Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
TIA Bayat Mixed-use
DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Home Office: Wilmington Regional Office: Serving the Southeast since 2002 119 Brookstown Ave. Suite PH1 5917 Oleander Dr, Suite 206 NC License: NC-2522 Winston-Salem, NC 27101 Wilmington, NC 28403 Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912; Fax: 336.458.9377 Transportation Impact Analysis Myrtle Grove Mixed-Use Development Wilmington, NC Prepared for 6844 Bayat Land, LLC November 8, 2022 Analysis by: Fatimah Al Alshaik Drafting/Graphics by: Fatimah Al Alshaik Reviewed by: R. Steven Epley, P.E. Erin Govea, P.E. Sealed by: R. Steve Epley, P.E. This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. SEAL DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 11/8/2022 220201 - Myrtle Grove Mixed-Use Development Myrtle Grove Mixed-Use Development – Transportation Impact Analysis New Hanover County, NC Prepared for 6844 Bayat Land, LLC 11/8/2022 EXECUTIVE SUMMARY Myrtle Grove Mixed-Use development is located on an undeveloped tract of land on the west side of US 421 (Carolina Beach Road) south of SR 1492 (Myrtle Grove Road) in Wilmington, NC. It will consist of a 6,000-square-foot convenience store with 16 fueling positions and 18 single-family attached housing (townhomes). One access point will be constructed on US 421 (Carolina Beach Road). The expected build-out year for this development is 2025. Information regarding the property was provided by 6844 Bayat Land, LLC. DAVENPORT was retained to determine the potential traffic impacts of this development and to identify transportation improvements that may be required to accommodate the impacts of the new development traffic. The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with Wilmington Metropolitan Planning Organization (WMPO) and North Carolina Department of Transportation (NCDOT). This site has a trip generation potential of 515 trips in the AM peak hour and 435 trips in the PM peak hour. Based on the capacity analysis, recommendations have been given where necessary to mitigate the impacts of future traffic. Improvements are summarized in Table A and Figure A. In conclusion, this study has determined the potential traffic impacts of this development. Recommendations have been given to accommodate these impacts. The analysis indicates that with the recommended improvements in place, the proposed site is not expected to have a detrimental effect on transportation capacity and mobility in the study area. The recommendations in Figure A and in Table A should be constructed to comply with applicable NCDOT Policy on Street and Driveway Access to North Carolina Highways standards. DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development Table A – Recommended Improvements INTERSECTION RECOMMENDATIONS Carolina Beach Road at Myrtle Grove Road Extend the northbound U-turn lane from 100 feet of storage to 200 feet of storage Carolina Beach Road at Hill Valley Walk No improvements are recommended. Carolina Beach Road at Southern Charm Drive No improvements are recommended. Carolina Beach Road/Site Access 1 Install a southbound right turn lane on Carolina Beach Road with 200 feet of storage and appropriate deceleration and taper. DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF *** NOT TO SCALE *** SIGNAL STOP TRAFFIC MOVEMENT ROADWAY LEGEND AM / PM PEAKS This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement betweenDAVENPORT and the client. PROJECT NUMBER 220201 SR 1492 (Myrtle Grove Road) Hill Valley Walk SR 2364 (Southern Charm Drive) SPEED LIMIT 45 SPEED LIMIT 55 SPEED LIMIT 25 ~1 2 5 0 f e e t US 421 (Carolina Beach Road) ~5 2 5 f e e t 15 0 ' 20 0 ' 375' 15 0 ' 55 0 ' 22 5 ' 60 0 ' ~7 2 5 f e e t Site Drive 1 BLACK = EXISTING BLUE = PROPOSED MYRTLE GROVE MIXED-USE DEVELOPMENT WILMINGTON, NC 20 0 ' FIGURE A RECOMMENDED IMPROVEMENTS DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 1 Myrtle Grove Mixed-Use Development – Transportation Impact Analysis New Hanover County, NC Prepared for 6844 Bayat Land, LLC 11/8/2022 Table of Contents EXECUTIVE SUMMARY ................................................................................................ 1 1.0 Introduction ............................................................................................................. 2 Figure 1 – Site Plan ................................................................................................................. 3 Figure 2A – Site Location Map ............................................................................................... 4 Figure 2B – Vicinity Map ......................................................................................................... 5 2.0 Existing Conditions ................................................................................................ 6 2.1 Inventory .............................................................................................................................. 6 2.2 Existing Traffic Volumes ................................................................................................... 6 Figure 3 – Existing Lane Geometry ....................................................................................... 7 Figure 4 – 2022 Existing Traffic Volumes ............................................................................ 8 3.0 Approved Development and Committed Improvements ..................................... 9 3.1 Approved Developments .................................................................................................. 9 3.2 Committed Improvements ................................................................................................ 9 4.0 Methodology ........................................................................................................... 9 4.1 Base Assumptions and Standards .................................................................................. 9 4.2 Growth Rate ........................................................................................................................ 9 4.3 Future No Build Volumes .................................................................................................. 9 4.4 Trip Generation ................................................................................................................ 10 4.5 Trip Distribution ................................................................................................................ 11 4.6 New Site and Pass-By Trips .......................................................................................... 11 4.7 Future Build Volumes ...................................................................................................... 11 Figure 5 – Future No Build Volumes ................................................................................... 12 Figure 6 – Primary Trip Distribution .................................................................................... 13 Figure 7 – Primary Site Trips ................................................................................................ 14 Figure 8 – Pass-By Trip Distribution ................................................................................... 15 Figure 9 – Pass-by Site Trips ............................................................................................... 16 Figure 10 – Total Site Trips .................................................................................................. 17 Figure 11 – Future Build Volumes ....................................................................................... 18 5.0 Capacity Analysis ................................................................................................. 19 5.1 Level of Service Evaluation Criteria .............................................................................. 19 5.2 Queuing Evaluation ......................................................................................................... 19 5.3 Level of Service and Queue Results ............................................................................ 20 6.0 Summary and Conclusion ................................................................................... 26 Figure 12–Recommended Improvements .......................................................................... 27 Appendix ...................................................................................................................... 28 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 2 Myrtle Grove Mixed-Use Development – Transportation Impact Analysis New Hanover County, NC Prepared for 6844 Bayat Land, LLC 11/8/2022 1.0 Introduction The proposed development is to be located on an undeveloped tract of land on the west side of US 421 (Carolina Beach Road) south of SR 1492 (Myrtle Grove Road) in Wilmington, NC. The site plan shows a mixed-use development with a 6,000-square- foot convenience store with 16 fueling positions and 18 single-family attached housing (townhomes) and is provided in Figure 1. The planned build-out year for this development is 2025. One access point will be constructed on US 421 (Carolina Beach Road). A site location map and a vicinity map are provided in Figures 2A and 2B, respectively. DAVENPORT was retained to determine the potential traffic impacts of this development and to identify transportation improvements that may be required to accommodate the impacts of the new development traffic. The following intersections were included in the study: 1. US 421 (Carolina Beach Road) at SR 1492 (Myrtle Grove Road) (signalized) 2. US 421 (Carolina Beach Road) at SR 2364 (Southern Charm Drive)/ Hill Valley Walk (RCI - unsignalized) 3. US 421 (Carolina Beach Road) at Site Access (future right-in/right-out) These intersections were analyzed during the AM and PM peak hours for the following conditions: 2022 Existing Conditions. 2025 Future No Build Conditions. 2025 Future Build Conditions. 2025 Future Build Conditions with Improvements. This Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with Wilmington Metropolitan Planning Organization (WMPO) and North Carolina Department of Transportation (NCDOT). Information regarding the property was provided by 6844 Bayat Land, LLC. DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF FIGURE 1 SITE PLAN DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF FIGURE 2A SITE LOCATION MAP SITE INDICATOR DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF FIGURE 2B VICINITY MAP STUDY INTERSECTIONS EXISTING PROPOSED SITE 2 1 3 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 6 2.0 Existing Conditions 2.1 Inventory Table 2.1 presents a summary of the study area roadways. Figure 3 presents the existing lane geometry. Table 2.1 - Street Inventory Facility Name Route # Typical Cross Section 2019 AADT (vpd) Pavement Width Posted Speed Limit Maintained By Carolina Beach Road US 421 4-lane divided 35,500 12-foot lanes 55 MPH NCDOT Myrtle Grove Road SR 1492 2-lane undivided 5,100 12-foot lanes 45 MPH NCDOT Southern Charm Drive SR 2364 2-lane undivided not available 12-foot lanes 25 MPH NCDOT Hill Valley Walk n/a 1-lane not available gravel n/a unknown 2.2 Existing Traffic Volumes Existing traffic volumes for this project were collected by True Direction Traffic Services, Inc. Table 2.2 shows the location, dates, and time periods of these counts. Traffic volumes were not balanced due to the presence of driveways and the distance between study intersections. Figure 4 shows existing AM and PM peak hour volumes. The full reports for these volumes can be found in the appendix. Table 2.2 - Traffic Volume Data Count Location: Date Taken: Time Periods: US 421 (Carolina Beach Road) at SR 1492 (Myrtle Grove Road) Wednesday, February 16, 2022 7:00 AM – 9:00 AM 4:00 PM – 6:00 PM US 421 (Carolina Beach Road) at SR 2364 (Southern Charm Drive)/Hill Valley Walk Wednesday, February 16, 2022 7:00 AM – 9:00 AM 4:00 PM – 6:00 PM DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF *** NOT TO SCALE *** SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND This document,together with the concepts and designs presented herein,is intended only for the specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. PROJECT NUMBER 220201 MYRTLE GROVE MIXED-USE DEVELOPMENT W ILMINGTON, NC SR 1492 (Myrtle Grove Road) Hill Valley Walk SR 2364 (Southern Charm Drive) ~1 2 5 0 f e e t 33 , 5 0 0 5,100 35 , 5 0 0 US 421 (Carolina Beach Road) 15 0 ' 10 0 ' 375' 15 0 ' 550' 22 5 ' 600' SPEED LIMIT 55 SPEED LIMIT 45 SPEED LIMIT 25 FIGURE 3 EXISTING LANE GEOMETRY 2019 AADT VOLUMESXXXX DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF *** NOT TO SCALE *** SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND AM / PM PEAKS This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement betweenDAVENPORT and the client. PROJECT NUMBER 220201 FIGURE 4 2022 EXISTING TRAFFIC VOLUMES SR 1492 (Myrtle Grove Road) Hill Valley Walk SR 2364 (Southern Charm Drive) US 421 (Carolina Beach Road) 87 / 25 137 / 225 88 / 1 2 1 81 3 / 1 0 5 7 50 / 1 3 4 11 5 2 / 9 4 0 1 / 3 3 / 2 41 / 3 7 91 5 / 1 2 5 3 0 / 0 11 6 3 / 1 0 4 0 5 / 5 36 / 32 7 / 14 4 / 4 4 / 2 1 91 1 / 1 2 3 2 3 / 7 11 6 3 / 1 0 4 0 11 / 1 8 MYRTLE GROVE MIXED-USE DEVELOPMENT WILMINGTON, NC ** A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 9 3.0 Approved Development and Committed Improvements 3.1 Approved Developments Approved developments are developments that have been recently approved in the area, but not yet constructed. Per NCDOT, there are no approved developments to be included in this study. 3.2 Committed Improvements Committed Improvements are improvements that are planned by NCDOT, City of Wilmington, or a developer in the area, but which are not yet constructed. Per NCDOT, there are no committed improvements to be included in this study. 4.0 Methodology 4.1 Base Assumptions and Standards In general, the analysis for this project was conducted utilizing commonly accepted NCDOT standards. The following Table 4.1 contains a summary of the base assumptions: Table 4.1 - Assumptions Growth Rate 1% annually Analysis Software Synchro/SimTraffic Lane widths 12 feet Peak Hour Factor 0.90 Truck percentage 2% 4.2 Growth Rate An annual growth rate of 1.0% was approved by NCDOT/WMPO and was based on observed growth in the area along with consistency with adjacent TIAs. 4.3 Future No Build Volumes The 2025 future no build traffic volumes were computed by applying one percent (1.0%) compounded annual growth rate to the 2022 existing traffic volumes. Figure 5 shows 2025 future no build traffic volumes for AM and PM peaks. DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 10 4.4 Trip Generation The proposed site development will contain a convenience store of up to 6,000 square feet with 16 fueling positions and 18 townhomes (single-family attached housing). The trip generation potential of this site was projected based on the 11th edition of ITE Trip Generation Manual. Table 4.2 presents the results. Table 4.2 - ITE Trip Generation Myrtle Grove Mixed Use, Wilmington, NC Average Weekday Driveway Volumes 24 - Hour AM Peak Hour PM Peak Hour Two-Way Land Use ITE Land Code Size Data Source Volume Enter Exit Enter Exit Single-Family Attached Housing 215 18 Dwelling Units Adjacent - Rate 130 3 6 6 4 Gasoline/Service Station with Convenience Market (6K Sq Ft) 945 16 Vehicle Fueling Positions Adjacent - Rate 5,532 253 253 215 215 Unadjusted Trips 5,662 256 259 221 219 Internal Capture Overall % (1), (2) -- 0.0% 1.1% Internal Capture: Retail Trips Reduction -- 0 0 0 -2 Internal Capture: Residential Trips Reduction -- 0 0 -2 -1 Total Internal Trips Reduction -- 0 0 -2 -3 Retail -- 253 253 215 213 Residential -- 3 6 4 3 Total External Full Build Trips -- 256 259 219 216 Pass-By (LU 945) AM @ 76%, PM @ 75 % (3) -- -192 -192 -161 -161 Pass-by permitted at 10% of Total Adjacent Volume -48 -48 -65 -65 Total Pass-by Reduction -- -48 -48 -65 -65 Total Adjusted (Primary) Trips -- 208 211 154 151 (1) Per NCHRP 684 Internal Trip Capture Estimation Tool (See worksheets for more information) (2) Internal Capture less than 10% of Full Build Unadjusted Trips (3) Pass-by permitted by 11th Edition methodology Some visitors to the site will use both the gas station/convenience store and residential uses, which is considered “internal capture.” To avoid double-counting trips, internal capture trips were calculated using the NCHRP 684 Internal Trip Capture Estimation Tool, yielding a reduction of 0% in the AM peak hour and 1.1% in the PM peak hour. The worksheets for the internal capture are shown in the supporting documentation in the Appendix. Next, for a site of this type, trips are broken down into two categories: primary and pass- by trips. Primary trips are new trips that are not already on the road. Pass-by trips are existing traffic on the adjacent street (US 421) that will turn into the site, then exit to continue in the direction they were originally traveling. DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 11 4.5 Trip Distribution Site trips for this proposed development were distributed based on the existing traffic patterns and engineering judgment. The primary trip distribution model is shown in Figure 6 with the resulting trips shown in Figure 7. The directional distribution for new primary site trips is: 60% to/from the North on US 421 30% to/from the South on US 421 10% to/from the northeast on Myrtle Grove Road All pass-by trips are assumed to originate from the north on US 421 due to the ease of turning right into and out of the proposed development and nearby competitors. 4.6 New Site and Pass-By Trips New site trips were calculated based on taking the total unadjusted trips, subtracting the internal capture and the pass-by trips, and then multiplying that by the trip distributions. Pass-by trips for retail were determined to all be traveling southbound. The new site trips were added to the pass-by trips and the resulting total trips are shown in Figure 10. 4.7 Future Build Volumes Future Build volumes were computed as the sum of existing volumes plus one percent (1%) growth rate, projected pass-by trips, and projected site trips. The resulting Future Build volumes are shown in Figure 11. DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF *** NOT TO SCALE *** SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND AM / PM PEAKS This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement betweenDAVENPORT and the client. PROJECT NUMBER 220201 SR 1492 (Myrtle Grove Road) Hill Valley Walk SR 2364 (Southern Charm Drive) US 421 (Carolina Beach Road) 90 / 26 142 / 232 91 / 1 2 5 83 8 / 1 0 9 0 52 / 1 3 9 11 8 7 / 9 6 9 1 / 3 3 / 2 44 / 3 9 94 3 / 1 2 9 1 0 / 0 11 9 9 / 1 0 7 2 6 / 6 38 / 33 8 / 15 5 / 5 5 / 2 2 93 9 / 1 2 7 0 3 / 8 11 9 9 / 1 0 7 2 12 / 1 9 FIGURE 5 2025 NO BUIILD TRAFFIC VOLUMES MYRTLE GROVE MIXED-USE DEVELOPMENT WILMINGTON, NC ** A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF *** NOT TO SCALE ***This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement betweenDAVENPORT and the client. PROJECT NUMBER 220201 FIGURE 6 TRIP DISTRIBUTION SR 1492 (Myrtle Grove Road) Hill Valley Walk SR 2364 (Southern Charm Drive) US 421 (Carolina Beach Road) 60 % I N 10% IN 10 % O U T 60 % O U T 30 % I N 70 % O U T 30 % O U T 30 % O U T 30 % I N 30 % I N 70% OUT Site Drive 1 10 0 % I N 100% OUT SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND ORIGIN/DESTINATION NODE 10% 60% 100% % 30% MYRTLE GROVE MIXED-USE DEVELOPMENT W ILMINGTON, NC DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement betweenDAVENPORT and the client. SIGNAL STOP TRAFFIC MOVEMENT ROADWAY LEGEND AM / PM PEAKS PROJECT NUMBER 220201 FIGURE 7 PRIMARY SITE TRIPS SR 1492 (Myrtle Grove Road) Hill Valley Walk SR 2364 (Southern Charm Drive) US 421 (Carolina Beach Road) 12 5 / 9 2 0 / 0 0 / 0 21 / 15 21 / 1 5 12 7 / 9 1 62 / 4 6 14 8 / 1 0 6 63 / 4 5 0 / 0 63 / 4 5 0 / 0 0 / 0 0 / 0 62 / 4 6 0 / 0 62 / 4 6 0 / 0 148 / 106 0 / 0 Site Drive 1 0 / 0 20 8 / 1 5 4 211 / 151 BLACK = EXISTING BLUE = PROPOSED MYRTLE GROVE MIXED-USE DEVELOPMENT WILMINGTON, NC 0 / 0 ** A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF *** NOT TO SCALE ***This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement betweenDAVENPORT and the client.PROJECT NUMBER 220201 FIGURE 8 PASS-BY TRIP DISTRIBUTION SR 1492 (Myrtle Grove Road) Hill Valley Walk SR 2364 (Southern Charm Drive) US 421 (Carolina Beach Road) Site Drive 1 10 0 % I N 100% OUT SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND ORIGIN/DESTINATION NODE 100% % MYRTLE GROVE MIXED-USE DEVELOPMENT WILMINGTON, NC -1 0 0 % I N DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement betweenDAVENPORT and the client. SIGNAL STOP TRAFFIC MOVEMENT ROADWAY LEGEND AM / PM PEAKS PROJECT NUMBER 220201 SR 1492 (Myrtle Grove Road) Hill Valley Walk SR 2364 (Southern Charm Drive) US 421 (Carolina Beach Road) 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 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 Site Drive 1 -4 8 / - 6 5 48 / 6 5 48 / 65 BLACK = EXISTING BLUE = PROPOSED FIGURE 9 PASS-BY SITE TRIPS MYRTLE GROVE MIXED-USE DEVELOPMENT WILMINGTON, NC 0 / 0 ** A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement betweenDAVENPORT and the client. SIGNAL STOP TRAFFIC MOVEMENT ROADWAY LEGEND AM / PM PEAKS PROJECT NUMBER 220201 SR 1492 (Myrtle Grove Road) Hill Valley Walk SR 2364 (Southern Charm Drive) US 421 (Carolina Beach Road) 12 5 / 9 2 0 / 0 0 /0 21 /15 21 / 1 5 12 7 / 9 1 62 / 4 6 14 8 / 1 0 6 63 / 4 5 0 / 0 63 / 4 5 0 /0 0 /0 0 /0 62 / 4 6 0 / 0 62 / 4 6 0 /0 148 /106 0 /0 Site Drive 1 -4 8 / - 6 5 25 6 / 2 1 9 259 /216 BLACK = EXISTING BLUE = PROPOSED MYRTLE GROVE MIXED-USE DEVELOPMENT WILMINGTON, NC FIGURE 10 TOTAL SITE TRIPS 0 / 0 ** A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement betweenDAVENPORT and the client. SIGNAL STOP TRAFFIC MOVEMENT ROADWAY LEGEND AM / PM PEAKS PROJECT NUMBER 220201 SR 1492 (Myrtle Grove Road) Hill Valley Walk SR 2364 (Southern Charm Drive) US 421 (Carolina Beach Road) 96 3 / 1 1 8 2 91 / 1 2 5 90 /26 163 /247 73 / 1 5 4 13 1 4 / 1 0 6 0 63 / 4 9 19 2 / 1 4 5 10 0 6 / 1 3 3 6 5 / 2 2 10 0 2 / 1 3 1 5 3 /8 8 /15 5 /5 12 6 1 / 1 1 1 8 0 / 0 12 6 1 / 1 1 1 8 6 /6 186 /139 3 /2 Site Drive 1 93 5 / 1 2 6 5 25 6 / 2 1 9 259 /216 BLACK = EXISTING BLUE = PROPOSED MYRTLE GROVE MIXED-USE DEVELOPMENT WILMINGTON, NC 12 / 1 9 FIGURE 11 2025 FUTURE BUIILD TRAFFIC VOLUMES ** A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 19 5.0 Capacity Analysis 5.1 Level of Service Evaluation Criteria The Transportation Research Board’s Highway Capacity Manual (HCM) utilizes the term “level of service” (LOS) to measure how traffic operates in intersections and on roadway segments. There are currently six levels of service ranging from A to F as shown in Table 5.1. Level of service “A” represents low-volume traffic operations and level of service “F” represents high-volume, oversaturated traffic operations. Synchro traffic modeling software was used to determine the LOS and delay for studied intersections. For unsignalized intersection analyses, the LOS noted is for the worst approach of the intersection, which is typically the left-turn movement for the side street approach, due to the number of opposing movements. Worksheet reports from the analyses are provided in the Appendix. 5.2 Queuing Evaluation A queuing analysis was performed using Synchro and SimTraffic simulation, based on a minimum 10-minute seeding, a 60-minute recording period, and 10 runs. The maximum SimTraffic queues and Synchro 95% queues are provided, along with the turn lane lengths. Queue reports can be found in the Appendix. Table 5.1 – Highway Capacity Manual Levels of Service and Control Delay Criteria Signalized Intersection Unsignalized Intersection Level of Service Control Delay Per vehicle (seconds) Level of Service Delay Range (seconds) A 10 A 10 B 10 and 20 B 10 and 15 C 20 and 35 C 15 and 25 D 35 and 55 D 25 and 35 E 55 and 80 E 35 and 50 F 80 F 50 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 20 5.3 Level of Service and Queue Results The LOS and queue results are summarized in Tables 5.3.1 to 5.3.4. The results of the level of service analysis are discussed by intersection in the following paragraphs. Queues are shown to be contained by available storage during the AM and PM peak hours under each scenario. US 421 (Carolina Beach Road) at SR 1492 (Myrtle Grove Road) This signalized intersection currently operates at LOS B during the AM and PM peaks. The LOS is projected to remain the same for the Future No Build and Build conditions during the AM and PM peaks. The analysis shows that the northbound U-turn queue exceeds the available storage and should be extended from 100’ feet of storage to 200 feet of storage. The northbound right-turn reports a max queue exceeding the storage length but SimTraffic observation showed minimal queue at intersection. US 421 (Carolina Beach Road) at Hill Valley Walk The southbound U-turn approach of US 421 (Carolina Beach Road) operates at LOS C during the AM and PM peaks under Existing and Future No Build conditions. Under Future Build conditions, the AM peak is projected to operate at LOS E while the PM peak hour remains LOS C. NCDOT has developed a methodology that provides guidance when determining the need for signalization at intersections with fewer than four legs, such as at a median U- turn opening. The document Guidelines for Signalization of Intersections with Two or Three Approaches provides charts to support the decision-making process. Applicable charts are presented in the Appendix. The chart indicates that only the AM peak hour was slightly above the 95-percent curve and the PM peak hour was well below the curve. The NCDOT Capacity Analysis Guidelines BEST PRACTICES document recommends “consider monitoring for signalization.” A signal is not recommended because: adequate storage is available to contain the U-turn queue, there are no conflicting right-turn movements to the U-turn, the approach delay is only LOS E during the AM peak hour, which is commonly observed for side streets under stop control when accessing a busy highway, the approach is modeled as a stop condition but would operate under yield condition with expected lower delays, and with the convenience store pass-by trips capped at ten percent for the primary land use the analysis is conservative. No improvements are recommended at this location. DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 21 US 421 (Carolina Beach Road) and SR 2364 (Southern Charm Drive) The northbound stop-controlled approach of US 421 (Carolina Beach Road) operates at LOS C during the AM peak and PM peak. The LOS is projected to remain the same for the 2025 Future No Build and 2025 Future Build conditions during the AM and PM peaks. No improvements are recommended at this location. US 421 (Carolina Beach Road) and Site Access This proposed stop-controlled Site Access approach is projected to operate at LOS D in AM and LOS E in the PM peak under 2025 Future Build conditions. Based on NCDOT turn lane warrants and projected volumes, a southbound right-turn lane is warranted. The nomograph suggests 400 feet of storage; however, the analysis does not indicate a need for that amount of storage. It is recommended to provide a southbound right-turn lane with 200 feet of storage and an appropriate taper. Restrict the driveway to right- in/right-out turn movements only. This access should be designed according to NCDOT standards. With this improvement, the eastbound approach is anticipated to operate at LOS C in the morning and LOS D in the PM peak. DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 22 LRUTRLT Available Storage (ft)FULL FULL 100 FULL 125 150 FULL 95th% Queue (ft)146 0 7 380 0 105 125 Max Queue (ft)118 70 48 274 96 102 76 LRUTRLT Available Storage (ft)FULL FULL 100 FULL 125 150 FULL 95th% Queue (ft)158 0 7 411 0 112 135 Max Queue (ft)128 66 31 272 135 119 89 LRUTRLT Available Storage (ft)FULL FULL 100 FULL 125 150 FULL 95th% Queue (ft)200 0 57 506 0 131 185 Max Queue (ft)145 92 198 271 225 110 123 LRUTRLT Available Storage (ft)FULL FULL 200 FULL 125 150 FULL 95th% Queue (ft)200 0 57 506 0 131 185 Max Queue (ft)150 95 200 267 225 112 112 LRUTRLT Available Storage (ft)FULL FULL 100 FULL 125 150 FULL 95th% Queue (ft)207 0 8 318 0 126 207 Max Queue (ft)187 11 31 231 101 144 147 LRUTRLT Available Storage (ft)FULL FULL 100 FULL 125 150 FULL 95th% Queue (ft)218 0 8 331 0 132 216 Max Queue (ft)198 6 28 254 161 150 144 LRUTRLT Available Storage (ft)FULL FULL 100 FULL 125 150 FULL 95th% Queue (ft)276 0 60 450 0 164 315 Max Queue (ft)235 15 172 241 213 146 179 LRUTRLT Available Storage (ft)FULL FULL 200 FULL 125 150 FULL 95th% Queue (ft)276 0 60 450 0 164 315 Max Queue (ft)229 6 212 248 213 151 174 2025 Build IMP B (19.6)D (38.4) 2025 NoBuild B (16.9)C (33.3) B (18.9) D (38.4) 2025 Build B (19.6) 2022 Existing B (13.6) 2025 NoBuild B (14.2) 2025 Build B (16.1) Table 5.3.1 - LOS and Queueing Analysis for Carolina Beach Road and Myrtle Grove Road AM Peak Hour Scenario Overall LOS Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) Northbound SouthboundWestbound C (22.7) C (23.6) B (16.5) A (8.6) C (28.5) B (18.6) A (9.7) B (15.9) A (8.3) C (28.5) B (18.6) A (9.7) C (32.2) B (18.4) B (11.1) PM Peak Hour 2025 Build IMP B (16.1) 2022 Existing B (16.4) B (11.5) B (13.2)C (22.1) B (13.2)C (22.1) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 23 Eastbound Westbound Northbound LT R TR C (18.7) B (13.8) A (0.0) Available Storage (ft)550 FULL FULL 95th% Queue (ft)13 0 0 Max Queue (ft)57 20 0 LT R TR C (19.8)B (14.1)A (0.0) Available Storage (ft)550 FULL FULL 95th% Queue (ft)15 0 0 Max Queue (ft)60 20 4 LT R TR E (39.3)B (14.6)A (0.0) Available Storage (ft)550 FULL FULL 95th% Queue (ft)120 0 0 Max Queue (ft)231 21 0 LT R TR E (39.3)B (14.6)A (0.0) Available Storage (ft)550 FULL FULL 95th% Queue (ft)120 0 0 Max Queue (ft)251 22 0 LT R TR C (16.8)B (12.9)A (0.0) Available Storage (ft)550 FULL FULL 95th% Queue (ft)10 0 0 Max Queue (ft)55 20 0 LT R TR C (17.6)B (13.2)A (0.0) Available Storage (ft)550 FULL FULL 95th% Queue (ft)10 0 0 Max Queue (ft)60 20 0 LT R TR C (23.7)B (13.5)A (0.0) Available Storage (ft)550 FULL FULL 95th% Queue (ft)58 0 0 Max Queue (ft)155 21 0 LT R TR C (23.7)B (13.5)A (0.0) Available Storage (ft)550 FULL FULL 95th% Queue (ft)58 0 0 Max Queue (ft)120 22 0 Table 5.3.2 - LOS and Queueing Analysis for Carolina Beach Road and Hill Valley Walk AM Peak Hour Scenario LOS of Worst Approach Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) PM Peak Hour 2022 Existing C (18.7) EB Approach 2025 NoBuild C (19.8) EB Approach 2025 Build E (39.3) EB Approach 2025 Build IMP E (39.3) EB Approach 2025 Build IMP C (23.7) EB Approach 2022 Existing C (16.8) EB Approach 2025 NoBuild C (17.6) EB Approach 2025 Build C (23.7) EB Approach DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 24 Eastbound Westbound Southbound RLTTR B (12.1) C (16.1) A (0.0) Available Storage (ft)FULL 550 FULL 95th% Queue (ft)030 Max Queue (ft)25 42 0 LTTR B (12.3)C (16.7)A (0.0) Available Storage (ft)FULL 550 FULL 95th% Queue (ft)030 Max Queue (ft)24 35 0 LTTR B (12.7)C (17.8)A (0.0) Available Storage (ft)FULL 550 FULL 95th% Queue (ft)500 Max Queue (ft)22 41 0 LTTR B (12.7)C (17.8)A (0.0) Available Storage (ft)FULL 550 FULL 95th% Queue (ft)500 Max Queue (ft)26 41 0 LTTR B (14.4)C (20.4)A (0.0) Available Storage (ft)FULL 550 FULL 95th% Queue (ft)380 Max Queue (ft)24 45 0 LTTR B (14.8)C (21.9)A (0.0) Available Storage (ft)FULL 550 FULL 95th% Queue (ft)380 Max Queue (ft)29 46 0 LTTR C (15.1)C (22.9)A (0.0) Available Storage (ft)FULL 550 FULL 95th% Queue (ft)380 Max Queue (ft)34 52 0 LTTR C (15.1)C (22.9)A (0.0) Available Storage (ft)FULL 550 FULL 95th% Queue (ft)380 Max Queue (ft)29 46 0 2025 Build IMP C (22.9) WB Approach 2022 Existing C (20.4) WB Approach 2025 NoBuild C (21.9) WB Approach 2025 Build C (22.9) WB Approach PM Peak Hour 2022 Existing C (16.1) WB Approach 2025 NoBuild C (16.7) WB Approach 2025 Build C (17.8) WB Approach 2025 Build IMP C (17.8) WB Approach Table 5.3.3 - LOS and Queueing Analysis for Carolina Beach Road and Southern Charm Drive AM Peak Hour Scenario LOS of Worst Approach Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 25 Eastbound RTTR D (33.1) Available Storage (ft)FULL FULL FULL 95th% Queue (ft)135 0 0 Max Queue (ft)132 0 11 RTTR C (21.4) Available Storage (ft)FULL FULL FULL 95th% Queue (ft)90 0 0 Max Queue (ft)168 0 0 RTTR E (44.9) Available Storage (ft)FULL FULL FULL 95th% Queue (ft)148 0 0 Max Queue (ft)154 11 9 RTTR D (29.4) Available Storage (ft)FULL FULL FULL 95th% Queue (ft)105 0 0 Max Queue (ft)160 6 0 2025 Build IMP D (29.4) EB Approach A (0.0) A (0.0) 2025 Build E (44.9) EB Approach PM Peak Hour 2025 Build D (33.1) EB Approach 2025 Build IMP C (21.4) EB Approach A (0.0) A (0.0) Table 5.3.4 - LOS and Queueing Analysis for Carolina Beach Road / Site Access AM Peak Hour Scenario LOS of Worst Approach Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) Southbound DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/8/2022 220201 - Myrtle Grove Mixed-Use Development 26 6.0 Summary and Conclusion The purpose of this report is to assess the transportation impact of the proposed Myrtle Grove Mixed-Use development that will be located on an undeveloped tract of land on the west side of US 421 (Carolina Beach Road) south of SR 1492 (Myrtle Grove Road) in Wilmington, NC. This mixed-use development is planned to consist of a 6,000- square-foot convenience store with 16 fueling positions and 18 single-family attached housing (townhomes). One access point will be constructed on US 421 (Carolina Beach Road). The planned build-out year for this development is 2025. Based on trip generation rates and equations published in the 11th Edition of the Institute of Transportation Engineers Trip Generation Manual, this development has a trip generation potential of 5,662 daily trips with 515 trips in the AM peak hour and 435 trips in the PM peak hour. In conclusion, this analysis has been conducted based on NCDOT and WMPO guidelines. The study has reviewed the impacts of background traffic and proposed development traffic and has identified improvements, where necessary, to accommodate future traffic demand. The recommended improvements at the study intersections are summarized in Table 6.1 and shown in Figure 12. With the recommended improvements in place, the anticipated transportation impacts of the proposed development can be accommodated. Site accesses should be designed according to NCDOT and Wilmington standards as applicable. Table 6.1 – Recommended Improvements INTERSECTION RECOMMENDATIONS Carolina Beach Road at Myrtle Grove Road Extend the northbound U-turn lane from 100 feet of storage to 200 feet of storage Carolina Beach Road at Hill Valley Walk No improvements are recommended. Carolina Beach Road at Southern Charm Drive No improvements are recommended. Carolina Beach Road/Site Access 1 Install a southbound right turn lane on Carolina Beach Road with 200 feet of storage and appropriate deceleration and taper. DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF *** NOT TO SCALE *** SIGNAL STOP TRAFFIC MOVEMENT ROADWAY LEGEND AM / PM PEAKS This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement betweenDAVENPORT and the client. PROJECT NUMBER 220201 SR 1492 (Myrtle Grove Road) Hill Valley Walk SR 2364 (Southern Charm Drive) SPEED LIMIT 45 SPEED LIMIT 55 SPEED LIMIT 25 ~1 2 5 0 f e e t US 421 (Carolina Beach Road) ~5 2 5 f e e t 15 0 ' 20 0 ' 375' 15 0 ' 55 0 ' 22 5 ' 60 0 ' ~7 2 5 f e e t Site Drive 1 BLACK = EXISTING BLUE = PROPOSED MYRTLE GROVE MIXED-USE DEVELOPMENT WILMINGTON, NC 20 0 ' FIGURE 12 RECOMMENDED IMPROVEMENTS DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 11/7/2022 220201 - Myrtle Grove Mixed-Use Development 28 Appendix DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Approved Scoping Documents DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF February 9, 2022 Mr. Steve Epley, PE DAVENPORT 4600 Marriott Drive, Suite 340 Raleigh, NC 27612 RE: Approved Scope for the Traffic Impact Analysis (TIA) associated with the proposed Bayat mixed use development in New Hanover County, NC. Dear Mr. Epley: Based on the information provided and conversations held to date, it is our understanding that the proposed Bayat mixed use development has a build out year of 2025, and will consist of: o ITE Land Use Code 215 – 30 dwelling units of Single-family homes (attached) o ITE Land Use Code 945 – 6,000 SF of Convenience Store/Fueling station (16 fueling positions) Below please find the scope to be used in the Traffic Impact Analysis: 1. Data Collection – Analysis Parameters: 2. a. Study Intersections For existing intersections, provide turning movement counts, including pedestrians for weekday during school (T, W,TH) morning (7:00am-9:00am) and afternoon (4:00pm-6:00pm) peak periods: 1. US 421 (Carolina Beach Road) and SR 1492 (Myrtle Grove Road) 2. US 421 (Carolina Beach Road) and Hill Valley Walk – leftover RCI 3. US 421 (Carolina Beach Road) and Site Access driveway (Right-in/Right-out) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Bayat mixed use (New Hanover County) Traffic Impact Analysis (TIA) scope Page 2 of 3 b. Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions: i. Site Trip Generation Estimate 1. Trip Generation o Use 11th Edition of ITE Trip Generation Manual 2. Site Trip Distribution o The site access operations must be submitted and approved before use in TIA. 3. Adjacent Development (approved but not yet built): o None 4. Background Traffic Assumptions o Build year – 2025 o Growth Rate – 1% per year Capacity Analysis: Weekday AM & PM Peak Hour b. Technical Analysis to use current signal timing and existing geometry and lane configurations. i. 2022 Existing Conditions ii. 2025 Future No-Build [Existing + 1% background growth] iii. 2025 Build Conditions [Existing + 1% background growth + site trips] iv. 2025 Build Conditions w/ Mitigation [Existing + 1% background growth + site trips + improvements] 2. Final Report Submittal: a. Completed TIA Application b. Signed and sealed by a Professional Engineer c. Electronic copy submitted via file share link to include PDF of TIA and Synchro output files as well as digital Synchro 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, phasing, and/or site access) additional analysis may be required. DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Home Office: Wilmington Regional Office: Serving the Southeast since 2002 119 Brookstown Ave. Suite PH1 5917 Oleander Dr, Suite 206 Winston-Salem, NC 27101 Wilmington, NC 28403 Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912; Fax: 336.458.9377 January 31, 2022 Transportation Impact Analysis (TIA) Scoping Request Bayat Mixed Use (DAVENPORT Project Number 220201) New Hanover County, NC Proposed Land Uses LUC 945 – 6000 sq ft Convenience Store/Fueling Station (5-10k sq ft/16 fueling positions) LUC 220 – 30 Townhomes (6 buildings @ 5 units each) Proposed Study Intersections 1.US 421 (Carolina Beach Road) at SR 1492 (Myrtle Grove Rd) (full movement-signalized) 2.US 421 (Carolina Beach Road) at Hill Valley Walk (non-system) - leftover (RCI - unsignalized) 3.US 421 (Carolina Beach Road) at Site Access (right-in/right-out) Proposed annual growth rate – 1% for all roadway unless otherwise directed. Analysis Periods – Weekday AM peak (7:00-9:00 am) and PM peak (4:00-6:00 pm) TIA Analysis Scenarios: •2022 Existing Conditions •2025 Future No-Build Conditions •2025 Future Build Conditions •2025 Future Build Conditions with Improvements (as necessary) Trip Generation – Based on ITE Trip Generation Manual 11th Edition, (10 Ed trip gen incl for comparison) Proposed site trip directional distribution – TBD based on background counts Existing Traffic Counts – Counts to be collected at: 1.US 421 (Carolina Beach Road) at SR 1492 (Myrtle Grove Rd) (full movement-signalized) 2.US 421 (Carolina Beach Road) at Hill Valley Walk (non-system) leftover (RCI - unsignalized) Approved developments – n/a unless instructed otherwise Committed Improvements – n/a unless instructed otherwise Other Remarks – Received 01/31/22 Agreed. 11th Edition215 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF FIGURE 1 SITE PLAN shift further south along CBR DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF FIGURE 2A SITE LOCATION MAP SITE INDICATOR DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF FIGURE 2B VICINITY MAP STUDY INTERSECTIONS BACKGROUND PROPOSED SITE 2 1 3 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Trip Generation Summary Open Date: Analysis Date: 1/26/2022 1/26/2022Project: Bayat Mixed Use Alternative:Alternative 1 Phase: ITE Land Use Enter Exit Enter ExitEnter Exit TotalTotal Total *** Weekday Average Daily Trips Weekday AM Peak Hour of Adjacent Street Traffic Weekday PM Peak Hour of Adjacent Street Traffic 220 Townhomes(6 Bldgs- 5 units each) 30 Dwelling Units 93 93 186 3 12 15 13 7 20 945 GASSTATION-CONV 1 (6K Sq Ft) 16 Vehicle Fueling Positions 1643 1643 3286 102 98 200 114 110 224 Unadjusted Volume 1736 1736 3472 105 110 215 127 117 244 Internal Capture Trips 0 0 0 0 0 0 0 0 0 0 0 0 62 62 124 63 63 126 1736 1736 3472 43 48 91 64 54 118 Pass-By Trips Volume Added to Adjacent Streets Total Weekday Average Daily Trips Internal Capture = 0 Percent Total Weekday AM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent Total Weekday PM Peak Hour of Adjacent Street Traffic Internal Capture = 0 Percent P. 1TRIP GENERATION 10, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition - Custom rate used for selected time period.* DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 1 Steven Epley From:Koilada, Krupanidhi <kkoilada1@ncdot.gov> Sent:Wednesday, April 6, 2022 5:38 PM To:Steven Epley Cc:Vafier, Ken; jgriffee@nhcgov.com; Scott James; Mathis, Stonewall D; Leonard, Jessi L; Hughes, Benjamin T; Roan, Jon; Vielkanowitz, Denys; Thomas C. Bradshaw Subject:RE: [External] FW: DAVENPORT project for discussion 220201 _ Bayet Mixed Use _ Step 2 Attachments:220201 Bayat Mixes Uses Scoping Document Step 2 - 3-8-22_comments.pdf Follow Up Flag:Follow up Flag Status:Completed Steve, Attached are the comments on step 2 items for Bayat Mixed. Please update them accordingly and resubmit them along with step 3 items for review. Also provide the TMC files for the study intersections. Let me know if you have any questions or concerns. Thank you, Krupa Koilada Senior Assistant Traffic Engineer Division 3 Traffic North Carolina Department of Transportation Office: 910 341 2207 Cell: 704 906 4143 Email: kkoilada1@ncdot.gov 5504 Barbados Boulevard Castle Hayne, NC 28429-5646 Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. From: Scott James <Scott.James@wilmingtonnc.gov> Sent: Wednesday, March 9, 2022 8:18 AM To: Mathis, Stonewall D <sdmathis@ncdot.gov>; Koilada, Krupanidhi <kkoilada1@ncdot.gov>; Leonard, Jessi L <jleonard6@ncdot.gov>; Hughes, Benjamin T <bthughes@ncdot.gov>; Roan, Jon <jroan@ncdot.gov>; Vielkanowitz, Denys <denys.vielkanowitz@wilmingtonnc.gov>; Thomas C. Bradshaw <Thomas.Bradshaw@wilmingtonnc.gov> Cc: Vafier, Ken <kvafier@nhcgov.com>; jgriffee@nhcgov.com Subject: [External] FW: DAVENPORT project for discussion 220201 _ Bayet Mixed Use _ Step 2 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 2 CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to Report Spam. Good morning, Please find attached the Step 2 submittal for Bayat Mixed Use development in NHC. Let me know if you have any questions, or difficulties with the attachment. Scott Scott A. James, P.E. Transportation Planning Engineer Wilmington MPO Desk line (910) 473 ‐ 5130 From: Steven Epley [mailto:SEpley@davenportworld.com] Sent: Tuesday, March 8, 2022 5:38 PM To: Scott James <Scott.James@wilmingtonnc.gov>; Don Bennett <DBennett@davenportworld.com> Subject: DAVENPORT project for discussion 220201 _ Bayet Mixed Use _ Step 2 Scott Attached is the documentation for Step 2 of the Bayet Mixed Use Development – Davenport #220201. If you have any comments or need clarification on details we are available via email, phone, or a Wednesday Development Review meeting. Items of note 1. WMPO suggested moving the driveway further south on US 421. Developer updated Site Plan (Figure 1). Due to the shift and internal circulation requirements, fewer townhomes (30 to 18) have been proposed and reflected in Trip Gen table. ITE graphs included in appendix. 2. Pass‐by reduction percentages based on ITE Trip Gen 11, (ITE Tables included), Trip Gen table includes Trip Gen 10 and CM 10% cap for comparison. 3. Pass‐by is disproportionally toward Southbound traffic. Rational is due to US 421 is median divided at site, driver expectations, and number of competing properties within close proximity. Thanks, Steve Steven Epley | Traffic Project Manager DAVENPORT 4600 Marriott Drive, Suite 340 | Raleigh, NC 27612 t (919) 324-1665 ext: 24413 www.davenportworld.com E‐mail correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties. DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 3 Email correspondence to and from this sender is subject to the N.C. Public Records Law and may be disclosed to third parties. DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF 24 Hour Two-Way Land Use ITE Land Code Data Source Volume Enter Exit Enter Exit Single-Family Attached Housing 215 18 Dwelling Units Adjacent - Rate 130 3 6 6 4 Gasoline\Service Station with Convenience Market (6K Sq Ft)945 16 Vehicle Fueling Positions Adjacent - Equation 5532 253 253 215 215 5,662 256 259 221 219 -- -- 0 0 0 -2 -- 0 0 -2 -1 -- 0 0 -2 -3 -- 253 253 215 213 -- 3 6 4 3 -- 256 259 219 216 -- -192 -192 -161 -161 -- -192 -192 -161 -161 -- 64 67 58 55 -- 157 157 120 120 -- 157 157 120 120 106 106 117 117 Total Pass-by Reduction (4) Pass-by permitted by Congestion Management guidelines for 10th Edition Pass-by permitted at 10% of Total Adjacent Volume ITE Trip Generation Bayat Mixed Use, Wilmington, NC Average Weekday Driveway Volumes Unadjusted Trips Internal Capture Overall %(1),(2)0.0%1.1% Internal Capture: Retail Trips Reduction Internal Capture: Residential Trips Reduction Total Internal Trips Reduction Retail Residential Total External Full Build Trips Pass-By (LU 945) AM @62%, PM @ 56 % (4) Total Adjusted (Primary) Trips (1) Per NCHRP 684 Internal Trip Capture Estimation Tool (See worksheets for more information) (2) Internal Capture less than 10% of Full Build Unadjusted Trips (3) Pass-by permitted by 11th Edition methodology Pass-By (LU 945) AM @ 76%, PM @ 75 % (3) Total Pass-by Reduction AM Peak Hour PM Peak Hour Size Max passby allowed Total AM trips 96 - 48 Entry, 48 Exiting Total PM trips 130 - 65 Entry, 65 Exiting These passby trips should be capped at 10% of adjacent street traffic. Based on the existing counts, the peak hour traffic during AM is 952 and PM is 1290 Are these the proposed pass-by trips? DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF *** NOT TO SCALE ***This document,together with the concepts and designs presented herein,is intended only for the specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. PROJECT NUMBER 220201 BAYAT LAND MYRTGRV DEVELOPMENT WILMNGTO, NC FIGURE 5 NEW TRIP DISTRIBUTION SR 1492 (Myrtle Grove Road) Hill Valley Walk SR 2364 (Southern Charm Drive) US 421 (Carolina Beach Road) 45 % I N 10% IN 10 % O U T 45 % O U T 45 % I N 55 % O U T 45 % O U T 45 % O U T 45 % I N 45 % I N 55% OUT Site Drive 1 10 0 % I N 100% OUT SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND ORIGIN/DESTINATION NODE 10% 45% 100% % 45% 30% 60% DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF *** NOT TO SCALE ***This document,together with the concepts and designs presented herein,is intended only for the specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. PROJECT NUMBER 220201 BAYAT LAND MYRTGRV DEVELOPMENT WILMNGTO, NC FIGURE 6 PASS-BY SITE DISTRIBUTION SR 1492 (Myrtle Grove Road) Hill Valley Walk SR 2364 (Southern Charm Drive) US 421 (Carolina Beach Road) 10 % I N 10 % O U T 10% OUT Site Drive 1 -90 % I N 10 0 % I N 100% OUT SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND ORIGIN/DESTINATION NODE% 10 0 % DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Future No Build Synchro Review TIA Name and date: Bayat Mixed Use Reviewer: KK Date Reviewed: 9/9/22 Check parameters of study against the approved TIA Scope and Congestion Management guidelines. Use Blue ink for items that check off and Red ink for items that potentially need correction/revision or determine the TIA to be invalid and a resubmittal necessary. Intersections Intersection 1: Carolina Beach Road at Myrtle Grove Road Lane Settings • Are all entered volumes a minimum of 4 vph? (There should be no values of 0, 1, 2, or 3 for the most accurate calculations) o Yes • Is the model showing the correct lane configuration at each approach? o Yes • If entered, is the grade correct for each approach? o Yes • Are the correct number of storage lanes entered and are they the correct lengths? o Yes • Is the right turn set to channelized where necessary? o Yes • Is Right Turn on Red (RTOR) used? Eliminate all RTOR phasing (existing and future). Congestion Management guidelines state “do not analyze right turn on red at any proposed intersection approaches to ensure that adequate storage is provided.” o Yes Timing Settings • Are the turn types correct and associated with the correct phases? Eliminate all PT+PM left-turn phasing in future conditions. Congestion Management guidelines state that analysis of Protected-only phasing in future conditions will identify required storage in the event that Protected-only phasing is necessary. Existing Permissive left-turn phasing should remain Permissive in future conditions, except where Protected-only phasing is being analyzed as an improvement to the intersection in Future + Improvement condition. o Yes • Is the lost time greater than or equal to 5 seconds? o Yes • Check for Recall Mode on Signalized Intersection. If simulating ‘free run’ operation (actuated-uncoordinated), use Min Recall on main street phase. If simulating ‘Coordinated Mode’ (Actuated -Coordinate), use C-Max.” DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF o Uncrd-Min recal Phasing Settings • Is the control type correct? o Yes • Is the cycle length correct? o Yes • Is the offset correct? o N/A • Check “Referenced to” and “Reference Phase.” o N?A • Check the times for minimum initial, maximum split, yellow time, all-red time, vehicle extension, minimum gap, time before reduce, time to reduce, walk time, and flash don’t walk. Yellow times should either match the signal plans or be entered as a default of Y=5 s. All-Red times should either match the signal plans or be entered as a default of R=2 s. o Yes • Are the correct phases marked as pedestrian phases? o N/A Detector Settings • Do the size and distance from the stop bar match the included signal plans? o Yes • Are the leading and trailing detectors correct? o Yes • Is the detector type correct? o Yes • Are the detector channels, extend, and queue correct? o Yes • Are the detector delays correct? o Yes Roads 1. Road 1: Carolina Beach Road • Is the speed limit correct? o Yes • If this road is a Y line, is it at least 1000 feet? o Yes 2. Road 1: Myrtle Grove Road • Is the speed limit correct? o Yes • If this road is a Y line, is it at least 1000 feet? o Yes Intersection 1: Carolina Beach Road at Southern Charm Drive (Remodel the intersection) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lane Settings • Are all entered volumes a minimum of 4 vph? (There should be no values of 0, 1, 2, or 3 for the most accurate calculations) o Yes • Is the model showing the correct lane configuration at each approach? o Yes • If entered, is the grade correct for each approach? o Not entered • Are the correct number of storage lanes entered and are they the correct lengths? o Yes • Is the right turn set to channelized where necessary? o N/A • Is Right Turn on Red (RTOR) used? Eliminate all RTOR phasing (existing and future). Congestion Management guidelines state “do not analyze right turn on red at any proposed intersection approaches to ensure that adequate storage is provided.” o N/A Roads 3. Road 1: Southern Charm Road • Is the speed limit correct? o Yes • If this road is a Y line, is it at least 1000 feet? o Yes Intersection 1: Carolina Beach Road at Hill Valley Walk (Remodel the intersection) Lane Settings • Are all entered volumes a minimum of 4 vph? (There should be no values of 0, 1, 2, or 3 for the most accurate calculations) o Yes • Is the model showing the correct lane configuration at each approach? o Yes • If entered, is the grade correct for each approach? o Not entered • Are the correct number of storage lanes entered and are they the correct lengths? o Yes • Is the right turn set to channelized where necessary? o N/A • Is Right Turn on Red (RTOR) used? Eliminate all RTOR phasing (existing and future). Congestion Management guidelines state “do not analyze right turn on red at any proposed intersection approaches to ensure that adequate storage is provided.” DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF o N/A Roads 4. Road 1: Hill Valley Walk • Is the speed limit correct? o Yes • If this road is a Y line, is it at least 1000 feet? o Yes DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Level of Service Analysis DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Existing Conditions DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 1 - 2022 Existing AM 1 - 2022 Existing AM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 137 87 4 1152 50 88 813 Future Volume (vph) 137 87 4 1152 50 88 813 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 100 125 150 Storage Lanes 1 1 1 1 1 Taper Length (ft)100 100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot)1770 1583 1770 3539 1583 1770 3539 Flt Permitted 0.950 0.316 0.950 Satd. Flow (perm)1770 1583 589 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph)45 55 55 Link Distance (ft)1589 381 2446 Travel Time (s)24.1 4.7 30.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)152 97 4 1280 56 98 903 Shared Lane Traffic (%) Lane Group Flow (vph) 152 97 4 1280 56 98 903 Turn Type Prot Free Perm NA Free Prot NA Protected Phases 4 2 1 6 Permitted Phases Free 2 Free Detector Phase 4 2 2 1 6 Switch Phase Minimum Initial (s)5.0 14.0 14.0 5.0 14.0 Minimum Split (s)11.1 20.2 20.2 10.4 20.2 Total Split (s)26.1 66.2 66.2 20.4 86.6 Total Split (%)23.2% 58.7% 58.7% 18.1% 76.8% Maximum Green (s) 20.0 60.0 60.0 15.0 80.4 Yellow Time (s)3.0 5.2 5.2 3.0 5.2 All-Red Time (s)3.1 1.0 1.0 2.4 1.0 Lost Time Adjust (s) -1.1 -1.2 -1.2 -0.4 -1.2 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 1.0 6.0 6.0 2.0 6.0 Minimum Gap (s)1.0 3.4 3.4 2.0 3.4 Time Before Reduce (s) 0.0 15.0 15.0 0.0 15.0 Time To Reduce (s)0.0 30.0 30.0 0.0 30.0 Recall Mode None Min Min None Min Act Effct Green (s)11.2 69.6 36.3 36.3 69.6 9.3 47.8 Actuated g/C Ratio 0.16 1.00 0.52 0.52 1.00 0.13 0.69 v/c Ratio 0.53 0.06 0.01 0.69 0.04 0.42 0.37 Control Delay 37.1 0.1 11.0 16.7 0.0 37.4 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.1 0.1 11.0 16.7 0.0 37.4 5.1 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 1 - 2022 Existing AM 1 - 2022 Existing AM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT LOS DABBADA Approach Delay 22.7 15.9 8.3 Approach LOS C B A Queue Length 50th (ft) 58 0 1 212 0 37 66 Queue Length 95th (ft) 146 0 7 380 0 105 125 Internal Link Dist (ft) 1509 301 2366 Turn Bay Length (ft)100 125 150 Base Capacity (vph) 566 1583 512 3074 1583 413 3427 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.27 0.06 0.01 0.42 0.04 0.24 0.26 Intersection Summary Area Type:Other Cycle Length: 112.7 Actuated Cycle Length: 69.6 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 13.6 Intersection LOS: B Intersection Capacity Utilization 56.8%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Carolina Beach Road & Myrtle Grove Road DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 2: Carolina Beach Road 1 - 2022 Existing AM 1 - 2022 Existing AM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)000041915 Future Volume (vph)000041915 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 425 Storage Lanes 0 0 0 1 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 Frt Flt Protected 0.950 Satd. Flow (prot)00001770 5085 Flt Permitted 0.950 Satd. Flow (perm)00001770 5085 Link Speed (mph)10 55 55 Link Distance (ft)129 137 537 Travel Time (s)8.8 1.7 6.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0000461017 Shared Lane Traffic (%) Lane Group Flow (vph)0000461017 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 45.4% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 1 - 2022 Existing AM 1 - 2022 Existing AM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)36 5000401163 4000 Future Volume (vph)36 5000401163 4000 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.865 Flt Protected 0.958 Satd. Flow (prot)0 1785 0 0 0 1611 0 3539 0000 Flt Permitted 0.958 Satd. Flow (perm)0 1785 0 0 0 1611 0 3539 0000 Link Speed (mph) 35 35 55 55 Link Distance (ft)129 1166 124 433 Travel Time (s)2.5 22.7 1.5 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)40 6000401292 4000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 46 000401296 0000 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 48.9%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 1 - 2022 Existing AM 1 - 2022 Existing AM Synchro 10 Report Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 5000401163 4 0 0 0 Future Vol, veh/h 36 5000401163 4 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----0------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 40 6000401292 4 0 0 0 Major/Minor Minor2 Minor1 Major1 Conflicting Flow All 646 1296 - - - 648 - 0 0 Stage 1 0 0 ------- Stage 2 646 1296 ------- Critical Hdwy 7.54 6.54 - - - 6.94 - - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 - - - 3.32 - - - Pot Cap-1 Maneuver 357 161 0 0 0 413 0 - - Stage 1 - - 0 0 0 - 0 - - Stage 2 427 231 0 0 0 - 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 353 161 - - - 413 - - - Mov Cap-2 Maneuver 353 161 ------- Stage 1 --------- Stage 2 422 231 ------- Approach EB WB NB HCM Control Delay, s 18.7 13.8 0 HCM LOS C B Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 Capacity (veh/h)- - 308 413 HCM Lane V/C Ratio - - 0.148 0.011 HCM Control Delay (s) - - 18.7 13.8 HCM Lane LOS - - C B HCM 95th %tile Q(veh) - - 0.5 0 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 1 - 2022 Existing AM 1 - 2022 Existing AM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)00474000009114 Future Volume (vph)00474000009114 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 600 0 550 0 Storage Lanes 0 1 0 0 0 0 0 1 Taper Length (ft)100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frt 0.865 0.850 Flt Protected 0.968 Satd. Flow (prot)0 0 1611 0 1803 000003539 1583 Flt Permitted 0.968 Satd. Flow (perm) 0 0 1611 0 1803 000003539 1583 Link Speed (mph)35 10 55 55 Link Distance (ft)1241 123 2634 137 Travel Time (s)24.2 8.4 32.7 1.7 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 Adj. Flow (vph)00484000001012 4 Shared Lane Traffic (%) 10% Lane Group Flow (vph)004012000001012 4 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 41.8% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 1 - 2022 Existing AM 1 - 2022 Existing AM Synchro 10 Report Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0474000009114 Future Vol, veh/h 0 0474000009114 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 --------0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0484000001012 4 Major/Minor Minor2 Minor1 Major2 Conflicting Flow All - - 506 506 1016 -- - 0 Stage 1 - - - 0 0 -- - - Stage 2 - - - 506 1016 -- - - Critical Hdwy - - 6.94 7.54 6.54 -- - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 - - - 6.54 5.54 -- - - Follow-up Hdwy - - 3.32 3.52 4.02 -- - - Pot Cap-1 Maneuver 0 0 512 449 236 0 0 - - Stage 1 0 0 - - - 0 0 - - Stage 2 0 0 - 517 314 0 0 - - Platoon blocked, %- - Mov Cap-1 Maneuver - - 512 445 236 -- - - Mov Cap-2 Maneuver - - - 445 236 -- - - Stage 1 ------ --- Stage 2 - - - 513 314 - - - - Approach EB WB SB HCM Control Delay, s 12.1 16.1 0 HCM LOS B C Minor Lane/Major Mvmt EBLn1WBLn1 SBT SBR Capacity (veh/h)512 337 - - HCM Lane V/C Ratio 0.009 0.036 - - HCM Control Delay (s) 12.1 16.1 - - HCM Lane LOS B C - - HCM 95th %tile Q(veh) 0 0.1 - - DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 5: Carolina Beach Road 1 - 2022 Existing AM 1 - 2022 Existing AM Synchro 10 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 11 1167 0 0 Future Volume (vph)0 0 11 1167 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 425 0 Storage Lanes 0 0 1 0 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot)0 0 1770 3539 0 0 Flt Permitted 0.950 Satd. Flow (perm)0 0 1770 3539 0 0 Link Speed (mph)35 55 55 Link Distance (ft)123 2642 124 Travel Time (s)2.4 32.8 1.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 0 12 1297 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 12 1297 0 0 Sign Control Stop Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 35.6% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 14: Carolina Beach Road 1 - 2022 Existing AM 1 - 2022 Existing AM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 1203 0 0 0 954 Future Volume (vph)0 1203 0 0 0 954 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.88 1.00 1.00 1.00 0.95 Frt 0.850 Flt Protected Satd. Flow (prot)0 2787 0 0 0 3539 Flt Permitted Satd. Flow (perm)0 2787 0 0 0 3539 Link Speed (mph) 55 55 55 Link Distance (ft)340 206 381 Travel Time (s)4.2 2.6 4.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 1337 0 0 0 1060 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1337 0 0 0 1060 Sign Control Free Stop Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 45.4%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 02 - 2022 Existing PM 02 - 2022 Existing PM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 225 25 4 940 134 121 1057 Future Volume (vph) 225 25 4 940 134 121 1057 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 100 125 150 Storage Lanes 1 1 1 1 1 Taper Length (ft)100 100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot)1770 1583 1770 3539 1583 1770 3539 Flt Permitted 0.950 0.241 0.950 Satd. Flow (perm)1770 1583 449 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph)45 55 55 Link Distance (ft)1589 381 2446 Travel Time (s)24.1 4.7 30.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)250 28 4 1044 149 134 1174 Shared Lane Traffic (%) Lane Group Flow (vph) 250 28 4 1044 149 134 1174 Turn Type Prot Free Perm NA Free Prot NA Protected Phases 4 2 1 6 Permitted Phases Free 2 Free Detector Phase 4 2 2 1 6 Switch Phase Minimum Initial (s)5.0 14.0 14.0 5.0 14.0 Minimum Split (s)11.1 20.2 20.2 10.4 20.2 Total Split (s)26.1 66.2 66.2 20.4 86.6 Total Split (%)23.2% 58.7% 58.7% 18.1% 76.8% Maximum Green (s) 20.0 60.0 60.0 15.0 80.4 Yellow Time (s)3.0 5.2 5.2 3.0 5.2 All-Red Time (s)3.1 1.0 1.0 2.4 1.0 Lost Time Adjust (s) -1.1 -1.2 -1.2 -0.4 -1.2 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 1.0 6.0 6.0 2.0 6.0 Minimum Gap (s)1.0 3.4 3.4 2.0 3.4 Time Before Reduce (s) 0.0 15.0 15.0 0.0 15.0 Time To Reduce (s)0.0 30.0 30.0 0.0 30.0 Recall Mode None Min Min None Min Act Effct Green (s)15.0 69.9 28.8 28.8 69.9 10.4 44.4 Actuated g/C Ratio 0.21 1.00 0.41 0.41 1.00 0.15 0.64 v/c Ratio 0.66 0.02 0.02 0.72 0.09 0.51 0.52 Control Delay 35.8 0.0 14.8 21.1 0.1 37.5 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.8 0.0 14.8 21.1 0.1 37.5 8.1 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 02 - 2022 Existing PM 02 - 2022 Existing PM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT LOS DABCADA Approach Delay 32.2 18.4 11.1 Approach LOS C B B Queue Length 50th (ft) 97 0 1 187 0 53 123 Queue Length 95th (ft) 207 0 8 318 0 126 207 Internal Link Dist (ft) 1509 301 2366 Turn Bay Length (ft)100 125 150 Base Capacity (vph) 556 1583 390 3073 1583 405 3471 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.45 0.02 0.01 0.34 0.09 0.33 0.34 Intersection Summary Area Type:Other Cycle Length: 112.7 Actuated Cycle Length: 69.9 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 16.4 Intersection LOS: B Intersection Capacity Utilization 65.9%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Carolina Beach Road & Myrtle Grove Road DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 2: Carolina Beach Road 02 - 2022 Existing PM 02 - 2022 Existing PM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0000371253 Future Volume (vph)0000371253 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 425 Storage Lanes 0 0 0 1 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 Frt Flt Protected 0.950 Satd. Flow (prot)00001770 5085 Flt Permitted 0.950 Satd. Flow (perm)00001770 5085 Link Speed (mph)10 55 55 Link Distance (ft)129 137 537 Travel Time (s)8.8 1.7 6.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0000411392 Shared Lane Traffic (%) Lane Group Flow (vph)0000411392 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 41.0% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 02 - 2022 Existing PM 02 - 2022 Existing PM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)32 5000401040 4000 Future Volume (vph)32 5000401040 4000 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.865 0.999 Flt Protected 0.959 Satd. Flow (prot)0 1786 0 0 0 1611 0 3536 0000 Flt Permitted 0.959 Satd. Flow (perm)0 1786 0 0 0 1611 0 3536 0000 Link Speed (mph) 35 35 55 55 Link Distance (ft)129 1166 124 433 Travel Time (s)2.5 22.7 1.5 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)36 6000401156 4000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 42 000401160 0000 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 45.5%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 02 - 2022 Existing PM 02 - 2022 Existing PM Synchro 10 Report Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 5000401040 4 0 0 0 Future Vol, veh/h 32 5000401040 4 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----0------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 36 6000401156 4 0 0 0 Major/Minor Minor2 Minor1 Major1 Conflicting Flow All 578 1160 - - - 580 - 0 0 Stage 1 0 0 ------- Stage 2 578 1160 ------- Critical Hdwy 7.54 6.54 - - - 6.94 - - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 - - - 3.32 - - - Pot Cap-1 Maneuver 399 194 0 0 0 458 0 - - Stage 1 - - 0 0 0 - 0 - - Stage 2 468 268 0 0 0 - 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 395 194 - - - 458 - - - Mov Cap-2 Maneuver 395 194 ------- Stage 1 --------- Stage 2 463 268 ------- Approach EB WB NB HCM Control Delay, s 16.8 12.9 0 HCM LOS C B Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 Capacity (veh/h)- - 346 458 HCM Lane V/C Ratio - - 0.119 0.01 HCM Control Delay (s) - - 16.8 12.9 HCM Lane LOS - - C B HCM 95th %tile Q(veh) - - 0.4 0 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 02 - 2022 Existing PM 02 - 2022 Existing PM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 7 14 4000001232 21 Future Volume (vph)0 0 7 14 4000001232 21 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 600 0 550 0 Storage Lanes 0 1 0 0 0 0 0 1 Taper Length (ft)100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frt 0.865 0.865 0.850 Flt Protected 0.962 Satd. Flow (prot)0 0 1611 0 1792 000003539 1583 Flt Permitted 0.962 Satd. Flow (perm) 0 0 1611 0 1792 000003539 1583 Link Speed (mph)35 10 55 55 Link Distance (ft)1241 123 2634 137 Travel Time (s)24.2 8.4 32.7 1.7 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 Adj. Flow (vph)0 0 8 16 4000001369 23 Shared Lane Traffic (%)10% Lane Group Flow (vph)017020000001369 23 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 50.7% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 02 - 2022 Existing PM 02 - 2022 Existing PM Synchro 10 Report Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 7 14 4000001232 21 Future Vol, veh/h 0 0 7 14 4000001232 21 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 --------0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 8 16 4000001369 23 Major/Minor Minor2 Minor1 Major2 Conflicting Flow All - - 685 685 1392 -- - 0 Stage 1 - - - 0 0 -- - - Stage 2 - - - 685 1392 -- - - Critical Hdwy - - 6.94 7.54 6.54 -- - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 - - - 6.54 5.54 -- - - Follow-up Hdwy - - 3.32 3.52 4.02 -- - - Pot Cap-1 Maneuver 0 0 391 334 141 0 0 - - Stage 1 0 0 - - - 0 0 - - Stage 2 0 0 - 404 207 0 0 - - Platoon blocked, %- - Mov Cap-1 Maneuver - - 391 327 141 -- - - Mov Cap-2 Maneuver - - - 327 141 -- - - Stage 1 ------ --- Stage 2 - - - 396 207 - - - - Approach EB WB SB HCM Control Delay, s 14.4 20.4 0 HCM LOS B C Minor Lane/Major Mvmt EBLn1WBLn1 SBT SBR Capacity (veh/h)391 253 - - HCM Lane V/C Ratio 0.02 0.079 - - HCM Control Delay (s) 14.4 20.4 - - HCM Lane LOS B C - - HCM 95th %tile Q(veh) 0.1 0.3 - - DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 5: Carolina Beach Road 02 - 2022 Existing PM 02 - 2022 Existing PM Synchro 10 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 18 1044 0 0 Future Volume (vph)0 0 18 1044 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 425 0 Storage Lanes 0 0 1 0 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot)0 0 1770 3539 0 0 Flt Permitted 0.950 Satd. Flow (perm)0 0 1770 3539 0 0 Link Speed (mph)35 55 55 Link Distance (ft)123 2642 124 Travel Time (s)2.4 32.8 1.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 0 20 1160 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 20 1160 0 0 Sign Control Stop Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 32.2% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 14: Carolina Beach Road 02 - 2022 Existing PM 02 - 2022 Existing PM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 1076 0 0 0 1286 Future Volume (vph)0 1076 0 0 0 1286 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.88 1.00 1.00 1.00 0.95 Frt 0.850 Flt Protected Satd. Flow (prot)0 2787 0 0 0 3539 Flt Permitted Satd. Flow (perm)0 2787 0 0 0 3539 Link Speed (mph) 55 55 55 Link Distance (ft)340 206 381 Travel Time (s)4.2 2.6 4.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 1196 0 0 0 1429 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1196 0 0 0 1429 Sign Control Free Stop Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 41.0%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Future No Build Conditions DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 3 - 2025 NoBuild AM 3 - 2025 NoBuild AM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 142 90 4 1187 52 91 838 Future Volume (vph) 142 90 4 1187 52 91 838 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 100 125 150 Storage Lanes 1 1 1 1 1 Taper Length (ft)100 100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot)1770 1583 1770 3539 1583 1770 3539 Flt Permitted 0.950 0.307 0.950 Satd. Flow (perm)1770 1583 572 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph)45 55 55 Link Distance (ft)1589 381 2446 Travel Time (s)24.1 4.7 30.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)158 100 4 1319 58 101 931 Shared Lane Traffic (%) Lane Group Flow (vph) 158 100 4 1319 58 101 931 Turn Type Prot Free Perm NA Free Prot NA Protected Phases 4 2 1 6 Permitted Phases Free 2 Free Detector Phase 4 2 2 1 6 Switch Phase Minimum Initial (s)5.0 14.0 14.0 5.0 14.0 Minimum Split (s)11.1 20.2 20.2 10.4 20.2 Total Split (s)26.1 66.2 66.2 20.4 86.6 Total Split (%)23.2% 58.7% 58.7% 18.1% 76.8% Maximum Green (s) 20.0 60.0 60.0 15.0 80.4 Yellow Time (s)3.0 5.2 5.2 3.0 5.2 All-Red Time (s)3.1 1.0 1.0 2.4 1.0 Lost Time Adjust (s) -1.1 -1.2 -1.2 -0.4 -1.2 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 1.0 6.0 6.0 2.0 6.0 Minimum Gap (s)1.0 3.4 3.4 2.0 3.4 Time Before Reduce (s) 0.0 15.0 15.0 0.0 15.0 Time To Reduce (s)0.0 30.0 30.0 0.0 30.0 Recall Mode None Min Min None Min Act Effct Green (s)11.8 71.9 37.7 37.7 71.9 9.6 49.4 Actuated g/C Ratio 0.16 1.00 0.52 0.52 1.00 0.13 0.69 v/c Ratio 0.54 0.06 0.01 0.71 0.04 0.43 0.38 Control Delay 38.6 0.1 11.2 17.3 0.0 39.2 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.6 0.1 11.2 17.3 0.0 39.2 5.3 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 3 - 2025 NoBuild AM 3 - 2025 NoBuild AM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT LOS DABBADA Approach Delay 23.6 16.5 8.6 Approach LOS C B A Queue Length 50th (ft) 62 0 1 227 0 40 71 Queue Length 95th (ft) 158 0 7 411 0 112 135 Internal Link Dist (ft) 1509 301 2366 Turn Bay Length (ft)100 125 150 Base Capacity (vph) 555 1583 485 3002 1583 404 3396 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.28 0.06 0.01 0.44 0.04 0.25 0.27 Intersection Summary Area Type:Other Cycle Length: 112.7 Actuated Cycle Length: 71.9 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay: 14.2 Intersection LOS: B Intersection Capacity Utilization 58.2%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Carolina Beach Road & Myrtle Grove Road DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 2: Carolina Beach Road 3 - 2025 NoBuild AM 3 - 2025 NoBuild AM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)000044943 Future Volume (vph)000044943 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 425 Storage Lanes 0 0 0 1 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 Frt Flt Protected 0.950 Satd. Flow (prot)00001770 5085 Flt Permitted 0.950 Satd. Flow (perm)00001770 5085 Link Speed (mph)10 55 55 Link Distance (ft)129 137 537 Travel Time (s)8.8 1.7 6.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0000491048 Shared Lane Traffic (%) Lane Group Flow (vph)0000491048 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 46.8% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 3 - 2025 NoBuild AM 3 - 2025 NoBuild AM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)38 6000401199 4000 Future Volume (vph)38 6000401199 4000 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.865 Flt Protected 0.959 Satd. Flow (prot)0 1786 0 0 0 1611 0 3539 0000 Flt Permitted 0.959 Satd. Flow (perm)0 1786 0 0 0 1611 0 3539 0000 Link Speed (mph) 35 35 55 55 Link Distance (ft)129 1166 124 433 Travel Time (s)2.5 22.7 1.5 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)42 7000401332 4000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 49 000401336 0000 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 49.9%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 3 - 2025 NoBuild AM 3 - 2025 NoBuild AM Synchro 10 Report Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 6000401199 4 0 0 0 Future Vol, veh/h 38 6000401199 4 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----0------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 42 7000401332 4 0 0 0 Major/Minor Minor2 Minor1 Major1 Conflicting Flow All 666 1336 - - - 668 - 0 0 Stage 1 0 0 ------- Stage 2 666 1336 ------- Critical Hdwy 7.54 6.54 - - - 6.94 - - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 - - - 3.32 - - - Pot Cap-1 Maneuver 345 152 0 0 0 401 0 - - Stage 1 - - 0 0 0 - 0 - - Stage 2 415 221 0 0 0 - 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 341 152 - - - 401 - - - Mov Cap-2 Maneuver 341 152 ------- Stage 1 --------- Stage 2 410 221 ------- Approach EB WB NB HCM Control Delay, s 19.8 14.1 0 HCM LOS C B Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 Capacity (veh/h)- - 292 401 HCM Lane V/C Ratio - - 0.167 0.011 HCM Control Delay (s) - - 19.8 14.1 HCM Lane LOS - - C B HCM 95th %tile Q(veh) - - 0.6 0 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 3 - 2025 NoBuild AM 3 - 2025 NoBuild AM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)00485000009395 Future Volume (vph)00485000009395 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 600 0 550 0 Storage Lanes 0 1 0 0 0 0 0 1 Taper Length (ft)100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frt 0.865 0.850 Flt Protected 0.971 Satd. Flow (prot)0 0 1611 0 1809 000003539 1583 Flt Permitted 0.971 Satd. Flow (perm) 0 0 1611 0 1809 000003539 1583 Link Speed (mph)35 10 55 55 Link Distance (ft)1241 123 2634 137 Travel Time (s)24.2 8.4 32.7 1.7 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 Adj. Flow (vph)00496000001043 6 Shared Lane Traffic (%) 10% Lane Group Flow (vph)004015000001043 6 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 42.6% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 3 - 2025 NoBuild AM 3 - 2025 NoBuild AM Synchro 10 Report Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0485000009395 Future Vol, veh/h 0 0485000009395 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 --------0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0496000001043 6 Major/Minor Minor2 Minor1 Major2 Conflicting Flow All - - 522 522 1049 -- - 0 Stage 1 - - - 0 0 -- - - Stage 2 - - - 522 1049 -- - - Critical Hdwy - - 6.94 7.54 6.54 -- - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 - - - 6.54 5.54 -- - - Follow-up Hdwy - - 3.32 3.52 4.02 -- - - Pot Cap-1 Maneuver 0 0 499 438 226 0 0 - - Stage 1 0 0 - - - 0 0 - - Stage 2 0 0 - 506 303 0 0 - - Platoon blocked, %- - Mov Cap-1 Maneuver - - 499 434 226 -- - - Mov Cap-2 Maneuver - - - 434 226 -- - - Stage 1 ------ --- Stage 2 - - - 501 303 - - - - Approach EB WB SB HCM Control Delay, s 12.3 16.7 0 HCM LOS B C Minor Lane/Major Mvmt EBLn1WBLn1 SBT SBR Capacity (veh/h)499 321 - - HCM Lane V/C Ratio 0.009 0.045 - - HCM Control Delay (s) 12.3 16.7 - - HCM Lane LOS B C - - HCM 95th %tile Q(veh) 0 0.1 - - DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 5: Carolina Beach Road 3 - 2025 NoBuild AM 3 - 2025 NoBuild AM Synchro 10 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 12 1203 0 0 Future Volume (vph)0 0 12 1203 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 425 0 Storage Lanes 0 0 1 0 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot)0 0 1770 3539 0 0 Flt Permitted 0.950 Satd. Flow (perm)0 0 1770 3539 0 0 Link Speed (mph)35 55 55 Link Distance (ft)123 2642 124 Travel Time (s)2.4 32.8 1.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 0 13 1337 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 13 1337 0 0 Sign Control Stop Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 36.6% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 14: Carolina Beach Road 3 - 2025 NoBuild AM 3 - 2025 NoBuild AM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 1243 0 0 0 984 Future Volume (vph)0 1243 0 0 0 984 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.88 1.00 1.00 1.00 0.95 Frt 0.850 Flt Protected Satd. Flow (prot)0 2787 0 0 0 3539 Flt Permitted Satd. Flow (perm)0 2787 0 0 0 3539 Link Speed (mph) 55 55 55 Link Distance (ft)340 206 381 Travel Time (s)4.2 2.6 4.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 1381 0 0 0 1093 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1381 0 0 0 1093 Sign Control Free Stop Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 46.8%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 04 - 2025 NoBuild PM 04 - 2025 NoBuild PM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 232 26 4 969 139 125 1090 Future Volume (vph) 232 26 4 969 139 125 1090 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 100 125 150 Storage Lanes 1 1 1 1 1 Taper Length (ft)100 100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot)1770 1583 1770 3539 1583 1770 3539 Flt Permitted 0.950 0.232 0.950 Satd. Flow (perm)1770 1583 432 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph)45 55 55 Link Distance (ft)1589 381 2446 Travel Time (s)24.1 4.7 30.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)258 29 4 1077 154 139 1211 Shared Lane Traffic (%) Lane Group Flow (vph) 258 29 4 1077 154 139 1211 Turn Type Prot Free Perm NA Free Prot NA Protected Phases 4 2 1 6 Permitted Phases Free 2 Free Detector Phase 4 2 2 1 6 Switch Phase Minimum Initial (s)5.0 14.0 14.0 5.0 14.0 Minimum Split (s)11.1 20.2 20.2 10.4 20.2 Total Split (s)26.1 66.2 66.2 20.4 86.6 Total Split (%)23.2% 58.7% 58.7% 18.1% 76.8% Maximum Green (s) 20.0 60.0 60.0 15.0 80.4 Yellow Time (s)3.0 5.2 5.2 3.0 5.2 All-Red Time (s)3.1 1.0 1.0 2.4 1.0 Lost Time Adjust (s) -1.1 -1.2 -1.2 -0.4 -1.2 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 1.0 6.0 6.0 2.0 6.0 Minimum Gap (s)1.0 3.4 3.4 2.0 3.4 Time Before Reduce (s) 0.0 15.0 15.0 0.0 15.0 Time To Reduce (s)0.0 30.0 30.0 0.0 30.0 Recall Mode None Min Min None Min Act Effct Green (s)15.6 71.8 29.9 29.9 71.8 10.7 45.8 Actuated g/C Ratio 0.22 1.00 0.42 0.42 1.00 0.15 0.64 v/c Ratio 0.67 0.02 0.02 0.73 0.10 0.53 0.54 Control Delay 37.0 0.0 14.8 21.7 0.1 38.9 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.0 0.0 14.8 21.7 0.1 38.9 8.4 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 04 - 2025 NoBuild PM 04 - 2025 NoBuild PM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT LOS DABCADA Approach Delay 33.3 18.9 11.5 Approach LOS C B B Queue Length 50th (ft) 104 0 1 202 0 57 134 Queue Length 95th (ft) 218 0 8 331 0 132 216 Internal Link Dist (ft) 1509 301 2366 Turn Bay Length (ft)100 125 150 Base Capacity (vph) 540 1583 367 3012 1583 394 3462 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.48 0.02 0.01 0.36 0.10 0.35 0.35 Intersection Summary Area Type:Other Cycle Length: 112.7 Actuated Cycle Length: 71.8 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 16.9 Intersection LOS: B Intersection Capacity Utilization 67.2%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Carolina Beach Road & Myrtle Grove Road DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 2: Carolina Beach Road 04 - 2025 NoBuild PM 04 - 2025 NoBuild PM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0000391291 Future Volume (vph)0000391291 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 425 Storage Lanes 0 0 0 1 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 Frt Flt Protected 0.950 Satd. Flow (prot)00001770 5085 Flt Permitted 0.950 Satd. Flow (perm)00001770 5085 Link Speed (mph)10 55 55 Link Distance (ft)129 137 537 Travel Time (s)8.8 1.7 6.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0000431434 Shared Lane Traffic (%) Lane Group Flow (vph)0000431434 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 28.3% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 04 - 2025 NoBuild PM 04 - 2025 NoBuild PM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)33 6000401072 4000 Future Volume (vph)33 6000401072 4000 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.865 0.999 Flt Protected 0.960 Satd. Flow (prot)0 1788 0 0 0 1611 0 3536 0000 Flt Permitted 0.960 Satd. Flow (perm)0 1788 0 0 0 1611 0 3536 0000 Link Speed (mph) 35 35 55 55 Link Distance (ft)129 1166 124 433 Travel Time (s)2.5 22.7 1.5 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)37 7000401191 4000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 44 000401195 0000 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 46.4%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 2010 TWSC Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 04 - 2025 NoBuild PM 04 - 2025 NoBuild PM Synchro 10 Report Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 6000401072 4 0 0 0 Future Vol, veh/h 33 6000401072 4 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----0------ Veh in Median Storage, # - 0 - - 0 - - 0 - - - - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 37 7000401191 4 0 0 0 Major/Minor Minor2 Minor1 Major1 Conflicting Flow All 596 1195 - - - 598 - 0 0 Stage 1 0 0 ------- Stage 2 596 1195 ------- Critical Hdwy 7.54 6.54 - - - 6.94 - - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 - - - 3.32 - - - Pot Cap-1 Maneuver 387 185 0 0 0 445 0 - - Stage 1 - - 0 0 0 - 0 - - Stage 2 457 258 0 0 0 - 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 383 185 - - - 445 - - - Mov Cap-2 Maneuver 383 185 ------- Stage 1 --------- Stage 2 452 258 ------- Approach EB WB NB HCM Control Delay, s 17.6 13.2 0 HCM LOS C B Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 Capacity (veh/h)- - 329 445 HCM Lane V/C Ratio - - 0.132 0.01 HCM Control Delay (s) - - 17.6 13.2 HCM Lane LOS - - C B HCM 95th %tile Q(veh) - - 0.4 0 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 04 - 2025 NoBuild PM 04 - 2025 NoBuild PM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 8 15 5000001270 22 Future Volume (vph)0 0 8 15 5000001270 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 600 0 550 0 Storage Lanes 0 1 0 0 0 0 0 1 Taper Length (ft)100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frt 0.865 0.865 0.850 Flt Protected 0.964 Satd. Flow (prot)0 0 1611 0 1796 000003539 1583 Flt Permitted 0.964 Satd. Flow (perm) 0 0 1611 0 1796 000003539 1583 Link Speed (mph)35 10 55 55 Link Distance (ft)1241 123 2634 137 Travel Time (s)24.2 8.4 32.7 1.7 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 Adj. Flow (vph)0 0 9 17 6000001411 24 Shared Lane Traffic (%)10% Lane Group Flow (vph)018023000001411 24 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 51.8% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 2010 TWSC Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 04 - 2025 NoBuild PM 04 - 2025 NoBuild PM Synchro 10 Report Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 8 15 5000001270 22 Future Vol, veh/h 0 0 8 15 5000001270 22 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 --------0 Veh in Median Storage, # - 0 - - 0 -----0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 9 17 6000001411 24 Major/Minor Minor2 Minor1 Major2 Conflicting Flow All - - 706 706 1435 -- - 0 Stage 1 - - - 0 0 -- - - Stage 2 - - - 706 1435 -- - - Critical Hdwy - - 6.94 7.54 6.54 -- - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 - - - 6.54 5.54 -- - - Follow-up Hdwy - - 3.32 3.52 4.02 -- - - Pot Cap-1 Maneuver 0 0 378 323 133 0 0 - - Stage 1 0 0 - - - 0 0 - - Stage 2 0 0 - 393 197 0 0 - - Platoon blocked, %- - Mov Cap-1 Maneuver - - 378 315 133 -- - - Mov Cap-2 Maneuver - - - 315 133 -- - - Stage 1 ------ --- Stage 2 - - - 384 197 - - - - Approach EB WB SB HCM Control Delay, s 14.8 21.9 0 HCM LOS B C Minor Lane/Major Mvmt EBLn1WBLn1 SBT SBR Capacity (veh/h)378 235 - - HCM Lane V/C Ratio 0.024 0.095 - - HCM Control Delay (s) 14.8 21.9 - - HCM Lane LOS B C - - HCM 95th %tile Q(veh) 0.1 0.3 - - DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 5: Carolina Beach Road 04 - 2025 NoBuild PM 04 - 2025 NoBuild PM Synchro 10 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 19 1076 0 0 Future Volume (vph)0 0 19 1076 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 425 0 Storage Lanes 0 0 1 0 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot)0 0 1770 3539 0 0 Flt Permitted 0.950 Satd. Flow (perm)0 0 1770 3539 0 0 Link Speed (mph)35 55 55 Link Distance (ft)123 2642 124 Travel Time (s)2.4 32.8 1.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 0 21 1196 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 21 1196 0 0 Sign Control Stop Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 33.1% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 14: Carolina Beach Road 04 - 2025 NoBuild PM 04 - 2025 NoBuild PM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)000000 Future Volume (vph)000000 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.88 1.00 1.00 1.00 0.95 Frt Flt Protected Satd. Flow (prot)0 3278 0 0 0 3539 Flt Permitted Satd. Flow (perm)0 3278 0 0 0 3539 Link Speed (mph) 55 55 55 Link Distance (ft)340 206 381 Travel Time (s)4.2 2.6 4.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)000000 Shared Lane Traffic (%) Lane Group Flow (vph)000000 Sign Control Free Stop Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 24.3%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Future Build Conditions DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 5 - 2025 Build AM 5 - 2025 Build AM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 163 90 63 1314 73 91 963 Future Volume (vph) 163 90 63 1314 73 91 963 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 100 125 150 Storage Lanes 1 1 1 1 1 Taper Length (ft)100 100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot)1770 1583 1770 3539 1583 1770 3539 Flt Permitted 0.950 0.267 0.950 Satd. Flow (perm)1770 1583 497 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph)45 55 55 Link Distance (ft)1589 290 2446 Travel Time (s)24.1 3.6 30.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)181 100 70 1460 81 101 1070 Shared Lane Traffic (%) Lane Group Flow (vph) 181 100 70 1460 81 101 1070 Turn Type Prot Free Perm NA Free Prot NA Protected Phases 4 2 1 6 Permitted Phases Free 2 Free Detector Phase 4 2 2 1 6 Switch Phase Minimum Initial (s)5.0 14.0 14.0 5.0 14.0 Minimum Split (s)13.1 21.0 21.0 12.4 21.0 Total Split (s)28.0 73.0 73.0 19.0 92.0 Total Split (%)23.3% 60.8% 60.8% 15.8% 76.7% Yellow Time (s)5.0 5.0 5.0 5.0 5.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Recall Mode None Min Min None Min Act Effct Green (s)15.2 84.8 46.0 46.0 84.8 11.6 58.7 Actuated g/C Ratio 0.18 1.00 0.54 0.54 1.00 0.14 0.69 v/c Ratio 0.57 0.06 0.26 0.76 0.05 0.42 0.44 Control Delay 44.2 0.1 15.9 19.7 0.1 46.2 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.2 0.1 15.9 19.7 0.1 46.2 6.2 LOS DABBADA Approach Delay 28.5 18.6 9.7 Approach LOS C B A Queue Length 50th (ft) 91 0 20 321 0 50 105 Queue Length 95th (ft) 200 0 57 506 0 131 185 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 5 - 2025 Build AM 5 - 2025 Build AM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT Internal Link Dist (ft) 1509 210 2366 Turn Bay Length (ft)100 125 150 Base Capacity (vph) 527 1583 396 2824 1583 321 3261 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.34 0.06 0.18 0.52 0.05 0.31 0.33 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 84.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 16.1 Intersection LOS: B Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Carolina Beach Road & Myrtle Grove Road DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 2: Carolina Beach Road 5 - 2025 Build AM 5 - 2025 Build AM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)00001921006 Future Volume (vph)00001921006 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 425 Storage Lanes 0 0 0 1 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 Frt Flt Protected 0.950 Satd. Flow (prot)00001770 5085 Flt Permitted 0.950 Satd. Flow (perm)00001770 5085 Link Speed (mph)10 55 55 Link Distance (ft)129 137 537 Travel Time (s)8.8 1.7 6.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)00002131118 Shared Lane Traffic (%) Lane Group Flow (vph)00002131118 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 5 - 2025 Build AM 5 - 2025 Build AM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 186 6000401261 4000 Future Volume (vph) 186 6000401261 4000 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.865 Flt Protected 0.954 Satd. Flow (prot)0 1777 0 0 0 1611 0 3539 0000 Flt Permitted 0.954 Satd. Flow (perm)0 1777 0 0 0 1611 0 3539 0000 Link Speed (mph) 35 35 55 55 Link Distance (ft)129 1166 124 433 Travel Time (s)2.5 22.7 1.5 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)207 7000401401 4000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 214 000401405 0000 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 58.9%ICU Level of Service B Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 5 - 2025 Build AM 5 - 2025 Build AM Synchro 10 Report Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 186 6000401261 4 0 0 0 Future Vol, veh/h 186 6000401261 4 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----0------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 16979 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 207 7000401401 4 0 0 0 Major/Minor Minor2 Minor1 Major1 Conflicting Flow All 701 1405 - - - 703 - 0 0 Stage 1 0 0 ------- Stage 2 701 1405 ------- Critical Hdwy 7.54 6.54 - - - 6.94 - - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 - - - 3.32 - - - Pot Cap-1 Maneuver 325 138 0 0 0 380 0 - - Stage 1 - - 0 0 0 - 0 - - Stage 2 395 204 0 0 0 - 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 321 138 - - - 380 - - - Mov Cap-2 Maneuver 321 138 ------- Stage 1 --------- Stage 2 390 204 ------- Approach EB WB NB HCM Control Delay, s 39.3 14.6 0 HCM LOS E B Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 Capacity (veh/h)- - 308 380 HCM Lane V/C Ratio - - 0.693 0.012 HCM Control Delay (s) - - 39.3 14.6 HCM Lane LOS - - E B HCM 95th %tile Q(veh) - - 4.8 0 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 5 - 2025 Build AM 5 - 2025 Build AM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)00485000001002 5 Future Volume (vph)00485000001002 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 600 0 550 0 Storage Lanes 0 1 0 0 0 0 0 1 Taper Length (ft)100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frt 0.865 0.850 Flt Protected 0.971 Satd. Flow (prot)0 0 1611 0 1809 000003539 1583 Flt Permitted 0.971 Satd. Flow (perm) 0 0 1611 0 1809 000003539 1583 Link Speed (mph)35 10 55 55 Link Distance (ft)1241 123 2634 137 Travel Time (s)24.2 8.4 32.7 1.7 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 Adj. Flow (vph)00496000001113 6 Shared Lane Traffic (%) 10% Lane Group Flow (vph)004015000001113 6 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 5 - 2025 Build AM 5 - 2025 Build AM Synchro 10 Report Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0485000001002 5 Future Vol, veh/h 0 0485000001002 5 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 --------0 Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0496000001113 6 Major/Minor Minor2 Minor1 Major2 Conflicting Flow All - - 557 557 1119 -- - 0 Stage 1 - - - 0 0 -- - - Stage 2 - - - 557 1119 -- - - Critical Hdwy - - 6.94 7.54 6.54 -- - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 - - - 6.54 5.54 -- - - Follow-up Hdwy - - 3.32 3.52 4.02 -- - - Pot Cap-1 Maneuver 0 0 474 413 205 0 0 - - Stage 1 0 0 - - - 0 0 - - Stage 2 0 0 - 482 280 0 0 - - Platoon blocked, %- - Mov Cap-1 Maneuver - - 474 409 205 -- - - Mov Cap-2 Maneuver - - - 409 205 -- - - Stage 1 ------ --- Stage 2 - - - 477 280 - - - - Approach EB WB SB HCM Control Delay, s 12.7 17.8 0 HCM LOS B C Minor Lane/Major Mvmt EBLn1WBLn1 SBT SBR Capacity (veh/h)474 296 - - HCM Lane V/C Ratio 0.009 0.049 - - HCM Control Delay (s) 12.7 17.8 - - HCM Lane LOS B C - - HCM 95th %tile Q(veh) 0 0.2 - - DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 5: Carolina Beach Road 5 - 2025 Build AM 5 - 2025 Build AM Synchro 10 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 12 1265 0 0 Future Volume (vph)0 0 12 1265 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 425 0 Storage Lanes 0 0 1 0 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot)0 0 1770 3539 0 0 Flt Permitted 0.950 Satd. Flow (perm)0 0 1770 3539 0 0 Link Speed (mph)35 55 55 Link Distance (ft)123 2642 124 Travel Time (s)2.4 32.8 1.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 0 13 1406 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 13 1406 0 0 Sign Control Stop Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 6: Carolina Beach Road & Site Access 5 - 2025 Build AM 5 - 2025 Build AM Synchro 10 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 259 0 0 935 256 Future Volume (vph)0 259 0 0 935 256 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 Frt 0.865 0.968 Flt Protected Satd. Flow (prot)0 1611 0 0 3426 0 Flt Permitted Satd. Flow (perm)0 1611 0 0 3426 0 Link Speed (mph) 35 55 55 Link Distance (ft)1217 537 296 Travel Time (s)23.7 6.7 3.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 288 0 0 1039 284 Shared Lane Traffic (%) Lane Group Flow (vph) 0 288 0 0 1323 0 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 56.7%ICU Level of Service B Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 6: Carolina Beach Road & Site Access 5 - 2025 Build AM 5 - 2025 Build AM Synchro 10 Report Intersection Int Delay, s/veh 5.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 259 0 0 935 256 Future Vol, veh/h 0 259 0 0 935 256 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 16974 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 0 288 0 0 1039 284 Major/Minor Minor2 Major2 Conflicting Flow All - 662 - 0 Stage 1 - -- - Stage 2 - -- - Critical Hdwy - 6.94 - - Critical Hdwy Stg 1 - -- - Critical Hdwy Stg 2 - -- - Follow-up Hdwy - 3.32 - - Pot Cap-1 Maneuver 0 404 - - Stage 1 0 -- - Stage 2 0 -- - Platoon blocked, %- - Mov Cap-1 Maneuver - 404 - - Mov Cap-2 Maneuver - -- - Stage 1 - -- - Stage 2 - -- - Approach EB SB HCM Control Delay, s 33.1 0 HCM LOS D Minor Lane/Major Mvmt EBLn1 SBT SBR Capacity (veh/h)404 - - HCM Lane V/C Ratio 0.712 - - HCM Control Delay (s) 33.1 - - HCM Lane LOS D - - HCM 95th %tile Q(veh) 5.4 - - DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 14: Carolina Beach Road 5 - 2025 Build AM 5 - 2025 Build AM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 1451 0 0 0 1192 Future Volume (vph)0 1451 0 0 0 1192 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.88 1.00 1.00 1.00 0.95 Frt 0.850 Flt Protected Satd. Flow (prot)0 2787 0 0 0 3539 Flt Permitted Satd. Flow (perm)0 2787 0 0 0 3539 Link Speed (mph) 55 55 55 Link Distance (ft)430 296 290 Travel Time (s)5.3 3.7 3.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 1612 0 0 0 1324 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1612 0 0 0 1324 Sign Control Free Stop Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 54.1%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 6 - 2025 Build PM 6 - 2025 Build PM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 247 26 49 1060 154 125 1182 Future Volume (vph) 247 26 49 1060 154 125 1182 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 100 125 150 Storage Lanes 1 1 1 1 1 Taper Length (ft)100 100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot)1770 1583 1770 3539 1583 1770 3539 Flt Permitted 0.950 0.209 0.950 Satd. Flow (perm)1770 1583 389 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph)45 55 55 Link Distance (ft)1589 260 2446 Travel Time (s)24.1 3.2 30.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)274 29 54 1178 171 139 1313 Shared Lane Traffic (%) Lane Group Flow (vph) 274 29 54 1178 171 139 1313 Turn Type Prot Free Perm NA Free Prot NA Protected Phases 4 2 1 6 Permitted Phases Free 2 Free Detector Phase 4 2 2 1 6 Switch Phase Minimum Initial (s)5.0 14.0 14.0 5.0 14.0 Minimum Split (s)13.1 21.0 21.0 12.4 21.0 Total Split (s)35.0 62.0 62.0 23.0 85.0 Total Split (%)29.2% 51.7% 51.7% 19.2% 70.8% Yellow Time (s)5.0 5.0 5.0 5.0 5.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Recall Mode None Min Min None Min Act Effct Green (s)19.7 86.9 37.9 37.9 86.9 13.5 56.7 Actuated g/C Ratio 0.23 1.00 0.44 0.44 1.00 0.16 0.65 v/c Ratio 0.69 0.02 0.32 0.76 0.11 0.51 0.57 Control Delay 42.5 0.0 24.4 25.2 0.1 44.9 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.5 0.0 24.4 25.2 0.1 44.9 9.8 LOS D A C C A D A Approach Delay 38.4 22.1 13.2 Approach LOS D C B Queue Length 50th (ft) 134 0 18 272 0 69 180 Queue Length 95th (ft) 276 0 60 450 0 164 315 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 6 - 2025 Build PM 6 - 2025 Build PM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT Internal Link Dist (ft) 1509 180 2366 Turn Bay Length (ft)100 125 150 Base Capacity (vph) 646 1583 269 2454 1583 387 3129 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.42 0.02 0.20 0.48 0.11 0.36 0.42 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 86.9 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 19.6 Intersection LOS: B Intersection Capacity Utilization 70.5% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Carolina Beach Road & Myrtle Grove Road DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 2: Carolina Beach Road 6 - 2025 Build PM 6 - 2025 Build PM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)00001451336 Future Volume (vph)00001451336 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 425 Storage Lanes 0 0 0 1 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 Frt Flt Protected 0.950 Satd. Flow (prot)00001770 5085 Flt Permitted 0.950 Satd. Flow (perm)00001770 5085 Link Speed (mph)10 55 55 Link Distance (ft)129 137 537 Travel Time (s)8.8 1.7 6.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)00001611484 Shared Lane Traffic (%) Lane Group Flow (vph)00001611484 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 29.1% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 6 - 2025 Build PM 6 - 2025 Build PM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 139 6000401118 4000 Future Volume (vph) 139 6000401118 4000 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.865 Flt Protected 0.954 Satd. Flow (prot)0 1777 0 0 0 1611 0 3539 0000 Flt Permitted 0.954 Satd. Flow (perm)0 1777 0 0 0 1611 0 3539 0000 Link Speed (mph) 35 35 55 55 Link Distance (ft)129 1166 124 433 Travel Time (s)2.5 22.7 1.5 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)154 7000401242 4000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 161 000401246 0000 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 52.4%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 6 - 2025 Build PM 6 - 2025 Build PM Synchro 10 Report Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 139 6000401118 4 0 0 0 Future Vol, veh/h 139 6000401118 4 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----0------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 16979 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 154 7000401242 4 0 0 0 Major/Minor Minor2 Minor1 Major1 Conflicting Flow All 621 1246 - - - 623 - 0 0 Stage 1 0 0 ------- Stage 2 621 1246 ------- Critical Hdwy 7.54 6.54 - - - 6.94 - - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 - - - 3.32 - - - Pot Cap-1 Maneuver 372 172 0 0 0 429 0 - - Stage 1 - - 0 0 0 - 0 - - Stage 2 442 244 0 0 0 - 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 368 172 - - - 429 - - - Mov Cap-2 Maneuver 368 172 ------- Stage 1 --------- Stage 2 437 244 ------- Approach EB WB NB HCM Control Delay, s 23.7 13.5 0 HCM LOS C B Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 Capacity (veh/h)- - 351 429 HCM Lane V/C Ratio - - 0.459 0.01 HCM Control Delay (s) - - 23.7 13.5 HCM Lane LOS - - C B HCM 95th %tile Q(veh) - - 2.3 0 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 6 - 2025 Build PM 6 - 2025 Build PM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 8 15 5000001315 22 Future Volume (vph)0 0 8 15 5000001315 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 600 0 550 0 Storage Lanes 0 1 0 0 0 0 0 1 Taper Length (ft)100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frt 0.865 0.850 Flt Protected 0.964 Satd. Flow (prot)0 0 1611 0 1796 000003539 1583 Flt Permitted 0.964 Satd. Flow (perm) 0 0 1611 0 1796 000003539 1583 Link Speed (mph)35 10 55 55 Link Distance (ft)1241 123 2634 137 Travel Time (s)24.2 8.4 32.7 1.7 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 Adj. Flow (vph)0 0 9 17 6000001461 24 Shared Lane Traffic (%) Lane Group Flow (vph)009023000001461 24 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 6 - 2025 Build PM 6 - 2025 Build PM Synchro 10 Report Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 8 15 5000001315 22 Future Vol, veh/h 0 0 8 15 5000001315 22 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 --------0 Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 9 17 6000001461 24 Major/Minor Minor2 Minor1 Major2 Conflicting Flow All - - 731 731 1485 -- - 0 Stage 1 - - - 0 0 -- - - Stage 2 - - - 731 1485 -- - - Critical Hdwy - - 6.94 7.54 6.54 -- - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 - - - 6.54 5.54 -- - - Follow-up Hdwy - - 3.32 3.52 4.02 -- - - Pot Cap-1 Maneuver 0 0 364 310 124 0 0 - - Stage 1 0 0 - - - 0 0 - - Stage 2 0 0 - 379 187 0 0 - - Platoon blocked, %- - Mov Cap-1 Maneuver - - 364 303 124 -- - - Mov Cap-2 Maneuver - - - 303 124 -- - - Stage 1 ------ --- Stage 2 - - - 370 187 - - - - Approach EB WB SB HCM Control Delay, s 15.1 22.9 0 HCM LOS C C Minor Lane/Major Mvmt EBLn1WBLn1 SBT SBR Capacity (veh/h)364 223 - - HCM Lane V/C Ratio 0.024 0.1 - - HCM Control Delay (s) 15.1 22.9 - - HCM Lane LOS C C - - HCM 95th %tile Q(veh) 0.1 0.3 - - DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 5: Carolina Beach Road 6 - 2025 Build PM 6 - 2025 Build PM Synchro 10 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 19 1122 0 0 Future Volume (vph)0 0 19 1122 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 425 0 Storage Lanes 0 0 1 0 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot)0 0 1770 3539 0 0 Flt Permitted 0.950 Satd. Flow (perm)0 0 1770 3539 0 0 Link Speed (mph)35 55 55 Link Distance (ft)123 2642 124 Travel Time (s)2.4 32.8 1.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 0 21 1247 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 21 1247 0 0 Sign Control Stop Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 34.3% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 6: Carolina Beach Road & Site Access 6 - 2025 Build PM 6 - 2025 Build PM Synchro 10 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 216 0 0 1265 219 Future Volume (vph)0 216 0 0 1265 219 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 Frt 0.865 0.978 Flt Protected Satd. Flow (prot)0 1611 0 0 3461 0 Flt Permitted Satd. Flow (perm)0 1611 0 0 3461 0 Link Speed (mph) 35 55 55 Link Distance (ft)1217 537 325 Travel Time (s)23.7 6.7 4.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 240 0 0 1406 243 Shared Lane Traffic (%) Lane Group Flow (vph) 0 240 0 0 1649 0 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 62.0%ICU Level of Service B Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 6: Carolina Beach Road & Site Access 6 - 2025 Build PM 6 - 2025 Build PM Synchro 10 Report Intersection Int Delay, s/veh 5.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 216 0 0 1265 219 Future Vol, veh/h 0 216 0 0 1265 219 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 16974 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 0 240 0 0 1406 243 Major/Minor Minor2 Major2 Conflicting Flow All - 825 - 0 Stage 1 - -- - Stage 2 - -- - Critical Hdwy - 6.94 - - Critical Hdwy Stg 1 - -- - Critical Hdwy Stg 2 - -- - Follow-up Hdwy - 3.32 - - Pot Cap-1 Maneuver 0 316 - - Stage 1 0 -- - Stage 2 0 -- - Platoon blocked, %- - Mov Cap-1 Maneuver - 316 - - Mov Cap-2 Maneuver - -- - Stage 1 - -- - Stage 2 - -- - Approach EB SB HCM Control Delay, s 44.9 0 HCM LOS E Minor Lane/Major Mvmt EBLn1 SBT SBR Capacity (veh/h)316 - - HCM Lane V/C Ratio 0.759 - - HCM Control Delay (s) 44.9 - - HCM Lane LOS E - - HCM 95th %tile Q(veh) 5.9 - - DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 14: Carolina Beach Road 6 - 2025 Build PM 6 - 2025 Build PM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 1262 0 0 0 1481 Future Volume (vph)0 1262 0 0 0 1481 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.88 1.00 1.00 1.00 0.95 Frt 0.850 Flt Protected Satd. Flow (prot)0 2787 0 0 0 3539 Flt Permitted Satd. Flow (perm)0 2787 0 0 0 3539 Link Speed (mph) 55 55 55 Link Distance (ft)460 325 260 Travel Time (s)5.7 4.0 3.2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 1402 0 0 0 1646 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1402 0 0 0 1646 Sign Control Free Stop Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 47.5%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Future Build Conditions with Improvements DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 163 90 63 1314 73 91 963 Future Volume (vph) 163 90 63 1314 73 91 963 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 200 125 150 Storage Lanes 1 1 1 1 1 Taper Length (ft)100 100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot)1770 1583 1770 3539 1583 1770 3539 Flt Permitted 0.950 0.267 0.950 Satd. Flow (perm)1770 1583 497 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph)45 55 55 Link Distance (ft)1589 290 2446 Travel Time (s)24.1 3.6 30.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)181 100 70 1460 81 101 1070 Shared Lane Traffic (%) Lane Group Flow (vph) 181 100 70 1460 81 101 1070 Turn Type Prot Free Perm NA Free Prot NA Protected Phases 4 2 1 6 Permitted Phases Free 2 Free Detector Phase 4 2 2 1 6 Switch Phase Minimum Initial (s)5.0 14.0 14.0 5.0 14.0 Minimum Split (s)13.1 21.0 21.0 12.4 21.0 Total Split (s)28.0 73.0 73.0 19.0 92.0 Total Split (%)23.3% 60.8% 60.8% 15.8% 76.7% Yellow Time (s)5.0 5.0 5.0 5.0 5.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Recall Mode None Min Min None Min Act Effct Green (s)15.2 84.8 46.0 46.0 84.8 11.6 58.7 Actuated g/C Ratio 0.18 1.00 0.54 0.54 1.00 0.14 0.69 v/c Ratio 0.57 0.06 0.26 0.76 0.05 0.42 0.44 Control Delay 44.2 0.1 15.9 19.7 0.1 46.2 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.2 0.1 15.9 19.7 0.1 46.2 6.2 LOS DABBADA Approach Delay 28.5 18.6 9.7 Approach LOS C B A Queue Length 50th (ft) 91 0 20 321 0 50 105 Queue Length 95th (ft) 200 0 57 506 0 131 185 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT Internal Link Dist (ft) 1509 210 2366 Turn Bay Length (ft)200 125 150 Base Capacity (vph) 527 1583 396 2824 1583 321 3261 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.34 0.06 0.18 0.52 0.05 0.31 0.33 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 84.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 16.1 Intersection LOS: B Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Carolina Beach Road & Myrtle Grove Road DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 2: Carolina Beach Road 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)00001921006 Future Volume (vph)00001921006 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 425 Storage Lanes 0 0 0 1 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 Frt Flt Protected 0.950 Satd. Flow (prot)00001770 5085 Flt Permitted 0.950 Satd. Flow (perm)00001770 5085 Link Speed (mph)10 55 55 Link Distance (ft)129 137 537 Travel Time (s)8.8 1.7 6.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)00002131118 Shared Lane Traffic (%) Lane Group Flow (vph)00002131118 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 186 6000401261 4000 Future Volume (vph) 186 6000401261 4000 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.865 Flt Protected 0.954 Satd. Flow (prot)0 1777 0 0 0 1611 0 3539 0000 Flt Permitted 0.954 Satd. Flow (perm)0 1777 0 0 0 1611 0 3539 0000 Link Speed (mph) 35 35 55 55 Link Distance (ft)129 1166 124 433 Travel Time (s)2.5 22.7 1.5 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)207 7000401401 4000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 214 000401405 0000 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 58.9%ICU Level of Service B Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM Synchro 10 Report Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 186 6000401261 4 0 0 0 Future Vol, veh/h 186 6000401261 4 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----0------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 16979 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 207 7000401401 4 0 0 0 Major/Minor Minor2 Minor1 Major1 Conflicting Flow All 701 1405 - - - 703 - 0 0 Stage 1 0 0 ------- Stage 2 701 1405 ------- Critical Hdwy 7.54 6.54 - - - 6.94 - - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 - - - 3.32 - - - Pot Cap-1 Maneuver 325 138 0 0 0 380 0 - - Stage 1 - - 0 0 0 - 0 - - Stage 2 395 204 0 0 0 - 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 321 138 - - - 380 - - - Mov Cap-2 Maneuver 321 138 ------- Stage 1 --------- Stage 2 390 204 ------- Approach EB WB NB HCM Control Delay, s 39.3 14.6 0 HCM LOS E B Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 Capacity (veh/h)- - 308 380 HCM Lane V/C Ratio - - 0.693 0.012 HCM Control Delay (s) - - 39.3 14.6 HCM Lane LOS - - E B HCM 95th %tile Q(veh) - - 4.8 0 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)00485000001002 5 Future Volume (vph)00485000001002 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 600 0 550 0 Storage Lanes 0 1 0 0 0 0 0 1 Taper Length (ft)100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frt 0.865 0.850 Flt Protected 0.971 Satd. Flow (prot)0 0 1611 0 1809 000003539 1583 Flt Permitted 0.971 Satd. Flow (perm) 0 0 1611 0 1809 000003539 1583 Link Speed (mph)35 10 55 55 Link Distance (ft)1241 123 2634 137 Travel Time (s)24.2 8.4 32.7 1.7 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 Adj. Flow (vph)00496000001113 6 Shared Lane Traffic (%) 10% Lane Group Flow (vph)004015000001113 6 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM Synchro 10 Report Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0485000001002 5 Future Vol, veh/h 0 0485000001002 5 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 --------0 Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0496000001113 6 Major/Minor Minor2 Minor1 Major2 Conflicting Flow All - - 557 557 1119 -- - 0 Stage 1 - - - 0 0 -- - - Stage 2 - - - 557 1119 -- - - Critical Hdwy - - 6.94 7.54 6.54 -- - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 - - - 6.54 5.54 -- - - Follow-up Hdwy - - 3.32 3.52 4.02 -- - - Pot Cap-1 Maneuver 0 0 474 413 205 0 0 - - Stage 1 0 0 - - - 0 0 - - Stage 2 0 0 - 482 280 0 0 - - Platoon blocked, %- - Mov Cap-1 Maneuver - - 474 409 205 -- - - Mov Cap-2 Maneuver - - - 409 205 -- - - Stage 1 ------ --- Stage 2 - - - 477 280 - - - - Approach EB WB SB HCM Control Delay, s 12.7 17.8 0 HCM LOS B C Minor Lane/Major Mvmt EBLn1WBLn1 SBT SBR Capacity (veh/h)474 296 - - HCM Lane V/C Ratio 0.009 0.049 - - HCM Control Delay (s) 12.7 17.8 - - HCM Lane LOS B C - - HCM 95th %tile Q(veh) 0 0.2 - - DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 5: Carolina Beach Road 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM Synchro 10 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 12 1265 0 0 Future Volume (vph)0 0 12 1265 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 425 0 Storage Lanes 0 0 1 0 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot)0 0 1770 3539 0 0 Flt Permitted 0.950 Satd. Flow (perm)0 0 1770 3539 0 0 Link Speed (mph)35 55 55 Link Distance (ft)123 2642 124 Travel Time (s)2.4 32.8 1.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 0 13 1406 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 13 1406 0 0 Sign Control Stop Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 6: Carolina Beach Road & Site Access 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM Synchro 10 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 259 0 0 935 256 Future Volume (vph)0 259 0 0 935 256 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 200 Storage Lanes 0 1 0 1 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 Frt 0.865 0.850 Flt Protected Satd. Flow (prot) 0 1611 0 0 3539 1583 Flt Permitted Satd. Flow (perm) 0 1611 0 0 3539 1583 Link Speed (mph)35 55 55 Link Distance (ft)1217 537 296 Travel Time (s)23.7 6.7 3.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 288 0 0 1039 284 Shared Lane Traffic (%) Lane Group Flow (vph) 0 288 0 0 1039 284 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 48.5% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 6: Carolina Beach Road & Site Access 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM Synchro 10 Report Intersection Int Delay, s/veh 3.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 259 0 0 935 256 Future Vol, veh/h 0 259 0 0 935 256 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - 200 Veh in Median Storage, # 0 - - 16974 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 0 288 0 0 1039 284 Major/Minor Minor2 Major2 Conflicting Flow All - 520 - 0 Stage 1 - -- - Stage 2 - -- - Critical Hdwy - 6.94 - - Critical Hdwy Stg 1 - -- - Critical Hdwy Stg 2 - -- - Follow-up Hdwy - 3.32 - - Pot Cap-1 Maneuver 0 501 - - Stage 1 0 -- - Stage 2 0 -- - Platoon blocked, %- - Mov Cap-1 Maneuver - 501 - - Mov Cap-2 Maneuver - -- - Stage 1 - -- - Stage 2 - -- - Approach EB SB HCM Control Delay, s 21.4 0 HCM LOS C Minor Lane/Major Mvmt EBLn1 SBT SBR Capacity (veh/h)501 - - HCM Lane V/C Ratio 0.574 - - HCM Control Delay (s) 21.4 - - HCM Lane LOS C - - HCM 95th %tile Q(veh) 3.6 - - DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 14: Carolina Beach Road 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 1451 0 0 0 1192 Future Volume (vph)0 1451 0 0 0 1192 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.88 1.00 1.00 1.00 0.95 Frt 0.850 Flt Protected Satd. Flow (prot)0 2787 0 0 0 3539 Flt Permitted Satd. Flow (perm)0 2787 0 0 0 3539 Link Speed (mph) 55 55 55 Link Distance (ft)430 296 290 Travel Time (s)5.3 3.7 3.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 1612 0 0 0 1324 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1612 0 0 0 1324 Sign Control Free Stop Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 54.1%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 247 26 49 1060 154 125 1182 Future Volume (vph) 247 26 49 1060 154 125 1182 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 200 125 150 Storage Lanes 1 1 1 1 1 Taper Length (ft)100 100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot)1770 1583 1770 3539 1583 1770 3539 Flt Permitted 0.950 0.209 0.950 Satd. Flow (perm)1770 1583 389 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph)45 55 55 Link Distance (ft)1589 260 2446 Travel Time (s)24.1 3.2 30.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)274 29 54 1178 171 139 1313 Shared Lane Traffic (%) Lane Group Flow (vph) 274 29 54 1178 171 139 1313 Turn Type Prot Free Perm NA Free Prot NA Protected Phases 4 2 1 6 Permitted Phases Free 2 Free Detector Phase 4 2 2 1 6 Switch Phase Minimum Initial (s)5.0 14.0 14.0 5.0 14.0 Minimum Split (s)13.1 21.0 21.0 12.4 21.0 Total Split (s)35.0 62.0 62.0 23.0 85.0 Total Split (%)29.2% 51.7% 51.7% 19.2% 70.8% Yellow Time (s)5.0 5.0 5.0 5.0 5.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Recall Mode None Min Min None Min Act Effct Green (s)19.7 86.9 37.9 37.9 86.9 13.5 56.7 Actuated g/C Ratio 0.23 1.00 0.44 0.44 1.00 0.16 0.65 v/c Ratio 0.69 0.02 0.32 0.76 0.11 0.51 0.57 Control Delay 42.5 0.0 24.4 25.2 0.1 44.9 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.5 0.0 24.4 25.2 0.1 44.9 9.8 LOS D A C C A D A Approach Delay 38.4 22.1 13.2 Approach LOS D C B Queue Length 50th (ft) 134 0 18 272 0 69 180 Queue Length 95th (ft) 276 0 60 450 0 164 315 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 1: Carolina Beach Road & Myrtle Grove Road 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM Synchro 10 Report Lane Group WBL WBR NBU NBT NBR SBL SBT Internal Link Dist (ft) 1509 180 2366 Turn Bay Length (ft)200 125 150 Base Capacity (vph) 646 1583 269 2454 1583 387 3129 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.42 0.02 0.20 0.48 0.11 0.36 0.42 Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 86.9 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 19.6 Intersection LOS: B Intersection Capacity Utilization 70.5% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Carolina Beach Road & Myrtle Grove Road DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 2: Carolina Beach Road 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)00001451336 Future Volume (vph)00001451336 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 425 Storage Lanes 0 0 0 1 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 Frt Flt Protected 0.950 Satd. Flow (prot)00001770 5085 Flt Permitted 0.950 Satd. Flow (perm)00001770 5085 Link Speed (mph)10 55 55 Link Distance (ft)129 137 537 Travel Time (s)8.8 1.7 6.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)00001611484 Shared Lane Traffic (%) Lane Group Flow (vph)00001611484 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 29.1% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 139 6000401118 4000 Future Volume (vph) 139 6000401118 4000 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.865 Flt Protected 0.954 Satd. Flow (prot)0 1777 0 0 0 1611 0 3539 0000 Flt Permitted 0.954 Satd. Flow (perm)0 1777 0 0 0 1611 0 3539 0000 Link Speed (mph) 35 35 55 55 Link Distance (ft)129 1166 124 433 Travel Time (s)2.5 22.7 1.5 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)154 7000401242 4000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 161 000401246 0000 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 52.4%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 3: Carolina Beach Road & Hill Valley Walk 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM Synchro 10 Report Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 139 6000401118 4 0 0 0 Future Vol, veh/h 139 6000401118 4 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----0------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 16979 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 154 7000401242 4 0 0 0 Major/Minor Minor2 Minor1 Major1 Conflicting Flow All 621 1246 - - - 623 - 0 0 Stage 1 0 0 ------- Stage 2 621 1246 ------- Critical Hdwy 7.54 6.54 - - - 6.94 - - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 - - - 3.32 - - - Pot Cap-1 Maneuver 372 172 0 0 0 429 0 - - Stage 1 - - 0 0 0 - 0 - - Stage 2 442 244 0 0 0 - 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 368 172 - - - 429 - - - Mov Cap-2 Maneuver 368 172 ------- Stage 1 --------- Stage 2 437 244 ------- Approach EB WB NB HCM Control Delay, s 23.7 13.5 0 HCM LOS C B Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 Capacity (veh/h)- - 351 429 HCM Lane V/C Ratio - - 0.459 0.01 HCM Control Delay (s) - - 23.7 13.5 HCM Lane LOS - - C B HCM 95th %tile Q(veh) - - 2.3 0 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM Synchro 10 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 0 8 15 5000001315 22 Future Volume (vph)0 0 8 15 5000001315 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 600 0 550 0 Storage Lanes 0 1 0 0 0 0 0 1 Taper Length (ft)100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Frt 0.865 0.850 Flt Protected 0.964 Satd. Flow (prot)0 0 1611 0 1796 000003539 1583 Flt Permitted 0.964 Satd. Flow (perm) 0 0 1611 0 1796 000003539 1583 Link Speed (mph)35 10 55 55 Link Distance (ft)1241 123 2634 137 Travel Time (s)24.2 8.4 32.7 1.7 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 Adj. Flow (vph)0 0 9 17 6000001461 24 Shared Lane Traffic (%) Lane Group Flow (vph)009023000001461 24 Sign Control Stop Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 4: Carolina Beach Road & Southern Charm Drive 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM Synchro 10 Report Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 8 15 5000001315 22 Future Vol, veh/h 0 0 8 15 5000001315 22 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 --------0 Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 9 17 6000001461 24 Major/Minor Minor2 Minor1 Major2 Conflicting Flow All - - 731 731 1485 -- - 0 Stage 1 - - - 0 0 -- - - Stage 2 - - - 731 1485 -- - - Critical Hdwy - - 6.94 7.54 6.54 -- - - Critical Hdwy Stg 1 --------- Critical Hdwy Stg 2 - - - 6.54 5.54 -- - - Follow-up Hdwy - - 3.32 3.52 4.02 -- - - Pot Cap-1 Maneuver 0 0 364 310 124 0 0 - - Stage 1 0 0 - - - 0 0 - - Stage 2 0 0 - 379 187 0 0 - - Platoon blocked, %- - Mov Cap-1 Maneuver - - 364 303 124 -- - - Mov Cap-2 Maneuver - - - 303 124 -- - - Stage 1 ------ --- Stage 2 - - - 370 187 - - - - Approach EB WB SB HCM Control Delay, s 15.1 22.9 0 HCM LOS C C Minor Lane/Major Mvmt EBLn1WBLn1 SBT SBR Capacity (veh/h)364 223 - - HCM Lane V/C Ratio 0.024 0.1 - - HCM Control Delay (s) 15.1 22.9 - - HCM Lane LOS C C - - HCM 95th %tile Q(veh) 0.1 0.3 - - DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 5: Carolina Beach Road 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM Synchro 10 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 0 19 1122 0 0 Future Volume (vph)0 0 19 1122 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 425 0 Storage Lanes 0 0 1 0 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot)0 0 1770 3539 0 0 Flt Permitted 0.950 Satd. Flow (perm)0 0 1770 3539 0 0 Link Speed (mph)35 55 55 Link Distance (ft)123 2642 124 Travel Time (s)2.4 32.8 1.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 0 21 1247 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 21 1247 0 0 Sign Control Stop Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 34.3% ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 6: Carolina Beach Road & Site Access 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM Synchro 10 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 216 0 0 1265 219 Future Volume (vph)0 216 0 0 1265 219 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 200 Storage Lanes 0 1 0 1 Taper Length (ft)100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 Frt 0.865 0.850 Flt Protected Satd. Flow (prot) 0 1611 0 0 3539 1583 Flt Permitted Satd. Flow (perm) 0 1611 0 0 3539 1583 Link Speed (mph)35 55 55 Link Distance (ft)1217 537 325 Travel Time (s)23.7 6.7 4.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 240 0 0 1406 243 Shared Lane Traffic (%) Lane Group Flow (vph) 0 240 0 0 1406 243 Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 55.0% ICU Level of Service B Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF HCM 6th TWSC Myrtle Grove 6: Carolina Beach Road & Site Access 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM Synchro 10 Report Intersection Int Delay, s/veh 3.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 216 0 0 1265 219 Future Vol, veh/h 0 216 0 0 1265 219 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - - 200 Veh in Median Storage, # 0 - - 16974 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 0 240 0 0 1406 243 Major/Minor Minor2 Major2 Conflicting Flow All - 703 - 0 Stage 1 - -- - Stage 2 - -- - Critical Hdwy - 6.94 - - Critical Hdwy Stg 1 - -- - Critical Hdwy Stg 2 - -- - Follow-up Hdwy - 3.32 - - Pot Cap-1 Maneuver 0 380 - - Stage 1 0 -- - Stage 2 0 -- - Platoon blocked, %- - Mov Cap-1 Maneuver - 380 - - Mov Cap-2 Maneuver - -- - Stage 1 - -- - Stage 2 - -- - Approach EB SB HCM Control Delay, s 29.4 0 HCM LOS D Minor Lane/Major Mvmt EBLn1 SBT SBR Capacity (veh/h)380 - - HCM Lane V/C Ratio 0.632 - - HCM Control Delay (s) 29.4 - - HCM Lane LOS D - - HCM 95th %tile Q(veh) 4.2 - - DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Lanes, Volumes, Timings Myrtle Grove 14: Carolina Beach Road 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM Synchro 10 Report Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)0 1262 0 0 0 1481 Future Volume (vph)0 1262 0 0 0 1481 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.88 1.00 1.00 1.00 0.95 Frt 0.850 Flt Protected Satd. Flow (prot)0 2787 0 0 0 3539 Flt Permitted Satd. Flow (perm)0 2787 0 0 0 3539 Link Speed (mph) 55 55 55 Link Distance (ft)460 325 260 Travel Time (s)5.7 4.0 3.2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph)0 1402 0 0 0 1646 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1402 0 0 0 1646 Sign Control Free Stop Free Intersection Summary Area Type:Other Control Type: Unsignalized Intersection Capacity Utilization 47.5%ICU Level of Service A Analysis Period (min) 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 1 - 2022 Existing AM 1 - 2022 Existing AM SimTraffic Report Intersection: 1: Carolina Beach Road & Myrtle Grove Road Movement WB WB NB NB NB NB SB SB SB Directions Served L R U T T R L T T Maximum Queue (ft) 118 70 48 274 264 93 102 85 93 Average Queue (ft) 56 5 4 124 129 3 51 38 36 95th Queue (ft)99 36 28 211 213 45 90 74 76 Link Distance (ft)1533 1533 333 333 2406 2406 Upstream Blk Time (%)0 0 Queuing Penalty (veh)0 0 Storage Bay Dist (ft)100 125 150 Storage Blk Time (%)12 7 Queuing Penalty (veh)0 4 Intersection: 2: Carolina Beach Road 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) Intersection: 3: Carolina Beach Road & Hill Valley Walk Movement EB WB Directions Served LT R Maximum Queue (ft)57 20 Average Queue (ft)22 2 95th Queue (ft)47 13 Link Distance (ft)82 1116 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 1 - 2022 Existing AM 1 - 2022 Existing AM SimTraffic Report Intersection: 4: Carolina Beach Road & Southern Charm Drive Movement EB WB Directions Served R LT Maximum Queue (ft)25 42 Average Queue (ft)3 10 95th Queue (ft)16 34 Link Distance (ft)1184 82 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Carolina Beach Road 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) Intersection: 14: Carolina Beach Road Movement WB WB Directions Served R R Maximum Queue (ft)20 29 Average Queue (ft)1 1 95th Queue (ft)11 16 Link Distance (ft)296 296 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 5 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 02 - 2022 Existing PM 02 - 2022 Existing PM SimTraffic Report Intersection: 1: Carolina Beach Road & Myrtle Grove Road Movement WB WB NB NB NB NB SB SB SB Directions Served L R U T T R L T T Maximum Queue (ft) 187 11 31 231 227 101 144 147 128 Average Queue (ft) 97 0 3 120 125 6 69 63 57 95th Queue (ft)161 8 19 192 193 63 118 115 104 Link Distance (ft)1533 1533 333 333 2406 2406 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)100 125 150 Storage Blk Time (%)11 6 0 0 Queuing Penalty (veh)0 8 1 0 Intersection: 2: Carolina Beach Road 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) Intersection: 3: Carolina Beach Road & Hill Valley Walk Movement EB WB Directions Served LT R Maximum Queue (ft)55 20 Average Queue (ft)20 2 95th Queue (ft)46 13 Link Distance (ft)82 1116 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 02 - 2022 Existing PM 02 - 2022 Existing PM SimTraffic Report Intersection: 4: Carolina Beach Road & Southern Charm Drive Movement EB WB Directions Served R LT Maximum Queue (ft)24 45 Average Queue (ft)4 14 95th Queue (ft)19 41 Link Distance (ft)1184 82 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Carolina Beach Road 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) Intersection: 14: Carolina Beach Road Movement WB Directions Served R Maximum Queue (ft)6 Average Queue (ft) 0 95th Queue (ft)6 Link Distance (ft) 296 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 10 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 3 - 2025 NoBuild AM 3 - 2025 NoBuild AM SimTraffic Report Intersection: 1: Carolina Beach Road & Myrtle Grove Road Movement WB WB NB NB NB NB SB SB SB Directions Served L R U T T R L T T Maximum Queue (ft) 128 66 31 272 260 135 119 86 89 Average Queue (ft) 59 5 3 135 140 7 54 38 37 95th Queue (ft)108 36 18 226 231 73 97 72 76 Link Distance (ft)1533 1533 333 333 2406 2406 Upstream Blk Time (%)0 0 Queuing Penalty (veh)0 0 Storage Bay Dist (ft)100 125 150 Storage Blk Time (%)14 9 0 0 Queuing Penalty (veh)1 5 0 0 Intersection: 2: Carolina Beach Road 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) Intersection: 3: Carolina Beach Road & Hill Valley Walk Movement EB WB NB Directions Served LT R TR Maximum Queue (ft)60 20 4 Average Queue (ft)26 2 0 95th Queue (ft)52 13 3 Link Distance (ft)82 1116 53 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 3 - 2025 NoBuild AM 3 - 2025 NoBuild AM SimTraffic Report Intersection: 4: Carolina Beach Road & Southern Charm Drive Movement EB WB Directions Served R LT Maximum Queue (ft)24 35 Average Queue (ft)3 11 95th Queue (ft)17 35 Link Distance (ft)1184 82 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Carolina Beach Road 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) Intersection: 14: Carolina Beach Road Movement WB WB Directions Served R R Maximum Queue (ft)28 10 Average Queue (ft)1 0 95th Queue (ft)16 10 Link Distance (ft)296 296 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 6 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 04 - 2025 NoBuild PM 04 - 2025 NoBuild PM SimTraffic Report Intersection: 1: Carolina Beach Road & Myrtle Grove Road Movement WB WB NB NB NB NB SB SB SB Directions Served L R U T T R L T T Maximum Queue (ft) 198 6 28 236 254 161 150 142 144 Average Queue (ft) 98 0 3 127 132 8 74 63 62 95th Queue (ft)161 5 19 204 214 74 125 113 116 Link Distance (ft)1533 1533 333 333 2406 2406 Upstream Blk Time (%)0 0 Queuing Penalty (veh)0 1 Storage Bay Dist (ft)100 125 150 Storage Blk Time (%)13 8 0 0 Queuing Penalty (veh)1 11 3 0 Intersection: 2: Carolina Beach Road 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) Intersection: 3: Carolina Beach Road & Hill Valley Walk Movement EB WB Directions Served LT R Maximum Queue (ft)60 20 Average Queue (ft)22 2 95th Queue (ft)50 12 Link Distance (ft)82 1116 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 04 - 2025 NoBuild PM 04 - 2025 NoBuild PM SimTraffic Report Intersection: 4: Carolina Beach Road & Southern Charm Drive Movement EB WB Directions Served R LT Maximum Queue (ft)29 46 Average Queue (ft)6 14 95th Queue (ft)24 41 Link Distance (ft)1184 82 Upstream Blk Time (%)0 Queuing Penalty (veh)0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Carolina Beach Road 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) Intersection: 14: Carolina Beach Road Movement WB WB Directions Served R R Maximum Queue (ft)8 22 Average Queue (ft) 0 1 95th Queue (ft)9 13 Link Distance (ft) 296 296 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 15 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 5 - 2025 Build AM 5 - 2025 Build AM SimTraffic Report Intersection: 1: Carolina Beach Road & Myrtle Grove Road Movement WB WB NB NB NB NB SB SB SB Directions Served L R U T T R L T T Maximum Queue (ft) 145 92 198 259 271 225 110 123 121 Average Queue (ft) 73 12 68 193 200 26 53 55 54 95th Queue (ft)125 55 177 283 287 144 97 99 101 Link Distance (ft)1533 1533 242 242 2406 2406 Upstream Blk Time (%)5 6 0 Queuing Penalty (veh)35 42 0 Storage Bay Dist (ft)100 125 150 Storage Blk Time (%)0 31 26 0 0 Queuing Penalty (veh)2 20 19 0 0 Intersection: 2: Carolina Beach Road Movement SB Directions Served L Maximum Queue (ft)87 Average Queue (ft)10 95th Queue (ft)56 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 425 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Carolina Beach Road & Hill Valley Walk Movement EB WB Directions Served LT R Maximum Queue (ft) 144 21 Average Queue (ft) 81 2 95th Queue (ft)141 12 Link Distance (ft)82 1116 Upstream Blk Time (%) 20 Queuing Penalty (veh) 38 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 5 - 2025 Build AM 5 - 2025 Build AM SimTraffic Report Intersection: 4: Carolina Beach Road & Southern Charm Drive Movement EB WB Directions Served R LT Maximum Queue (ft)22 41 Average Queue (ft)3 12 95th Queue (ft)17 37 Link Distance (ft)1184 82 Upstream Blk Time (%)0 Queuing Penalty (veh)0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Carolina Beach Road 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) Intersection: 6: Carolina Beach Road & Site Access Movement EB SB Directions Served R TR Maximum Queue (ft) 132 11 Average Queue (ft) 61 0 95th Queue (ft)110 7 Link Distance (ft)1167 247 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 5 - 2025 Build AM 5 - 2025 Build AM SimTraffic Report Intersection: 14: Carolina Beach Road Movement WB WB B11 B11 Directions Served R R T T Maximum Queue (ft) 211 219 12 16 Average Queue (ft) 38 48 1 1 95th Queue (ft)167 184 17 21 Link Distance (ft)386 386 383 383 Upstream Blk Time (%) 1 1 Queuing Penalty (veh) 5 7 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 169 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 6 - 2025 Build PM 6 - 2025 Build PM SimTraffic Report Intersection: 1: Carolina Beach Road & Myrtle Grove Road Movement WB WB NB NB NB NB SB SB SB Directions Served L R U T T R L T T Maximum Queue (ft) 235 15 172 234 241 213 146 171 179 Average Queue (ft) 113 1 48 177 185 52 72 82 83 95th Queue (ft)186 15 128 251 256 201 126 138 142 Link Distance (ft)1533 1533 213 213 2406 2406 Upstream Blk Time (%)0450 Queuing Penalty (veh) 0 27 32 0 Storage Bay Dist (ft)100 125 150 Storage Blk Time (%)1 28 22 0 0 Queuing Penalty (veh)3 14 35 2 0 Intersection: 2: Carolina Beach Road Movement SB Directions Served L Maximum Queue (ft)30 Average Queue (ft)2 95th Queue (ft)17 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 425 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Carolina Beach Road & Hill Valley Walk Movement EB WB Directions Served LT R Maximum Queue (ft) 125 21 Average Queue (ft) 57 2 95th Queue (ft)104 13 Link Distance (ft)82 1116 Upstream Blk Time (%) 4 Queuing Penalty (veh) 6 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 6 - 2025 Build PM 6 - 2025 Build PM SimTraffic Report Intersection: 4: Carolina Beach Road & Southern Charm Drive Movement EB WB Directions Served R LT Maximum Queue (ft)34 52 Average Queue (ft)6 19 95th Queue (ft)23 47 Link Distance (ft)1184 82 Upstream Blk Time (%)0 Queuing Penalty (veh)0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Carolina Beach Road 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) Intersection: 6: Carolina Beach Road & Site Access Movement EB SB SB Directions Served R T TR Maximum Queue (ft) 154 11 9 Average Queue (ft) 65 1 0 95th Queue (ft)123 9 5 Link Distance (ft)1166 275 275 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 6 - 2025 Build PM 6 - 2025 Build PM SimTraffic Report Intersection: 14: Carolina Beach Road Movement WB WB SB Directions Served R R T Maximum Queue (ft) 163 189 5 Average Queue (ft) 25 38 0 95th Queue (ft)104 131 5 Link Distance (ft)416 416 213 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 118 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM SimTraffic Report Intersection: 1: Carolina Beach Road & Myrtle Grove Road Movement WB WB NB NB NB NB SB SB SB Directions Served L R U T T R L T T Maximum Queue (ft) 150 95 200 267 266 225 112 118 112 Average Queue (ft) 71 8 53 198 206 43 56 54 51 95th Queue (ft)123 51 140 287 291 188 98 100 96 Link Distance (ft)1533 1533 242 242 2406 2406 Upstream Blk Time (%)0670 Queuing Penalty (veh) 0 44 52 0 Storage Bay Dist (ft)200 125 150 Storage Blk Time (%)14 28 0 0 Queuing Penalty (veh)9 21 0 0 Intersection: 2: Carolina Beach Road Movement SB Directions Served L Maximum Queue (ft) 105 Average Queue (ft) 14 95th Queue (ft)63 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 425 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Carolina Beach Road & Hill Valley Walk Movement EB WB Directions Served LT R Maximum Queue (ft) 146 22 Average Queue (ft) 92 3 95th Queue (ft)151 14 Link Distance (ft)82 1116 Upstream Blk Time (%) 26 Queuing Penalty (veh) 51 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM SimTraffic Report Intersection: 4: Carolina Beach Road & Southern Charm Drive Movement EB WB Directions Served R LT Maximum Queue (ft)26 41 Average Queue (ft)3 12 95th Queue (ft)16 37 Link Distance (ft)1184 82 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Carolina Beach Road 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) Intersection: 6: Carolina Beach Road & Site Access Movement EB Directions Served R Maximum Queue (ft) 168 Average Queue (ft) 72 95th Queue (ft)128 Link Distance (ft)1155 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 7 - 2025 Build Imp AM 7 - 2025 Build Imp AM SimTraffic Report Intersection: 14: Carolina Beach Road Movement WB WB B11 Directions Served R R T Maximum Queue (ft) 243 252 4 Average Queue (ft) 50 58 0 95th Queue (ft)184 196 4 Link Distance (ft)386 386 383 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 1 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 177 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM SimTraffic Report Intersection: 1: Carolina Beach Road & Myrtle Grove Road Movement WB WB NB NB NB NB SB SB SB Directions Served L R U T T R L T T Maximum Queue (ft) 229 6 212 236 248 213 151 169 174 Average Queue (ft) 116 0 51 180 187 49 71 81 83 95th Queue (ft)190 8 137 256 260 195 124 142 147 Link Distance (ft)1533 1533 213 213 2406 2406 Upstream Blk Time (%)0680 Queuing Penalty (veh) 0 39 48 0 Storage Bay Dist (ft)200 125 150 Storage Blk Time (%)0 8 25 0 0 Queuing Penalty (veh)0 4 38 2 0 Intersection: 2: Carolina Beach Road Movement SB Directions Served L Maximum Queue (ft)4 Average Queue (ft) 0 95th Queue (ft)3 Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 425 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Carolina Beach Road & Hill Valley Walk Movement EB WB Directions Served LT R Maximum Queue (ft) 116 22 Average Queue (ft) 53 3 95th Queue (ft)95 15 Link Distance (ft)82 1116 Upstream Blk Time (%) 3 Queuing Penalty (veh) 4 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM SimTraffic Report Intersection: 4: Carolina Beach Road & Southern Charm Drive Movement EB WB Directions Served R LT Maximum Queue (ft)29 46 Average Queue (ft)5 16 95th Queue (ft)22 43 Link Distance (ft)1184 82 Upstream Blk Time (%)0 Queuing Penalty (veh)0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Carolina Beach Road 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) Intersection: 6: Carolina Beach Road & Site Access Movement EB SB Directions Served R T Maximum Queue (ft) 160 6 Average Queue (ft) 74 0 95th Queue (ft)135 4 Link Distance (ft)1154 273 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Queuing and Blocking Report Myrtle Grove 8 - 2025 Build Imp PM 8 - 2025 Build Imp PM SimTraffic Report Intersection: 14: Carolina Beach Road Movement WB WB SB Directions Served R R T Maximum Queue (ft) 182 203 6 Average Queue (ft) 36 47 0 95th Queue (ft)139 157 4 Link Distance (ft)416 416 213 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 136 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Turning Movement Counts DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF File Name : SITE 1 Site Code : SITE 1 Start Date : 2/16/2022 Page No : 1 US 421 AND MYRTLE GROVE RD. WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY: KENNETH JOHNSON Groups Printed- PV - DUALS - TTST - TWINS US 421 (CAROLINA BEACH RD.) SOUTHBOUND SR. 1492 (MYRTLE GROVE RD.) WESTBOUND US 421 (CAROLINA BEACH RD.) NORTHBOUND SR. 1492 (MYRTLE GROVE RD.) EASTBOUND Start Time Left Thru Right U-Turns Peds App. Total Left Thru Right Peds App. Total Left Thru Right U-Turns Peds App. Total Left Thru Right Peds App. Total Int. Total 06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:00 AM 8 72 0 0 0 80 5 1 8 0 14 0 158 22 0 0 180 0 0 0 0 0 274 07:15 AM 15 98 0 0 0 113 18 0 12 0 30 0 153 15 0 0 168 0 0 0 0 0 311 07:30 AM 15 81 0 0 0 96 16 0 16 0 32 0 190 20 1 0 211 0 0 0 0 0 339 07:45 AM 17 121 0 0 0 138 28 0 30 2 60 0 272 34 1 0 307 0 0 0 0 0 505 Total 55 372 0 0 0 427 67 1 66 2 136 0 773 91 2 0 866 0 0 0 0 0 1429 08:00 AM 27 142 0 0 0 169 32 0 20 0 52 0 318 19 0 0 337 0 0 0 0 0 558 08:15 AM 24 227 0 0 0 251 34 0 14 0 48 0 280 11 0 0 291 0 0 0 0 0 590 08:30 AM 23 188 0 0 0 211 20 0 24 0 44 0 325 8 1 0 334 0 0 0 0 0 589 08:45 AM 14 256 0 0 0 270 51 0 29 0 80 0 229 12 0 0 241 0 0 0 0 0 591 Total 88 813 0 0 0 901 137 0 87 0 224 0 1152 50 1 0 1203 0 0 0 0 0 2328 09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF File Name : SITE 1 Site Code : SITE 1 Start Date : 2/16/2022 Page No : 2 US 421 AND MYRTLE GROVE RD. WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY: KENNETH JOHNSON Groups Printed- PV - DUALS - TTST - TWINS US 421 (CAROLINA BEACH RD.) SOUTHBOUND SR. 1492 (MYRTLE GROVE RD.) WESTBOUND US 421 (CAROLINA BEACH RD.) NORTHBOUND SR. 1492 (MYRTLE GROVE RD.) EASTBOUND Start Time Left Thru Right U-Turns Peds App. Total Left Thru Right Peds App. Total Left Thru Right U-Turns Peds App. Total Left Thru Right Peds App. Total Int. Total 02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00 PM 24 245 0 0 0 269 45 0 16 0 61 0 274 30 1 0 305 0 0 0 0 0 635 04:15 PM 31 313 0 0 0 344 39 0 10 0 49 0 212 39 1 0 252 0 0 0 0 0 645 04:30 PM 29 254 0 0 0 283 49 0 11 0 60 1 223 31 1 1 257 0 0 0 0 0 600 04:45 PM 20 257 0 0 0 277 62 0 7 0 69 0 158 40 0 0 198 0 0 0 0 0 544 Total 104 1069 0 0 0 1173 195 0 44 0 239 1 867 140 3 1 1012 0 0 0 0 0 2424 05:00 PM 37 291 0 0 0 328 69 0 5 0 74 0 243 27 1 0 271 0 0 0 0 0 673 05:15 PM 28 234 0 0 0 262 42 0 9 0 51 0 213 27 2 0 242 0 0 0 0 0 555 05:30 PM 30 260 0 0 0 290 54 0 7 0 61 1 241 33 0 0 275 0 0 0 0 0 626 05:45 PM 26 272 0 0 0 298 60 0 4 0 64 0 243 47 0 0 290 0 0 0 0 0 652 Total 121 1057 0 0 0 1178 225 0 25 0 250 1 940 134 3 0 1078 0 0 0 0 0 2506 06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 368 3311 0 0 0 3679 624 1 222 2 849 2 3732 415 9 1 4159 0 0 0 0 0 8687 Apprch %10 90 0 0 0 73.5 0.1 26.1 0.2 0 89.7 10 0.2 0 0 0 0 0 Total %4.2 38.1 0 0 0 42.4 7.2 0 2.6 0 9.8 0 43 4.8 0.1 0 47.9 0 0 0 0 0 PV 364 3238 0 0 0 3602 618 1 219 2 840 0 3654 408 9 1 4072 0 0 0 0 0 8514 % PV 98.9 97.8 0 0 0 97.9 99 100 98.6 100 98.9 0 97.9 98.3 100 100 97.9 0 0 0 0 0 98 DUALS 3 58 0 0 0 61 5 0 3 0 8 2 73 7 0 0 82 0 0 0 0 0 151 % DUALS 0.8 1.8 0 0 0 1.7 0.8 0 1.4 0 0.9 100 2 1.7 0 0 2 0 0 0 0 0 1.7 TTST 1 15 0 0 0 16 1 0 0 0 1 0 5 0 0 0 5 0 0 0 0 0 22 % TTST 0.3 0.5 0 0 0 0.4 0.2 0 0 0 0.1 0 0.1 0 0 0 0.1 0 0 0 0 0 0.3 TWINS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % TWINS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF File Name : SITE 1 Site Code : SITE 1 Start Date : 2/16/2022 Page No : 3 US 421 AND MYRTLE GROVE RD. WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY: KENNETH JOHNSON US 421 (CAROLINA BEACH RD.) S R . 1 4 9 2 ( M Y R T L E G R O V E R D . ) S R . 1 4 9 2 ( M Y R T L E G R O V E R D . ) US 421 (CAROLINA BEACH RD.) Right 0 0 0 0 0 Thru 3238 58 15 0 3311 Left 364 3 1 0 368 Peds 0 0 0 0 0 InOut Total 3873 3602 7475 76 61 137 5 16 21 0 0 0 3954 7633 3679 Ri g h t 21 9 3 0 0 22 2 Th r u 1 0 0 0 1 Le f t 61 8 5 1 0 62 4 Pe d s 2 0 0 0 2 Ou t To t a l In 77 2 84 0 16 1 2 10 8 18 1 1 2 0 0 0 78 3 16 3 2 84 9 Left 0 2 0 0 2 Thru 3654 73 5 0 3732 Right 408 7 0 0 415 Peds 10 0 0 0 10 Out TotalIn 3856 4072 7928 63 82 145 16 5 21 0 0 0 3935 8094 4159 Le f t 0 0 0 0 0 Th r u 0 0 0 0 0 Ri g h t 0 0 0 0 0 Pe d s 0 0 0 0 0 To t a l Ou t In 1 0 1 2 0 2 0 0 0 0 0 0 3 3 0 2/16/2022 06:00 AM 2/16/2022 07:45 PM PV DUALS TTST TWINS North TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF File Name : SITE 1 Site Code : SITE 1 Start Date : 2/16/2022 Page No : 4 US 421 AND MYRTLE GROVE RD. WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY: KENNETH JOHNSON US 421 (CAROLINA BEACH RD.) SOUTHBOUND SR. 1492 (MYRTLE GROVE RD.) WESTBOUND US 421 (CAROLINA BEACH RD.) NORTHBOUND SR. 1492 (MYRTLE GROVE RD.) EASTBOUND Start Time Left Thru Right U-Turns Peds App. Total Left Thru Right Peds App. Total Left Thru Right U-Turns Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 06:00 AM to 01:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 27 142 0 0 0 169 32 0 20 0 52 0 318 19 0 0 337 0 0 0 0 0 558 08:15 AM 24 227 0 0 0 251 34 0 14 0 48 0 280 11 0 0 291 0 0 0 0 0 590 08:30 AM 23 188 0 0 0 211 20 0 24 0 44 0 325 8 1 0 334 0 0 0 0 0 589 08:45 AM 14 256 0 0 0 270 51 0 29 0 80 0 229 12 0 0 241 0 0 0 0 0 591 Total Volume 88 813 0 0 0 901 137 0 87 0 224 0 1152 50 1 0 1203 0 0 0 0 0 2328 % App. Total 9.8 90.2 0 0 0 61.2 0 38.8 0 0 95.8 4.2 0.1 0 0 0 0 0 PHF .815 .794 .000 .000 .000 .834 .672 .000 .750 .000 .700 .000 .886 .658 .250 .000 .892 .000 .000 .000 .000 .000 .985 US 421 (CAROLINA BEACH RD.) S R . 1 4 9 2 ( M Y R T L E G R O V E R D . ) S R . 1 4 9 2 ( M Y R T L E G R O V E R D . ) US 421 (CAROLINA BEACH RD.) Right 0 Thru 813 Left 88 Peds 0 InOut Total 1239 901 2140 Ri g h t 87 Th r u 0 Le f t 13 7 Pe d s 0 Ou t To t a l In 13 8 22 4 36 2 Left 0 Thru 1152 Right 50 Peds 1 Out TotalIn 950 1203 2153 Le f t 0 Th r u 0 Ri g h t 0 Pe d s 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 08:00 AM PV DUALS TTST TWINS Peak Hour Data North TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF File Name : SITE 1 Site Code : SITE 1 Start Date : 2/16/2022 Page No : 5 US 421 AND MYRTLE GROVE RD. WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY: KENNETH JOHNSON US 421 (CAROLINA BEACH RD.) SOUTHBOUND SR. 1492 (MYRTLE GROVE RD.) WESTBOUND US 421 (CAROLINA BEACH RD.) NORTHBOUND SR. 1492 (MYRTLE GROVE RD.) EASTBOUND Start Time Left Thru Right U-Turns Peds App. Total Left Thru Right Peds App. Total Left Thru Right U-Turns Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 01:15 PM to 07:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 37 291 0 0 0 328 69 0 5 0 74 0 243 27 1 0 271 0 0 0 0 0 673 05:15 PM 28 234 0 0 0 262 42 0 9 0 51 0 213 27 2 0 242 0 0 0 0 0 555 05:30 PM 30 260 0 0 0 290 54 0 7 0 61 1 241 33 0 0 275 0 0 0 0 0 626 05:45 PM 26 272 0 0 0 298 60 0 4 0 64 0 243 47 0 0 290 0 0 0 0 0 652 Total Volume 121 1057 0 0 0 1178 225 0 25 0 250 1 940 134 3 0 1078 0 0 0 0 0 2506 % App. Total 10.3 89.7 0 0 0 90 0 10 0 0.1 87.2 12.4 0.3 0 0 0 0 0 PHF .818 .908 .000 .000 .000 .898 .815 .000 .694 .000 .845 .250 .967 .713 .375 .000 .929 .000 .000 .000 .000 .000 .931 US 421 (CAROLINA BEACH RD.) S R . 1 4 9 2 ( M Y R T L E G R O V E R D . ) S R . 1 4 9 2 ( M Y R T L E G R O V E R D . ) US 421 (CAROLINA BEACH RD.) Right 0 Thru 1057 Left 121 Peds 0 InOut Total 965 1178 2143 Ri g h t 25 Th r u 0 Le f t 22 5 Pe d s 0 Ou t To t a l In 25 5 25 0 50 5 Left 1 Thru 940 Right 134 Peds 3 Out TotalIn 1282 1078 2360 Le f t 0 Th r u 0 Ri g h t 0 Pe d s 0 To t a l Ou t In 1 0 1 Peak Hour Begins at 05:00 PM PV DUALS TTST TWINS Peak Hour Data North TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF File Name : SITE 2 Site Code : SITE 2 Start Date : 2/16/2022 Page No : 1 US 421 AND HILL VALLEY WALK / SOUTHERN WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY: MICHAEL JOHNSON Groups Printed- PV - DUALS - TTST - TWINS US 421 (CAROLINA BEACH RD.) SOUTHBOUND HILL VALLEY WALK WESTBOUND US 421 (CAROLINA BEACH RD.) NORTHBOUND SOUTHERN CHARM RD. EASTBOUND Start Time Left Thru Right U- TURNS Peds App. Total Left Thru Right Peds App. Total Left Thru Right U-Turns Peds App. Total Left Thru Right Peds App. Total Int. Total 06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:00 AM 1 70 1 6 0 78 0 0 1 0 1 1 173 0 0 0 174 0 0 1 0 1 254 07:15 AM 0 111 0 5 0 116 0 0 0 0 0 0 163 0 1 0 164 0 0 1 0 1 281 07:30 AM 2 88 0 10 0 100 0 0 1 0 1 1 199 0 1 0 201 0 0 3 0 3 305 07:45 AM 2 145 0 5 0 152 0 0 0 0 0 0 301 0 2 0 303 0 0 4 0 4 459 Total 5 414 1 26 0 446 0 0 2 0 2 2 836 0 4 0 842 0 0 9 0 9 1299 08:00 AM 0 165 3 6 0 174 0 0 2 0 2 2 329 0 3 0 334 0 0 2 0 2 512 08:15 AM 2 249 0 12 0 263 0 0 0 0 0 1 279 0 1 0 281 0 0 0 0 0 544 08:30 AM 1 193 0 16 0 210 0 0 1 0 1 1 316 0 0 0 317 0 0 0 0 0 528 08:45 AM 2 304 1 2 0 309 0 0 0 0 0 0 239 0 3 0 242 0 0 1 0 1 552 Total 5 911 4 36 0 956 0 0 3 0 3 4 1163 0 7 0 1174 0 0 3 0 3 2136 09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF File Name : SITE 2 Site Code : SITE 2 Start Date : 2/16/2022 Page No : 2 US 421 AND HILL VALLEY WALK / SOUTHERN WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY: MICHAEL JOHNSON Groups Printed- PV - DUALS - TTST - TWINS US 421 (CAROLINA BEACH RD.) SOUTHBOUND HILL VALLEY WALK WESTBOUND US 421 (CAROLINA BEACH RD.) NORTHBOUND SOUTHERN CHARM RD. EASTBOUND Start Time Left Thru Right U- TURNS Peds App. Total Left Thru Right Peds App. Total Left Thru Right U-Turns Peds App. Total Left Thru Right Peds App. Total Int. Total 02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00 PM 3 286 4 1 0 294 0 0 1 0 1 2 302 0 0 2 306 0 0 6 0 6 607 04:15 PM 0 349 2 2 1 354 0 0 1 0 1 2 248 0 0 2 252 0 0 1 0 1 608 04:30 PM 3 295 4 5 0 307 0 0 1 0 1 1 248 0 0 5 254 0 0 0 0 0 562 04:45 PM 1 312 4 3 0 320 0 0 2 0 2 3 193 0 0 2 198 0 0 3 0 3 523 Total 7 1242 14 11 1 1275 0 0 5 0 5 8 991 0 0 11 1010 0 0 10 0 10 2300 05:00 PM 2 353 3 5 0 363 0 0 0 0 0 1 265 0 0 1 267 0 0 2 0 2 632 05:15 PM 3 267 3 8 0 281 0 0 0 0 0 1 232 0 0 3 236 0 0 3 0 3 520 05:30 PM 0 298 6 10 0 314 0 0 0 0 0 2 264 0 0 10 276 0 0 1 0 1 591 05:45 PM 0 314 9 9 0 332 0 0 2 0 2 0 279 0 0 0 279 0 0 1 0 1 614 Total 5 1232 21 32 0 1290 0 0 2 0 2 4 1040 0 0 14 1058 0 0 7 0 7 2357 06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 22 3799 40 105 1 3967 0 0 12 0 12 18 4030 0 11 25 4084 0 0 29 0 29 8092 Apprch %0.6 95.8 1 2.6 0 0 0 100 0 0.4 98.7 0 0.3 0.6 0 0 100 0 Total %0.3 46.9 0.5 1.3 0 49 0 0 0.1 0 0.1 0.2 49.8 0 0.1 0.3 50.5 0 0 0.4 0 0.4 PV 22 3720 40 105 1 3888 0 0 12 0 12 18 3945 0 11 25 3999 0 0 29 0 29 7928 % PV 100 97.9 100 100 100 98 0 0 100 0 100 100 97.9 0 100 100 97.9 0 0 100 0 100 98 DUALS 0 63 0 0 0 63 0 0 0 0 0 0 80 0 0 0 80 0 0 0 0 0 143 % DUALS 0 1.7 0 0 0 1.6 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 1.8 TTST 0 16 0 0 0 16 0 0 0 0 0 0 5 0 0 0 5 0 0 0 0 0 21 % TTST 0 0.4 0 0 0 0.4 0 0 0 0 0 0 0.1 0 0 0 0.1 0 0 0 0 0 0.3 TWINS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % TWINS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF File Name : SITE 2 Site Code : SITE 2 Start Date : 2/16/2022 Page No : 3 US 421 AND HILL VALLEY WALK / SOUTHERN WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY: MICHAEL JOHNSON US 421 (CAROLINA BEACH RD.) S O U T H E R N C H A R M R D . H I L L V A L L E Y W A L K US 421 (CAROLINA BEACH RD.) Right 40 0 0 0 40 Thru 3720 63 16 0 3799 Left 22 0 0 0 22 Peds 106 0 0 0 106 InOut Total 3957 3888 7845 80 63 143 5 16 21 0 0 0 4042 8009 3967 Ri g h t 12 0 0 0 12 Th r u 0 0 0 0 0 Le f t 0 0 0 0 0 Pe d s 0 0 0 0 0 Ou t To t a l In 22 12 34 0 0 0 0 0 0 0 0 0 22 34 12 Left 18 0 0 0 18 Thru 3945 80 5 0 4030 Right 0 0 0 0 0 Peds 36 0 0 0 36 Out TotalIn 3749 3999 7748 63 80 143 16 5 21 0 0 0 3828 7912 4084 Le f t 0 0 0 0 0 Th r u 0 0 0 0 0 Ri g h t 29 0 0 0 29 Pe d s 0 0 0 0 0 To t a l Ou t In 58 29 87 0 0 0 0 0 0 0 0 0 58 87 29 2/16/2022 06:00 AM 2/16/2022 07:45 PM PV DUALS TTST TWINS North TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF File Name : SITE 2 Site Code : SITE 2 Start Date : 2/16/2022 Page No : 4 US 421 AND HILL VALLEY WALK / SOUTHERN WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY: MICHAEL JOHNSON US 421 (CAROLINA BEACH RD.) SOUTHBOUND HILL VALLEY WALK WESTBOUND US 421 (CAROLINA BEACH RD.) NORTHBOUND SOUTHERN CHARM RD. EASTBOUND Start Time Left Thru Right U- TURNS Peds App. Total Left Thru Right Peds App. Total Left Thru Right U-Turns Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 06:00 AM to 01:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 165 3 6 0 174 0 0 2 0 2 2 329 0 3 0 334 0 0 2 0 2 512 08:15 AM 2 249 0 12 0 263 0 0 0 0 0 1 279 0 1 0 281 0 0 0 0 0 544 08:30 AM 1 193 0 16 0 210 0 0 1 0 1 1 316 0 0 0 317 0 0 0 0 0 528 08:45 AM 2 304 1 2 0 309 0 0 0 0 0 0 239 0 3 0 242 0 0 1 0 1 552 Total Volume 5 911 4 36 0 956 0 0 3 0 3 4 1163 0 7 0 1174 0 0 3 0 3 2136 % App. Total 0.5 95.3 0.4 3.8 0 0 0 100 0 0.3 99.1 0 0.6 0 0 0 100 0 PHF .625 .749 .333 .563 .000 .773 .000 .000 .375 .000 .375 .500 .884 .000 .583 .000 .879 .000 .000 .375 .000 .375 .967 US 421 (CAROLINA BEACH RD.) S O U T H E R N C H A R M R D . H I L L V A L L E Y W A L K US 421 (CAROLINA BEACH RD.) Right 4 Thru 911 Left 5 Peds 36 InOut Total 1166 956 2122 Ri g h t 3 Th r u 0 Le f t 0 Pe d s 0 Ou t To t a l In 5 3 8 Left 4 Thru 1163 Right 0 Peds 7 Out TotalIn 914 1174 2088 Le f t 0 Th r u 0 Ri g h t 3 Pe d s 0 To t a l Ou t In 8 3 11 Peak Hour Begins at 08:00 AM PV DUALS TTST TWINS Peak Hour Data North TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF File Name : SITE 2 Site Code : SITE 2 Start Date : 2/16/2022 Page No : 5 US 421 AND HILL VALLEY WALK / SOUTHERN WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY: MICHAEL JOHNSON US 421 (CAROLINA BEACH RD.) SOUTHBOUND HILL VALLEY WALK WESTBOUND US 421 (CAROLINA BEACH RD.) NORTHBOUND SOUTHERN CHARM RD. EASTBOUND Start Time Left Thru Right U- TURNS Peds App. Total Left Thru Right Peds App. Total Left Thru Right U-Turns Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 01:15 PM to 07:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 2 353 3 5 0 363 0 0 0 0 0 1 265 0 0 1 267 0 0 2 0 2 632 05:15 PM 3 267 3 8 0 281 0 0 0 0 0 1 232 0 0 3 236 0 0 3 0 3 520 05:30 PM 0 298 6 10 0 314 0 0 0 0 0 2 264 0 0 10 276 0 0 1 0 1 591 05:45 PM 0 314 9 9 0 332 0 0 2 0 2 0 279 0 0 0 279 0 0 1 0 1 614 Total Volume 5 1232 21 32 0 1290 0 0 2 0 2 4 1040 0 0 14 1058 0 0 7 0 7 2357 % App. Total 0.4 95.5 1.6 2.5 0 0 0 100 0 0.4 98.3 0 0 1.3 0 0 100 0 PHF .417 .873 .583 .800 .000 .888 .000 .000 .250 .000 .250 .500 .932 .000 .000 .350 .948 .000 .000 .583 .000 .583 .932 US 421 (CAROLINA BEACH RD.) S O U T H E R N C H A R M R D . H I L L V A L L E Y W A L K US 421 (CAROLINA BEACH RD.) Right 21 Thru 1232 Left 5 Peds 32 InOut Total 1042 1290 2332 Ri g h t 2 Th r u 0 Le f t 0 Pe d s 0 Ou t To t a l In 5 2 7 Left 4 Thru 1040 Right 0 Peds 14 Out TotalIn 1239 1058 2297 Le f t 0 Th r u 0 Ri g h t 7 Pe d s 0 To t a l Ou t In 25 7 32 Peak Hour Begins at 05:00 PM PV DUALS TTST TWINS Peak Hour Data North TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF Supporting Documentation DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF SIGNAL FACE I.D. NOTES Isolated Fully Actuated 3 Phase SHEET NO.PROJECT REFERENCE NO. SEAL PREPARED BY: SIG. INVENTORY NO. SCALE REVISIONS REVIEWED BY: INIT.DATE REVIEWED BY: DATESIGNATURE PLAN DATE: 0 Division 3 New Hanover County Wilmington SR 1492 (Myrtle Grove Road) at US 421 (Carolina Beach Road) November 2015 PLA Jeff Spence 1"=40' 40 Plan of Record 03-0908 POR j r s p e n c e S : \ I T S & S U \ I T S S i g n a l s \ S i g n a l D e s i g n S e c t i o n \ E a s t e r n R e g i o n \ D i v - 0 3 \ P O R \ 0 3 - 0 9 0 8 \ 0 3 0 9 0 8 _ s i g _ p o r _ 2 0 2 0 m m m d d . d g n 1 4 - J U L - 2 0 2 0 1 1 : 0 0 All Heads L.E.D. Directional Arrow Controller & Cabinet Signal Pole with Guy With Push Button & Sign Signal Pole with Sidewalk Guy Inductive Loop Detector Traffic Signal Head Pedestrian Signal Head 2-in Underground Conduit LEGEND PROPOSED EXISTING Sign Modified Signal Head N/A Junction Box N/A Right of Way Metal Pole with Mastarm existing existing "YIELD" Sign (R1-2)A A ex i s t i n g ex i s t i n g ex i s t i n g ex i s t i n g existing existing R Y G 12" 55 Mph 0% Grade 55 Mph 0% GradeUS 421 (Carolina Beach Road) US 421 (Carolina Beach Road) 4 5 Mp h 0 % Gra de SR 14 9 2 ( Myrtle Grove Road) N ex ex ex ex e x e x 61 62 21 22 41 42 Sig.1.0 Soil Soil Soil Soil ex ex Std case A3 6.250005 Metal Pole #2 Std case B6 6.250005 Metal Pole #1 Std case B6 6.250005 Metal Pole #3 ex 11 23 R Y FY 12" R Y FY 12" PEDESTRIAN MOVEMENT UNSIGNALIZED MOVEMENT UNDETECTED MOVEMENT (OVERLAP) DETECTED MOVEMENT PHASING DIAGRAM DETECTION LEGEND PHASING DIAGRAM 02+6 TABLE OF OPERATION FACE SIGNAL PHASE 02+6 FLASH 04 04 FEATURE 6 ON --- ---- -- - -- -- -- ON ON ON - - MIN RECALL YELLOW - - -- M in G reen 1 * Extension 1 * M ax G reen 1 * Yellow Clearance Red Clearance W alk 1 * Don't W alk 1 Seconds Per Actuation * M ax Variable Initial * Tim e Before Reduction * Tim e To Reduce * M inim um Gap Recall M ode Vehicle Call M em ory Dual Entry Sim ultaneous Gap -- -- OASIS 2070 TIMING CHART be lower than 4 seconds. phases 2 and 6 lower than what is shown. M in Green for all other phases should not * These values m ay be field adjusted. Do not adjust M in G reen and Extension tim es for TURNS INDUCTIVE LOOPS PHASE DETECTOR PROGRAMMING LOOP TIME DELAY (FT) STOPBAR FROM DISTANCE (FT) SIZE TIME STRETCH N E W C A R D N E W L O O P F U L L T I M E D E L A Y E X T E N S I O N CA L L I N G S Y S T E M L O O P - Y Y ---- - - - - - -Y Y Y Y Y Y Y -- - - - - -Y Y Y Y Y --- - - -- - - -- - - - OASIS 2070 LOOP & DETECTOR INSTALLATION CHART 01+6 0 1 + 6 1 2 4 MIN RECALL YELLOW 5 14 5 14 PHASE 6.0 1.0 6.02.0 60 20 60 5.2 1.0 3.0 3.1 5.2 1.0 1.5 46 15 30 3.4 1.5 46 15 30 3.4 15 11 21 61,62 41,42 22,23 2A 2B 4A 6A 6B 1A 6X6 6X6 6X6 6X6 420 420 420 420 6X40 0 2-4-2 2-4-2 2 2 4 6 6 6X40 0 1 6 Y 3 3 15 11 21 22,23 41,42 61,62 G G GR R R Y Y R F Y F Y R G R R F Y R Y Y 3.0 2.4 ex ex - - - - - PREPARED BY: Jeff Spence July 2020 DATE: DATE: July 2020 REVIEWED BY: KGP,Jr. COMMENTS Plan of Record its original state. by field personnel. This plan may have been modified from This plan of record reflects existing field conditions as submitted DATE: SIGNATURE: document. considered a certified This document shall not be on 11/3/15 Pamela L. Alexander, 023489 issued and sealed by This document originally Not a certified document. DO CUM ENT NO T CONSIDERED FINAL UNLESS ALL SIGNATURES CO M PLETED Updated side street lane configuration EXIST EXIST EXIST EXIST presence mode. 5. Set all detector units to 3. Phase 1 may be lagged. the Engineer. unless otherwise directed by night flashing operation 2. Do not program signal for late Structures" dated January 2018. Specifications for Roads and 2018 and "Standard Drawings NCDOT" dated January 1. Refer to "Roadway Standard 4. Do not install backplates. ex 2A 2B 4A 1A 6B 6A T N T T I N D E P A R T ME N OF T R A SPORT A IO N S T A E OF N ORTH C AROL A n oi s i v i D ytefaS d n a ytiliboM noitatr o p s n a r T noitceS ngiseD l a n giS 750 N. Greenfield Pkwy, Garner, NC 27529 Prepared in the Offices of: A A 7/14/2020 DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF CVAF Flow Rate Adjusted Flow Rate Turning Demand AM Peak 1 1261 AM Peak 1261 192 PM Peak 1 1118 PM Peak 1118 145 Peak Hour Volumes Peak Hour Volumes US 17 SB U-TURN AND HILL VALLEY WALK AM Peak PM Peak SIGNAL WARRANT ANALYSIS INTERSECTIONS WITH TWO OR THREE APPROACHES DocuSign Envelope ID: BD540FE9-3799-46EC-808B-CD15968B1EDF