm NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm Protected Phases 4 5 3 8 1 5 2 3 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 5 3 8 1 5 2 3 1 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0 Minimum Split (s) 15.0 15.0 14.0 14.0 15.0 14.0 14.0 22.0 14.0 14.0 22.0 22.0 Total Split (s) 21.0 21.0 21.0 15.0 36.0 21.0 21.0 23.0 15.0 21.0 23.0 23.0 Total Split (%) 26.3% 26.3% 26.3% 18.8% 45.0% 26.3% 26.3% 28.8% 18.8% 26.3% 28.8% 28.8% Maximum Green (s) 14.2 14.2 15.2 9.6 29.2 15.2 15.2 16.8 9.6 15.2 16.8 16.8 Yellow Time (s) 3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9 All-Red Time (s) 2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3 Lost Time Adjust (s) -1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.1 2.0 2.0 3.1 3.1 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0 Recall Mode None None None None None None None C-Min None None C-Min C-Min Act Effct Green (s) 8.9 8.9 16.7 11.3 19.7 41.5 8.3 28.5 44.8 16.8 42.1 42.1 Actuated g/C Ratio 0.11 0.11 0.21 0.14 0.25 0.52 0.10 0.36 0.56 0.21 0.53 0.53 v/c Ratio 0.12 0.08 0.06 0.81 0.15 0.08 0.25 0.36 0.17 0.69 0.30 0.02 Control Delay 34.0 32.7 21.6 59.9 22.0 7.2 43.9 22.0 9.6 39.3 14.3 15.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.0 32.7 21.6 59.9 22.0 7.2 43.9 22.0 9.6 39.3 14.3 15.0 LOS C C C E C A D C A D B B Approach Delay 28.9 41.7 21.1 21.6 River Bluffs Development TIA 2024 No-Build AM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C D C C Queue Length 50th (ft) 8 7 8 97 24 12 26 114 41 106 101 4 Queue Length 95th (ft) 28 25 23 #224 55 24 m50 132 m30 164 142 16 Internal Link Dist (ft) 1554 320 1027 1216 Turn Bay Length (ft) 300 175 225 225 250 175 275 175 Base Capacity (vph) 270 380 492 252 736 849 361 1246 785 363 1808 849 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.04 0.04 0.81 0.10 0.08 0.13 0.36 0.17 0.63 0.30 0.02 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 51 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 25.4 Intersection LOS: C Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp MOVEMENT SUMMARY Site: 1 [Castle Hayne Road at Garden Place Drive/College Road (AM Peak) (Site Folder: 2024 No-Build)] Castle Hayne Road at Garden Place Drive/College Road Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph SouthEast: College Road 3x L2 8 4.0 9 4.0 0.324 7.4 LOS A 1.6 40.5 0.55 0.48 0.55 35.9 3ax L1 4 4.0 4 4.0 0.324 7.4 LOS A 1.6 40.5 0.55 0.48 0.55 35.5 18x R2 250 4.0 278 4.0 0.324 7.4 LOS A 1.6 40.5 0.55 0.48 0.55 34.9 18bx R3 4 4.0 4 4.0 0.324 7.4 LOS A 1.6 40.5 0.55 0.48 0.55 34.4 Approach 266 4.0 296 4.0 0.324 7.4 LOS A 1.6 40.5 0.55 0.48 0.55 34.9 North: Castle Hayne Road 7b L3 4 4.0 4 4.0 0.857 20.7 LOS C 18.0 464.3 0.43 0.13 0.43 29.4 7 L2 4 4.0 4 4.0 0.857 20.7 LOS C 18.0 464.3 0.43 0.13 0.43 29.1 7a L1 461 4.0 512 4.0 0.857 20.7 LOS C 18.0 464.3 0.43 0.13 0.43 28.8 14a R1 531 4.0 590 4.0 0.857 20.7 LOS C 18.0 464.3 0.43 0.13 0.43 29.0 14 R2 4 4.0 4 4.0 0.857 20.7 LOS C 18.0 464.3 0.43 0.13 0.43 28.4 Approach 1004 4.0 1116 4.0 0.857 20.7 LOS C 18.0 464.3 0.43 0.13 0.43 28.9 West: Garden Place Drive 5a L1 4 4.0 4 4.0 0.047 9.6 LOS A 0.2 4.1 0.70 0.70 0.70 23.4 2 T1 4 4.0 4 4.0 0.047 9.6 LOS A 0.2 4.1 0.70 0.70 0.70 22.3 12a R1 5 4.0 6 4.0 0.047 9.6 LOS A 0.2 4.1 0.70 0.70 0.70 22.3 12b R3 4 4.0 4 4.0 0.047 9.6 LOS A 0.2 4.1 0.70 0.70 0.70 22.4 Approach 17 4.0 19 4.0 0.047 9.6 LOS A 0.2 4.1 0.70 0.70 0.70 22.6 SouthWest: Castle Hayne Road 5bx L3 4 4.0 4 4.0 0.468 11.3 LOS B 2.9 75.7 0.70 0.77 0.94 36.2 2x T1 293 4.0 326 4.0 0.468 11.3 LOS B 2.9 75.7 0.70 0.77 0.94 36.0 12ax R1 4 4.0 4 4.0 0.468 11.3 LOS B 2.9 75.7 0.70 0.77 0.94 35.7 12x R2 16 4.0 18 4.0 0.468 11.3 LOS B 2.9 75.7 0.70 0.77 0.94 34.9 Approach 317 4.0 352 4.0 0.468 11.3 LOS B 2.9 75.7 0.70 0.77 0.94 35.9 All Vehicles 1604 4.0 1782 4.0 0.857 16.5 LOS C 18.0 464.3 0.51 0.32 0.55 30.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Tuesday, November 16, 2021 12:36:29 PM Project: K:\CHA_TPTO\014741000 -River Bluffs Development TIA\03-Analysis\05-Synchro_Sidra\07-Sidra\River Bluffs Development TIA_2021 Existing-2024 Build.sip9 River Bluffs Development TIA 2024 No-Build PM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 92 41 76 171 56 265 91 624 104 178 440 4 Future Volume (vph) 92 41 76 171 56 265 91 624 104 178 440 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 260 0 0 190 90 0 175 200 Storage Lanes 1 1 1 2 1 0 1 1 Taper Length (ft) 100 75 75 100 Satd. Flow (prot) 1770 1900 1599 1736 1863 1553 1805 1814 0 1687 1845 1292 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 1900 1599 1736 1863 1553 1805 1814 0 1687 1845 1292 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 45 45 45 Link Distance (ft) 824 1092 1139 1045 Travel Time (s) 22.5 16.5 17.3 15.8 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 Heavy Vehicles (%) 2% 0% 1% 4% 2% 4% 0% 2% 5% 7% 3% 25% Adj. Flow (vph) 102 46 84 190 62 294 101 693 116 198 489 4 Shared Lane Traffic (%) Lane Group Flow (vph) 102 46 84 190 62 294 101 809 0 198 489 4 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 1 6 7 Permitted Phases 4 8 6 Detector Phase 7 4 5 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0 Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.3 11.2 18.2 10.3 18.2 10.8 Total Split (s) 25.8 37.1 26.2 25.1 37.1 25.3 26.2 96.2 25.3 96.2 25.8 Total Split (%) 13.9% 20.0% 14.1% 13.5% 20.0% 13.7% 14.1% 51.9% 13.7% 51.9% 13.9% Maximum Green (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0 Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0 All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.3 1.7 2.8 Lost Time Adjust (s) -0.8 -2.1 -0.2 -0.1 -2.1 -0.3 -1.2 -1.2 -0.3 -1.2 -0.8 Total Lost Time (s) 5.0 5.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 2.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None Min None Act Effct Green (s) 17.2 10.7 25.5 20.8 14.4 37.0 14.1 67.5 21.0 74.4 96.8 Actuated g/C Ratio 0.13 0.08 0.19 0.15 0.10 0.27 0.10 0.49 0.15 0.54 0.71 v/c Ratio 0.46 0.31 0.28 0.72 0.32 0.70 0.55 0.91 0.77 0.49 0.00 Control Delay 69.8 72.0 51.7 75.8 68.1 57.7 74.5 47.0 79.2 22.5 7.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.8 72.0 51.7 75.8 68.1 57.7 74.5 47.0 79.2 22.5 7.8 LOS E E D E E E E D E C A Approach Delay 63.7 65.2 50.0 38.7 River Bluffs Development TIA 2024 No-Build PM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS E E D D Queue Length 50th (ft) 90 41 65 169 53 234 89 657 177 273 1 Queue Length 95th (ft) 174 93 128 #368 118 #425 173 919 #393 425 5 Internal Link Dist (ft) 744 1012 1059 965 Turn Bay Length (ft) 260 190 90 175 200 Base Capacity (vph) 277 469 388 263 450 418 288 1259 258 1269 951 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.10 0.22 0.72 0.14 0.70 0.35 0.64 0.77 0.39 0.00 Intersection Summary Area Type: Other Cycle Length: 185.3 Actuated Cycle Length: 137.2 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 51.5 Intersection LOS: D Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Development TIA 2024 No-Build PM Peak 2: Castle Hayne Road & Chair Road 12/07/2021 Kimley-Horn Synchro 11 Report Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 25 41 53 716 637 4 Future Vol, veh/h 25 41 53 716 637 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 8 0 4 6 50 Mvmt Flow 28 46 59 796 708 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1226 356 712 0 - 0 Stage 1 710 - - - - - Stage 2 516 - - - - - Critical Hdwy 6.84 7.06 4.1 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.38 2.2 - - - Pot Cap-1 Maneuver 171 623 897 - - - Stage 1 448 - - - - - Stage 2 564 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 160 623 897 - - - Mov Cap-2 Maneuver 290 - - - - - Stage 1 418 - - - - - Stage 2 564 - - - - - Approach EB NB SB HCM Control Delay, s 14 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 897 - 290 623 - - HCM Lane V/C Ratio 0.066 - 0.096 0.073 - - HCM Control Delay (s) 9.3 - 18.7 11.2 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0.2 - 0.3 0.2 - - River Bluffs Development TIA 2024 No-Build PM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 140 204 550 192 94 501 Future Volume (vph) 140 204 550 192 94 501 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 250 Storage Lanes 1 0 1 1 Taper Length (ft) 25 300 Satd. Flow (prot) 1631 0 3539 1568 1597 3539 Flt Permitted 0.980 0.950 Satd. Flow (perm) 1631 0 3539 1568 1597 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 25 50 50 Link Distance (ft) 258 871 1107 Travel Time (s) 7.0 11.9 15.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 2% 3% 13% 2% Adj. Flow (vph) 156 227 611 213 104 557 Shared Lane Traffic (%) Lane Group Flow (vph) 383 0 611 213 104 557 Turn Type Prot NA pm+ov Prot NA Protected Phases 8 2 8 1 6 Permitted Phases 2 Detector Phase 8 2 8 1 6 Switch Phase Minimum Initial (s) 7.0 14.0 7.0 7.0 14.0 Minimum Split (s) 14.0 21.0 14.0 14.0 21.0 Total Split (s) 27.0 32.0 27.0 21.0 53.0 Total Split (%) 33.8% 40.0% 33.8% 26.3% 66.3% Maximum Green (s) 21.7 26.2 21.7 15.4 47.2 Yellow Time (s) 3.0 4.8 3.0 3.0 4.8 All-Red Time (s) 2.3 1.0 2.3 2.6 1.0 Lost Time Adjust (s) -0.3 -0.8 -0.3 -0.6 -0.8 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 2.0 3.1 2.0 2.0 3.1 Time Before Reduce (s) 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 30.0 0.0 0.0 30.0 Recall Mode None C-Min None None C-Min Act Effct Green (s) 23.0 34.0 63.0 10.5 47.0 Actuated g/C Ratio 0.29 0.42 0.79 0.13 0.59 v/c Ratio 0.82 0.41 0.17 0.50 0.27 Control Delay 41.4 19.5 3.7 38.5 13.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 41.4 19.5 3.7 38.5 13.2 LOS D B A D B Approach Delay 41.4 15.4 17.2 River Bluffs Development TIA 2024 No-Build PM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Approach LOS D B B Queue Length 50th (ft) 172 118 24 51 44 Queue Length 95th (ft) #301 181 55 m77 153 Internal Link Dist (ft) 178 791 1027 Turn Bay Length (ft) 150 250 Base Capacity (vph) 492 1524 1236 319 2172 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.78 0.40 0.17 0.33 0.26 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 32 (40%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 21.4 Intersection LOS: C Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Castle Hayne Road & I-140 Inner Loop River Bluffs Development TIA 2024 No-Build PM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 13 13 50 143 4 45 4 602 148 154 402 4 Future Volume (vph) 13 13 50 143 4 45 4 602 148 154 402 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 175 225 225 250 175 275 175 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 150 100 300 225 Satd. Flow (prot) 1770 1900 1583 1736 1520 1335 1805 3539 1553 1671 3505 1583 Flt Permitted 0.870 0.950 0.950 0.950 Satd. Flow (perm) 1621 1900 1583 1736 1520 1335 1805 3539 1553 1671 3505 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 50 50 Link Distance (ft) 1634 400 1107 1296 Travel Time (s) 44.6 10.9 15.1 17.7 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 Heavy Vehicles (%) 2% 0% 2% 4% 25% 21% 0% 2% 4% 8% 3% 2% Adj. Flow (vph) 14 14 56 159 4 50 4 669 164 171 447 4 Shared Lane Traffic (%) Lane Group Flow (vph) 14 14 56 159 4 50 4 669 164 171 447 4 Turn Type Perm NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm Protected Phases 4 5 3 8 1 5 2 3 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 5 3 8 1 5 2 3 1 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0 Minimum Split (s) 15.0 15.0 14.0 14.0 15.0 14.0 14.0 22.0 14.0 14.0 22.0 22.0 Total Split (s) 22.0 22.0 15.0 14.0 36.0 18.0 15.0 26.0 14.0 18.0 29.0 29.0 Total Split (%) 27.5% 27.5% 18.8% 17.5% 45.0% 22.5% 18.8% 32.5% 17.5% 22.5% 36.3% 36.3% Maximum Green (s) 15.2 15.2 9.2 8.6 29.2 12.2 9.2 19.8 8.6 12.2 22.8 22.8 Yellow Time (s) 3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9 All-Red Time (s) 2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3 Lost Time Adjust (s) -1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.1 2.0 2.0 3.1 3.1 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0 Recall Mode None None None None None None None C-Min None None C-Min C-Min Act Effct Green (s) 8.8 8.8 13.4 10.1 15.7 34.0 7.8 36.0 51.2 13.3 46.6 46.6 Actuated g/C Ratio 0.11 0.11 0.17 0.13 0.20 0.42 0.10 0.45 0.64 0.17 0.58 0.58 v/c Ratio 0.08 0.07 0.21 0.72 0.01 0.09 0.02 0.42 0.17 0.62 0.22 0.00 Control Delay 33.2 32.8 27.8 55.0 21.8 10.9 47.0 14.2 4.4 40.1 10.9 12.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.2 32.8 27.8 55.0 21.8 10.9 47.0 14.2 4.4 40.1 10.9 12.5 LOS C C C E C B D B A D B B Approach Delay 29.5 44.0 12.5 18.9 River Bluffs Development TIA 2024 No-Build PM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C D B B Queue Length 50th (ft) 6 6 27 75 2 16 2 47 2 80 55 1 Queue Length 95th (ft) 23 23 49 #180 8 24 m4 233 m37 133 107 6 Internal Link Dist (ft) 1554 320 1027 1216 Turn Bay Length (ft) 300 175 225 225 250 175 275 175 Base Capacity (vph) 344 403 306 221 589 588 225 1594 994 305 2042 922 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.03 0.18 0.72 0.01 0.09 0.02 0.42 0.16 0.56 0.22 0.00 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 48 (60%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 19.4 Intersection LOS: B Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp MOVEMENT SUMMARY Site: 1 [Castle Hayne Road at Garden Place Drive/College Road (PM Peak) (Site Folder: 2024 No-Build)] Castle Hayne Road at Garden Place Drive/College Road Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph SouthEast: College Road 3x L2 10 3.0 11 3.0 0.642 16.8 LOS C 5.8 148.5 0.82 1.02 1.44 31.4 3ax L1 4 3.0 4 3.0 0.642 16.8 LOS C 5.8 148.5 0.82 1.02 1.44 31.0 18x R2 396 3.0 440 3.0 0.642 16.8 LOS C 5.8 148.5 0.82 1.02 1.44 30.5 18bx R3 4 3.0 4 3.0 0.642 16.8 LOS C 5.8 148.5 0.82 1.02 1.44 30.2 Approach 414 3.0 460 3.0 0.642 16.8 LOS C 5.8 148.5 0.82 1.02 1.44 30.6 North: Castle Hayne Road 7b L3 4 3.0 4 3.0 0.494 7.9 LOS A 3.8 96.8 0.16 0.05 0.16 35.4 7 L2 4 3.0 4 3.0 0.494 7.9 LOS A 3.8 96.8 0.16 0.05 0.16 35.0 7a L1 249 3.0 277 3.0 0.494 7.9 LOS A 3.8 96.8 0.16 0.05 0.16 34.6 14a R1 322 3.0 358 3.0 0.494 7.9 LOS A 3.8 96.8 0.16 0.05 0.16 34.8 14 R2 4 3.0 4 3.0 0.494 7.9 LOS A 3.8 96.8 0.16 0.05 0.16 34.0 Approach 583 3.0 648 3.0 0.494 7.9 LOS A 3.8 96.8 0.16 0.05 0.16 34.7 West: Garden Place Drive 5a L1 4 3.0 4 3.0 0.026 5.6 LOS A 0.1 2.5 0.57 0.47 0.57 24.4 2 T1 4 3.0 4 3.0 0.026 5.6 LOS A 0.1 2.5 0.57 0.47 0.57 23.2 12a R1 4 3.0 4 3.0 0.026 5.6 LOS A 0.1 2.5 0.57 0.47 0.57 23.2 12b R3 4 3.0 4 3.0 0.026 5.6 LOS A 0.1 2.5 0.57 0.47 0.57 23.3 Approach 16 3.0 18 3.0 0.026 5.6 LOS A 0.1 2.5 0.57 0.47 0.57 23.5 SouthWest: Castle Hayne Road 5bx L3 4 3.0 4 3.0 0.599 12.0 LOS B 6.1 157.4 0.70 0.70 0.97 35.9 2x T1 512 3.0 569 3.0 0.599 12.0 LOS B 6.1 157.4 0.70 0.70 0.97 35.7 12ax R1 4 3.0 4 3.0 0.599 12.0 LOS B 6.1 157.4 0.70 0.70 0.97 35.5 12x R2 8 3.0 9 3.0 0.599 12.0 LOS B 6.1 157.4 0.70 0.70 0.97 34.7 Approach 528 3.0 587 3.0 0.599 12.0 LOS B 6.1 157.4 0.70 0.70 0.97 35.7 All Vehicles 1541 3.0 1712 3.0 0.642 11.7 LOS B 6.1 157.4 0.53 0.54 0.79 33.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Tuesday, November 16, 2021 12:36:29 PM Project: K:\CHA_TPTO\014741000 -River Bluffs Development TIA\03-Analysis\05-Synchro_Sidra\07-Sidra\River Bluffs Development TIA_2021 Existing-2024 Build.sip9 River Bluffs Development TIA 2024 No-Build AM Peak - Existing Phasing 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)39 47 41 198 24 186 25 372 120 274 776 18 Future Volume (vph)39 47 41 198 24 186 25 372 120 274 776 18 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)260 0 0 190 90 0 175 200 Storage Lanes 1 1 1 2 1 0 1 1 Taper Length (ft)100 75 75 100 Satd. Flow (prot)1752 1743 1538 1687 1743 1468 1736 1707 0 1719 1863 1524 Flt Permitted 0.740 0.417 0.096 0.216 Satd. Flow (perm)1365 1743 1538 740 1743 1468 175 1707 0 391 1863 1524 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)25 45 45 45 Link Distance (ft)824 1092 1139 1045 Travel Time (s)22.5 16.5 17.3 15.8 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 Heavy Vehicles (%)3%9%5%7%9%10%4%6%11%5%2%6% Adj. Flow (vph)43 52 46 220 27 207 28 413 133 304 862 20 Shared Lane Traffic (%) Lane Group Flow (vph)43 52 46 220 27 207 28 546 0 304 862 20 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+pt NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 1 6 7 Permitted Phases 4 4 8 8 2 6 6 Detector Phase 7 4 5 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0 Minimum Split (s)12.0 14.0 13.0 12.0 14.0 12.0 13.0 20.0 12.0 20.0 12.0 Total Split (s)12.0 14.0 13.0 20.0 22.0 24.0 13.0 62.0 24.0 73.0 12.0 Total Split (%)10.0% 11.7% 10.8% 16.7% 18.3% 20.0% 10.8% 51.7%20.0% 60.8% 10.0% Maximum Green (s)6.2 6.9 6.8 14.9 14.9 18.7 6.8 55.8 18.7 66.8 6.2 Yellow Time (s)3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0 All-Red Time (s)2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.3 1.7 2.8 Lost Time Adjust (s)-0.8 -2.1 -1.2 -0.1 -2.1 -0.3 -1.2 -1.2 -0.3 -1.2 -0.8 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0 Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 2.0 Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None Min None Act Effct Green (s)15.9 9.2 17.2 21.2 16.0 33.1 47.4 40.0 59.4 51.0 68.0 Actuated g/C Ratio 0.17 0.10 0.18 0.22 0.17 0.35 0.50 0.42 0.63 0.54 0.72 v/c Ratio 0.16 0.31 0.16 0.72 0.09 0.40 0.13 0.76 0.69 0.86 0.02 Control Delay 33.8 53.9 39.8 51.2 43.3 33.2 9.5 31.0 18.1 30.8 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.8 53.9 39.8 51.2 43.3 33.2 9.5 31.0 18.1 30.8 5.8 LOS C D D D D C A C B C A Approach Delay 43.2 42.5 29.9 27.1 Approach LOS D D C C Queue Length 50th (ft)21 33 25 144 17 ~157 7 285 85 496 1 Queue Length 95th (ft)57 81 66 #250 47 196 16 438 139 702 13 Internal Link Dist (ft)744 1012 1059 965 River Bluffs Development TIA 2024 No-Build AM Peak - Existing Phasing 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft)260 190 90 175 200 Base Capacity (vph)288 187 307 359 396 633 240 1080 547 1332 1106 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.28 0.15 0.61 0.07 0.33 0.12 0.51 0.56 0.65 0.02 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 94.5 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 31.7 Intersection LOS: C Intersection Capacity Utilization 75.1%ICU Level of Service D 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: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Development TIA 2024 No-Build PM Peak - Existing Phasing 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)92 41 76 171 56 265 91 624 104 178 440 4 Future Volume (vph)92 41 76 171 56 265 91 624 104 178 440 4 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)260 0 0 190 90 0 175 200 Storage Lanes 1 1 1 2 1 0 1 1 Taper Length (ft)100 75 75 100 Satd. Flow (prot)1770 1900 1599 1736 1863 1553 1805 1814 0 1687 1845 1292 Flt Permitted 0.909 0.460 0.429 0.076 Satd. Flow (perm)1693 1900 1599 840 1863 1553 815 1814 0 135 1845 1292 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)25 45 45 45 Link Distance (ft)824 1092 1139 1045 Travel Time (s)22.5 16.5 17.3 15.8 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 Heavy Vehicles (%)2%0%1%4%2%4%0%2%5%7%3%25% Adj. Flow (vph)102 46 84 190 62 294 101 693 116 198 489 4 Shared Lane Traffic (%) Lane Group Flow (vph)102 46 84 190 62 294 101 809 0 198 489 4 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+pt NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 1 6 7 Permitted Phases 4 4 8 8 2 6 6 Detector Phase 7 4 5 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0 Minimum Split (s)12.0 14.0 13.0 12.0 14.0 12.0 13.0 20.0 12.0 20.0 12.0 Total Split (s)14.0 14.0 13.0 15.0 15.0 21.0 13.0 70.0 21.0 78.0 14.0 Total Split (%)11.7% 11.7% 10.8% 12.5% 12.5% 17.5% 10.8% 58.3%17.5% 65.0% 11.7% Maximum Green (s)8.2 6.9 6.8 9.9 7.9 15.7 6.8 63.8 15.7 71.8 8.2 Yellow Time (s)3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0 All-Red Time (s)2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.3 1.7 2.8 Lost Time Adjust (s)-0.8 -2.1 -0.2 -0.1 -2.1 -0.3 -1.2 -1.2 -0.3 -1.2 -0.8 Total Lost Time (s)5.0 5.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0 Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 2.0 Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None Min None Act Effct Green (s)13.4 8.7 14.0 18.2 9.9 29.7 56.7 48.9 68.0 55.5 69.5 Actuated g/C Ratio 0.13 0.09 0.14 0.18 0.10 0.30 0.57 0.49 0.68 0.56 0.70 v/c Ratio 0.44 0.28 0.38 0.70 0.34 0.63 0.19 0.91 0.62 0.48 0.00 Control Delay 45.9 54.6 46.9 55.0 54.6 42.8 7.0 38.6 31.1 14.9 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.9 54.6 46.9 55.0 54.6 42.8 7.0 38.6 31.1 14.9 4.8 LOS D D D D D D A D C B A Approach Delay 48.0 48.4 35.1 19.5 Approach LOS D D D B Queue Length 50th (ft)59 31 50 116 41 182 21 488 73 188 1 Queue Length 95th (ft)121 74 107 #226 93 #316 37 693 162 265 4 Internal Link Dist (ft)744 1012 1059 965 River Bluffs Development TIA 2024 No-Build PM Peak - Existing Phasing 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft)260 190 90 175 200 Base Capacity (vph)249 183 236 277 199 504 554 1238 358 1369 913 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.25 0.36 0.69 0.31 0.58 0.18 0.65 0.55 0.36 0.00 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 99.6 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 34.8 Intersection LOS: C Intersection Capacity Utilization 77.7%ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Residential Development Traffic Impact Analysis 2024 BUILD CONDITIONS River Bluffs Development TIA 2024 Build AM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 39 47 41 198 24 202 25 391 120 322 834 18 Future Volume (vph) 39 47 41 198 24 202 25 391 120 322 834 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 260 0 0 190 90 0 175 200 Storage Lanes 1 1 1 2 1 0 1 1 Taper Length (ft) 100 75 75 100 Satd. Flow (prot) 1752 1743 1538 1687 1743 1468 1736 1711 0 1719 1863 1524 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1752 1743 1538 1687 1743 1468 1736 1711 0 1719 1863 1524 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 45 45 45 Link Distance (ft) 824 1092 1139 1045 Travel Time (s) 22.5 16.5 17.3 15.8 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 Heavy Vehicles (%) 3% 9% 5% 7% 9% 10% 4% 6% 11% 5% 2% 6% Adj. Flow (vph) 43 52 46 220 27 224 28 434 133 358 927 20 Shared Lane Traffic (%) Lane Group Flow (vph) 43 52 46 220 27 224 28 567 0 358 927 20 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 1 6 7 Permitted Phases 4 8 6 Detector Phase 7 4 5 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0 Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.3 11.2 18.2 10.3 18.2 10.8 Total Split (s) 25.8 37.1 26.2 25.1 37.1 25.3 26.2 96.2 25.3 96.2 25.8 Total Split (%) 13.9% 20.0% 14.1% 13.5% 20.0% 13.7% 14.1% 51.9% 13.7% 51.9% 13.9% Maximum Green (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0 Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0 All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.3 1.7 2.8 Lost Time Adjust (s) -0.8 -2.1 -1.2 -0.1 -2.1 -0.3 -1.2 -1.2 -0.3 -1.2 -0.8 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 2.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None Min None Act Effct Green (s) 14.3 11.0 20.8 20.8 19.6 43.3 8.3 68.8 21.0 84.9 104.4 Actuated g/C Ratio 0.10 0.08 0.15 0.15 0.14 0.31 0.06 0.50 0.15 0.61 0.75 v/c Ratio 0.24 0.38 0.20 0.87 0.11 0.49 0.27 0.67 1.38 0.81 0.02 Control Delay 68.7 74.4 55.7 92.0 59.2 47.9 75.4 30.7 234.6 30.2 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.7 74.4 55.7 92.0 59.2 47.9 75.4 30.7 234.6 30.2 6.9 LOS E E E F E D E C F C A Approach Delay 66.6 69.2 32.8 85.9 River Bluffs Development TIA 2024 Build AM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS E E C F Queue Length 50th (ft) 41 50 40 218 23 178 27 385 ~492 683 6 Queue Length 95th (ft) 87 98 79 #415 56 279 64 543 #733 1000 15 Internal Link Dist (ft) 744 1012 1059 965 Turn Bay Length (ft) 260 190 90 175 200 Base Capacity (vph) 307 427 382 253 417 458 274 1176 260 1269 1256 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.12 0.12 0.87 0.06 0.49 0.10 0.48 1.38 0.73 0.02 Intersection Summary Area Type: Other Cycle Length: 185.3 Actuated Cycle Length: 138.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.38 Intersection Signal Delay: 69.1 Intersection LOS: E Intersection Capacity Utilization 78.2% ICU Level of Service D 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: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Development TIA 2024 Build AM Peak 2: Castle Hayne Road & Chair Road 12/07/2021 Kimley-Horn Synchro 11 Report Intersection Int Delay, s/veh 4.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 112 141 89 449 740 69 Future Vol, veh/h 112 141 89 449 740 69 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 7 3 8 8 4 0 Mvmt Flow 124 157 99 499 822 77 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1309 450 899 0 - 0 Stage 1 861 - - - - - Stage 2 448 - - - - - Critical Hdwy 6.94 6.96 4.26 - - - Critical Hdwy Stg 1 5.94 - - - - - Critical Hdwy Stg 2 5.94 - - - - - Follow-up Hdwy 3.57 3.33 2.28 - - - Pot Cap-1 Maneuver 144 554 715 - - - Stage 1 362 - - - - - Stage 2 596 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 124 554 715 - - - Mov Cap-2 Maneuver 236 - - - - - Stage 1 312 - - - - - Stage 2 596 - - - - - Approach EB NB SB HCM Control Delay, s 23.8 1.8 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 715 - 236 554 - - HCM Lane V/C Ratio 0.138 - 0.527 0.283 - - HCM Control Delay (s) 10.8 - 36.1 14 - - HCM Lane LOS B - E B - - HCM 95th %tile Q(veh) 0.5 - 2.8 1.2 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon River Bluffs Development TIA 2024 Build AM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 174 230 386 174 64 635 Future Volume (vph) 174 230 386 174 64 635 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 250 Storage Lanes 1 0 1 1 Taper Length (ft) 25 300 Satd. Flow (prot) 1617 0 3406 1524 1687 3505 Flt Permitted 0.979 0.950 Satd. Flow (perm) 1617 0 3406 1524 1687 3505 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 25 50 50 Link Distance (ft) 258 871 1107 Travel Time (s) 7.0 11.9 15.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 9% 4% 6% 6% 7% 3% Adj. Flow (vph) 193 256 429 193 71 706 Shared Lane Traffic (%) Lane Group Flow (vph) 449 0 429 193 71 706 Turn Type Prot NA pm+ov Prot NA Protected Phases 8 2 8 1 6 Permitted Phases 2 Detector Phase 8 2 8 1 6 Switch Phase Minimum Initial (s) 7.0 14.0 7.0 7.0 14.0 Minimum Split (s) 14.0 21.0 14.0 14.0 21.0 Total Split (s) 34.0 29.0 34.0 17.0 46.0 Total Split (%) 42.5% 36.3% 42.5% 21.3% 57.5% Maximum Green (s) 28.7 23.2 28.7 11.4 40.2 Yellow Time (s) 3.0 4.8 3.0 3.0 4.8 All-Red Time (s) 2.3 1.0 2.3 2.6 1.0 Lost Time Adjust (s) -0.3 -0.8 -0.3 -0.6 -0.8 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 2.0 3.1 2.0 2.0 3.1 Time Before Reduce (s) 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 30.0 0.0 0.0 30.0 Recall Mode None C-Min None None C-Min Act Effct Green (s) 26.6 32.0 64.5 9.0 43.4 Actuated g/C Ratio 0.33 0.40 0.81 0.11 0.54 v/c Ratio 0.84 0.32 0.16 0.38 0.37 Control Delay 38.6 20.2 3.0 32.3 21.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 38.6 20.2 3.0 32.3 21.9 LOS D C A C C Approach Delay 38.6 14.9 22.8 River Bluffs Development TIA 2024 Build AM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Approach LOS D B C Queue Length 50th (ft) 202 80 19 30 198 Queue Length 95th (ft) 284 140 43 m68 m243 Internal Link Dist (ft) 178 791 1027 Turn Bay Length (ft) 150 250 Base Capacity (vph) 606 1391 1255 253 1946 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.74 0.31 0.15 0.28 0.36 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 41 (51%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 24.0 Intersection LOS: C Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Castle Hayne Road & I-140 Inner Loop River Bluffs Development TIA 2024 Build AM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 16 14 19 193 64 59 42 416 158 207 487 13 Future Volume (vph) 16 14 19 193 64 59 42 416 158 207 487 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 175 225 225 250 175 275 175 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 150 100 300 225 Satd. Flow (prot) 1805 1900 1615 1787 1900 1583 1805 3505 1404 1597 3438 1615 Flt Permitted 0.711 0.950 0.950 0.950 Satd. Flow (perm) 1351 1900 1615 1787 1900 1583 1805 3505 1404 1597 3438 1615 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 50 50 Link Distance (ft) 1634 400 1107 1296 Travel Time (s) 44.6 10.9 15.1 17.7 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 Heavy Vehicles (%) 0% 0% 0% 1% 0% 2% 0% 3% 15% 13% 5% 0% Adj. Flow (vph) 18 16 21 214 71 66 47 462 176 230 541 14 Shared Lane Traffic (%) Lane Group Flow (vph) 18 16 21 214 71 66 47 462 176 230 541 14 Turn Type Perm NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm Protected Phases 4 5 3 8 1 5 2 3 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 5 3 8 1 5 2 3 1 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0 Minimum Split (s) 15.0 15.0 14.0 14.0 15.0 14.0 14.0 22.0 14.0 14.0 22.0 22.0 Total Split (s) 21.0 21.0 21.0 15.0 36.0 21.0 21.0 23.0 15.0 21.0 23.0 23.0 Total Split (%) 26.3% 26.3% 26.3% 18.8% 45.0% 26.3% 26.3% 28.8% 18.8% 26.3% 28.8% 28.8% Maximum Green (s) 14.2 14.2 15.2 9.6 29.2 15.2 15.2 16.8 9.6 15.2 16.8 16.8 Yellow Time (s) 3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9 All-Red Time (s) 2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3 Lost Time Adjust (s) -1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.1 2.0 2.0 3.1 3.1 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0 Recall Mode None None None None None None None C-Min None None C-Min C-Min Act Effct Green (s) 8.9 8.9 16.7 11.7 20.1 41.9 8.3 28.1 44.8 16.8 41.7 41.7 Actuated g/C Ratio 0.11 0.11 0.21 0.15 0.25 0.52 0.10 0.35 0.56 0.21 0.52 0.52 v/c Ratio 0.12 0.08 0.06 0.82 0.15 0.08 0.25 0.38 0.22 0.69 0.30 0.02 Control Delay 34.0 32.7 21.6 61.8 22.0 7.2 43.3 19.9 9.8 39.3 14.3 15.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.0 32.7 21.6 61.8 22.0 7.2 43.3 19.9 9.8 39.3 14.3 15.0 LOS C C C E C A D B A D B B Approach Delay 28.9 43.5 18.9 21.7 River Bluffs Development TIA 2024 Build AM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C D B C Queue Length 50th (ft) 8 7 8 103 24 12 26 117 59 106 102 4 Queue Length 95th (ft) 28 25 23 #239 55 24 m49 m93 m40 164 143 16 Internal Link Dist (ft) 1554 320 1027 1216 Turn Bay Length (ft) 300 175 225 225 250 175 275 175 Base Capacity (vph) 270 380 492 260 736 855 361 1232 785 363 1793 842 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.04 0.04 0.82 0.10 0.08 0.13 0.38 0.22 0.63 0.30 0.02 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 51 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 24.9 Intersection LOS: C Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp MOVEMENT SUMMARY Site: 1 [Castle Hayne Road at Garden Place Drive/College Road (AM Peak) (Site Folder: 2024 Build)] Castle Hayne Road at Garden Place Drive/College Road Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph SouthEast: College Road 3x L2 11 4.0 12 4.0 0.329 7.5 LOS A 1.6 41.3 0.56 0.48 0.56 35.8 3ax L1 4 4.0 4 4.0 0.329 7.5 LOS A 1.6 41.3 0.56 0.48 0.56 35.4 18x R2 250 4.0 278 4.0 0.329 7.5 LOS A 1.6 41.3 0.56 0.48 0.56 34.8 18bx R3 4 4.0 4 4.0 0.329 7.5 LOS A 1.6 41.3 0.56 0.48 0.56 34.3 Approach 269 4.0 299 4.0 0.329 7.5 LOS A 1.6 41.3 0.56 0.48 0.56 34.8 North: Castle Hayne Road 7b L3 4 4.0 4 4.0 0.861 21.1 LOS C 18.1 468.2 0.48 0.15 0.48 29.2 7 L2 4 4.0 4 4.0 0.861 21.1 LOS C 18.1 468.2 0.48 0.15 0.48 29.0 7a L1 461 4.0 512 4.0 0.861 21.1 LOS C 18.1 468.2 0.48 0.15 0.48 28.7 14a R1 532 4.0 591 4.0 0.861 21.1 LOS C 18.1 468.2 0.48 0.15 0.48 28.8 14 R2 4 4.0 4 4.0 0.861 21.1 LOS C 18.1 468.2 0.48 0.15 0.48 28.3 Approach 1005 4.0 1117 4.0 0.861 21.1 LOS C 18.1 468.2 0.48 0.15 0.48 28.8 West: Garden Place Drive 5a L1 4 4.0 4 4.0 0.047 9.6 LOS A 0.2 4.1 0.71 0.71 0.71 23.4 2 T1 4 4.0 4 4.0 0.047 9.6 LOS A 0.2 4.1 0.71 0.71 0.71 22.3 12a R1 5 4.0 6 4.0 0.047 9.6 LOS A 0.2 4.1 0.71 0.71 0.71 22.3 12b R3 4 4.0 4 4.0 0.047 9.6 LOS A 0.2 4.1 0.71 0.71 0.71 22.4 Approach 17 4.0 19 4.0 0.047 9.6 LOS A 0.2 4.1 0.71 0.71 0.71 22.6 SouthWest: Castle Hayne Road 5bx L3 4 4.0 4 4.0 0.488 11.7 LOS B 3.2 82.5 0.71 0.80 0.99 36.0 2x T1 297 4.0 330 4.0 0.488 11.7 LOS B 3.2 82.5 0.71 0.80 0.99 35.8 12ax R1 4 4.0 4 4.0 0.488 11.7 LOS B 3.2 82.5 0.71 0.80 0.99 35.5 12x R2 25 4.0 28 4.0 0.488 11.7 LOS B 3.2 82.5 0.71 0.80 0.99 34.7 Approach 330 4.0 367 4.0 0.488 11.7 LOS B 3.2 82.5 0.71 0.80 0.99 35.7 All Vehicles 1621 4.0 1801 4.0 0.861 16.8 LOS C 18.1 468.2 0.54 0.34 0.60 30.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Tuesday, November 30, 2021 2:41:49 PM Project: K:\CHA_TPTO\014741000 -River Bluffs Development TIA\03-Analysis\05-Synchro_Sidra\07-Sidra\River Bluffs Development TIA_2021 Existing-2024 Build.sip9 River Bluffs Development TIA 2024 Build PM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 92 41 76 171 56 319 91 689 104 210 478 4 Future Volume (vph) 92 41 76 171 56 319 91 689 104 210 478 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 260 0 0 190 90 0 175 200 Storage Lanes 1 1 1 2 1 0 1 1 Taper Length (ft) 100 75 75 100 Satd. Flow (prot) 1770 1900 1599 1736 1863 1553 1805 1818 0 1687 1845 1292 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 1900 1599 1736 1863 1553 1805 1818 0 1687 1845 1292 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 45 45 45 Link Distance (ft) 824 1092 1139 1045 Travel Time (s) 22.5 16.5 17.3 15.8 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 Heavy Vehicles (%) 2% 0% 1% 4% 2% 4% 0% 2% 5% 7% 3% 25% Adj. Flow (vph) 102 46 84 190 62 354 101 766 116 233 531 4 Shared Lane Traffic (%) Lane Group Flow (vph) 102 46 84 190 62 354 101 882 0 233 531 4 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 1 6 7 Permitted Phases 4 8 6 Detector Phase 7 4 5 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0 Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.3 11.2 18.2 10.3 18.2 10.8 Total Split (s) 25.8 37.1 26.2 25.1 37.1 25.3 26.2 96.2 25.3 96.2 25.8 Total Split (%) 13.9% 20.0% 14.1% 13.5% 20.0% 13.7% 14.1% 51.9% 13.7% 51.9% 13.9% Maximum Green (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0 Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0 All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.3 1.7 2.8 Lost Time Adjust (s) -0.8 -2.1 -0.2 -0.1 -2.1 -0.3 -1.2 -1.2 -0.3 -1.2 -0.8 Total Lost Time (s) 5.0 5.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 2.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None Min None Act Effct Green (s) 17.2 10.7 26.0 20.5 14.2 36.6 14.4 82.7 20.7 89.0 111.3 Actuated g/C Ratio 0.11 0.07 0.17 0.14 0.09 0.24 0.09 0.54 0.14 0.59 0.73 v/c Ratio 0.51 0.34 0.31 0.81 0.36 0.95 0.59 0.89 1.02 0.49 0.00 Control Delay 77.6 78.5 57.7 91.8 74.6 91.6 83.3 43.5 127.7 21.5 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 77.6 78.5 57.7 91.8 74.6 91.6 83.3 43.5 127.7 21.5 7.2 LOS E E E F E F F D F C A Approach Delay 70.6 89.9 47.6 53.6 River Bluffs Development TIA 2024 Build PM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS E F D D Queue Length 50th (ft) 106 48 78 201 62 365 105 771 ~279 306 1 Queue Length 95th (ft) 174 93 128 #368 118 #581 173 #1099 #482 473 5 Internal Link Dist (ft) 744 1012 1059 965 Turn Bay Length (ft) 260 190 90 175 200 Base Capacity (vph) 247 418 350 234 401 374 257 1124 229 1151 981 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.11 0.24 0.81 0.15 0.95 0.39 0.78 1.02 0.46 0.00 Intersection Summary Area Type: Other Cycle Length: 185.3 Actuated Cycle Length: 151.8 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.02 Intersection Signal Delay: 61.3 Intersection LOS: E Intersection Capacity Utilization 82.8% 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: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Development TIA 2024 Build PM Peak 2: Castle Hayne Road & Chair Road 12/07/2021 Kimley-Horn Synchro 11 Report Intersection Int Delay, s/veh 3.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 78 111 172 716 637 94 Future Vol, veh/h 78 111 172 716 637 94 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 8 0 4 6 50 Mvmt Flow 87 123 191 796 708 104 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1540 406 812 0 - 0 Stage 1 760 - - - - - Stage 2 780 - - - - - Critical Hdwy 6.84 7.06 4.1 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.38 2.2 - - - Pot Cap-1 Maneuver 106 578 823 - - - Stage 1 422 - - - - - Stage 2 412 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 81 578 823 - - - Mov Cap-2 Maneuver 202 - - - - - Stage 1 324 - - - - - Stage 2 412 - - - - - Approach EB NB SB HCM Control Delay, s 22.3 2.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 823 - 202 578 - - HCM Lane V/C Ratio 0.232 - 0.429 0.213 - - HCM Control Delay (s) 10.7 - 35.6 12.9 - - HCM Lane LOS B - E B - - HCM 95th %tile Q(veh) 0.9 - 2 0.8 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon River Bluffs Development TIA 2024 Build PM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 184 204 585 210 94 547 Future Volume (vph) 184 204 585 210 94 547 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 250 Storage Lanes 1 0 1 1 Taper Length (ft) 25 300 Satd. Flow (prot) 1642 0 3539 1568 1597 3539 Flt Permitted 0.977 0.950 Satd. Flow (perm) 1642 0 3539 1568 1597 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 25 50 50 Link Distance (ft) 258 871 1107 Travel Time (s) 7.0 11.9 15.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 2% 3% 13% 2% Adj. Flow (vph) 204 227 650 233 104 608 Shared Lane Traffic (%) Lane Group Flow (vph) 431 0 650 233 104 608 Turn Type Prot NA pm+ov Prot NA Protected Phases 8 2 8 1 6 Permitted Phases 2 Detector Phase 8 2 8 1 6 Switch Phase Minimum Initial (s) 7.0 14.0 7.0 7.0 14.0 Minimum Split (s) 14.0 21.0 14.0 14.0 21.0 Total Split (s) 27.0 32.0 27.0 21.0 53.0 Total Split (%) 33.8% 40.0% 33.8% 26.3% 66.3% Maximum Green (s) 21.7 26.2 21.7 15.4 47.2 Yellow Time (s) 3.0 4.8 3.0 3.0 4.8 All-Red Time (s) 2.3 1.0 2.3 2.6 1.0 Lost Time Adjust (s) -0.3 -0.8 -0.3 -0.6 -0.8 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 2.0 3.1 2.0 2.0 3.1 Time Before Reduce (s) 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 30.0 0.0 0.0 30.0 Recall Mode None C-Min None None C-Min Act Effct Green (s) 25.5 31.5 63.0 10.5 44.5 Actuated g/C Ratio 0.32 0.39 0.79 0.13 0.56 v/c Ratio 0.82 0.47 0.19 0.50 0.31 Control Delay 40.5 21.3 3.7 35.6 13.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 40.5 21.3 3.7 35.6 13.4 LOS D C A D B Approach Delay 40.5 16.6 16.6 River Bluffs Development TIA 2024 Build PM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Approach LOS D B B Queue Length 50th (ft) 186 137 27 44 52 Queue Length 95th (ft) #366 191 60 m73 150 Internal Link Dist (ft) 178 791 1027 Turn Bay Length (ft) 150 250 Base Capacity (vph) 525 1414 1216 319 2127 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.82 0.46 0.19 0.33 0.29 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 32 (40%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 21.7 Intersection LOS: C Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Castle Hayne Road & I-140 Inner Loop River Bluffs Development TIA 2024 Build PM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 13 13 50 174 4 45 4 611 174 154 417 4 Future Volume (vph) 13 13 50 174 4 45 4 611 174 154 417 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 175 225 225 250 175 275 175 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 150 100 300 225 Satd. Flow (prot) 1770 1900 1583 1736 1520 1335 1805 3539 1553 1671 3505 1292 Flt Permitted 0.870 0.950 0.950 0.950 Satd. Flow (perm) 1621 1900 1583 1736 1520 1335 1805 3539 1553 1671 3505 1292 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 50 50 Link Distance (ft) 1634 400 1107 1296 Travel Time (s) 44.6 10.9 15.1 17.7 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 Heavy Vehicles (%) 2% 0% 2% 4% 25% 21% 0% 2% 4% 8% 3% 25% Adj. Flow (vph) 14 14 56 193 4 50 4 679 193 171 463 4 Shared Lane Traffic (%) Lane Group Flow (vph) 14 14 56 193 4 50 4 679 193 171 463 4 Turn Type Perm NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm Protected Phases 4 5 3 8 1 5 2 3 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 5 3 8 1 5 2 3 1 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0 Minimum Split (s) 15.0 15.0 14.0 14.0 15.0 14.0 14.0 22.0 14.0 14.0 22.0 22.0 Total Split (s) 22.0 22.0 15.0 14.0 36.0 18.0 15.0 26.0 14.0 18.0 29.0 29.0 Total Split (%) 27.5% 27.5% 18.8% 17.5% 45.0% 22.5% 18.8% 32.5% 17.5% 22.5% 36.3% 36.3% Maximum Green (s) 15.2 15.2 9.2 8.6 29.2 12.2 9.2 19.8 8.6 12.2 22.8 22.8 Yellow Time (s) 3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9 All-Red Time (s) 2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3 Lost Time Adjust (s) -1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.1 2.0 2.0 3.1 3.1 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0 Recall Mode None None None None None None None C-Min None None C-Min C-Min Act Effct Green (s) 8.8 8.8 13.4 11.7 17.2 35.5 7.8 34.5 51.2 13.3 45.1 45.1 Actuated g/C Ratio 0.11 0.11 0.17 0.15 0.22 0.44 0.10 0.43 0.64 0.17 0.56 0.56 v/c Ratio 0.08 0.07 0.21 0.76 0.01 0.08 0.02 0.45 0.19 0.62 0.23 0.01 Control Delay 33.2 32.8 27.8 56.7 21.5 10.7 47.5 13.9 4.7 40.1 11.3 12.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.2 32.8 27.8 56.7 21.5 10.7 47.5 13.9 4.7 40.1 11.3 12.5 LOS C C C E C B D B A D B B Approach Delay 29.5 46.8 12.0 19.0 River Bluffs Development TIA 2024 Build PM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C D B B Queue Length 50th (ft) 6 6 27 93 2 16 2 50 4 80 57 1 Queue Length 95th (ft) 23 23 49 #225 8 24 m4 m231 m45 133 111 6 Internal Link Dist (ft) 1554 320 1027 1216 Turn Bay Length (ft) 300 175 225 225 250 175 275 175 Base Capacity (vph) 344 403 306 254 589 614 225 1525 993 305 1974 727 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.03 0.18 0.76 0.01 0.08 0.02 0.45 0.19 0.56 0.23 0.01 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 48 (60%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp MOVEMENT SUMMARY Site: 1 [Castle Hayne Road at Garden Place Drive/College Road (PM Peak) (Site Folder: 2024 Build)] Castle Hayne Road at Garden Place Drive/College Road Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph SouthEast: College Road 3x L2 21 3.0 23 3.0 0.661 17.6 LOS C 6.2 159.6 0.83 1.05 1.51 30.9 3ax L1 4 3.0 4 3.0 0.661 17.6 LOS C 6.2 159.6 0.83 1.05 1.51 30.6 18x R2 396 3.0 440 3.0 0.661 17.6 LOS C 6.2 159.6 0.83 1.05 1.51 30.1 18bx R3 4 3.0 4 3.0 0.661 17.6 LOS C 6.2 159.6 0.83 1.05 1.51 29.8 Approach 425 3.0 472 3.0 0.661 17.6 LOS C 6.2 159.6 0.83 1.05 1.51 30.2 North: Castle Hayne Road 7b L3 4 3.0 4 3.0 0.504 8.1 LOS A 3.9 99.1 0.22 0.08 0.22 35.3 7 L2 4 3.0 4 3.0 0.504 8.1 LOS A 3.9 99.1 0.22 0.08 0.22 34.9 7a L1 249 3.0 277 3.0 0.504 8.1 LOS A 3.9 99.1 0.22 0.08 0.22 34.5 14a R1 326 3.0 362 3.0 0.504 8.1 LOS A 3.9 99.1 0.22 0.08 0.22 34.7 14 R2 4 3.0 4 3.0 0.504 8.1 LOS A 3.9 99.1 0.22 0.08 0.22 33.9 Approach 587 3.0 652 3.0 0.504 8.1 LOS A 3.9 99.1 0.22 0.08 0.22 34.6 West: Garden Place Drive 5a L1 4 3.0 4 3.0 0.027 5.7 LOS A 0.1 2.5 0.58 0.48 0.58 24.4 2 T1 4 3.0 4 3.0 0.027 5.7 LOS A 0.1 2.5 0.58 0.48 0.58 23.2 12a R1 4 3.0 4 3.0 0.027 5.7 LOS A 0.1 2.5 0.58 0.48 0.58 23.2 12b R3 4 3.0 4 3.0 0.027 5.7 LOS A 0.1 2.5 0.58 0.48 0.58 23.3 Approach 16 3.0 18 3.0 0.027 5.7 LOS A 0.1 2.5 0.58 0.48 0.58 23.5 SouthWest: Castle Hayne Road 5bx L3 4 3.0 4 3.0 0.610 12.3 LOS B 6.5 166.6 0.70 0.72 1.00 35.8 2x T1 515 3.0 572 3.0 0.610 12.3 LOS B 6.5 166.6 0.70 0.72 1.00 35.6 12ax R1 4 3.0 4 3.0 0.610 12.3 LOS B 6.5 166.6 0.70 0.72 1.00 35.3 12x R2 14 3.0 16 3.0 0.610 12.3 LOS B 6.5 166.6 0.70 0.72 1.00 34.6 Approach 537 3.0 597 3.0 0.610 12.3 LOS B 6.5 166.6 0.70 0.72 1.00 35.6 All Vehicles 1565 3.0 1739 3.0 0.661 12.1 LOS B 6.5 166.6 0.55 0.57 0.84 33.4 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Tuesday, November 30, 2021 3:07:41 PM Project: K:\CHA_TPTO\014741000 -River Bluffs Development TIA\03-Analysis\05-Synchro_Sidra\07-Sidra\River Bluffs Development TIA_2021 Existing-2024 Build.sip9 River Bluffs Development TIA 2024 Build AM Peak - Existing Phasing 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)39 47 41 198 24 202 25 391 120 322 834 18 Future Volume (vph)39 47 41 198 24 202 25 391 120 322 834 18 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)260 0 0 190 90 0 175 200 Storage Lanes 1 1 1 2 1 0 1 1 Taper Length (ft)100 75 75 100 Satd. Flow (prot)1752 1743 1538 1687 1743 1468 1736 1711 0 1719 1863 1524 Flt Permitted 0.740 0.385 0.087 0.216 Satd. Flow (perm)1365 1743 1538 684 1743 1468 159 1711 0 391 1863 1524 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)25 45 45 45 Link Distance (ft)824 1092 1139 1045 Travel Time (s)22.5 16.5 17.3 15.8 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 Heavy Vehicles (%)3%9%5%7%9%10%4%6%11%5%2%6% Adj. Flow (vph)43 52 46 220 27 224 28 434 133 358 927 20 Shared Lane Traffic (%) Lane Group Flow (vph)43 52 46 220 27 224 28 567 0 358 927 20 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+pt NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 1 6 7 Permitted Phases 4 4 8 8 2 6 6 Detector Phase 7 4 5 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0 Minimum Split (s)12.0 14.0 13.0 12.0 14.0 12.0 13.0 20.0 12.0 20.0 12.0 Total Split (s)12.0 14.0 13.0 20.0 22.0 24.0 13.0 62.0 24.0 73.0 12.0 Total Split (%)10.0% 11.7% 10.8% 16.7% 18.3% 20.0% 10.8% 51.7%20.0% 60.8% 10.0% Maximum Green (s)6.2 6.9 6.8 14.9 14.9 18.7 6.8 55.8 18.7 66.8 6.2 Yellow Time (s)3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0 All-Red Time (s)2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.3 1.7 2.8 Lost Time Adjust (s)-0.8 -2.1 -1.2 -0.1 -2.1 -0.3 -1.2 -1.2 -0.3 -1.2 -0.8 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0 Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 2.0 Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None Min None Act Effct Green (s)13.5 9.2 17.2 23.8 17.7 38.7 51.0 43.6 64.7 56.3 69.3 Actuated g/C Ratio 0.14 0.09 0.17 0.24 0.18 0.39 0.51 0.44 0.65 0.56 0.69 v/c Ratio 0.20 0.32 0.17 0.72 0.09 0.39 0.14 0.76 0.78 0.88 0.02 Control Delay 36.9 56.8 42.2 51.3 43.5 29.8 9.8 31.5 24.0 32.5 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.9 56.8 42.2 51.3 43.5 29.8 9.8 31.5 24.0 32.5 6.7 LOS D E D D D C A C C C A Approach Delay 46.0 40.7 30.5 29.8 Approach LOS D D C C Queue Length 50th (ft)24 36 28 137 17 128 7 312 104 572 5 Queue Length 95th (ft)57 81 66 #255 47 208 16 474 #203 #881 13 Internal Link Dist (ft)744 1012 1059 965 River Bluffs Development TIA 2024 Build AM Peak - Existing Phasing 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft)260 190 90 175 200 Base Capacity (vph)224 177 290 354 375 659 226 1039 539 1274 1067 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.29 0.16 0.62 0.07 0.34 0.12 0.55 0.66 0.73 0.02 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 99.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 32.9 Intersection LOS: C Intersection Capacity Utilization 78.2%ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Development TIA 2024 Build PM Peak - Existing Phasing 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)92 41 76 171 56 319 91 689 104 210 478 4 Future Volume (vph)92 41 76 171 56 319 91 689 104 210 478 4 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)260 0 0 190 90 0 175 200 Storage Lanes 1 1 1 2 1 0 1 1 Taper Length (ft)100 75 75 100 Satd. Flow (prot)1770 1900 1599 1736 1863 1553 1805 1818 0 1687 1845 1292 Flt Permitted 0.717 0.482 0.427 0.067 Satd. Flow (perm)1336 1900 1599 881 1863 1553 811 1818 0 119 1845 1292 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)25 45 45 45 Link Distance (ft)824 1092 1139 1045 Travel Time (s)22.5 16.5 17.3 15.8 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 Heavy Vehicles (%)2%0%1%4%2%4%0%2%5%7%3%25% Adj. Flow (vph)102 46 84 190 62 354 101 766 116 233 531 4 Shared Lane Traffic (%) Lane Group Flow (vph)102 46 84 190 62 354 101 882 0 233 531 4 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+pt NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 1 6 7 Permitted Phases 4 4 8 8 2 6 6 Detector Phase 7 4 5 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0 Minimum Split (s)12.0 14.0 13.0 12.0 14.0 12.0 13.0 20.0 12.0 20.0 12.0 Total Split (s)14.0 14.0 13.0 15.0 15.0 21.0 13.0 70.0 21.0 78.0 14.0 Total Split (%)11.7% 11.7% 10.8% 12.5% 12.5% 17.5% 10.8% 58.3%17.5% 65.0% 11.7% Maximum Green (s)8.2 6.9 6.8 9.9 7.9 15.7 6.8 63.8 15.7 71.8 8.2 Yellow Time (s)3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0 All-Red Time (s)2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.3 1.7 2.8 Lost Time Adjust (s)-0.8 -2.1 -0.2 -0.1 -2.1 -0.3 -1.2 -1.2 -0.3 -1.2 -0.8 Total Lost Time (s)5.0 5.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0 Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 2.0 Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None Min None Act Effct Green (s)15.1 8.6 16.8 17.5 10.1 31.8 63.4 55.7 77.5 64.7 78.4 Actuated g/C Ratio 0.14 0.08 0.16 0.16 0.09 0.29 0.59 0.51 0.72 0.60 0.72 v/c Ratio 0.46 0.31 0.34 0.85 0.36 0.78 0.19 0.94 0.72 0.48 0.00 Control Delay 47.8 57.9 46.9 75.5 57.9 52.2 6.8 44.0 40.9 14.4 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.8 57.9 46.9 75.5 57.9 52.2 6.8 44.0 40.9 14.4 4.5 LOS D E D E E D A D D B A Approach Delay 49.5 60.1 40.2 22.4 Approach LOS D E D C Queue Length 50th (ft)68 34 58 133 46 264 21 583 117 211 1 Queue Length 95th (ft)121 74 107 #220 93 #437 37 #875 #244 296 4 Internal Link Dist (ft)744 1012 1059 965 River Bluffs Development TIA 2024 Build PM Peak - Existing Phasing 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft)260 190 90 175 200 Base Capacity (vph)232 163 257 225 178 456 555 1131 325 1290 944 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.28 0.33 0.84 0.35 0.78 0.18 0.78 0.72 0.41 0.00 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 108.3 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 40.4 Intersection LOS: D Intersection Capacity Utilization 82.8%ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Residential Development Traffic Impact Analysis 2024 BUILD IMPROVED CONDITIONS River Bluffs Development TIA 2024 Build with Improvements AM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 39 47 41 198 24 202 25 391 120 322 834 18 Future Volume (vph) 39 47 41 198 24 202 25 391 120 322 834 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 260 0 0 190 90 0 175 200 Storage Lanes 1 1 1 2 1 0 1 1 Taper Length (ft) 100 75 75 100 Satd. Flow (prot) 1752 1743 1538 1687 1743 1468 1736 1711 0 1719 1863 1524 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1752 1743 1538 1687 1743 1468 1736 1711 0 1719 1863 1524 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 45 45 45 Link Distance (ft) 824 1092 1139 1045 Travel Time (s) 22.5 16.5 17.3 15.8 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 Heavy Vehicles (%) 3% 9% 5% 7% 9% 10% 4% 6% 11% 5% 2% 6% Adj. Flow (vph) 43 52 46 220 27 224 28 434 133 358 927 20 Shared Lane Traffic (%) Lane Group Flow (vph) 43 52 46 220 27 224 28 567 0 358 927 20 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 1 6 7 Permitted Phases 4 8 6 Detector Phase 7 4 5 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0 Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.3 11.2 18.2 10.3 18.2 10.8 Total Split (s) 25.8 37.1 26.2 25.1 37.1 25.3 26.2 96.2 25.3 96.2 25.8 Total Split (%) 13.9% 20.0% 14.1% 13.5% 20.0% 13.7% 14.1% 51.9% 13.7% 51.9% 13.9% Maximum Green (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0 Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0 All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.3 1.7 2.8 Lost Time Adjust (s) -0.8 -2.1 -1.2 -0.1 -2.1 -0.3 -1.2 -1.2 -0.3 -1.2 -0.8 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 2.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None Min None Act Effct Green (s) 14.3 11.0 20.8 20.8 19.6 43.3 8.3 68.8 21.0 84.9 104.4 Actuated g/C Ratio 0.10 0.08 0.15 0.15 0.14 0.31 0.06 0.50 0.15 0.61 0.75 v/c Ratio 0.24 0.38 0.20 0.87 0.11 0.49 0.27 0.67 1.38 0.81 0.02 Control Delay 68.7 74.4 55.7 92.0 59.2 47.9 75.4 30.7 234.6 30.2 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.7 74.4 55.7 92.0 59.2 47.9 75.4 30.7 234.6 30.2 6.9 LOS E E E F E D E C F C A Approach Delay 66.6 69.2 32.8 85.9 River Bluffs Development TIA 2024 Build with Improvements AM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS E E C F Queue Length 50th (ft) 41 50 40 218 23 178 27 385 ~492 683 6 Queue Length 95th (ft) 87 98 79 #415 56 279 64 543 #733 1000 15 Internal Link Dist (ft) 744 1012 1059 965 Turn Bay Length (ft) 260 190 90 175 200 Base Capacity (vph) 307 427 382 253 417 458 274 1176 260 1269 1256 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.12 0.12 0.87 0.06 0.49 0.10 0.48 1.38 0.73 0.02 Intersection Summary Area Type: Other Cycle Length: 185.3 Actuated Cycle Length: 138.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.38 Intersection Signal Delay: 69.1 Intersection LOS: E Intersection Capacity Utilization 78.2% ICU Level of Service D 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: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Development TIA 2024 Build with Improvements AM Peak 2: Castle Hayne Road & Chair Road 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 112 141 89 449 740 69 Future Volume (vph) 112 141 89 449 740 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft) 100 100 Satd. Flow (prot) 1687 1568 1671 3343 3437 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1687 1568 1671 3343 3437 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 78 15 Link Speed (mph) 30 50 50 Link Distance (ft) 1833 850 871 Travel Time (s) 41.7 11.6 11.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 7% 3% 8% 8% 4% 0% Adj. Flow (vph) 124 157 99 499 822 77 Shared Lane Traffic (%) Lane Group Flow (vph) 124 157 99 499 899 0 Turn Type Prot pt+ov Prot NA NA Protected Phases 4 4 5 5 2 6 Permitted Phases Detector Phase 4 4 5 5 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 25.3 12.3 25.0 25.0 Total Split (s) 26.0 16.0 54.3 38.3 Total Split (%) 32.4% 19.9% 67.6% 47.7% Maximum Green (s) 19.0 9.0 47.3 31.3 Yellow Time (s) 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 Recall Mode None None C-Min C-Min Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 12.3 28.4 11.1 58.0 41.9 Actuated g/C Ratio 0.15 0.35 0.14 0.72 0.52 v/c Ratio 0.48 0.26 0.43 0.21 0.50 Control Delay 36.6 9.4 36.7 4.3 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 36.6 9.4 36.7 4.3 14.6 LOS D A D A B Approach Delay 21.4 9.6 14.6 River Bluffs Development TIA 2024 Build with Improvements AM Peak 2: Castle Hayne Road & Chair Road 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBR NBL NBT SBT SBR Approach LOS C A B Queue Length 50th (ft) 58 27 46 35 141 Queue Length 95th (ft) 102 56 87 63 240 Internal Link Dist (ft) 1753 770 791 Turn Bay Length (ft) 100 150 Base Capacity (vph) 441 621 252 2415 1802 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.28 0.25 0.39 0.21 0.50 Intersection Summary Area Type: Other Cycle Length: 80.3 Actuated Cycle Length: 80.3 Offset: 32.5 (40%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 14.0 Intersection LOS: B Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Castle Hayne Road & Chair Road River Bluffs Development TIA 2024 Build with Improvements AM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 174 230 386 174 64 635 Future Volume (vph) 174 230 386 174 64 635 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 250 Storage Lanes 1 0 1 1 Taper Length (ft) 25 300 Satd. Flow (prot) 1617 0 3406 1524 1687 3505 Flt Permitted 0.979 0.950 Satd. Flow (perm) 1617 0 3406 1524 1687 3505 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 25 50 50 Link Distance (ft) 258 871 1107 Travel Time (s) 7.0 11.9 15.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 9% 4% 6% 6% 7% 3% Adj. Flow (vph) 193 256 429 193 71 706 Shared Lane Traffic (%) Lane Group Flow (vph) 449 0 429 193 71 706 Turn Type Prot NA pm+ov Prot NA Protected Phases 8 2 8 1 6 Permitted Phases 2 Detector Phase 8 2 8 1 6 Switch Phase Minimum Initial (s) 7.0 14.0 7.0 7.0 14.0 Minimum Split (s) 14.0 21.0 14.0 14.0 21.0 Total Split (s) 34.0 29.0 34.0 17.0 46.0 Total Split (%) 42.5% 36.3% 42.5% 21.3% 57.5% Maximum Green (s) 28.7 23.2 28.7 11.4 40.2 Yellow Time (s) 3.0 4.8 3.0 3.0 4.8 All-Red Time (s) 2.3 1.0 2.3 2.6 1.0 Lost Time Adjust (s) -0.3 -0.8 -0.3 -0.6 -0.8 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 2.0 3.1 2.0 2.0 3.1 Time Before Reduce (s) 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 30.0 0.0 0.0 30.0 Recall Mode None C-Min None None C-Min Act Effct Green (s) 26.6 32.0 64.5 9.0 43.4 Actuated g/C Ratio 0.33 0.40 0.81 0.11 0.54 v/c Ratio 0.84 0.32 0.16 0.38 0.37 Control Delay 38.6 20.2 3.0 33.2 10.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 38.6 20.2 3.0 33.2 10.5 LOS D C A C B Approach Delay 38.6 14.9 12.6 River Bluffs Development TIA 2024 Build with Improvements AM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Approach LOS D B B Queue Length 50th (ft) 202 80 19 33 118 Queue Length 95th (ft) 284 140 43 m65 m173 Internal Link Dist (ft) 178 791 1027 Turn Bay Length (ft) 150 250 Base Capacity (vph) 606 1391 1255 253 1946 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.74 0.31 0.15 0.28 0.36 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 16 (20%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 19.7 Intersection LOS: B Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Castle Hayne Road & I-140 Inner Loop River Bluffs Development TIA 2024 Build with Improvements AM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 16 14 19 193 64 59 42 416 158 207 487 13 Future Volume (vph) 16 14 19 193 64 59 42 416 158 207 487 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 175 225 225 250 175 275 175 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 150 100 300 225 Satd. Flow (prot) 1805 1900 1615 1787 1900 1583 1805 3505 1404 1597 3438 1615 Flt Permitted 0.711 0.950 0.950 0.950 Satd. Flow (perm) 1351 1900 1615 1787 1900 1583 1805 3505 1404 1597 3438 1615 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 50 50 Link Distance (ft) 1634 400 1107 1296 Travel Time (s) 44.6 10.9 15.1 17.7 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 Heavy Vehicles (%) 0% 0% 0% 1% 0% 2% 0% 3% 15% 13% 5% 0% Adj. Flow (vph) 18 16 21 214 71 66 47 462 176 230 541 14 Shared Lane Traffic (%) Lane Group Flow (vph) 18 16 21 214 71 66 47 462 176 230 541 14 Turn Type Perm NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm Protected Phases 4 5 3 8 1 5 2 3 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 5 3 8 1 5 2 3 1 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0 Minimum Split (s) 15.0 15.0 14.0 14.0 15.0 14.0 14.0 22.0 14.0 14.0 22.0 22.0 Total Split (s) 21.0 21.0 21.0 15.0 36.0 21.0 21.0 23.0 15.0 21.0 23.0 23.0 Total Split (%) 26.3% 26.3% 26.3% 18.8% 45.0% 26.3% 26.3% 28.8% 18.8% 26.3% 28.8% 28.8% Maximum Green (s) 14.2 14.2 15.2 9.6 29.2 15.2 15.2 16.8 9.6 15.2 16.8 16.8 Yellow Time (s) 3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9 All-Red Time (s) 2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3 Lost Time Adjust (s) -1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.1 2.0 2.0 3.1 3.1 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0 Recall Mode None None None None None None None C-Min None None C-Min C-Min Act Effct Green (s) 8.9 8.9 16.7 11.7 20.1 41.9 8.3 28.1 44.8 16.8 41.7 41.7 Actuated g/C Ratio 0.11 0.11 0.21 0.15 0.25 0.52 0.10 0.35 0.56 0.21 0.52 0.52 v/c Ratio 0.12 0.08 0.06 0.82 0.15 0.08 0.25 0.38 0.22 0.69 0.30 0.02 Control Delay 34.0 32.7 21.6 61.8 22.0 7.2 30.7 20.6 16.2 39.3 14.3 15.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.0 32.7 21.6 61.8 22.0 7.2 30.7 20.6 16.2 39.3 14.3 15.0 LOS C C C E C A C C B D B B Approach Delay 28.9 43.5 20.1 21.7 River Bluffs Development TIA 2024 Build with Improvements AM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C D C C Queue Length 50th (ft) 8 7 8 103 24 12 24 91 63 106 102 4 Queue Length 95th (ft) 28 25 23 #239 55 24 m32 m157 m105 164 143 16 Internal Link Dist (ft) 1554 320 1027 1216 Turn Bay Length (ft) 300 175 225 225 250 175 275 175 Base Capacity (vph) 270 380 492 260 736 855 361 1232 785 363 1793 842 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.04 0.04 0.82 0.10 0.08 0.13 0.38 0.22 0.63 0.30 0.02 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 51 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 25.4 Intersection LOS: C Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp River Bluffs Development TIA 2024 Build with Imrpovements PM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 92 41 76 171 56 319 91 689 104 210 478 4 Future Volume (vph) 92 41 76 171 56 319 91 689 104 210 478 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 260 0 0 190 90 0 175 200 Storage Lanes 1 1 1 2 1 0 1 1 Taper Length (ft) 100 75 75 100 Satd. Flow (prot) 1770 1900 1599 1736 1863 1553 1805 1818 0 1687 1845 1292 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 1900 1599 1736 1863 1553 1805 1818 0 1687 1845 1292 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 45 45 45 Link Distance (ft) 824 1092 1139 1045 Travel Time (s) 22.5 16.5 17.3 15.8 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 Heavy Vehicles (%) 2% 0% 1% 4% 2% 4% 0% 2% 5% 7% 3% 25% Adj. Flow (vph) 102 46 84 190 62 354 101 766 116 233 531 4 Shared Lane Traffic (%) Lane Group Flow (vph) 102 46 84 190 62 354 101 882 0 233 531 4 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 1 6 7 Permitted Phases 4 8 6 Detector Phase 7 4 5 3 8 1 5 2 1 6 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0 Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.3 11.2 18.2 10.3 18.2 10.8 Total Split (s) 25.8 37.1 26.2 25.1 37.1 25.3 26.2 96.2 25.3 96.2 25.8 Total Split (%) 13.9% 20.0% 14.1% 13.5% 20.0% 13.7% 14.1% 51.9% 13.7% 51.9% 13.9% Maximum Green (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0 Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0 All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.3 1.7 2.8 Lost Time Adjust (s) -0.8 -2.1 -0.2 -0.1 -2.1 -0.3 -1.2 -1.2 -0.3 -1.2 -0.8 Total Lost Time (s) 5.0 5.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 2.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None Min None Act Effct Green (s) 17.2 10.7 26.0 20.5 14.2 36.6 14.4 82.7 20.7 89.0 111.3 Actuated g/C Ratio 0.11 0.07 0.17 0.14 0.09 0.24 0.09 0.54 0.14 0.59 0.73 v/c Ratio 0.51 0.34 0.31 0.81 0.36 0.95 0.59 0.89 1.02 0.49 0.00 Control Delay 77.6 78.5 57.7 91.8 74.6 91.6 83.3 43.5 127.7 21.5 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 77.6 78.5 57.7 91.8 74.6 91.6 83.3 43.5 127.7 21.5 7.2 LOS E E E F E F F D F C A Approach Delay 70.6 89.9 47.6 53.6 River Bluffs Development TIA 2024 Build with Imrpovements PM Peak 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS E F D D Queue Length 50th (ft) 106 48 78 201 62 365 105 771 ~279 306 1 Queue Length 95th (ft) 174 93 128 #368 118 #581 173 #1099 #482 473 5 Internal Link Dist (ft) 744 1012 1059 965 Turn Bay Length (ft) 260 190 90 175 200 Base Capacity (vph) 247 418 350 234 401 374 257 1124 229 1151 981 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.11 0.24 0.81 0.15 0.95 0.39 0.78 1.02 0.46 0.00 Intersection Summary Area Type: Other Cycle Length: 185.3 Actuated Cycle Length: 151.8 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.02 Intersection Signal Delay: 61.3 Intersection LOS: E Intersection Capacity Utilization 82.8% 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: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Development TIA 2024 Build with Imrpovements PM Peak 2: Castle Hayne Road & Chair Road 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 78 111 172 716 637 94 Future Volume (vph) 78 111 172 716 637 94 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft) 100 100 Satd. Flow (prot) 1770 1495 1805 3471 3172 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1770 1495 1805 3471 3172 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 84 22 Link Speed (mph) 30 50 50 Link Distance (ft) 1833 850 871 Travel Time (s) 41.7 11.6 11.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 8% 0% 4% 6% 50% Adj. Flow (vph) 87 123 191 796 708 104 Shared Lane Traffic (%) Lane Group Flow (vph) 87 123 191 796 812 0 Turn Type Prot pt+ov Prot NA NA Protected Phases 4 4 5 5 2 6 Permitted Phases Detector Phase 4 4 5 5 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 25.3 12.6 25.0 25.0 Total Split (s) 25.4 21.4 56.5 35.1 Total Split (%) 31.0% 26.1% 69.0% 42.9% Maximum Green (s) 18.4 14.4 49.5 28.1 Yellow Time (s) 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 Recall Mode None None C-Min C-Min Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 10.4 30.3 14.9 61.5 41.6 Actuated g/C Ratio 0.13 0.37 0.18 0.75 0.51 v/c Ratio 0.39 0.20 0.58 0.31 0.50 Control Delay 37.0 6.4 37.4 3.9 15.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 37.0 6.4 37.4 3.9 15.6 LOS D A D A B Approach Delay 19.1 10.4 15.6 River Bluffs Development TIA 2024 Build with Imrpovements PM Peak 2: Castle Hayne Road & Chair Road 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBR NBL NBT SBT SBR Approach LOS B B B Queue Length 50th (ft) 42 13 91 54 132 Queue Length 95th (ft) 81 38 144 91 226 Internal Link Dist (ft) 1753 770 791 Turn Bay Length (ft) 100 150 Base Capacity (vph) 440 646 379 2604 1622 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.20 0.19 0.50 0.31 0.50 Intersection Summary Area Type: Other Cycle Length: 81.9 Actuated Cycle Length: 81.9 Offset: 53.8 (66%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.58 Intersection Signal Delay: 13.4 Intersection LOS: B Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Castle Hayne Road & Chair Road River Bluffs Development TIA 2024 Build with Imrpovements PM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 184 204 585 210 94 547 Future Volume (vph) 184 204 585 210 94 547 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 250 Storage Lanes 1 0 1 1 Taper Length (ft) 25 300 Satd. Flow (prot) 1642 0 3539 1568 1597 3539 Flt Permitted 0.977 0.950 Satd. Flow (perm) 1642 0 3539 1568 1597 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 25 50 50 Link Distance (ft) 258 871 1107 Travel Time (s) 7.0 11.9 15.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 2% 3% 13% 2% Adj. Flow (vph) 204 227 650 233 104 608 Shared Lane Traffic (%) Lane Group Flow (vph) 431 0 650 233 104 608 Turn Type Prot NA pm+ov Prot NA Protected Phases 8 2 8 1 6 Permitted Phases 2 Detector Phase 8 2 8 1 6 Switch Phase Minimum Initial (s) 7.0 14.0 7.0 7.0 14.0 Minimum Split (s) 14.0 21.0 14.0 14.0 21.0 Total Split (s) 27.0 32.0 27.0 21.0 53.0 Total Split (%) 33.8% 40.0% 33.8% 26.3% 66.3% Maximum Green (s) 21.7 26.2 21.7 15.4 47.2 Yellow Time (s) 3.0 4.8 3.0 3.0 4.8 All-Red Time (s) 2.3 1.0 2.3 2.6 1.0 Lost Time Adjust (s) -0.3 -0.8 -0.3 -0.6 -0.8 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 2.0 3.1 2.0 2.0 3.1 Time Before Reduce (s) 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 30.0 0.0 0.0 30.0 Recall Mode None C-Min None None C-Min Act Effct Green (s) 25.5 31.5 63.0 10.5 44.5 Actuated g/C Ratio 0.32 0.39 0.79 0.13 0.56 v/c Ratio 0.82 0.47 0.19 0.50 0.31 Control Delay 40.5 21.3 3.7 36.6 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 40.5 21.3 3.7 36.6 12.0 LOS D C A D B Approach Delay 40.5 16.6 15.6 River Bluffs Development TIA 2024 Build with Imrpovements PM Peak 3: Castle Hayne Road & I-140 Inner Loop 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT Approach LOS D B B Queue Length 50th (ft) 186 137 27 42 46 Queue Length 95th (ft) #366 191 60 m73 123 Internal Link Dist (ft) 178 791 1027 Turn Bay Length (ft) 150 250 Base Capacity (vph) 525 1414 1216 319 2127 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.82 0.46 0.19 0.33 0.29 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 36 (45%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 21.3 Intersection LOS: C Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Castle Hayne Road & I-140 Inner Loop River Bluffs Development TIA 2024 Build with Imrpovements PM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 13 13 50 174 4 45 4 611 174 154 417 4 Future Volume (vph) 13 13 50 174 4 45 4 611 174 154 417 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 175 225 225 250 175 275 175 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 150 100 300 225 Satd. Flow (prot) 1770 1900 1583 1736 1520 1335 1805 3539 1553 1671 3505 1292 Flt Permitted 0.870 0.950 0.950 0.950 Satd. Flow (perm) 1621 1900 1583 1736 1520 1335 1805 3539 1553 1671 3505 1292 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 50 50 Link Distance (ft) 1634 400 1107 1296 Travel Time (s) 44.6 10.9 15.1 17.7 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 Heavy Vehicles (%) 2% 0% 2% 4% 25% 21% 0% 2% 4% 8% 3% 25% Adj. Flow (vph) 14 14 56 193 4 50 4 679 193 171 463 4 Shared Lane Traffic (%) Lane Group Flow (vph) 14 14 56 193 4 50 4 679 193 171 463 4 Turn Type Perm NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm Protected Phases 4 5 3 8 1 5 2 3 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 5 3 8 1 5 2 3 1 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0 Minimum Split (s) 15.0 15.0 14.0 14.0 15.0 14.0 14.0 22.0 14.0 14.0 22.0 22.0 Total Split (s) 22.0 22.0 15.0 14.0 36.0 18.0 15.0 26.0 14.0 18.0 29.0 29.0 Total Split (%) 27.5% 27.5% 18.8% 17.5% 45.0% 22.5% 18.8% 32.5% 17.5% 22.5% 36.3% 36.3% Maximum Green (s) 15.2 15.2 9.2 8.6 29.2 12.2 9.2 19.8 8.6 12.2 22.8 22.8 Yellow Time (s) 3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9 All-Red Time (s) 2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3 Lost Time Adjust (s) -1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0 Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.1 2.0 2.0 3.1 3.1 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0 Recall Mode None None None None None None None C-Min None None C-Min C-Min Act Effct Green (s) 8.8 8.8 13.4 11.7 17.2 35.5 7.8 34.5 51.2 13.3 45.1 45.1 Actuated g/C Ratio 0.11 0.11 0.17 0.15 0.22 0.44 0.10 0.43 0.64 0.17 0.56 0.56 v/c Ratio 0.08 0.07 0.21 0.76 0.01 0.08 0.02 0.45 0.19 0.62 0.23 0.01 Control Delay 33.2 32.8 27.8 56.7 21.5 10.7 43.2 12.1 4.5 40.1 11.3 12.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.2 32.8 27.8 56.7 21.5 10.7 43.2 12.1 4.5 40.1 11.3 12.5 LOS C C C E C B D B A D B B Approach Delay 29.5 46.8 10.6 19.0 River Bluffs Development TIA 2024 Build with Imrpovements PM Peak 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp 12/07/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C D B B Queue Length 50th (ft) 6 6 27 93 2 16 2 51 10 80 57 1 Queue Length 95th (ft) 23 23 49 #225 8 24 m4 m101 m27 133 111 6 Internal Link Dist (ft) 1554 320 1027 1216 Turn Bay Length (ft) 300 175 225 225 250 175 275 175 Base Capacity (vph) 344 403 306 254 589 614 225 1525 993 305 1974 727 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.03 0.18 0.76 0.01 0.08 0.02 0.45 0.19 0.56 0.23 0.01 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 48 (60%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 19.2 Intersection LOS: B Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp River Bluffs Residential Development Traffic Impact Analysis 2024 STIP PROJECT IMPROVEMENTS River Bluffs Development TIA 2024 No-Build AM Peak STIP Improvements 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)39 47 41 198 24 186 25 372 120 274 776 18 Future Volume (vph)39 47 41 198 24 186 25 372 120 274 776 18 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)260 0 550 275 200 150 525 525 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)100 75 75 100 Satd. Flow (prot)1752 1743 1538 1687 1743 1468 1736 1792 1455 1719 1863 1524 Flt Permitted 0.740 0.414 0.095 0.333 Satd. Flow (perm)1365 1743 1538 735 1743 1468 174 1792 1455 603 1863 1524 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)25 45 45 45 Link Distance (ft)824 1088 1139 1045 Travel Time (s)22.5 16.5 17.3 15.8 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 Heavy Vehicles (%)3%9%5%7%9%10%4%6%11%5%2%6% Adj. Flow (vph)43 52 46 220 27 207 28 413 133 304 862 20 Shared Lane Traffic (%) Lane Group Flow (vph)43 52 46 220 27 207 28 413 133 304 862 20 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 3 1 6 7 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 7 4 5 3 8 1 5 2 3 1 6 7 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s)12.0 14.0 13.0 12.0 14.0 12.0 13.0 20.0 12.0 12.0 20.0 12.0 Total Split (s)12.0 14.0 13.0 20.0 22.0 20.0 13.0 66.0 20.0 20.0 73.0 12.0 Total Split (%)10.0% 11.7% 10.8% 16.7% 18.3% 16.7% 10.8% 55.0% 16.7% 16.7% 60.8% 10.0% Maximum Green (s)6.2 6.9 6.8 14.9 14.9 14.7 6.8 59.8 14.9 14.7 66.8 6.2 Yellow Time (s)3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 All-Red Time (s)2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.1 2.3 1.7 2.8 Lost Time Adjust (s)-0.8 -2.1 -1.2 -0.1 -2.1 -0.3 -1.2 -1.2 0.0 -0.3 -1.2 -0.8 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.1 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 5.5 2.0 Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0 Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None None Min None Act Effct Green (s)16.0 9.4 17.5 21.2 16.1 32.8 47.5 39.8 59.4 58.9 50.4 67.5 Actuated g/C Ratio 0.17 0.10 0.19 0.23 0.17 0.35 0.50 0.42 0.63 0.63 0.54 0.72 v/c Ratio 0.15 0.30 0.16 0.72 0.09 0.41 0.13 0.55 0.15 0.57 0.87 0.02 Control Delay 33.9 53.9 39.7 51.2 43.4 34.3 9.1 23.1 8.0 12.7 31.7 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.9 53.9 39.7 51.2 43.4 34.3 9.1 23.1 8.0 12.7 31.7 5.9 LOS C D D D D C A C A B C A Approach Delay 43.2 43.0 18.9 26.4 Approach LOS D D B C Queue Length 50th (ft)21 33 25 145 17 ~157 7 191 32 85 498 2 Queue Length 95th (ft)57 82 66 #254 47 204 16 282 57 126 712 13 Internal Link Dist (ft)744 1008 1059 965 River Bluffs Development TIA 2024 No-Build AM Peak STIP Improvements 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft)260 550 275 200 150 525 525 Base Capacity (vph)291 192 310 365 404 572 243 1184 968 581 1330 1103 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.27 0.15 0.60 0.07 0.36 0.12 0.35 0.14 0.52 0.65 0.02 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 94.2 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 28.8 Intersection LOS: C Intersection Capacity Utilization 75.1%ICU Level of Service D 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: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Development TIA 2024 No-Build PM Peak STIP Improvements 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)92 41 76 171 56 265 91 624 104 178 440 4 Future Volume (vph)92 41 76 171 56 265 91 624 104 178 440 4 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)260 0 550 275 200 150 525 525 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)100 75 75 100 Satd. Flow (prot)1770 1900 1599 1736 1863 1553 1805 1863 1538 1687 1845 1292 Flt Permitted 0.930 0.465 0.386 0.094 Satd. Flow (perm)1732 1900 1599 850 1863 1553 733 1863 1538 167 1845 1292 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)25 45 45 45 Link Distance (ft)824 1088 1139 1045 Travel Time (s)22.5 16.5 17.3 15.8 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 Heavy Vehicles (%)2%0%1%4%2%4%0%2%5%7%3%25% Adj. Flow (vph)102 46 84 190 62 294 101 693 116 198 489 4 Shared Lane Traffic (%) Lane Group Flow (vph)102 46 84 190 62 294 101 693 116 198 489 4 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 3 1 6 7 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 7 4 5 3 8 1 5 2 3 1 6 7 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s)12.0 14.0 13.0 12.0 14.0 12.0 13.0 20.0 12.0 12.0 20.0 12.0 Total Split (s)14.0 14.0 13.0 18.0 18.0 23.0 13.0 65.0 18.0 23.0 75.0 14.0 Total Split (%)11.7% 11.7% 10.8% 15.0% 15.0% 19.2% 10.8% 54.2% 15.0% 19.2% 62.5% 11.7% Maximum Green (s)8.2 6.9 6.8 12.9 10.9 17.7 6.8 58.8 12.9 17.7 68.8 8.2 Yellow Time (s)3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 All-Red Time (s)2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.1 2.3 1.7 2.8 Lost Time Adjust (s)-0.8 -2.1 -0.2 -0.1 -2.1 -0.3 -1.2 -1.2 0.0 -0.3 -1.2 -0.8 Total Lost Time (s)5.0 5.0 6.0 5.0 5.0 5.0 5.0 5.0 5.1 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 5.5 2.0 Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0 Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None None Min None Act Effct Green (s)13.3 8.8 14.0 20.9 11.1 29.4 46.6 38.6 58.3 55.3 43.5 57.7 Actuated g/C Ratio 0.15 0.10 0.16 0.23 0.12 0.33 0.52 0.43 0.65 0.62 0.49 0.65 v/c Ratio 0.39 0.25 0.33 0.56 0.27 0.57 0.21 0.86 0.12 0.61 0.54 0.00 Control Delay 38.1 49.5 41.2 39.3 45.9 34.9 8.6 35.1 7.2 26.4 18.4 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.1 49.5 41.2 39.3 45.9 34.9 8.6 35.1 7.2 26.4 18.4 6.0 LOS D D D D D C A D A C B A Approach Delay 41.5 37.7 28.6 20.6 Approach LOS D D C C Queue Length 50th (ft)44 25 40 87 32 146 23 347 24 63 202 1 Queue Length 95th (ft)117 74 107 #207 90 295 41 571 55 145 285 4 Internal Link Dist (ft)744 1008 1059 965 River Bluffs Development TIA 2024 No-Build PM Peak STIP Improvements 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft)260 550 275 200 150 525 525 Base Capacity (vph)282 207 264 377 294 626 492 1309 1035 438 1451 849 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.22 0.32 0.50 0.21 0.47 0.21 0.53 0.11 0.45 0.34 0.00 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 89.3 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 29.6 Intersection LOS: C Intersection Capacity Utilization 71.3%ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Development TIA 2024 Build AM Peak STIP Improvements 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)39 47 41 198 24 202 25 391 120 322 834 18 Future Volume (vph)39 47 41 198 24 202 25 391 120 322 834 18 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)260 0 550 275 200 150 525 525 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)100 75 75 100 Satd. Flow (prot)1752 1743 1538 1687 1743 1468 1736 1792 1455 1719 1863 1524 Flt Permitted 0.740 0.392 0.086 0.333 Satd. Flow (perm)1365 1743 1538 696 1743 1468 157 1792 1455 603 1863 1524 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)25 45 45 45 Link Distance (ft)824 1092 1139 1045 Travel Time (s)22.5 16.5 17.3 15.8 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 Heavy Vehicles (%)3%9%5%7%9%10%4%6%11%5%2%6% Adj. Flow (vph)43 52 46 220 27 224 28 434 133 358 927 20 Shared Lane Traffic (%) Lane Group Flow (vph)43 52 46 220 27 224 28 434 133 358 927 20 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 3 1 6 7 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 7 4 5 3 8 1 5 2 3 1 6 7 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s)12.0 14.0 13.0 12.0 14.0 12.0 13.0 20.0 12.0 12.0 20.0 12.0 Total Split (s)12.0 14.0 13.0 20.0 22.0 20.0 13.0 66.0 20.0 20.0 73.0 12.0 Total Split (%)10.0% 11.7% 10.8% 16.7% 18.3% 16.7% 10.8% 55.0% 16.7% 16.7% 60.8% 10.0% Maximum Green (s)6.2 6.9 6.8 14.9 14.9 14.7 6.8 59.8 14.9 14.7 66.8 6.2 Yellow Time (s)3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 All-Red Time (s)2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.1 2.3 1.7 2.8 Lost Time Adjust (s)-0.8 -2.1 -1.2 -0.1 -2.1 -0.3 -1.2 -1.2 0.0 -0.3 -1.2 -0.8 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.1 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 5.5 2.0 Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0 Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None None Min None Act Effct Green (s)13.6 9.4 17.5 23.8 17.7 37.6 51.8 44.0 63.8 63.9 55.4 68.6 Actuated g/C Ratio 0.14 0.09 0.18 0.24 0.18 0.38 0.52 0.44 0.64 0.64 0.56 0.69 v/c Ratio 0.20 0.32 0.17 0.72 0.09 0.40 0.14 0.55 0.14 0.66 0.89 0.02 Control Delay 37.0 56.7 42.0 51.1 43.8 32.0 9.0 22.7 7.8 14.4 33.8 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.0 56.7 42.0 51.1 43.8 32.0 9.0 22.7 7.8 14.4 33.8 6.8 LOS D E D D D C A C A B C A Approach Delay 45.9 41.6 18.7 28.1 Approach LOS D D B C Queue Length 50th (ft)24 36 28 137 17 128 7 211 34 104 575 5 Queue Length 95th (ft)57 82 66 #258 47 222 16 300 57 150 #892 13 Internal Link Dist (ft)744 1012 1059 965 River Bluffs Development TIA 2024 Build AM Peak STIP Improvements 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft)260 550 275 200 150 525 525 Base Capacity (vph)228 183 294 364 385 605 231 1134 983 583 1271 1064 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.28 0.16 0.60 0.07 0.37 0.12 0.38 0.14 0.61 0.73 0.02 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 99.3 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 29.4 Intersection LOS: C Intersection Capacity Utilization 78.2%ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Development TIA 2024 Build PM Peak STIP Improvements 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)92 41 76 171 56 319 91 689 104 210 478 4 Future Volume (vph)92 41 76 171 56 319 91 689 104 210 478 4 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)260 0 550 275 200 150 525 525 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)100 75 75 100 Satd. Flow (prot)1770 1900 1599 1736 1863 1553 1805 1863 1538 1687 1845 1292 Flt Permitted 0.909 0.460 0.402 0.081 Satd. Flow (perm)1693 1900 1599 840 1863 1553 764 1863 1538 144 1845 1292 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph)25 45 45 45 Link Distance (ft)824 1092 1139 1045 Travel Time (s)22.5 16.5 17.3 15.8 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 Heavy Vehicles (%)2%0%1%4%2%4%0%2%5%7%3%25% Adj. Flow (vph)102 46 84 190 62 354 101 766 116 233 531 4 Shared Lane Traffic (%) Lane Group Flow (vph)102 46 84 190 62 354 101 766 116 233 531 4 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 7 4 5 3 8 1 5 2 3 1 6 7 Permitted Phases 4 4 8 8 2 2 6 6 Detector Phase 7 4 5 3 8 1 5 2 3 1 6 7 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s)12.0 14.0 13.0 12.0 14.0 12.0 13.0 20.0 12.0 12.0 20.0 12.0 Total Split (s)14.0 14.0 13.0 18.0 18.0 23.0 13.0 65.0 18.0 23.0 75.0 14.0 Total Split (%)11.7% 11.7% 10.8% 15.0% 15.0% 19.2% 10.8% 54.2% 15.0% 19.2% 62.5% 11.7% Maximum Green (s)8.2 6.9 6.8 12.9 10.9 17.7 6.8 58.8 12.9 17.7 68.8 8.2 Yellow Time (s)3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 All-Red Time (s)2.8 2.6 3.2 2.1 2.6 2.3 3.2 1.7 2.1 2.3 1.7 2.8 Lost Time Adjust (s)-0.8 -2.1 -0.2 -0.1 -2.1 -0.3 -1.2 -1.2 0.0 -0.3 -1.2 -0.8 Total Lost Time (s)5.0 5.0 6.0 5.0 5.0 5.0 5.0 5.0 5.1 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 5.5 2.0 Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0 Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 40.0 0.0 Recall Mode None None None None None None None Min None None Min None Act Effct Green (s)13.4 8.7 14.0 21.1 11.3 33.3 53.1 45.3 64.9 67.1 54.1 68.2 Actuated g/C Ratio 0.13 0.09 0.14 0.21 0.11 0.33 0.53 0.45 0.65 0.67 0.54 0.68 v/c Ratio 0.44 0.28 0.38 0.62 0.30 0.68 0.21 0.91 0.12 0.66 0.53 0.00 Control Delay 44.1 54.7 47.1 46.6 51.0 41.4 8.3 40.6 7.7 33.0 17.0 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.1 54.7 47.1 46.6 51.0 41.4 8.3 40.6 7.7 33.0 17.0 5.5 LOS D D D D D D A D A C B A Approach Delay 47.3 44.0 33.4 21.8 Approach LOS D D C C Queue Length 50th (ft)57 31 51 113 40 218 23 475 30 98 227 1 Queue Length 95th (ft)117 74 107 #208 90 #374 41 673 55 #200 318 4 Internal Link Dist (ft)744 1012 1059 965 River Bluffs Development TIA 2024 Build PM Peak STIP Improvements 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave 12/17/2021 Kimley-Horn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft)260 550 275 200 150 525 525 Base Capacity (vph)249 183 235 336 260 559 502 1200 1027 395 1328 895 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.25 0.36 0.57 0.24 0.63 0.20 0.64 0.11 0.59 0.40 0.00 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 99.6 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 33.7 Intersection LOS: C Intersection Capacity Utilization 76.5%ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave River Bluffs Residential Development Traffic Impact Analysis Appendix G – SimTraffic Queuing and Blocking Reports River Bluffs Residential Development Traffic Impact Analysis 2021 EXISTING CONDITIONS Queuing and Blocking Report 2021 Existing AM Peak 12/07/2021 2021 Existing AM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 1 Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB SB SB SB Directions Served L T R L T R L TR L T R Maximum Queue (ft) 76 103 91 242 141 212 164 392 264 508 120 Average Queue (ft) 25 37 28 115 24 90 32 214 112 202 7 95th Queue (ft) 60 81 68 206 84 169 113 358 228 392 75 Link Distance (ft) 778 778 1057 1092 990 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 260 190 190 90 175 200 Storage Blk Time (%) 3 0 1 0 39 1 8 Queuing Penalty (veh) 5 0 2 0 9 10 23 Intersection: 2: Castle Hayne Road & Chair Road Movement EB EB NB SB Directions Served L R L TR Maximum Queue (ft) 60 56 69 9 Average Queue (ft) 21 23 21 0 95th Queue (ft) 51 49 51 7 Link Distance (ft) 1782 807 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 150 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 3: Castle Hayne Road & I-140 Inner Loop Movement WB NB NB NB SB SB SB Directions Served LR T T R L T T Maximum Queue (ft) 195 127 143 63 92 140 152 Average Queue (ft) 160 55 45 16 29 61 64 95th Queue (ft) 212 106 105 46 69 116 121 Link Distance (ft) 178 807 807 1036 1036 Upstream Blk Time (%) 7 Queuing Penalty (veh) 28 Storage Bay Dist (ft) 150 250 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Queuing and Blocking Report 2021 Existing AM Peak 12/07/2021 2021 Existing AM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 2 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T R L T Maximum Queue (ft) 49 55 49 188 93 69 44 102 112 94 131 118 Average Queue (ft) 13 11 11 98 31 21 14 39 51 26 60 52 95th Queue (ft) 39 36 35 168 71 51 34 84 95 68 112 105 Link Distance (ft) 1576 325 1036 1036 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 175 225 225 250 175 275 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement SB SB Directions Served T R Maximum Queue (ft) 94 15 Average Queue (ft) 31 2 95th Queue (ft) 73 9 Link Distance (ft) 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 175 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: I-140 Inner Loop Movement SW Directions Served R Maximum Queue (ft) 162 Average Queue (ft) 26 95th Queue (ft) 98 Link Distance (ft) 520 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2021 Existing AM Peak 12/07/2021 2021 Existing AM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 3 Intersection: 17: I-140 Exit Ramp Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 79 Queuing and Blocking Report 2021 Existing PM Peak 12/07/2021 2021 Existing PM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 1 Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB SB SB SB Directions Served L T R L T R L TR L T R Maximum Queue (ft) 130 96 136 355 294 250 165 710 212 277 20 Average Queue (ft) 60 33 49 119 73 136 66 385 89 124 1 95th Queue (ft) 109 74 103 268 206 227 168 621 169 232 9 Link Distance (ft) 778 778 1057 1092 990 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 260 190 190 90 175 200 Storage Blk Time (%) 2 1 5 0 48 1 3 Queuing Penalty (veh) 5 1 8 2 41 4 5 Intersection: 2: Castle Hayne Road & Chair Road Movement EB EB NB SB Directions Served L R L TR Maximum Queue (ft) 57 64 46 5 Average Queue (ft) 19 24 15 0 95th Queue (ft) 47 53 40 0 Link Distance (ft) 1782 807 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 150 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 3: Castle Hayne Road & I-140 Inner Loop Movement WB NB NB NB SB SB SB Directions Served LR T T R L T T Maximum Queue (ft) 196 157 149 94 114 102 109 Average Queue (ft) 149 80 62 24 45 43 42 95th Queue (ft) 208 141 126 66 88 86 91 Link Distance (ft) 178 807 807 1036 1036 Upstream Blk Time (%) 7 Queuing Penalty (veh) 22 Storage Bay Dist (ft) 150 250 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Queuing and Blocking Report 2021 Existing PM Peak 12/07/2021 2021 Existing PM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 2 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T R L T Maximum Queue (ft) 56 45 80 166 34 90 20 138 140 81 121 119 Average Queue (ft) 12 11 31 81 3 24 1 48 58 21 49 46 95th Queue (ft) 38 35 67 143 19 66 8 106 113 57 93 96 Link Distance (ft) 1576 325 1036 1036 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 175 225 225 250 175 275 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement SB SB Directions Served T R Maximum Queue (ft) 70 6 Average Queue (ft) 18 0 95th Queue (ft) 50 3 Link Distance (ft) 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 175 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: I-140 Inner Loop Movement SW Directions Served R Maximum Queue (ft) 154 Average Queue (ft) 21 95th Queue (ft) 90 Link Distance (ft) 520 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2021 Existing PM Peak 12/07/2021 2021 Existing PM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 3 Intersection: 17: I-140 Exit Ramp Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 89 River Bluffs Residential Development Traffic Impact Analysis 2024 NO BUILD CONDITIONS Queuing and Blocking Report 2024 No-Build AM Peak 12/07/2021 2024 No-Build AM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 1 Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB SB SB SB Directions Served L T R L T R L TR L T R Maximum Queue (ft) 98 112 89 329 228 224 164 399 275 947 316 Average Queue (ft) 32 38 30 164 44 111 35 225 211 544 22 95th Queue (ft) 73 89 73 299 172 204 107 360 332 1169 155 Link Distance (ft) 778 778 1057 1092 990 Upstream Blk Time (%) 19 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 260 190 190 90 175 200 Storage Blk Time (%) 10 0 3 0 36 36 10 Queuing Penalty (veh) 22 1 5 2 9 292 30 Intersection: 2: Castle Hayne Road & Chair Road Movement EB EB NB SB Directions Served L R L TR Maximum Queue (ft) 62 56 68 2 Average Queue (ft) 23 23 20 0 95th Queue (ft) 52 50 50 2 Link Distance (ft) 1782 807 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 150 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Intersection: 3: Castle Hayne Road & I-140 Inner Loop Movement WB NB NB NB SB SB SB Directions Served LR T T R L T T Maximum Queue (ft) 197 126 126 65 103 158 160 Average Queue (ft) 160 66 51 20 45 73 77 95th Queue (ft) 214 113 106 53 88 134 144 Link Distance (ft) 178 807 807 1036 1036 Upstream Blk Time (%) 9 Queuing Penalty (veh) 36 Storage Bay Dist (ft) 150 250 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Queuing and Blocking Report 2024 No-Build AM Peak 12/07/2021 2024 No-Build AM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 2 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T R L T Maximum Queue (ft) 49 43 51 228 134 98 74 124 126 104 249 156 Average Queue (ft) 13 11 10 115 38 24 26 48 60 34 123 65 95th Queue (ft) 39 33 34 207 112 68 60 97 105 82 208 130 Link Distance (ft) 1576 325 1036 1036 1250 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 1 0 Storage Bay Dist (ft) 300 175 225 225 250 175 275 Storage Blk Time (%) 2 0 0 Queuing Penalty (veh) 3 0 0 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement SB SB Directions Served T R Maximum Queue (ft) 114 26 Average Queue (ft) 40 2 95th Queue (ft) 87 12 Link Distance (ft) 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 175 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: I-140 Inner Loop Movement SW Directions Served R Maximum Queue (ft) 173 Average Queue (ft) 36 95th Queue (ft) 120 Link Distance (ft) 520 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2024 No-Build AM Peak 12/07/2021 2024 No-Build AM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 3 Intersection: 17: I-140 Exit Ramp Movement WB Directions Served T Maximum Queue (ft) 14 Average Queue (ft) 1 95th Queue (ft) 21 Link Distance (ft) 1043 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 401 Queuing and Blocking Report 2024 No-Build PM Peak 12/07/2021 2024 No-Build PM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 1 Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB SB SB SB Directions Served L T R L T R L TR L T R Maximum Queue (ft) 158 92 124 508 333 264 165 843 253 498 48 Average Queue (ft) 70 33 48 191 111 168 98 460 132 177 1 95th Queue (ft) 133 72 99 467 290 275 185 747 237 440 7 Link Distance (ft) 778 778 1057 1092 990 Upstream Blk Time (%) 1 0 1 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 260 190 190 90 175 200 Storage Blk Time (%) 6 2 14 12 47 8 4 Queuing Penalty (veh) 20 4 24 87 43 37 7 Intersection: 2: Castle Hayne Road & Chair Road Movement EB EB NB Directions Served L R L Maximum Queue (ft) 48 64 43 Average Queue (ft) 17 27 15 95th Queue (ft) 43 55 40 Link Distance (ft) 1782 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 150 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Castle Hayne Road & I-140 Inner Loop Movement WB NB NB NB SB SB SB Directions Served LR T T R L T T Maximum Queue (ft) 193 166 147 95 142 130 124 Average Queue (ft) 151 88 71 30 68 49 52 95th Queue (ft) 208 147 131 73 126 103 108 Link Distance (ft) 178 807 807 1036 1036 Upstream Blk Time (%) 6 Queuing Penalty (veh) 22 Storage Bay Dist (ft) 150 250 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Queuing and Blocking Report 2024 No-Build PM Peak 12/07/2021 2024 No-Build PM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 2 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T R L T Maximum Queue (ft) 43 49 86 181 40 103 19 150 151 93 200 168 Average Queue (ft) 12 10 30 88 3 23 3 56 67 27 93 51 95th Queue (ft) 37 33 69 152 20 67 14 112 116 70 165 114 Link Distance (ft) 1576 325 1036 1036 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 175 225 225 250 175 275 Storage Blk Time (%) 0 0 0 0 Queuing Penalty (veh) 0 0 0 0 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement SB SB Directions Served T R Maximum Queue (ft) 83 11 Average Queue (ft) 22 1 95th Queue (ft) 60 6 Link Distance (ft) 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 175 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: I-140 Inner Loop Movement SW Directions Served R Maximum Queue (ft) 148 Average Queue (ft) 22 95th Queue (ft) 88 Link Distance (ft) 520 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2024 No-Build PM Peak 12/07/2021 2024 No-Build PM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 3 Intersection: 17: I-140 Exit Ramp Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 246 Queuing and Blocking Report River Bluffs Development TIA 2024 No-Build AM Peak - Existing Phasing Kimley-Horn SimTraffic Report Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB SB SB SB Directions Served L T R L T R L TR L T R Maximum Queue (ft)74 110 84 262 157 202 164 460 274 538 59 Average Queue (ft)27 39 27 122 30 98 28 220 125 218 4 95th Queue (ft)60 85 66 230 106 175 101 376 250 420 40 Link Distance (ft)778 778 1057 1092 990 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)260 190 190 90 175 200 Storage Blk Time (%)3 0 1 38 3 10 Queuing Penalty (veh)6 0 1 9 26 30 Queuing and Blocking Report River Bluffs Development TIA 2024 No-Build PM Peak - Existing Phasing Kimley-Horn SimTraffic Report Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB SB SB SB Directions Served L T R L T R L TR L T R Maximum Queue (ft)151 95 117 408 305 257 165 858 221 258 12 Average Queue (ft)62 35 45 149 86 156 69 435 90 111 0 95th Queue (ft)119 76 94 324 240 255 172 733 166 210 6 Link Distance (ft)778 778 1057 1092 990 Upstream Blk Time (%)0 Queuing Penalty (veh)0 Storage Bay Dist (ft)260 190 190 90 175 200 Storage Blk Time (%)4 1 11 0 46 1 1 Queuing Penalty (veh)13 1 19 1 42 5 3 River Bluffs Residential Development Traffic Impact Analysis 2024 BUILD CONDITIONS Queuing and Blocking Report 2024 Build AM Peak 12/07/2021 2024 Build AM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 1 Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB SB SB SB Directions Served L T R L T R L TR L T R Maximum Queue (ft) 100 130 112 414 303 257 164 491 275 1046 315 Average Queue (ft) 34 47 33 207 75 144 31 247 268 948 21 95th Queue (ft) 77 105 81 378 241 244 98 409 307 1291 154 Link Distance (ft) 778 778 1057 1092 990 Upstream Blk Time (%) 50 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 260 190 190 90 175 200 Storage Blk Time (%) 16 1 6 0 31 70 4 Queuing Penalty (veh) 36 2 13 1 8 600 14 Intersection: 2: Castle Hayne Road & Chair Road Movement EB EB NB SB SB Directions Served L R L T TR Maximum Queue (ft) 166 173 98 4 22 Average Queue (ft) 68 57 33 0 1 95th Queue (ft) 134 125 72 5 8 Link Distance (ft) 1782 807 807 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 150 Storage Blk Time (%) 8 0 0 Queuing Penalty (veh) 11 1 0 Intersection: 3: Castle Hayne Road & I-140 Inner Loop Movement WB NB NB NB SB SB SB Directions Served LR T T R L T T Maximum Queue (ft) 195 140 154 84 111 166 174 Average Queue (ft) 164 69 64 25 45 70 75 95th Queue (ft) 212 121 127 63 91 133 143 Link Distance (ft) 178 807 807 1036 1036 Upstream Blk Time (%) 9 Queuing Penalty (veh) 38 Storage Bay Dist (ft) 150 250 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Queuing and Blocking Report 2024 Build AM Peak 12/07/2021 2024 Build AM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 2 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T R L T Maximum Queue (ft) 60 45 53 239 169 63 79 110 112 114 232 153 Average Queue (ft) 13 11 12 130 40 20 26 45 57 37 121 63 95th Queue (ft) 40 35 38 225 105 50 61 91 96 88 202 128 Link Distance (ft) 1576 325 1036 1036 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 175 225 225 250 175 275 Storage Blk Time (%) 3 0 0 0 Queuing Penalty (veh) 4 0 0 0 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement SB SB Directions Served T R Maximum Queue (ft) 109 19 Average Queue (ft) 39 2 95th Queue (ft) 86 12 Link Distance (ft) 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 175 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 7: I-140 Inner Loop Movement SW Directions Served R Maximum Queue (ft) 173 Average Queue (ft) 38 95th Queue (ft) 122 Link Distance (ft) 520 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2024 Build AM Peak 12/07/2021 2024 Build AM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 3 Intersection: 17: I-140 Exit Ramp Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 728 Queuing and Blocking Report 2024 Build PM Peak 12/07/2021 2024 Build PM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 1 Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB SB SB SB Directions Served L T R L T R L TR L T R Maximum Queue (ft) 173 94 138 732 340 265 165 1036 274 603 18 Average Queue (ft) 81 37 55 350 211 217 106 593 180 259 1 95th Queue (ft) 148 80 115 777 423 305 186 963 295 596 10 Link Distance (ft) 778 778 1057 1092 990 Upstream Blk Time (%) 2 2 2 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 260 190 190 90 175 200 Storage Blk Time (%) 15 4 37 20 44 21 7 Queuing Penalty (veh) 58 7 63 160 41 103 16 Intersection: 2: Castle Hayne Road & Chair Road Movement EB EB NB SB Directions Served L R L TR Maximum Queue (ft) 150 134 108 52 Average Queue (ft) 65 50 46 4 95th Queue (ft) 127 100 88 24 Link Distance (ft) 1782 807 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 150 Storage Blk Time (%) 9 0 0 Queuing Penalty (veh) 11 0 0 Intersection: 3: Castle Hayne Road & I-140 Inner Loop Movement WB NB NB NB SB SB SB Directions Served LR T T R L T T Maximum Queue (ft) 199 171 164 105 165 138 145 Average Queue (ft) 168 95 91 34 66 55 58 95th Queue (ft) 214 153 152 81 126 109 119 Link Distance (ft) 178 807 807 1036 1036 Upstream Blk Time (%) 15 Queuing Penalty (veh) 60 Storage Bay Dist (ft) 150 250 Storage Blk Time (%) 1 0 Queuing Penalty (veh) 1 0 Queuing and Blocking Report 2024 Build PM Peak 12/07/2021 2024 Build PM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 2 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T R L T Maximum Queue (ft) 54 47 89 195 39 79 26 131 136 88 185 159 Average Queue (ft) 14 11 32 100 4 22 3 52 68 28 95 54 95th Queue (ft) 42 36 72 168 22 58 15 107 117 67 160 113 Link Distance (ft) 1576 325 1036 1036 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 175 225 225 250 175 275 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement SB SB Directions Served T R Maximum Queue (ft) 107 19 Average Queue (ft) 28 1 95th Queue (ft) 74 10 Link Distance (ft) 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 175 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 7: I-140 Inner Loop Movement SW Directions Served R Maximum Queue (ft) 246 Average Queue (ft) 64 95th Queue (ft) 192 Link Distance (ft) 520 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2024 Build PM Peak 12/07/2021 2024 Build PM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 3 Intersection: 17: I-140 Exit Ramp Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 519 Queuing and Blocking Report River Bluffs Development TIA 2024 Build AM Peak - Existing Phasing 2024 Build AM Peak - Existing Phasing Kimley-Horn SimTraffic Report Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB SB SB SB Directions Served L T R L T R L TR L T R Maximum Queue (ft)76 113 74 307 224 235 164 465 275 736 181 Average Queue (ft)30 40 29 135 37 109 30 249 167 294 9 95th Queue (ft)64 89 66 244 139 195 107 410 300 669 92 Link Distance (ft)778 778 1057 1092 990 Upstream Blk Time (%)1 Queuing Penalty (veh)0 Storage Bay Dist (ft)260 190 190 90 175 200 Storage Blk Time (%)5 0 2 0 42 8 13 Queuing Penalty (veh)12 0 3 0 11 73 43 Queuing and Blocking Report River Bluffs Development TIA 2024 Build PM Peak - Existing Phasing 2024 Build PM Peak - Existing Phasing Kimley-Horn SimTraffic Report Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB SB SB SB Directions Served L T R L T R L TR L T R Maximum Queue (ft)159 89 128 967 340 265 165 982 225 286 26 Average Queue (ft)66 35 53 416 211 217 76 596 108 126 1 95th Queue (ft)125 75 106 982 437 311 180 1067 194 235 13 Link Distance (ft)778 778 1057 1092 990 Upstream Blk Time (%)6 7 Queuing Penalty (veh)0 0 Storage Bay Dist (ft)260 190 190 90 175 200 Storage Blk Time (%)14 1 45 0 47 3 3 Queuing Penalty (veh)55 3 78 1 43 13 5 River Bluffs Residential Development Traffic Impact Analysis 2024 BUILD IMPROVED CONDITIONS Queuing and Blocking Report 2024 Build with Improvements AM Peak 12/07/2021 2024 Build AM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 1 Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB SB SB SB Directions Served L T R L T R L TR L T R Maximum Queue (ft) 96 102 77 337 290 251 164 519 274 825 214 Average Queue (ft) 30 40 27 150 44 123 27 268 183 343 11 95th Queue (ft) 71 83 63 271 169 222 98 462 311 763 101 Link Distance (ft) 778 778 1057 1092 990 Upstream Blk Time (%) 2 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 260 190 190 90 175 200 Storage Blk Time (%) 6 0 4 0 40 12 13 Queuing Penalty (veh) 13 1 8 0 10 105 46 Intersection: 2: Castle Hayne Road & Chair Road Movement EB EB NB NB NB SB SB Directions Served L R L T T T TR Maximum Queue (ft) 136 144 127 94 108 185 194 Average Queue (ft) 63 70 61 33 43 79 85 95th Queue (ft) 115 124 113 75 95 150 163 Link Distance (ft) 1783 811 811 807 807 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 150 Storage Blk Time (%) 3 3 0 0 Queuing Penalty (veh) 4 4 0 0 Intersection: 3: Castle Hayne Road & I-140 Inner Loop Movement WB NB NB NB SB SB SB Directions Served LR T T R L T T Maximum Queue (ft) 201 119 120 74 124 164 182 Average Queue (ft) 167 52 49 24 48 76 87 95th Queue (ft) 211 99 106 59 99 143 156 Link Distance (ft) 178 807 807 1036 1036 Upstream Blk Time (%) 10 Queuing Penalty (veh) 39 Storage Bay Dist (ft) 150 250 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Queuing and Blocking Report 2024 Build with Improvements AM Peak 12/07/2021 2024 Build AM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 2 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T R L T Maximum Queue (ft) 49 42 43 233 119 68 85 132 132 145 228 158 Average Queue (ft) 14 11 10 129 33 22 26 59 64 45 120 64 95th Queue (ft) 41 32 32 215 83 54 62 113 117 106 196 130 Link Distance (ft) 1576 325 1036 1036 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 175 225 225 250 175 275 Storage Blk Time (%) 1 0 0 0 0 Queuing Penalty (veh) 2 0 0 0 0 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement SB SB Directions Served T R Maximum Queue (ft) 116 16 Average Queue (ft) 40 1 95th Queue (ft) 89 9 Link Distance (ft) 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 175 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: I-140 Inner Loop Movement SW Directions Served R Maximum Queue (ft) 177 Average Queue (ft) 38 95th Queue (ft) 120 Link Distance (ft) 520 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2024 Build with Improvements AM Peak 12/07/2021 2024 Build AM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 3 Intersection: 17: I-140 Exit Ramp Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 231 Queuing and Blocking Report 2024 Build with Imrpovements PM Peak 12/07/2021 2024 Build PM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 1 Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB SB SB SB Directions Served L T R L T R L TR L T R Maximum Queue (ft) 175 98 144 812 340 265 165 1024 268 428 79 Average Queue (ft) 74 36 57 348 199 211 66 612 142 167 3 95th Queue (ft) 139 78 118 815 421 307 164 1043 260 351 51 Link Distance (ft) 778 778 1057 1092 990 Upstream Blk Time (%) 3 4 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 260 190 190 90 175 200 Storage Blk Time (%) 12 3 35 0 46 11 5 Queuing Penalty (veh) 47 5 60 4 42 55 11 Intersection: 2: Castle Hayne Road & Chair Road Movement EB EB NB NB NB SB SB Directions Served L R L T T T TR Maximum Queue (ft) 122 137 193 170 127 212 255 Average Queue (ft) 50 60 101 46 51 96 118 95th Queue (ft) 97 116 166 115 103 175 215 Link Distance (ft) 1783 811 811 807 807 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 150 Storage Blk Time (%) 1 2 2 0 Queuing Penalty (veh) 1 1 6 0 Intersection: 3: Castle Hayne Road & I-140 Inner Loop Movement WB NB NB NB SB SB SB Directions Served LR T T R L T T Maximum Queue (ft) 202 185 205 116 162 129 132 Average Queue (ft) 165 89 92 34 69 52 53 95th Queue (ft) 218 157 170 85 127 103 105 Link Distance (ft) 178 807 807 1036 1036 Upstream Blk Time (%) 11 Queuing Penalty (veh) 44 Storage Bay Dist (ft) 150 250 Storage Blk Time (%) 2 0 Queuing Penalty (veh) 3 0 Queuing and Blocking Report 2024 Build with Imrpovements PM Peak 12/07/2021 2024 Build PM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 2 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T R L T Maximum Queue (ft) 53 45 82 203 35 99 23 132 133 104 201 126 Average Queue (ft) 13 10 29 105 4 21 3 46 60 27 92 50 95th Queue (ft) 41 35 66 177 21 64 15 99 107 70 166 101 Link Distance (ft) 1576 325 1036 1036 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 175 225 225 250 175 275 Storage Blk Time (%) 1 Queuing Penalty (veh) 0 Intersection: 4: Castle Hayne Road & Centennial Drive/I-140 Exit Ramp Movement SB SB Directions Served T R Maximum Queue (ft) 75 21 Average Queue (ft) 25 1 95th Queue (ft) 60 10 Link Distance (ft) 1250 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 175 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: I-140 Inner Loop Movement SW Directions Served R Maximum Queue (ft) 185 Average Queue (ft) 42 95th Queue (ft) 136 Link Distance (ft) 520 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2024 Build with Imrpovements PM Peak 12/07/2021 2024 Build PM Peak River Bluffs Development TIA SimTraffic Report Kimley-Horn Page 3 Intersection: 17: I-140 Exit Ramp Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 279 River Bluffs Residential Development Traffic Impact Analysis 2024 STIP PROJECT IMPROVEMENTS Queuing and Blocking Report 2024 No-Build AM Peak STIP Improvements 12/17/2021 2024 No-Build AM Peak STIP Improvements River Bluffs Development TIA SimTraffic Report Kimley-Horn Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T R L T R L T R Maximum Queue (ft)70 96 84 194 76 198 65 316 213 202 413 24 Average Queue (ft)26 35 26 100 17 81 15 140 39 90 208 2 95th Queue (ft)57 81 63 170 52 162 49 246 124 160 358 13 Link Distance (ft)778 778 1042 1092 996 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)260 550 275 200 150 525 525 Storage Blk Time (%)0 8 0 0 Queuing Penalty (veh)0 12 0 0 Queuing and Blocking Report 2024 No-Build PM Peak STIP Improvements 12/17/2021 2024 No-Build PM Peak STIP Improvements River Bluffs Development TIA SimTraffic Report Kimley-Horn Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T R L T R L T R Maximum Queue (ft)123 86 110 250 159 296 274 600 225 190 224 22 Average Queue (ft)57 29 42 101 42 134 65 262 64 75 114 1 95th Queue (ft)108 66 88 192 117 243 197 472 207 144 199 12 Link Distance (ft)778 778 1042 1092 996 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)260 550 275 200 150 525 525 Storage Blk Time (%)0 1 25 Queuing Penalty (veh)1 3 49 Queuing and Blocking Report 2024 Build AM Peak STIP Improvements 12/17/2021 2024 Build AM Peak STIP Improvements River Bluffs Development TIA SimTraffic Report Kimley-Horn Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T R L T R L T R Maximum Queue (ft)74 103 86 222 108 231 67 330 224 309 506 19 Average Queue (ft)27 37 26 110 18 95 16 153 53 120 237 2 95th Queue (ft)62 78 64 189 66 185 45 275 157 236 419 10 Link Distance (ft)778 778 1046 1092 991 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)260 550 275 200 150 525 525 Storage Blk Time (%)0 0 9 0 0 Queuing Penalty (veh)0 0 13 0 1 Queuing and Blocking Report 2024 Build PM Peak STIP Improvements 12/17/2021 2024 Build PM Peak STIP Improvements River Bluffs Development TIA SimTraffic Report Kimley-Horn Intersection: 1: Castle Hayne Road & N Kerr Ave/N Kerr Ave Movement EB EB EB WB WB WB NB NB NB SB SB SB Directions Served L T R L T R L T R L T R Maximum Queue (ft)145 96 106 307 425 381 275 718 225 213 266 8 Average Queue (ft)62 35 45 125 90 190 82 360 81 100 117 0 95th Queue (ft)116 77 91 266 330 358 240 694 235 179 218 5 Link Distance (ft)778 778 1046 1092 991 Upstream Blk Time (%)1 Queuing Penalty (veh)0 Storage Bay Dist (ft)260 550 275 200 150 525 525 Storage Blk Time (%)1 8 32 Queuing Penalty (veh)3 20 63