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Traffic Impact Analysis
2TR A N S P O R T A T I O N PROJECT # Celebrat i n g Celebrat i n g Market Street Townhomes Wilmington, NC PREPARED FOR: CIP Construction Company December 2, 2022 220248 DAVEI\PORT Transportation I mpact Analysis [Vlarket Street Townhomes Wilmington, NC Prepared for CIP Construction Company December 2,2A22 Analysis by: Sam Starks Drafting/Graphics by:Sam Starks Reviewed by: AJ Anastopoulo. P.E. Erin Govea, P.E. Sealed by: AJ Anastopoulo. P.E. EI 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. Home Office: 119 Brookstown Ave. Suite PH1 Winston-Saiem, NC 27101 Maini 336.744.1S36; Fax: 33S.458.9377 Wilmington Regional Office: 5917 Oleander Drive, Suite 206 Wilmington, NC 28403 Main: $10.251 .8312; Fax: 336.458.9377 .i1\llli/77r,.sit, g.lR'6,i,, ---toa"t n';;'A z-""iffi:.31----9ft2lr nrvnst?i+*'//lttll\\ttt' SIiAL Seruing the Scutheast since 2002 tr 12/2/2022 220248 Market Street Townhomes i EXECUTIVE SUMMARY The proposed residential development is located east of Market Street and south of the intersection of Brays Drive and Shackleford Drive in Wilmington, NC. The proposed development is planned to consist of up to 348 townhomes. The expected build-out year for this development is 2024. Information regarding this property was provided by CIP Construction Company. Two scenarios were analyzed for this Transportation Impact Analysis (TIA). Scenario A analyzed two access points for the development. The first access point, which is right-in/right-out (RIRO), will be located along Market Street approximately 325 feet south of Cypress Pond Way. The second access point will be a new connection extending Brays Drive. In Scenario B, only the first access point along Market Street will be used, while the access point to Brays Drive will be used for emergency access only. 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 TIA was performed based on the scope agreed upon with the Wilmington Metropolitan Planning Organization (WMPO) and the North Carolina Department of Transportation (NCDOT). This site has a trip generation potential of 2,306 daily trips, 131 trips in the AM peak hour, and 170 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 and local standards. 12/2/2022 220248 Market Street Townhomes ii Table 6.1 – Summary of Recommended Improvements INTERSECTION SCENARIO A RECOMMENDATIONS (2 Access Points) SCENARIO B RECOMMENDATIONS (1 Access Point) Market Street and Hays Lane/ Commercial Driveway No improvements recommended No improvements recommended Market Street and Cypress Pond Way Extend northbound left turn lane storage by 50 feet to 300 feet with appropriate taper. Extend northbound left turn lane storage by 50 feet to 300 feet with appropriate taper. Market Street and Porters Neck Road No improvements recommended No improvements recommended Porters Neck and Brays Drive (Site Access 2) No improvements recommended No improvements recommended Market Street and Site Access 1 Install northbound right turn lane with 150 feet of storage and appropriate deceleration and taper Design site drive according to applicable NCDOT and local standards. Install northbound right turn lane with 200 feet of storage and appropriate deceleration and taper Design site drive according to applicable NCDOT and local standards. *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND RIGHT IN / RIGHT OUT Porters Neck Road Br a y s D r i v e / Si t e A c c e s s 2 Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) 100' 525'350' 100' 25 0 ' 25 0 ' FU L L 20 0 ' 45 0 ' 42 5 ' 175' 475' 22 5 ' 25 0 ' t o 30 0 ' 150' 250' 50'FULL 325' 32 5 ' 32 5 ' FU L L 50' FULL 15 0 ' 45 0 ' ~1 3 8 0 ' ~1 3 3 0 ' ~1035' SPEEDLIMIT45 SPEED LIMIT45 SPEED LIMIT45 XX' = LANE STORAGE LENGTH475' 44 , 5 0 0 2019 AADT VOLUMES XXXXX 44 , 5 0 0 15,500 FIGURE A RECOMMENDED IMPROVEMENTS (SCENARIO A) Site Access 1 15 0 ' *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND RIGHT IN / RIGHT OUT Porters Neck Road Br a y s D r i v e Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) 100' 525'350' 100' 25 0 ' 25 0 ' FU L L 20 0 ' 45 0 ' 42 5 ' 175' 475' 22 5 ' 25 0 ' t o 30 0 ' 150' 250' 50'FULL 325' 32 5 ' 32 5 ' FU L L 50' FULL 15 0 ' 45 0 ' ~1 3 8 0 ' ~1 3 3 0 ' ~1035' SPEEDLIMIT45 SPEED LIMIT45 SPEED LIMIT45 XX' = LANE STORAGE LENGTH475' 44 , 5 0 0 2019 AADT VOLUMES XXXXX 44 , 5 0 0 15,500 FIGURE B RECOMMENDED IMPROVEMENTS (SCENARIO B) Site Access 1 20 0 ' 12/2/2022 220248 Market Street Townhomes v Table of Contents EXECUTIVE SUMMARY ................................................................................................. i Figure A: Scenario A Recommended Improvements ........................................................ iii Figure B: Scenario B Recommended Improvements ........................................................ iv 1.0 Introduction ............................................................................................................. 1 Figure 1 – Site Plan ................................................................................................................. 2 Figure 2A – Site Location Map ............................................................................................... 3 Figure 2B – Vicinity Map ......................................................................................................... 4 2.0 Existing Conditions ................................................................................................ 5 2.1 Inventory .............................................................................................................................. 5 2.2 Existing Traffic Volumes ................................................................................................... 5 3.0 Approved Development and Committed Improvements ..................................... 5 3.1 Approved Developments .................................................................................................. 5 3.2 Committed Improvements ................................................................................................ 6 4.0 Methodology ........................................................................................................... 6 4.1 Base Assumptions and Standards .................................................................................. 6 4.2 Future No Build Volumes .................................................................................................. 6 Figure 3 – Existing Lane Geometry ....................................................................................... 8 Figure 4 Existing Volumes .................................................................................................... 10 Figure 5 – Approved Development Trips .............................................................................. 9 Figure 6 Future No Build Volumes ...................................................................................... 10 4.3 Trip Generation ................................................................................................................ 11 4.4 Trip Distribution and Assignment .................................................................................. 11 4.5 Future Build Volumes ...................................................................................................... 11 Figure 7A – Scenario A Trip Distribution ............................................................................ 12 Figure 7B – Scenario B Trip Distribution ............................................................................ 13 Figure 8A – Scenario A Site Trips ....................................................................................... 14 Figure 8B – Scenario B Site Trips ....................................................................................... 15 Figure 9A – Scenario A Future Build Volumes .................................................................. 16 Figure 9B – Scenario B Future Build Volumes .................................................................. 17 5.0 Capacity Analysis ................................................................................................. 18 5.1 Level of Service Evaluation Criteria .............................................................................. 18 5.2 Queueing Evaluation ....................................................................................................... 18 5.3 Level of Service and Queueing Results ....................................................................... 19 6.0 Summary and Conclusion .................................................................................... 29 Figure 10A – Scenario A Recommended Improvements ................................................ 30 Figure 10B – Scenario B Recommended Improvements ................................................ 31 Appendix ...................................................................................................................... 32 12/2/2022 220248 Market Street Townhomes 1 1.0 Introduction The proposed residential development is located east of Market Street and south of the intersection of Brays Drive and Shackleford Drive in Wilmington, NC. The proposed development is planned to consist of up to 348 townhomes. The planned build-out year for this development is 2024. Information regarding the property was provided by CIP Construction Company. Two alternatives were analyzed for this TIA. Alternative A analyzed two access points for the development. The first access point, which is right-in/right-out (RIRO), will be located along Market Street approximately 325 feet south of Cypress Pond Way. The second access point will be a new connection extending Brays Drive. In Alternative B, only the first access point along Market Street will be used, while the access point to Brays Drive will be used for emergency access only. DAVENPORT was retained to determine the potential traffic impacts of this development and to identify transportation improvements that may be required to accommodate these impacts. The following intersections were included in the study: 1. Market Street and Hays Lane/Commercial Driveway (signalized) 2. Market Street and Cypress Pond Way (unsignalized) 3. Market Street and Porters Neck Road (signalized) 4. Porters Neck Road and Brays Drive (Site Access 2) (unsignalized) 5. Market Street and Site Access 1 (unsignalized) These intersections were analyzed during the AM and PM peak hours for the following conditions: 2022 Existing Conditions 2024 Future No Build Conditions 2024 Future Build Conditions Alternative A (2 access points) 2024 Future Build Conditions Alternative B (1 access point) 2024 Future Build Conditions Alternative A with Improvements (if required) 2024 Future Build Conditions Alternative B with Improvements (if required) The TIA was performed based on the scope agreed upon with WMPO/NCDOT. It was conducted according to the standards and best practices of the transportation engineering profession. FIGURE 1 SITE PLAN SITE ACCESSES FIGURE 2A SITE LOCATION MAP SITE INDICATOR FIGURE 2B VICINITY MAP STUDY INTERSECTIONS EXISTING PROPOSED 1 5 2 3 4 12/2/2022 220248 Market Street Townhomes 5 2.0 Existing Conditions 2.1 Inventory Table 2.1 presents a summary of the study area roadway conditions. Figure 3 shows the existing lane geometry. Table 2.1 - Street Inventory Facility Name Route # AADT (vpd) Typical Cross Section Pavement Width Speed Limit (MPH) Maintained By Market Street US 17 44,500 4 to 6-lane with median 12-foot lanes 45 MPH NCDOT Hays Lane N/A Not reported 4 to 7-lane with median 11-foot lanes 25 MPH Private Commercial Driveway N/A Not reported 1-lane undivided 12-foot lanes 25 MPH Private Cypress Pond Way N/A Not reported 2-lane undivided 12-foot lanes 25 MPH Private Porters Neck Road SR-1402 15,500 2-lane undivided 12-foot lanes 45 MPH NCDOT Brays Drive N/A Not reported 2-lane undivided 15-foot lanes 25 MPH Private 2.2 Existing Traffic Volumes Turning movement counts for this project were collected by Quality Counts when schools were in session. Table 2.2 contains the location, dates, and times these counts were conducted. The traffic volumes were not balanced between the study intersections since the existing driveways and land uses account for the imbalance. Additionally, a minimum of four vehicles per hour were assigned to all movements per NCDOT Congestion Management standards. The existing AM and PM peak hour volumes are shown in Figure 4. Traffic count data are provided in the Appendix. Table 2.2 - Traffic Volume Data Count Location Date Taken Hours Market Street at Hays Lane / Commercial Driveway 9/13/2022 Quality Counts Market Street at Cypress Pond Way 9/13/2022 Quality Counts Market Street at Porters Neck Road 9/13/2022 Quality Counts Porters Neck Road at Brays Drive 9/13/2022 Quality Counts 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 the approved scope, there are two approved developments in the study area. 12/2/2022 220248 Market Street Townhomes 6 The first approved development, Marsh Oaks, is a mixed-used development consisting of 10,200 square feet of medical-dental office, 6,300 square feet of strip retail plaza, and 2,400 square feet of high-turnover sit-down restaurant. The estimated buildout is 2023. This proposed development is to be located along US 17 and Marsh Oaks Drive with one right-in/right-out access on US 17 and one full access driveway on Marsh Oaks Drive. The second approved development, the Primrose School of Mayfaire, is a 191-student daycare center. Estimated buildout is 2022. This proposed development is to be located along US 17 and Marsh Oaks Drive with one right-in right-out access on US 17 and one full access driveway on Marsh Oaks Drive. Figure 5 shows the approved development trips. 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. The Military Cutoff Road Extension project (TIP U-4751) is currently under construction and is expected to be completed in 2023. This extension runs from the existing termini of Military Cutoff Road at US 17 to the John Jay Burney, Jr. Freeway. This project is expected to reduce volumes along US 17. 4.0 Methodology 4.1 Base Assumptions and Standards In general, the analysis for this project was conducted utilizing commonly accepted NCDOT standards. Table 4.1 contains a summary of the base assumptions. Table 4.1 - Assumptions Annual Growth Rate 1% Analysis Software Synchro/SimTraffic Lane Widths 12 feet Peak Hour Factor 0.90 Truck Percentage 2% Due to Synchro modeling issues, per correspondence with NCDOT, U-turns were combined with left turns for all approaches at the intersection of Market Street and Porters Neck Road. This allowed for a right-turn overlap phase without any conflicts. At the intersection of Market Street and Hays Lane, southbound U-turns were kept separated from southbound left turns due to project trips being distributed to the southbound U-turn movement. On the eastbound, westbound, and northbound approaches, U-turns were combined with left turns. 4.2 Future No Build Volumes The 2024 future no build traffic volumes were computed by applying a one percent (1%) compounded annual growth rate to the 2022 existing traffic volumes and adding approved development trips. Figure 6 shows 2024 future no build traffic volumes for AM and PM peaks. *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND RIGHT IN / RIGHT OUT Porters Neck Road Br a y s D r i v e Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) 100' 350' 350' 100' 25 0 ' 25 0 ' FU L L 20 0 ' 45 0 ' 42 5 ' 200' 250' 22 5 ' 25 0 ' 150' 250' 50' FULL 325' 32 5 ' 32 5 ' FU L L 50' FULL 15 0 ' 45 0 ' ~1 3 8 0 ' ~1 3 3 0 ' ~1035' SPEED LIMIT 45 SPEED LIMIT 45 SPEED LIMIT 45 XX' = LANE STORAGE LENGTH200' 44 , 5 0 0 2019 AADT VOLUMES XXXXX 44 , 5 0 0 15,500 FIGURE 3 EXISTING LANE GEOMETRY *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. FIGURE 4 2022 EXISTING TRAFFIC VOLUMES SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND AM / PM PEAKS RIGHT IN / RIGHT OUT 94 / 257 Porters Neck Road Br a y s D r i v e Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) 9 / 1 53 / 153 7 / 37 1 / 5 1 / 24 11 8 / 2 3 2 14 3 5 / 1 5 7 1 29 / 8 16 2 6 / 1 5 4 9 42 / 4 10 4 / 1 6 8 66 / 147 64 / 1 6 0 14 6 5 / 1 7 3 1 17 9 3 / 1 6 8 2 33 / 4 4 123 / 220 54 / 89 70 / 119 492 / 519 54 / 80 255 / 216 86 / 1 5 1 97 9 / 1 1 8 0 34 7 / 2 8 8 12 4 9 / 1 0 7 5 17 7 / 1 7 4 14 4 / 1 8 5 548 / 543 7 / 19 3 / 2 762 / 733 12 / 2 4 6 / 2 6 / 1 6 / 4 0 2 / 4 17 / 1 6 22 / 2 1 0 / 0 10 / 2 4 0 / 0 17 / 5 4 *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. FIGURE 5 APPROVED DEVELOPMENT TRIPS SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND AM / PM PEAKS RIGHT IN / RIGHT OUT 0 / 0 Porters Neck Road Br a y s D r i v e Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 46 / 6 0 0 / 0 59 / 5 0 0 / 0 0 / 0 0 / 0 0 / 0 46 / 6 0 59 / 5 0 0 / 0 0 / 0 0 / 0 0 / 0 30 / 25 0 / 0 0 / 0 0 / 0 23 / 3 0 23 / 3 0 29 / 2 5 0 / 0 0 / 0 23 / 30 0 / 0 0 / 0 30 / 25 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. FIGURE 6 2024 FUTURE NO BUILD VOLUMES SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND AM / PM PEAKS RIGHT IN / RIGHT OUT 96 / 263 Porters Neck Road Br a y s D r i v e Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) 10 / 2 55 / 157 8 / 38 2 / 6 2 / 25 12 1 / 2 3 7 15 1 0 / 1 6 6 3 30 / 9 17 1 8 / 1 6 3 1 43 / 5 10 7 / 1 7 2 68 / 150 66 / 1 6 4 15 4 1 / 1 8 2 6 18 8 9 / 1 7 6 6 34 / 4 5 126 / 225 56 / 91 72 / 122 532 / 555 56 / 82 261 / 221 88 / 1 5 5 10 2 2 / 1 2 3 4 37 7 / 3 2 4 13 0 4 / 1 1 2 2 18 1 / 1 7 8 14 7 / 1 8 9 583 / 584 8 / 20 4 / 3 808 / 773 13 / 2 5 7 / 3 7 / 2 7 / 4 1 3 / 5 18 / 1 7 23 / 2 2 0 / 0 11 / 2 5 0 / 0 18 / 5 6 12/2/2022 220248 Market Street Townhomes 11 4.3 Trip Generation The proposed development will contain up to 348 residential units, which will be considered multifamily housing for the purposes of this analysis. The trip generation potential of this site was projected based on the 11th Edition of the Institute of Transportation Engineers (ITE) Trip Generation Manual and guidance from NCDOT Congestion Management on the selection of appropriate variables. Table 4.2 presents the results. Table 4.2 - ITE 11th Edition Trip Generation Average Weekday Driveway Volumes 24-Hour AM Peak Hour PM Peak Hour Two-Way Land Use ITE Land Use Code Size Data Source Volume Enter Exit Enter Exit Multifamily Housing (Low-Rise) 220 348 Dwelling Units Adjacent- Equation 2,306 31 100 107 63 Total Primary Trips 2,306 31 100 107 63 4.4 Trip Distribution and Assignment Site trips for this proposed development were distributed based on the existing traffic patterns and engineering judgment. The trip distribution models for Scenario A and Scenario B are shown in Figures 7A and 7B. The directional distribution for new site trips is: 60% to/from the south on Market Street 40% to/from the north on Market Street 4.5 Future Build Volumes Site trip volumes were added to the future no build volumes to compute the 2024 Future Build volumes. Site trips for Scenario A and Scenario B are shown in Figure 8B and 8B. Future Build volumes for Scenario A and Scenario B are shown in Figures 9A and 9B. *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. FIGURE 7A SCENARIO A DISTRIBUTION (2 ACCESSES) SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND RIGHT IN / RIGHT OUT Porters Neck Road Br a y s D r i v e / Si t e A c c e s s 2 Site Access 1 Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) ORIGIN NODE% 0% 60% 30% IN 40% 10 % O U T 60 % I N 70 % I N 60 % O U T 90% OUT 60 % O U T 30 % O U T 10 % I N 10 % I N 30 % O U T 10 % I N 10 % I N 10% OUT 30 % I N 60 % O U T *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND RIGHT IN / RIGHT OUT Porters Neck Road Br a y s D r i v e Site Access 1 Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) ORIGIN NODE% 0% 60% 40% 60 % I N 10 0 % I N 60 % O U T 100% OUT 60 % O U T 40 % O U T 40 % I N 40 % I N 40 % O U T 40 % I N 40 % I N 60 % O U T FIGURE 7B SCENARIO B DISTRIBUTION (1 ACCESS) *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. FIGURE 8A SCENARIO A SITE TRIPS SIGNALIZED INTERSECTION UNSIGNALIZED APPROACH TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND AM / PM PEAKS RIGHT IN / RIGHT OUT 0 / 0 Porters Neck Road Br a y s D r i v e / Si t e A c c e s s 2 Site Access 1 Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 19 / 6 4 0 / 0 60 / 3 8 0 / 0 0 / 0 0 / 0 0 / 0 30 / 1 9 3 / 1 1 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 10 / 6 0 / 0 30 / 1 9 0 / 0 3 / 1 1 9 / 3 2 0 / 0 0 / 0 9 / 32 0 / 0 0 / 0 10 / 6 0 / 0 90 / 57 0 / 0 22 / 7 5 63 / 4 9 0 / 0 0 / 0 0 / 0 0 / 0 60 / 3 8 0 / 0 0 / 0 0 / 0 3 / 1 1 *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. FIGURE 8B SCENARIO B SITE TRIPS SIGNALIZED INTERSECTION UNSIGNALIZED APPROACH TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND AM / PM PEAKS RIGHT IN / RIGHT OUT 0 / 0 Porters Neck Road Br a y s D r i v e Site Access 1 Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 19 / 6 4 0 / 0 60 / 3 8 0 / 0 0 / 0 0 / 0 0 / 0 40 / 2 5 12 / 4 3 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 40 / 2 5 0 / 0 12 / 4 3 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 0 / 0 100 / 63 0 / 0 31 / 1 0 7 72 / 8 1 0 / 0 0 / 0 0 / 0 0 / 0 60 / 3 8 0 / 0 0 / 0 0 / 0 12 / 4 3 *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. FIGURE 9A 2024 SCENARIO A FUTURE BUILD VOLUMES SIGNALIZED INTERSECTION UNSIGNALIZED APPROACH TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND AM / PM PEAKS RIGHT IN / RIGHT OUT 96 / 263 Porters Neck Road Br a y s D r i v e / Si t e A c c e s s 2 Site Access 1 Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) 10 / 2 55 / 157 8 / 38 2 / 6 2 / 25 12 1 / 2 3 7 15 2 9 / 1 7 2 7 30 / 9 17 7 8 / 1 6 6 9 43 / 5 10 7 / 1 7 2 68 / 150 66 / 1 6 4 15 7 1 / 1 8 4 5 18 9 2 / 1 7 7 7 34 / 4 5 126 / 225 56 / 91 72 / 122 532 / 555 56 / 82 271 / 227 88 / 1 5 5 10 5 2 / 1 2 5 3 37 7 / 3 2 4 13 0 7 / 1 1 3 3 19 0 / 2 1 0 14 7 / 1 8 9 583 / 584 17 / 52 4 / 3 808 / 773 23 / 3 1 7 / 3 90 / 57 16 2 5 / 2 0 0 5 22 / 7 5 20 4 1 / 1 9 8 7 7 / 2 7 / 4 1 3 / 5 18 / 1 7 83 / 6 0 0 / 0 11 / 2 5 0 / 0 21 / 6 7 *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. FIGURE 9B SCENARIO B 2024 FUTURE BUILD VOLUMES SIGNALIZED INTERSECTION UNSIGNALIZED APPROACH TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND AM / PM PEAKS RIGHT IN / RIGHT OUT 96 / 263 Porters Neck Road Br a y s D r i v e Site Access 1 Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) 10 / 2 55 / 157 8 / 38 2 / 6 2 / 25 12 1 / 2 3 7 15 2 9 / 1 7 2 7 30 / 9 17 7 8 / 1 6 6 9 43 / 5 10 7 / 1 7 2 68 / 150 66 / 1 6 4 15 8 1 / 1 8 5 1 19 0 1 / 1 8 0 9 34 / 4 5 126 / 225 56 / 91 72 / 122 532 / 555 56 / 82 261 / 221 88 / 1 5 5 10 6 2 / 1 2 5 9 37 7 / 3 2 4 13 1 6 / 1 1 6 5 18 1 / 1 7 8 14 7 / 1 8 9 583 / 584 8 / 20 4 / 3 808 / 773 13 / 2 5 7 / 3 100 / 63 16 2 5 / 2 0 0 5 31 / 1 0 7 20 5 0 / 2 0 1 9 7 / 2 7 / 4 1 3 / 5 18 / 1 7 83 / 6 0 0 / 0 11 / 2 5 0 / 0 30 / 9 9 12/2/2022 220248 Market Street Townhomes 18 5.0 Capacity Analysis 5.1 Level of Service Evaluation Criteria The Transportation Research Board’s Highway Capacity Manual (HCM) utilizes a term “level of service” (LOS) to measure how traffic operates in intersections and on roadway segments. There are 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 is used to determine the LOS and delay for study intersections. Synchro analysis worksheet reports are provided in the Appendix. 5.2 Queueing Evaluation A queueing 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 95th-percentile Synchro queues are provided, along with the turn lane lengths. Synchro and SimTraffic queue reports are provided 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 12/2/2022 220248 Market Street Townhomes 19 5.3 Level of Service and Queueing Results The results of the capacity and queue analyses are discussed by intersection in the following paragraphs. The LOS, delay, and queue results are summarized in Tables 5.2 to 5.6. Market Street and Hayes Lane/Commercial Driveway (signalized) In existing conditions, the overall intersection operates at LOS B in the AM peak hour and LOS D in the PM peak hour. Under future no build and future build conditions (both scenarios), the intersection is expected to continue operating at LOS B in the AM peak hour and LOS D in the PM peak hour. The 95th-percentile queue is shown to exceed the available storage for the eastbound left turn, northbound left turn, and southbound right turn movements. No project trips are distributed to these movements. Additionally, available eastbound left storage is greater than what can be modeled in Synchro due to the configuration of the eastbound approach. The southbound left turn queue is also shown to exceed available storage. Some SimTraffic queue lengths are reported as storage plus taper due to an anomaly in SimTraffic. Synchro 95th- percentile queues are reported to be within the existing available storage, and observation of SimTraffic runs did not show queues exceeding the available storage. No improvements are recommended. L T R L TR - L TR - L T R E (76.0) E (69.3) E (77.7) E (73.0) E (74.0) - E (69.2) B (11.4) - F (81.4) A (7.0) A (3.4) Available Storage 150' 50' 275' FULL 75' - 325' FULL - 150' FULL 450' 95th% Queue 86 31 61 27 27 - 108 649 - m95 349 m44 Max Queue 131 47 106 43 50 - 164 339 - 148 321 77 L T R L TR - L TR - L T R E (69.6) E (69.0) E (73.7) E (72.4) E (73.0) - E (69.6) B (15.4) F (80.1) B (10.2) A (5.1) Available Storage 150' 50' 275' FULL 75' - 325' FULL - 150' FULL 450' 95th% Queue 87 32 62 30 27 112 747 - m92 378 m48 Max Queue 147 46 108 43 44 - 193 370 - 167 346 79 L T R L TR - L TR - L T R E (69.6) E (69.0) E (73.7) E (72.4) E (73.0) - E (69.6) B (15.8) - F (79.9) B (11.3) A (5.4) Available Storage 150' 50' 275' FULL 75' - 325' FULL - 150' FULL 450' 95th% Queue 87 32 62 30 27 - 112 770 - m98 401 m49 Max Queue 131 44 103 48 55 - 219 405 - 170 357 87 L T R L TR - L TR - L T R E (69.6) E (69.0) E (73.7) E (72.4) E (73.0) - E (69.6) B (16.4) - F (80.6) B (11.2) A (5.3) Available Storage 150' 50' 275' FULL 75' - 325' FULL - 150' FULL 450' 95th% Queue 87 32 62 30 27 112 785 - m111 399 m49 Max Queue 89 31 76 20 27 - 137 300 - 123 264 41 US 17 (Market Street) at Hays Lane and Commercial Driveway B (18.9) E (71.0) E (72.7) B (20.0) B (13.2) 2024 Build Scenario A US 17 (Market Street) at Hays Lane and Commercial Driveway 2024 Build Scenario B US 17 (Market Street) at Hays Lane and Commercial Driveway 2024 No Build B (18.3) E (71.0) E (72.7) B (19.7) B (12.2) US 17 (Market Street) at Hays Lane and Commercial Driveway 2022 Base B (15.5) E (76.2) E (73.5) B (16.0) A (9.3) Table 5.2 - LOS and Queueing US 17 (Market Street) at Hays Lane and Commercial Driveway AM Peak Hour Scenario Overall LOS or Worst Approach Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) Queue (feet) Eastbound Westbound Northbound Southbound B (19.3) E (71.0) E (72.7) C (20.6) B (13.5) 12/2/2022 220248 Market Street Townhomes 20 Notes: SimTraffic causes the queue results to be reported as storage plus taper. Max queue exceeds available storage m Volume for queue is metered by upstream signal # Indicates 95th-percentile volume exceeds capacity, queue may be longer L T R L TR - L TR - L T R E (75.1) E (60.0) E (72.1) E (73.8) E (79.7) - E (58.9) C (23.9) - E (76.0) C (31.1) B (13.3) Available Storage 150' 50' 275' FULL 75' - 325' FULL - 150' FULL 450' 95th% Queue 192 16 134 82 70 - 180 869 - m80 m#1027 m49 Max Queue 198 248 177 96 102 - 367 464 - 249 527 194 L T R L TR - L TR - L T R E (74.1) E (59.0) E (72.1) E (74.4) E (79.2) - E (59.1) C (28.8) - E (74.0) D (38.7) B (13.6) Available Storage 150' 50' 275' FULL 75' - 325' FULL - 150' FULL 450' 95th% Queue 195 16 137 84 73 - 184 994 - m80 m#1088 m86 Max Queue 199 266 169 101 112 ‐402 533 ‐250 642 431 L T R L TR - L TR - L T R E (74.1) E (59.0) E (72.1) E (74.4) E (79.2) - E (59.1) C (32.0) - E (73.0) D (44.0) B (14.1) Available Storage 150' 50' 275' FULL 75' - 325' FULL - 150' FULL 450' 95th% Queue 195 16 137 84 73 - 184 #1159 - m93 m#1131 m88 Max Queue 197 228 204 91 121 - 424 639 - 250 684 549 L T R L TR - L TR - L T R E (74.1) E (59.0) E (72.1) E (74.4) E (79.2) - E (59.1) C (35.5) - E (73.0) D (43.6) B (13.8) Available Storage 150' 50' 275' FULL 75' - 325' FULL - 150' FULL 450' 95th% Queue 195 16 137 84 73 - 184 #1184 - m132 m#1131 m79 Max Queue 198 269 164 105 104 - 425 754 - 250 696 548 PM Peak Hour US 17 (Market Street) at Hays Lane and Commercial Driveway 2024 Build Scenario B D (44.2) E (73.2) E (76.6) D (38.6) D (40.3) Scenario Overall LOS or Worst Approach Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) Queue (feet) Eastbound Westbound Northbound Southbound D (42.4)D (35.5)E (76.6)E (73.2) D (42.8) 2024 Build Scenario A US 17 (Market Street) at Hays Lane and Commercial Driveway D (42.4)D (35.5)E (76.6)E (73.2) D (39.6) 2024 No Build US 17 (Market Street) at Hays Lane and Commercial Driveway C (30.9)C (28.8)E (76.5)E (73.9) D (35.0) 2022 Base US 17 (Market Street) at Hays Lane and Commercial Driveway 12/2/2022 220248 Market Street Townhomes 21 Market Street and Cypress Pond Way (unsignalized) The eastbound approach operates at LOS D in the AM and LOS E in the PM peak hours under existing, future no build, and future build conditions in both scenarios. The northbound left turn operates at LOS D or better in the AM peak hour under existing and future conditions; during the PM peak hour, it operates at LOS D in existing and LOS E in future conditions. Based on SimTraffic runs, northbound left turn queues exceed available storage in Scenario A and B future build conditions. Extending the northbound left turn storage lane from 250 feet to 300 feet is recommended for both build scenarios. L T R L TR - L TR - L T R --D (26.1)---C (22.5)----A (0.0) --- Available Storage - - 250' - - - 250' FULL - - FULL 225' 95th% Queue --30---25----- Max Queue --90---124---442 L T R L TR - L TR - L T R --D (29.1)---D (25.2)----A (0.0) --- Available Storage - - 250' - - - 250' FULL - - FULL 225' 95th% Queue --36---29----- Max Queue - - 104 - - - 142 - - - 134 17 L T R L TR - L TR - L T R --D (29.2)---D (25.2)----A (0.0) --- Available Storage - - 250' - - - 250' FULL - - FULL 225' 95th% Queue --36---29--- Max Queue --149---179---412 L T R L TR - L TR - L T R --D (29.2)---D (25.3)----A (0.0) --- Available Storage D (29.2) 0 0 - - - A (1.0) 0 0 A (0.0) 0 0 95th% Queue - - 36 - - - 29 FULL - - FULL 225' Max Queue --132---162--- L T R L TR - L TR - L T R --D (29.5)---D (25.6)----A (0.0) --- Available Storage - - 250' - - - 250' FULL - - FULL 225' 95th% Queue --35---30 -- Max Queue - - 77 - - - 129 35 - - 0 0 L T R L TR - L TR - L T R --D (29.5)---D (25.6)----A (0.0) --- Available Storage D (29.2) 0 250' - - - 300' FULL 0 A (0.0) 0 0 95th% Queue - - 36 - - - 30 FULL - - Max Queue - - 77 - - - 129 35 - - 0 0 2024 Build Scenario A with Improvements D (29.0) A (6.5) A (0.0) D (29.2) EB Approach 2024 Build Scenario B with Improvements Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) Table 5.3 - LOS and Queueing US 17 (Market Street) at Cypress Pond Way AM Peak Hour Scenario Overall LOS or Worst Approach Queue (feet) Eastbound Westbound Northbound Southbound US 17 (Market Street) at Cypress Pond Way 2022 Base D (26.1) EB Approach D (26.1) A (0.9) A (0.0) US 17 (Market Street) at Cypress Pond Way 2024 No Build D (29.1) EB Approach D (29.1) A (1.0) A (0.0) US 17 (Market Street) at Cypress Pond Way 2024 Build Scenario A D (29.2) EB Approach D (29.2) A (1.0) A (0.0) US 17 (Market Street) at Cypress Pond Way 2024 Build Scenario B D (29.5) EB Approach D (29.5) A ( 1.0) A (0.0) D (29.5) A (1.0) A (0.0) D (29.5) EB Approach 12/2/2022 220248 Market Street Townhomes 22 Notes: Max queue exceeds available storage L T R L TR - L TR - L T R --E (37.5)---D (32.2)----A (0.0) --- Available Storage - - 250' - - - 250' FULL - - FULL 225' 95th% Queue --92---86----- Max Queue - - 171 - - - 215 286 - - 2 20 L T R L TR - L TR - L T R --E (44.8)---E (38.9)----A (0.0) --- Available Storage - - 250' - - - 250' FULL - - FULL 225' 95th% Queue --108---104----- Max Queue - - 244 - - - 233 334 - - 2 17 L T R L TR - L TR - L T R --E (45.7)---E (39.8)----A (0.0) --- Available Storage - - 250' - - - 250' FULL - - FULL 225' 95th% Queue --109---106----- Max Queue 414 - - - 282 331 - - 2 23 L T R L TR - L TR - L T R --E (45.7)---E (39.8)----A (0.0) --- Available Storage 0 250' - - - 300' FULL 0 A (0.0) FULL 225' 95th% Queue --109---106----- Max Queue 660 - - - 298 331 - - 2 23 L T R L TR - L TR - L T R --E (48.6)---E (42.8)----A (0.0) --- Available Storage - - 250' - - - 250' FULL - - FULL 225' 95th% Queue --115---112----- Max Queue - - 497 - - - 292 336 - - 2 24 L T R L TR - L TR - L T R --E (48.3)---E (42.8)----A (0.0) --- Available Storage D (29.2) 0 250' - - - 300' FULL 0 A (0.0) FULL 225' 95th% Queue --115---112----- Max Queue - - 402 - - - 288 336 - - 2 24 2024 Build Scenario B with Improvements E (48.3) EB Approach E (48.3) A (3.5) A (0.0) PM Peak Hour US 17 (Market Street) at Cypress Pond Way 2022 Base E (37.5) EB Approach E (37.5) A (2.7) A (0.0) US 17 (Market Street) at Cypress Pond Way 2024 No Build E (44.8) EB Approach E (44.8) A (3.2) A (0.0) Scenario Overall LOS or Worst Approach Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) Queue (feet) Eastbound Westbound Northbound Southbound US 17 (Market Street) at Cypress Pond Way 2024 Build Scenario A E (45.7) EB Approach E (45.7) A (3.2) A (0.0) US 17 (Market Street) at Cypress Pond Way 2024 Build Scenario B E (48.6) EB Approach E (48.6) A (3.5) A (0.0) 2024 Build Scenario A with Improvements E (45.7) EB Approach E (45.7) A (3.2) A (0.0) 12/2/2022 220248 Market Street Townhomes 23 Market Street and Porters Neck Road (signalized) The overall intersection operates at LOS D in existing conditions in both peak hours. Under future no build and build conditions (Scenario A and Scenario B), the intersection is expected to continue operating at LOS D in both peak hours. Westbound left and right turn queues are shown to exceed available storage under existing and future build conditions. No site trips are distributed to the westbound left movement. In Scenario A, site trips account for less than 1% of westbound right turns. Additionally, some of the SimTraffic queue lengths are reported as storage plus taper due to an anomaly in SimTraffic. No improvements are recommended. LTRLTRLTRLTR D (51.0) E (80.7) C (32.3) E (68.4) F (81.7) E (57.3) E (66.0) D (41.4) B (11.8) E (58.9) D (40.2) A (8.0) Available Storage 200' 50' 250' 350' FULL 100' 250' FULL FULL 325' FULL 425' 95th% Queue 88 109 67 329 109 185 79 #707 189 137 #894 84 Max Queue 139 142 112 388 403 200 350 486 269 424 567 252 LTRLTRLTRLTR D (48.7) E (78.0) C (31.3) E (65.8) E (78.7) E (55.9) E (71.5) D (49.3) B (12.3) E (59.7) D (46.8) A (8.2) Available Storage 200' 50' 250' 350' FULL 100' 250' FULL FULL 325' FULL 425' 95th% Queue 88 111 65 351 111 196 m79 #765 215 144 #1010 87 Max Queue 143 128 112 396 398 200 350 552 316 424 647 410 LTRLTRLTRLTR D (48.7) E (78.0) C (31.3) E (65.8) E (78.7) E (56.4) E (71.3) D (50.8) B (12.3) E (59.0) D (47.0) A (8.2) Available Storage 200' 50' 250' 350' FULL 100' 250' FULL FULL 325' FULL 425' 95th% Queue 89 111 65 351 111 209 m78 #802 222 151 #1013 87 Max Queue 152 131 116 396 441 200 350 604 313 425 645 249 LTRLTRL TRLTR D (48.7) E (78.0) C (31.3) E (65.8) E (78.7) E (55.8) E (71.7) D (50.5) B (12.6) E (59.6) D (47.4) A (8.2) Available Storage 200' 50' 250' 350' FULL 100' 250' FULL FULL 325' FULL 425' 95th% Queue 88 111 65 351 111 196 m78 #814 228 142 #1024 87 Max Queue 123 82 70 315 546 186 100 429 227 197 429 89 US 17 (Market Street) at Porters Neck Road 2024 Build Scenario B D (48.3) D (50.2) E (63.7) D (42.5) D (45.4) US 17 (Market Street) at Porters Neck Road 2024 Build Scenario A D (48.3) D (50.2) E (63.7) D (42.7) D (45.1) Table 5.4 - LOS and Queueing US 17 (Market Street) at Porters Neck Road AM Peak Hour Scenario Overall LOS or Worst Approach Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) Queue (feet) Eastbound Westbound Northbound Southbound US 17 (Market Street) at Porters Neck Road 2022 Base D (44.2) D (52.2) E (65.7) D (35.7) D (39.6) US 17 (Market Street) at Porters Neck Road 2024 No Build D (47.8) D (50.2) E (63.6) D (41.4) D (44.9) 12/2/2022 220248 Market Street Townhomes 24 Notes: SimTraffic causes the queue results to be reported as storage plus taper. Max queue exceeds available storage m Volume for queue is metered by upstream signal # Indicates 95th-percentile volume exceeds capacity, queue may be longer LTRLTRL TRLTR E (56.0) E (79.7) D (50.0) F (90.1) E (80.4) E (67.0) E (74.2) C (24.0) A (3.4) E (74.6) C (33.5) A (5.6) Available Storage 200' 50' 250' 350' FULL 100' 250' FULL FULL 325' FULL 425' 95th% Queue 157 156 163 #415 144 312 m131 534 44 151 662 60 Max Queue 189 166 182 450 857 200 260 361 128 348 530 102 LTRLTRL TRLTR E (57.0) E (76.7) D (49.9) F (104.9) E (77.3) E (65.9) E (74.9) C (22.9) A (3.5) F (75.3) D (35.1) A (5.7) Available Storage 200' 50' 250' 350' FULL 100' 250' FULL FULL 325' FULL 425' 95th% Queue 162 157 166 #461 144 317 m122 585 m45 155 667 61 Max Queue 206 181 207 450 910 200 247 369 136 418 648 167 LTRLTRL TRLTR E (57.0) E (76.7) D (49.9) F (105.6) E (77.3) E (67.0) E (75.3) C (23.6) A (3.7) F (80.8) D (35.3) A (5.7) Available Storage 200' 50' 250' 350' FULL 100' 250' FULL FULL 325' FULL 425' 95th% Queue 162 157 166 #463 144 325 m117 604 m45 #178 677 61 Max Queue 201 187 183 450 894 200 309 456 166 425 1065 356 LTRLTRL TRLTR E (57.0) E (76.7) D (49.9) F (105.6) E (77.3) E (65.9) E (76.2) C (23.1) A (3.7) F (75.3) D (36.1) A (5.7) Available Storage 200' 50' 250' 350' FULL 100' 250' FULL FULL 325' FULL 425' 95th% Queue 162 157 166 #463 144 325 m117 604 m45 #178 677 61 Max Queue 190 157 144 450 944 200 331 532 157 404 704 228 Northbound Southbound Scenario Overall LOS or Worst Approach Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) Queue (feet) Eastbound Westbound US 17 (Market Street) at Porters Neck Road 2024 No Build D (44.8) E (59.1) F (92.2) C (25.1) D (36.6) PM Peak Hour US 17 (Market Street) at Porters Neck Road 2022 Base D (43.2) E (59.2) F (83.0) C (26.2) D (35.3) C (25.7) D (38.4) US 17 (Market Street) at Porters Neck Road 2024 Build Scenario B D (45.2) E (59.1) F (92.7) C (25.7) D (37.4) US 17 (Market Street) at Porters Neck Road 2024 Build Scenario A D (45.7) E (59.1) F (92.9) 12/2/2022 220248 Market Street Townhomes 25 Porters Neck Road and Brays Drive (Site Access 2- Scenario A) (unsignalized) In the AM peak hour, the northbound approach operates at LOS D during existing, future no build, and future Scenario B conditions and one second over LOS E under future Scenario A conditions. During the PM peak hour, this approach is anticipated to operate at LOS E in future no build and build conditions with Scenario B operating slightly better than Scenario A. No improvements are recommended. -TR-LT--LR---- - A (0.0) A (0.0) - A (8.9) - - D (26.5) - - - - Available Storage - FULL 100' - FULL - - FULL - - - - 95th% Queue ----0--9---- Max Queue ----15--32---- -TR-LT--LR---- - A (0.0) A (0.0) - A (8.9) - - D (32.3) - - - - Available Storage - FULL 100' - FULL - - FULL - - - - 95th% Queue ----0 13---- Max Queue ----65--37---- -TR-LT--LR---- - A (0.0) A (0.0) - A (8.9) - - E (36.1) - - - - Available Storage - FULL 100' - FULL - - FULL - - - - 95th% Queue -------21---- Max Queue ----67--60---- - T R - LT - - LR - - - - - A (0.0) A (0.0) - A (8.9) - - D (32.3) - - - - Available Storage - FULL 100' - FULL - - FULL - - - - 95th% Queue -------13---- Max Queue ----22--30---- Porters Neck Road and Brays Drive 2024 Build Scenario B D (32.2) NB Approach A (0.0) A (0.0) D (32.3) Table 5.4 - LOS and Queueing Porters Neck Road and Brays Drive Porters Neck Road and Brays Drive 2022 Base D (26.5) NB Approach A (0.0) A (0.0) D (26.5) - - - AM Peak Hour Scenario Overall LOS or Worst Approach Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) Queue (feet) Porters Neck Road and Brays Drive Eastbound Westbound Northbound Southbound 2024 No Build D (32.3) NB Approach A (0.0) A (0.0) D (32.3) - Porters Neck Road and Brays Drive 2024 Build Scenario A E (36.1) NB Approach A (0.0) A (0.0) E (36.1) 12/2/2022 220248 Market Street Townhomes 26 - T R - LT - - LR - - - - - A (0.0) A (0.0) - A (8.8) - - D (34.4) - - - - Available Storage - FULL 100' - FULL - - FULL - - - - 95th% Queue -------18---- Max Queue - - - - 144 - - 62 - - - - - T R - LT - - LR - - - - - A (0.0) A (0.0) - A (8.9) - - E (40.2) - - - - Available Storage - FULL 100' - FULL - - FULL - - - - 95th% Queue -------23---- Max Queue - - - - 362 - - 95 - - - - - T R - LT - - LR - - - - - A (0.0) A (0.0) - A (9.1) - - E (43.7) - - - - Available Storage - FULL 100' - FULL - - FULL - - - - 95th% Queue -------30---- Max Queue - 16 - - 274 - - 86 - - - - - T R - LT - - LR - - - - - A (0.0) A (0.0) - A (9.1) - - E (40.2) - Available Storage - FULL 100' - FULL - - FULL - - - - 95th% Queue -------23---- Max Queue - 421 - - 545 - - 137 - - - - Scenario Overall LOS or Worst Approach Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) Queue (feet) Eastbound Westbound Northbound Southbound 2024 Build Scenario B E (40.2) NB Approach A (0.0) A (0.0) E (40.2) - Porters Neck Road and Brays Drive Porters Neck Road and Brays Drive 2024 Build Scenario A E (43.7) NB Approach A (0.0) A (0.0) E (43.7) - Porters Neck Road and Brays Drive Porters Neck Road and Brays Drive 2024 No Build E (40.2) NB Approach A (0.0) A (0.1) E (40.2) - PM Peak Hour 2022 Base D (34.4) NB Approach A (0.0) A (0.0) D (34.4) - 12/2/2022 220248 Market Street Townhomes 27 Market Street at Site Access 1 (unsignalized) Under future build conditions in Scenario A and Scenario B, the minor-street approach is expected to operate at LOS D in the AM and PM peak hours, with the exception of the Scenario A AM peak hour with improvements, which operates at LOS C. The need for left- and right-turn lanes was reviewed based on the NCDOT Policy on Street and Driveway Access to North Carolina Highways. Based on projected volumes, a northbound right- turn lane with 150 feet of storage with appropriate deceleration and taper is warranted for Scenario A. In Scenario B, a northbound right-turn lane with 200 feet of storage and appropriate taper is warranted. The site access should be designed in accordance with applicable NCDOT standards. No other improvements are recommended. -----R-TR---- - - - D (25.4) - - - - - - --- Available Storage -----FULL-FULL---- 95th% Queue -----40------ Max Queue -----138-10---- -----R-TR--- - - - C (24.8) - - - - - - --- Available Storage -----150------ 95th% Queue -----40------ Max Queue -----93- - ---- -----R-TR---- D (27.0) - - - - Available Storage -----FULL-FULL---- 95th% Queue --- 48- Max Queue --- 92-10 00000R000000 D (26.1) - - - - Available Storage 0 0 0 D (27.0) 0 200 0 0 0 0 0 0 95th% Queue --- 45- Max Queue --- 92-10 2024 Build Scenario B with Improvements D (26.1) WB approach D (26.1) 2024 Build Scenario A with Improvements C (24.8) WB Approach - C (24.8) - US 17 (Market Street) at Site Access 1 2024 Build Scenario B Table 5.5 - LOS and Queueing US 17 (Market Street) at Site Access 1 Eastbound Westbound Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) D (27.0) WB approach D (27.0) US 17 (Market Street) at Site Access 1 Northbound Southbound 2024 Build Scenario A D (25.4) WB Approach - D (25.4) - AM Peak Hour Scenario Overall LOS or Worst Approach Queue (feet) 12/2/2022 220248 Market Street Townhomes 28 -----R-TR---- - - - D (33.1) - - - - - - --- Available Storage -----FULL-FULL---- 95th% Queue --- 35 Max Queue --- 155 297 -----R-TR--- - - - D (30.6) - - - - - - --- Available Storage -----150------ 95th% Queue --- 33 Max Queue --- 93 297 -----R-TR---- - - - E (35.8) - - - Available Storage -----FULL-FULL---- 95th% Queue --- 40 Max Queue --- 137 360 0000 - R - TR000 - - - D (31.8) - - - Available Storage 0 0 0 D (27.0) 0 200 0 0 0 - - - 95th% Queue --- 38 Max Queue --- 60 360 2024 Build Scenario A with Improvements D (30.6) WB Approach - D (30.6) - 2024 Build Scenario B with Improvements D (31.8) WB Approach D (31.8) US 17 (Market Street) at Site Access 1 2024 Build Scenario B E (35.8) WB Approach E (35.8) PM Peak Hour US 17 (Market Street) at Site Access 1 2024 Build Scenario A D (33.1) WB Approach - D (33.1) - Scenario Overall LOS or Worst Approach Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) Queue (feet) Eastbound Westbound Northbound Southbound 12/2/2022 220248 Market Street Townhomes 29 6.0 Summary and Conclusion The proposed residential development is located east of Market Street and south of the intersection of Brays Drive and Shackleford Drive in Wilmington, NC. The proposed development is planned to consist of up to 348 townhomes. The planned build-out year for this development is 2024. Information regarding the property was provided by CIP Construction Company. The TIA was performed based on the scope agreed upon with WMPO/NCDOT. Two scenarios were analyzed for this Transportation Impact Analysis (TIA). Scenario A analyzed two access points for the development. The first access point, which is right-in/right-out (RIRO), will be located along Market Street approximately 325 feet south of Cypress Pond Way. The second access point will be a new connection extending Brays Drive. In Scenario B, only the first access point along Market Street will be used, while the access point to Brays Drive will be used for emergency access only. This site has a trip generation potential of 2,306 daily trips, 131 trips in the AM peak hour, and 170 trips in the PM peak hour. In conclusion, this study has determined the potential traffic impacts of this development. Improvements are recommended to accommodate the impacts of new development traffic. Table 6.1 summarizes the recommended improvements, which are also reflected in Figure 9. With the recommended improvements in place, the anticipated transportation impacts of the proposed development can be accommodated. Table 6.1 – Summary of Recommended Improvements INTERSECTION SCENARIO A RECOMMENDATIONS (2 Access Points) SCENARIO B RECOMMENDATIONS (1 Access Point) Market Street and Hays Lane/ Commercial Driveway No improvements recommended No improvements recommended Market Street and Cypress Pond Way Extend northbound left turn lane storage 50 feet to 300 feet with appropriate taper. Extend northbound left turn lane storage 50 feet to 300 feet with appropriate taper. Market Street and Porters Neck Road No improvements recommended No improvements recommended Porters Neck and Brays Drive (Site Access 2) No improvements recommended No improvements recommended Market Street and Site Access 1 Install northbound right turn lane with 150 feet of storage and appropriate deceleration and taper Design site drive according to applicable NCDOT and local standards. Install northbound right turn lane with 200 feet of storage and appropriate deceleration and taper Design site drive according to applicable NCDOT and local standards. *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND RIGHT IN / RIGHT OUT Porters Neck Road Br a y s D r i v e / Si t e A c c e s s 2 Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) 100' 525'350' 100' 25 0 ' 25 0 ' FU L L 20 0 ' 45 0 ' 42 5 ' 175' 475' 22 5 ' 25 0 ' t o 30 0 ' 150' 250' 50'FULL 325' 32 5 ' 32 5 ' FU L L 50' FULL 15 0 ' 45 0 ' ~1 3 8 0 ' ~1 3 3 0 ' ~1035' SPEEDLIMIT45 SPEED LIMIT45 SPEED LIMIT45 XX' = LANE STORAGE LENGTH475' 44 , 5 0 0 2019 AADT VOLUMES XXXXX 44 , 5 0 0 15,500 FIGURE 10A RECOMMENDED IMPROVEMENTS (SCENARIO A) Site Access 1 15 0 ' *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING ROADWAY LEGEND RIGHT IN / RIGHT OUT Porters Neck Road Br a y s D r i v e Cypress Pond Way Hays Lane Commercial Driveway Porters Neck Road (SR 1402) 100' 525'350' 100' 25 0 ' 25 0 ' FU L L 20 0 ' 45 0 ' 42 5 ' 175' 475' 22 5 ' 25 0 ' t o 30 0 ' 150' 250' 50'FULL 325' 32 5 ' 32 5 ' FU L L 50' FULL 15 0 ' 45 0 ' ~1 3 8 0 ' ~1 3 3 0 ' ~1035' SPEEDLIMIT45 SPEED LIMIT45 SPEED LIMIT45 XX' = LANE STORAGE LENGTH475' 44 , 5 0 0 2019 AADT VOLUMES XXXXX 44 , 5 0 0 15,500 FIGURE 10B RECOMMENDED IMPROVEMENTS (SCENARIO B) Site Access 1 20 0 ' 12/2/2022 220248 Market Street Townhomes 32 Appendix 12/2/2022 220248 Market Street Townhomes Approved Scoping Documents August 19, 2022 Mr. A. J. Anastopoulo, P.E DAVENPORT 5917 Oleander Drive, Suite 206 Wilmington, NC 28403 RE: Approved Scope for the Traffic Impact Analysis (TIA) associated with the proposed Market Street Townhome Apartments residential development in New Hanover County, NC Dear Mr. Anastopoulo: Based on the information provided and conversations held to date, it is our understanding that the proposed development, with a build out year of 2024, will consist of: o ITE Land Use Code 220 – up to 348 DU Multi-family (low-rise) residential Below please find the scope to be used in the Traffic Impact Analysis: 1. Data Collection – Analysis Parameters: a. Study Intersections i. 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 travel periods: 1. US 17 Business (Market Street) and Hays Lanes 2. US 17 Business (Market Street) and Cypress Pond Way/Eastbound U-turn (signalized)\ 3. US 17 Business (Market Street) and SR 1402 (Porters Neck Road) 4. US 17 Business (Market Street) and Site Access 1 5. SR 1402 (Porters Neck Road) and Brays Drive (Site Access 2) Note: Site Access 2 may not be feasible and two (2) access scenarios are proposed for the Build condition. Market Street Townhome Apartments 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 Attached 2. Site Trip Distribution (for both scenarios) o The site access operations must be submitted and approved before use in TIA. 3. Adjacent Development (approved but not yet built): o Primrose Daycare o Marsh Oaks 4. Planned roadway improvements: o Military Cutoff Road Extension (U-4751) 5. Background Traffic Assumptions o Future Build - 2024 o Growth Rate – 1% 2. Capacity Analysis: Weekday AM & PM Peak Hour a. Technical Analysis to use current signal timing and existing geometry and lane configurations. i. 2022 Existing Conditions ii. 2024 Future No-Build [Existing + 1% background growth + approved developments] iii. 2024 Build Conditions – Two access points (Scenario A) [Existing + 1% background growth + approved developments + site trips] iv. 2024 Build Conditions – One access point (Scenario B) [Existing + 1% background growth + approved developments + site trips] v. 2024 Build Conditions + Improvements – Scenario A vi. 2024 Build Conditions + Improvements – Scenario B 3. 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 4. 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. *A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines *** NOT TO SCALE *** US 1 7 (M a r k e t S t r e e t ) PROJECT NUMBER 220248 MARKET STREET CIP TOWNHOMES, WILMINGTON, NC 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. FIGURE 5 TRIP DISTRIBUTION SCENARIO A (2 ACCESSES) SIGNAL STOP TRAFFIC MOVEMENT BLACK = EXISTING BLUE = PROPOSED ROADWAY LEGEND RIGHT IN / RIGHT OUT Porters Neck Road Br a y s D r i v e / Si t e A c c e s s 2 Site Access 1 Cypress Pond Way Hays Lane Hays Lane Porters Neck Road (SR 1402) ORIGIN NODE% 0% 50% 25% IN 50% 10 % O U T 50 % I N 75 % I N 50 % O U T 90% OUT 50 % O U T 40 % O U T 25 % I N 25 % I N 40 % O U T 25 % I N 25 % I N 10% OUT 25 % I N 50 % O U T 1 AJ Anastopoulo From:Koilada, Krupanidhi <kkoilada1@ncdot.gov> Sent:Monday, November 21, 2022 9:25 PM To:AJ Anastopoulo Cc:Mathis, Stonewall D; Roan, Jon; Vafier, Ken; Mike, Frank W; Jamar Johnson; Bass, Michael L; Scott James; Leonard, Jessi L; Farrell, Robert; Hughes, Benjamin T; Mathis, Stonewall D; Cox, Bryce A Subject:Re: [External] FW: Step 3 Market Street Townhomes TIA Submittal Attachments:221121 Market Street Townhomes FNB Review.pdf AJ, The step 3 figures are now approved and the FNB Synchro comments are attached. Please update the Synchro accordingly and resubmit along with TIA for preliminary review. Also, reply back to this email chain with the next steps. So it's easier to track the project. Let me know if you have any questions. Thank you, Krupa Koilada Senior Assistant Traffic Engineer Division 3 Traffic North Carolina Department of Transportation Office: 910 341 2200 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: Friday, October 21, 2022 3:52 PM To: Hughes, Benjamin T <bthughes@ncdot.gov>; Leonard, Jessi L <jleonard6@ncdot.gov>; Farrell, Robert <rfarrell@nhcgov.com> Cc: Mathis, Stonewall D <sdmathis@ncdot.gov>; Roan, Jon <jroan@ncdot.gov>; Koilada, Krupanidhi <kkoilada1@ncdot.gov>; Vafier, Ken <kvafier@nhcgov.com>; Mike, Frank W <fwmike@ncdot.gov>; Jamar Johnson <Jamar.Johnson@wilmingtonnc.gov>; Bass, Michael L <mlbass@ncdot.gov> Subject: [External] FW: Step 3 Market Street Townhomes TIA Submittal Future No Build Synchro Review TIA Name and date: Market Street Townhomes Reviewer: KK Date Reviewed: 11/21/22 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: Porters Neck Road and Brays Drive 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 1. Road: Porters Neck 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: Brays Drive • Is the speed limit correct? o Yes • If this road is a Y line, is it at least 1000 feet? o Yes Intersection: US 17 and Porters Neck 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 EBL left storage is 200 feet, EBR storage is 250 feet, and WBL storage is 350 feet • 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 Combine U-turn with left turns for northbound approach and remove right turn on red for eastbound approach (The guidance previously provided was considering that some site traffic will be making U-turn at this intersection. Since no site trips were added to northbound U-turn of this intersection, please follow the above guidance) 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.” o Yes C-max used, coordinated Phasing Settings • Is the control type correct? o Yes • Is the cycle length correct? o Yes • Is the offset correct? o Yes • Check “Referenced to” and “Reference Phase.” o Yes • 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 3. Road: US 17 • Is the speed limit correct? o Yes • If this road is a Y line, is it at least 1000 feet? o Yes 4. Road: Porters Neck Road • Is the speed limit correct? o Yes • If this road is a Y line, is it at least 1000 feet? o Yes Intersection: US 17 and Hays Lane 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 No 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 EBR is permitted only movement • 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.” o Yes C-max used, coordinated Phasing Settings • Is the control type correct? o Yes • Is the cycle length correct? o Yes • Is the offset correct? o Yes • Check “Referenced to” and “Reference Phase.” o Yes • 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 Pedestrian phases not entered 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 5. Road: US 17 • Is the speed limit correct? o Yes • If this road is a Y line, is it at least 1000 feet? o Yes 6. Road: Hays Lane • Is the speed limit correct? o Yes • If this road is a Y line, is it at least 1000 feet? o Yes Intersection: US 17 and Cypress Pond Way 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 7. Road: Cypress Pond Road • Is the speed limit correct? o Yes • If this road is a Y line, is it at least 1000 feet? o Yes 8. Road: US 17 • Is the speed limit correct? o Yes • If this road is a Y line, is it at least 1000 feet? o Yes 12/2/2022 220248 Market Street Townhomes Capacity Analysis Synchro Worksheets 12/2/2022 220248 Market Street Townhomes Existing Conditions Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Existing Synchro 10 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 94 9 53 7 4 4 128 1435 29 17 42 1626 Future Volume (vph) 94 9 53 7 4 4 128 1435 29 17 42 1626 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1% 2% -1% 1% Storage Length (ft) 150 275 75 0 325 0 150 Storage Lanes 2 2 1 0 2 0 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 0.95 0.95 1.00 0.95 Frt 0.850 0.925 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 45 45 Link Distance (ft) 1100 1242 1149 1016 Travel Time (s) 30.0 33.9 17.4 15.4 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) 104 10 59 8 4 4 142 1594 32 19 47 1807 Shared Lane Traffic (%) Lane Group Flow (vph) 104 10 59 8 8 0 142 1626 0 0 66 1807 Turn Type Prot NA Perm Prot NA Prot NA Prot Prot NA Protected Phases 7 4 3 8 5 2 1 1 6 Permitted Phases 4 Detector Phase 74438 52 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 43.3 Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 93.0 21.0 21.0 93.0 Total Split (%) 13.5% 13.5% 13.5% 13.5% 13.5% 13.5% 59.6% 13.5% 13.5% 59.6% Maximum Green (s) 14.7 14.8 14.8 14.7 14.6 14.4 86.9 14.7 14.7 86.7 Yellow Time (s) 3.0 3.2 3.2 3.0 3.1 3.0 4.6 3.0 3.0 4.4 All-Red Time (s) 3.3 3.0 3.0 3.3 3.3 3.6 1.5 3.3 3.3 1.9 Lost Time Adjust (s) -1.3 -1.2 0.0 -1.3 -1.4 -1.6 -1.1 -1.3 -1.3 Total Lost Time (s) 5.0 5.0 6.2 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s)7.0 Flash Dont Walk (s)30.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 10.4 9.8 8.6 7.2 7.0 16.0 118.9 11.5 112.0 Actuated g/C Ratio 0.07 0.06 0.06 0.05 0.04 0.10 0.76 0.07 0.72 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Existing Synchro 10 Report S. Starks Page 2 Lane Group SBR Lane Configurations Traffic Volume (vph) 104 Future Volume (vph) 104 Ideal Flow (vphpl) 1900 Grade (%) Storage Length (ft) 450 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1575 Flt Permitted Satd. Flow (perm) 1575 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Adj. Flow (vph) 116 Shared Lane Traffic (%) Lane Group Flow (vph) 116 Turn Type Perm Protected Phases Permitted Phases 6 Detector Phase 6 Switch Phase Minimum Initial (s) 12.0 Minimum Split (s) 43.3 Total Split (s) 93.0 Total Split (%) 59.6% Maximum Green (s) 86.7 Yellow Time (s) 4.4 All-Red Time (s) 1.9 Lost Time Adjust (s) -1.3 Total Lost Time (s) 5.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 6.0 Minimum Gap (s) 3.0 Time Before Reduce (s) 15.0 Time To Reduce (s) 30.0 Recall Mode C-Max Walk Time (s) 7.0 Flash Dont Walk (s) 30.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 112.0 Actuated g/C Ratio 0.72 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Existing Synchro 10 Report S. Starks Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT v/c Ratio 0.45 0.09 0.38 0.10 0.11 0.40 0.60 0.51 0.72 Control Delay 76.0 69.3 77.7 73.0 74.0 69.2 11.4 81.4 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.0 69.3 77.7 73.0 74.0 69.2 11.4 81.4 7.0 LOS EEEEE EB FA Approach Delay 76.2 73.5 16.0 9.3 Approach LOS E E B A Queue Length 50th (ft) 53 10 33 8 8 71 339 66 287 Queue Length 95th (ft) 86 31 61 27 27 108 649 m95 349 Internal Link Dist (ft) 1020 1162 1069 936 Turn Bay Length (ft) 150 275 75 325 150 Base Capacity (vph) 353 192 265 179 174 353 2701 180 2527 Starvation Cap Reductn 00000 00 00 Spillback Cap Reductn 00000 00 00 Storage Cap Reductn 00000 00 00 Reduced v/c Ratio 0.29 0.05 0.22 0.04 0.05 0.40 0.60 0.37 0.72 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 108 (69%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 15.5 Intersection LOS: B Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Existing Synchro 10 Report S. Starks Page 4 Lane Group SBR v/c Ratio 0.10 Control Delay 3.4 Queue Delay 0.0 Total Delay 3.4 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 19 Queue Length 95th (ft) m44 Internal Link Dist (ft) Turn Bay Length (ft) 450 Base Capacity (vph) 1130 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.10 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 200: US 17 (Market Street) & Cypress Pond Way 11/23/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Existing Synchro 10 Report S. Starks Page 1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 66 22 64 1465 1793 33 Future Volume (Veh/h) 0 66 22 64 1465 1793 33 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 73 0 71 1628 1992 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 vC, conflicting volume 2948 996 0 2029 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2948 996 0 2029 tC, single (s) 6.8 6.9 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 2.2 p0 queue free % 100 70 0 74 cM capacity (veh/h) 9 243 0 276 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 73 71 814 814 996 996 37 Volume Left 0 71 00000 Volume Right 73 0000037 cSH 243 276 1700 1700 1700 1700 1700 Volume to Capacity 0.30 0.26 0.48 0.48 0.59 0.59 0.02 Queue Length 95th (ft) 30 25 00000 Control Delay (s) 26.1 22.5 0.0 0.0 0.0 0.0 0.0 Lane LOS D C Approach Delay (s) 26.1 0.9 0.0 Approach LOS D Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Existing Synchro 10 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 125 54 70 498 54 255 92 979 347 194 1249 144 Future Volume (vph) 125 54 70 498 54 255 92 979 347 194 1249 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 3% 1% 0% Storage Length (ft) 200 250 350 100 250 0 325 425 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 45 45 45 Link Distance (ft) 1404 633 1395 1111 Travel Time (s) 27.4 9.6 21.1 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 139 60 78 553 60 283 102 1088 386 216 1388 160 Shared Lane Traffic (%) Lane Group Flow (vph) 139 60 78 553 60 283 102 1088 386 216 1388 160 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 111111110110 Detector Template Left Leading Detector (ft) 44 30 30 40 40 40 40 306 0 40 306 0 Trailing Detector (ft) -6 -10 -10 0000300003000 Detector 1 Position(ft) -6 -10 -10 0000300003000 Detector 1 Size(ft) 50 40 40 40 40 40 40 6 20 40 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s) 12.0 12.1 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 19.0 12.0 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Existing Synchro 10 Report S. Starks Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 26.0 26.0 25.0 48.0 48.0 27.0 25.0 55.0 48.0 27.0 57.0 26.0 Total Split (%) 16.7% 16.7% 16.0% 30.8% 30.8% 17.3% 16.0% 35.3% 30.8% 17.3% 36.5% 16.7% Maximum Green (s) 19.6 19.8 18.0 41.6 41.8 20.7 18.0 49.0 41.6 20.7 51.0 19.6 Yellow Time (s) 3.0 3.1 3.0 3.0 4.3 3.0 3.0 4.4 3.0 3.0 4.5 3.0 All-Red Time (s) 3.4 3.1 4.0 3.4 1.9 3.3 4.0 1.6 3.4 3.3 1.5 3.4 Lost Time Adjust (s) -1.4 -1.2 -2.0 -1.4 -1.2 -1.3 -2.0 -1.0 -1.0 -1.3 -1.0 -1.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.4 5.0 5.0 5.4 Lead/Lag Lag Lag Lag Lead Lead Lead Lag Lag Lead Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0 Recall Mode None None None None None None None C-Max None None C-Max None Act Effct Green (s) 31.8 10.8 29.5 31.8 10.7 35.7 20.0 69.4 105.8 26.4 75.8 112.2 Actuated g/C Ratio 0.20 0.07 0.19 0.20 0.07 0.23 0.13 0.44 0.68 0.17 0.49 0.72 v/c Ratio 0.20 0.47 0.26 0.80 0.48 0.79 0.23 0.69 0.36 0.37 0.81 0.14 Control Delay 51.0 80.7 32.3 68.4 81.7 57.3 66.0 41.4 11.8 58.9 40.2 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.0 80.7 32.3 68.4 81.7 57.3 66.0 41.4 11.8 58.9 40.2 8.0 LOS DFCEFEEDBEDA Approach Delay 52.2 65.7 35.7 39.6 Approach LOS D E D D Queue Length 50th (ft) 61 60 44 280 60 175 40 358 140 103 637 50 Queue Length 95th (ft) 88 109 67 329 109 185 79 #707 189 137 #894 84 Internal Link Dist (ft) 1324 553 1315 1031 Turn Bay Length (ft) 200 250 350 100 250 325 425 Base Capacity (vph) 700 250 298 932 505 358 437 1567 1181 580 1718 1138 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.20 0.24 0.26 0.59 0.12 0.79 0.23 0.69 0.33 0.37 0.81 0.14 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 102 (65%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 44.2 Intersection LOS: D Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) HCM 6th TWSC 400: Brays Drive & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Existing Synchro 10 Report S. Starks Page 10 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 548 7 4 762 12 6 Future Vol, veh/h 548 7 4 762 12 6 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -2 - - 1 1 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 609 8 4 847 13 7 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 617 0 1464 609 Stage 1 - - - - 609 - Stage 2 - - - - 855 - Critical Hdwy - - 4.12 - 6.62 6.32 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 963 - 130 487 Stage 1 - - - - 525 - Stage 2 - - - - 397 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 963 - 129 487 Mov Cap-2 Maneuver - - - - 129 - Stage 1 - - - - 525 - Stage 2 - - - - 394 - Approach EB WB NB HCM Control Delay, s 0 0 28.8 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 171 - - 963 - HCM Lane V/C Ratio 0.117 - - 0.005 - HCM Control Delay (s) 28.8 - - 8.8 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 0.4 - - 0 - Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Base Model 09/12/2022 BASED MODEL PM EXISTING Synchro 10 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 257 4 153 37 5 24 256 1571 8 54 4 1549 Future Volume (vph) 257 4 153 37 5 24 256 1571 8 54 4 1549 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1% 2% -1% 1% Storage Length (ft) 100 275 75 0 325 0 150 Storage Lanes 2 2 1 0 2 0 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 0.95 0.95 1.00 0.95 Frt 0.850 0.877 0.999 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3450 1872 2801 1752 1617 0 3450 3553 0 0 1761 3522 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3450 1872 2801 1752 1617 0 3450 3553 0 0 1761 3522 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 45 45 Link Distance (ft) 1100 1242 1149 1016 Travel Time (s) 30.0 33.9 17.4 15.4 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) 286 4 170 41 6 27 284 1746 9 60 4 1721 Shared Lane Traffic (%) Lane Group Flow (vph) 286 4 170 41 33 0 284 1755 0 0 64 1721 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Right Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 24 24 24 24 Link Offset(ft) 0 -15 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 0.99 0.99 0.99 1.01 1.01 1.01 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 11111 11 111 Detector Template Left Leading Detector (ft) 40 40 40 40 35 40 306 20 40 306 Trailing Detector (ft)0000-5 0300 00300 Detector 1 Position(ft)0000-5 0300 00300 Detector 1 Size(ft) 40 40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 15.0 10.0 15.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot Prot NA Protected Phases 7 4 3 8 5 2 1 1 6 Permitted Phases 4 Detector Phase 74438 52 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 43.3 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Base Model 09/12/2022 BASED MODEL PM EXISTING Synchro 10 Report S. Starks Page 2 Lane Group SBR Lane Configurations Traffic Volume (vph) 168 Future Volume (vph) 168 Ideal Flow (vphpl) 1900 Grade (%) Storage Length (ft) 450 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1575 Flt Permitted Satd. Flow (perm) 1575 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Adj. Flow (vph) 187 Shared Lane Traffic (%) Lane Group Flow (vph) 187 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.01 Turning Speed (mph) 9 Number of Detectors 0 Detector Template Leading Detector (ft) 0 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Turn Type Perm Protected Phases Permitted Phases 6 Detector Phase 6 Switch Phase Minimum Initial (s) 12.0 Minimum Split (s) 43.3 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Base Model 09/12/2022 BASED MODEL PM EXISTING Synchro 10 Report S. Starks Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Total Split (s) 25.0 25.0 25.0 15.0 15.0 32.0 87.0 25.0 25.0 80.0 Total Split (%) 16.4% 16.4% 16.4% 9.9% 9.9% 21.1% 57.2% 16.4% 16.4% 52.6% Maximum Green (s) 18.7 18.8 18.8 8.7 8.6 25.4 80.9 18.7 18.7 73.7 Yellow Time (s) 3.0 3.2 3.2 3.0 3.1 3.0 4.6 3.0 3.0 4.4 All-Red Time (s) 3.3 3.0 3.0 3.3 3.3 3.6 1.5 3.3 3.3 1.9 Lost Time Adjust (s) -1.3 -1.2 -2.0 -1.3 -1.4 -1.6 -1.1 -1.3 -1.3 Total Lost Time (s) 5.0 5.0 4.2 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s)7.0 Flash Dont Walk (s)30.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 17.6 15.4 16.2 10.8 8.6 27.0 99.2 11.2 81.1 Actuated g/C Ratio 0.12 0.10 0.11 0.07 0.06 0.18 0.65 0.07 0.53 v/c Ratio 0.72 0.02 0.57 0.33 0.36 0.46 0.76 0.50 0.92 Control Delay 75.1 60.0 72.1 73.8 79.7 58.9 23.9 76.0 31.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.1 60.0 72.1 73.8 79.7 58.9 23.9 76.0 31.1 LOS EEEEE EC EC Approach Delay 73.9 76.5 28.8 30.9 Approach LOS E E C C Queue Length 50th (ft) 142 4 93 39 32 131 664 57 729 Queue Length 95th (ft) 192 16 134 82 70 180 869 m81 m#1027 Internal Link Dist (ft) 1020 1162 1069 936 Turn Bay Length (ft) 100 275 75 325 150 Base Capacity (vph) 453 246 383 132 106 612 2319 231 1878 Starvation Cap Reductn 00000 00 00 Spillback Cap Reductn 00000 00 00 Storage Cap Reductn 00000 00 00 Reduced v/c Ratio 0.63 0.02 0.44 0.31 0.31 0.46 0.76 0.28 0.92 Intersection Summary Area Type: Other Cycle Length: 152 Actuated Cycle Length: 152 Offset: 30 (20%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 35.0 Intersection LOS: D Intersection Capacity Utilization 76.6% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Base Model 09/12/2022 BASED MODEL PM EXISTING Synchro 10 Report S. Starks Page 4 Lane Group SBR Total Split (s) 80.0 Total Split (%) 52.6% Maximum Green (s) 73.7 Yellow Time (s) 4.4 All-Red Time (s) 1.9 Lost Time Adjust (s) -1.3 Total Lost Time (s) 5.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 6.0 Minimum Gap (s) 3.0 Time Before Reduce (s) 15.0 Time To Reduce (s) 30.0 Recall Mode C-Max Walk Time (s) 7.0 Flash Dont Walk (s) 30.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 81.1 Actuated g/C Ratio 0.53 v/c Ratio 0.22 Control Delay 13.3 Queue Delay 0.0 Total Delay 13.3 LOS B Approach Delay Approach LOS Queue Length 50th (ft) 85 Queue Length 95th (ft) m92 Internal Link Dist (ft) Turn Bay Length (ft) 450 Base Capacity (vph) 840 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.22 Intersection Summary Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Base Model 09/12/2022 BASED MODEL PM EXISTING Synchro 10 Report S. Starks Page 5 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway HCM Unsignalized Intersection Capacity Analysis 200: US 17 (Market Street) & Cypress Pond Way 11/23/2022 220248 Base Model 09/12/2022 BASED MODEL PM EXISTING Synchro 10 Report S. Starks Page 1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 147 21 160 1731 1682 44 Future Volume (Veh/h) 0 147 21 160 1731 1682 44 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 163 0 178 1923 1869 49 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 vC, conflicting volume 3186 934 0 1918 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3186 934 0 1918 tC, single (s) 6.8 6.9 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 2.2 p0 queue free % 100 39 0 42 cM capacity (veh/h) 3 267 0 305 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 163 178 962 962 934 934 49 Volume Left 0 178 00000 Volume Right 163 0000049 cSH 267 305 1700 1700 1700 1700 1700 Volume to Capacity 0.61 0.58 0.57 0.57 0.55 0.55 0.03 Queue Length 95th (ft) 92 86 00000 Control Delay (s) 37.5 32.2 0.0 0.0 0.0 0.0 0.0 Lane LOS E D Approach Delay (s) 37.5 2.7 0.0 Approach LOS E Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 75.6% ICU Level of Service D Analysis Period (min) 15 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Base Model 09/12/2022 BASED MODEL PM EXISTING Synchro 10 Report S. Starks Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 224 89 119 520 80 216 191 1180 288 190 1075 185 Future Volume (vph) 224 89 119 520 80 216 191 1180 288 190 1075 185 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 3% 1% 0% Storage Length (ft) 200 250 350 100 250 0 325 425 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 45 45 45 Link Distance (ft) 1404 633 1395 1111 Travel Time (s) 27.4 9.6 21.1 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 249 99 132 578 89 240 212 1311 320 211 1194 206 Shared Lane Traffic (%) Lane Group Flow (vph) 249 99 132 578 89 240 212 1311 320 211 1194 206 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 111111110110 Detector Template Left Leading Detector (ft) 44 30 30 40 40 40 40 306 0 40 306 0 Trailing Detector (ft) -6 -10 -10 0000300003000 Detector 1 Position(ft) -6 -10 -10 0000300003000 Detector 1 Size(ft) 50 40 40 40 40 40 40 6 20 40 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 19.0 12.0 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Base Model 09/12/2022 BASED MODEL PM EXISTING Synchro 10 Report S. Starks Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 25.0 25.0 25.0 32.0 32.0 20.0 25.0 75.0 32.0 20.0 70.0 25.0 Total Split (%) 16.4% 16.4% 16.4% 21.1% 21.1% 13.2% 16.4% 49.3% 21.1% 13.2% 46.1% 16.4% Maximum Green (s) 18.6 18.0 18.0 25.6 25.8 13.7 18.0 69.0 25.6 13.7 64.0 18.6 Yellow Time (s) 3.0 3.0 3.0 3.0 4.3 3.0 3.0 4.4 3.0 3.0 4.5 3.0 All-Red Time (s) 3.4 4.0 4.0 3.4 1.9 3.3 4.0 1.6 3.4 3.3 1.5 3.4 Lost Time Adjust (s) -1.4 -1.2 -2.0 -1.4 -1.2 -1.3 -2.0 -1.0 -1.0 -1.3 -1.0 -1.0 Total Lost Time (s) 5.0 5.8 5.0 5.0 5.0 5.0 5.0 5.0 5.4 5.0 5.0 5.4 Lead/Lag Lag Lag Lead Lead Lead Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0 Recall Mode None None None None None None None C-Max None None C-Max None Act Effct Green (s) 28.6 13.8 35.6 27.0 13.0 33.0 16.0 75.4 101.6 15.0 74.4 102.3 Actuated g/C Ratio 0.19 0.09 0.23 0.18 0.09 0.22 0.11 0.50 0.67 0.10 0.49 0.67 v/c Ratio 0.39 0.59 0.36 0.96 0.57 0.71 0.59 0.75 0.30 0.62 0.69 0.19 Control Delay 56.0 79.7 50.0 90.1 80.4 67.0 74.2 24.0 3.4 74.6 33.5 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.0 79.7 50.0 90.1 80.4 67.0 74.2 24.0 3.4 74.6 33.5 5.6 LOS EEDFFEECAECA Approach Delay 59.2 83.0 26.2 35.3 Approach LOS E F C D Queue Length 50th (ft) 112 96 110 296 86 223 97 502 32 105 471 34 Queue Length 95th (ft) 157 156 163 #415 144 312 m131 534 44 151 622 60 Internal Link Dist (ft) 1324 553 1315 1031 Turn Bay Length (ft) 200 250 350 100 250 325 425 Base Capacity (vph) 646 235 412 600 325 338 449 1747 1052 338 1733 1065 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.39 0.42 0.32 0.96 0.27 0.71 0.47 0.75 0.30 0.62 0.69 0.19 Intersection Summary Area Type: Other Cycle Length: 152 Actuated Cycle Length: 152 Offset: 100 (66%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 43.2 Intersection LOS: D Intersection Capacity Utilization 72.0% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Base Model 09/12/2022 BASED MODEL PM EXISTING Synchro 10 Report S. Starks Page 10 Splits and Phases: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Lanes, Volumes, Timings 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road)11/22/2022 220248 Base Model 09/12/2022 BASED MODEL PM EXISTING Synchro 10 Report S. Starks Page 11 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 543 19 4 733 24 4 Future Volume (vph) 543 19 4 733 24 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 1% 1% Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.983 Flt Protected 0.958 Satd. Flow (prot) 1881 1599 0 1853 1745 0 Flt Permitted 0.958 Satd. Flow (perm) 1881 1599 0 1853 1745 0 Link Speed (mph) 45 45 20 Link Distance (ft) 426 1495 1100 Travel Time (s) 6.5 22.7 37.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 603 21 4 814 27 4 Shared Lane Traffic (%) Lane Group Flow (vph) 603 21 0 818 31 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.01 1.01 1.01 1.01 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road)11/22/2022 220248 Base Model 09/12/2022 BASED MODEL PM EXISTING Synchro 10 Report S. Starks Page 12 Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 543 19 4 733 24 4 Future Vol, veh/h 543 19 4 733 24 4 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -2 - - 1 1 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 603 21 4 814 27 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 624 0 1425 603 Stage 1 - - - - 603 - Stage 2 - - - - 822 - Critical Hdwy - - 4.12 - 6.62 6.32 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 957 - 138 491 Stage 1 - - - - 528 - Stage 2 - - - - 413 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 957 - 137 491 Mov Cap-2 Maneuver - - - - 137 - Stage 1 - - - - 528 - Stage 2 - - - - 410 - Approach EB WB NB HCM Control Delay, s 0 0 34.4 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 153 - - 957 - HCM Lane V/C Ratio 0.203 - - 0.005 - HCM Control Delay (s) 34.4 - - 8.8 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 0.7 - - 0 - 12/2/2022 220248 Market Street Townhomes Future No Build Conditions Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Future No Build Synchro 10 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 96 10 55 8 4 4 132 1510 30 18 43 1718 Future Volume (vph) 96 10 55 8 4 4 132 1510 30 18 43 1718 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1% 2% -1% 1% Storage Length (ft) 150 275 75 0 325 0 150 Storage Lanes 2 2 1 0 2 0 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 0.95 0.95 1.00 0.95 Frt 0.850 0.925 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 45 45 Link Distance (ft) 1100 1242 1149 1016 Travel Time (s) 30.0 33.9 17.4 15.4 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) 107 11 61 9 4 4 147 1678 33 20 48 1909 Shared Lane Traffic (%) Lane Group Flow (vph) 107 11 61 9 8 0 147 1711 0 0 68 1909 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Right Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 24 24 24 24 Link Offset(ft) 0 -15 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 0.99 0.99 0.99 1.01 1.01 1.01 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 11111 11 111 Detector Template Left Leading Detector (ft) 40 40 40 40 35 40 306 20 40 306 Trailing Detector (ft)0000-5 0300 00300 Detector 1 Position(ft)0000-5 0300 00300 Detector 1 Size(ft) 40 40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 15.0 10.0 15.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot Prot NA Protected Phases 7 4 3 8 5 2 1 1 6 Permitted Phases 4 Detector Phase 74438 52 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Future No Build Synchro 10 Report S. Starks Page 2 Lane Group SBR Lane Configurations Traffic Volume (vph) 107 Future Volume (vph) 107 Ideal Flow (vphpl) 1900 Grade (%) Storage Length (ft) 450 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1575 Flt Permitted Satd. Flow (perm) 1575 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Adj. Flow (vph) 119 Shared Lane Traffic (%) Lane Group Flow (vph) 119 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.01 Turning Speed (mph) 9 Number of Detectors 0 Detector Template Leading Detector (ft) 0 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Turn Type Perm Protected Phases Permitted Phases 6 Detector Phase 6 Switch Phase Minimum Initial (s) 12.0 Minimum Split (s) 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Future No Build Synchro 10 Report S. Starks Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 93.0 21.0 21.0 93.0 Total Split (%) 13.5% 13.5% 13.5% 13.5% 13.5% 13.5% 59.6% 13.5% 13.5% 59.6% Maximum Green (s) 14.0 14.0 14.0 14.0 14.0 14.0 86.0 14.0 14.0 86.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s)7.0 Flash Dont Walk (s)30.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 13.5 10.4 10.4 7.9 7.6 16.0 112.3 12.4 108.7 Actuated g/C Ratio 0.09 0.07 0.07 0.05 0.05 0.10 0.72 0.08 0.70 v/c Ratio 0.36 0.09 0.33 0.10 0.10 0.42 0.67 0.49 0.78 Control Delay 69.6 69.0 73.7 72.4 73.0 69.6 15.4 80.1 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.6 69.0 73.7 72.4 73.0 69.6 15.4 80.1 10.2 LOS EEEEE EB FB Approach Delay 71.0 72.7 19.7 12.2 Approach LOS E E B B Queue Length 50th (ft) 54 11 34 9 8 73 394 68 332 Queue Length 95th (ft) 87 32 62 30 27 112 747 m92 378 Internal Link Dist (ft) 1020 1162 1069 936 Turn Bay Length (ft) 150 275 75 325 150 Base Capacity (vph) 388 192 287 179 174 353 2553 182 2454 Starvation Cap Reductn 00000 00 00 Spillback Cap Reductn 00000 00 00 Storage Cap Reductn 00000 00 00 Reduced v/c Ratio 0.28 0.06 0.21 0.05 0.05 0.42 0.67 0.37 0.78 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 108 (69%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 18.3 Intersection LOS: B Intersection Capacity Utilization 73.6% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Future No Build Synchro 10 Report S. Starks Page 4 Splits and Phases: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Future No Build Synchro 10 Report S. Starks Page 5 Lane Group SBR Total Split (s) 93.0 Total Split (%) 59.6% Maximum Green (s) 86.0 Yellow Time (s) 5.0 All-Red Time (s) 2.0 Lost Time Adjust (s) -2.0 Total Lost Time (s) 5.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 6.0 Minimum Gap (s) 3.0 Time Before Reduce (s) 15.0 Time To Reduce (s) 30.0 Recall Mode C-Max Walk Time (s) 7.0 Flash Dont Walk (s) 30.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 108.7 Actuated g/C Ratio 0.70 v/c Ratio 0.11 Control Delay 5.1 Queue Delay 0.0 Total Delay 5.1 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 22 Queue Length 95th (ft) m48 Internal Link Dist (ft) Turn Bay Length (ft) 450 Base Capacity (vph) 1097 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.11 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 200: US 17 (Market Street) & Cypress Pond Way 11/23/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Future No Build Synchro 10 Report S. Starks Page 1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 68 23 66 1541 1889 34 Future Volume (Veh/h) 0 68 23 66 1541 1889 34 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 76 0 73 1712 2099 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 vC, conflicting volume 3101 1050 0 2137 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3101 1050 0 2137 tC, single (s) 6.8 6.9 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 2.2 p0 queue free % 100 66 0 71 cM capacity (veh/h) 6 224 0 250 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 76 73 856 856 1050 1050 38 Volume Left 0 73 00000 Volume Right 76 0000038 cSH 224 250 1700 1700 1700 1700 1700 Volume to Capacity 0.34 0.29 0.50 0.50 0.62 0.62 0.02 Queue Length 95th (ft) 36 29 00000 Control Delay (s) 29.1 25.2 0.0 0.0 0.0 0.0 0.0 Lane LOS D D Approach Delay (s) 29.1 1.0 0.0 Approach LOS D Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period (min) 15 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Future No Build Synchro 10 Report S. Starks Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 129 56 72 539 56 261 95 1022 377 199 1304 147 Future Volume (vph) 129 56 72 539 56 261 95 1022 377 199 1304 147 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 3% 1% 0% Storage Length (ft) 200 250 350 100 250 0 325 425 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 45 45 45 Link Distance (ft) 1404 633 1395 1111 Travel Time (s) 27.4 9.6 21.1 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 143 62 80 599 62 290 106 1136 419 221 1449 163 Shared Lane Traffic (%) Lane Group Flow (vph) 143 62 80 599 62 290 106 1136 419 221 1449 163 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 111111110110 Detector Template Left Leading Detector (ft) 44 30 30 40 40 40 40 306 0 40 306 0 Trailing Detector (ft) -6 -10 -10 0000300003000 Detector 1 Position(ft) -6 -10 -10 0000300003000 Detector 1 Size(ft) 50 40 40 40 40 40 40 6 20 40 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 19.0 12.0 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Future No Build Synchro 10 Report S. Starks Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 26.0 26.0 25.0 48.0 48.0 27.0 25.0 55.0 48.0 27.0 57.0 26.0 Total Split (%) 16.7% 16.7% 16.0% 30.8% 30.8% 17.3% 16.0% 35.3% 30.8% 17.3% 36.5% 16.7% Maximum Green (s) 19.0 19.0 18.0 41.0 41.0 20.0 18.0 48.0 41.0 20.0 50.0 19.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lag Lag Lead Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0 Recall Mode None None None None None None None C-Max None None C-Max None Act Effct Green (s) 34.6 11.8 30.2 34.5 11.7 36.3 20.0 66.1 105.7 26.1 72.2 111.8 Actuated g/C Ratio 0.22 0.08 0.19 0.22 0.08 0.23 0.13 0.42 0.68 0.17 0.46 0.72 v/c Ratio 0.19 0.44 0.26 0.80 0.45 0.80 0.24 0.76 0.39 0.39 0.88 0.14 Control Delay 48.7 78.0 31.3 65.8 78.7 55.9 71.5 49.3 12.3 59.7 46.8 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.7 78.0 31.3 65.8 78.7 55.9 71.5 49.3 12.3 59.7 46.8 8.2 LOS DECEEEEDBEDA Approach Delay 50.2 63.6 41.4 44.9 Approach LOS D E D D Queue Length 50th (ft) 61 62 43 299 62 169 42 396 151 105 724 51 Queue Length 95th (ft) 88 111 65 351 111 196 m79 #765 215 144 #1010 87 Internal Link Dist (ft) 1324 553 1315 1031 Turn Bay Length (ft) 200 250 350 100 250 325 425 Base Capacity (vph) 761 250 306 932 505 363 437 1493 1152 574 1638 1134 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.19 0.25 0.26 0.64 0.12 0.80 0.24 0.76 0.36 0.39 0.88 0.14 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 102 (65%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 47.8 Intersection LOS: D Intersection Capacity Utilization 74.8% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Future No Build Synchro 10 Report S. Starks Page 10 Splits and Phases: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Lanes, Volumes, Timings 400: Brays Drive & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Future No Build Synchro 10 Report S. Starks Page 11 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 583 8 4 808 13 7 Future Volume (vph) 583 8 4 808 13 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 1% 1% Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.951 Flt Protected 0.969 Satd. Flow (prot) 1881 1599 0 1853 1708 0 Flt Permitted 0.969 Satd. Flow (perm) 1881 1599 0 1853 1708 0 Link Speed (mph) 45 45 20 Link Distance (ft) 426 1495 1100 Travel Time (s) 6.5 22.7 37.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 648 9 4 898 14 8 Shared Lane Traffic (%) Lane Group Flow (vph) 648 9 0 902 22 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.01 1.01 1.01 1.01 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 400: Brays Drive & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM Future No Build Synchro 10 Report S. Starks Page 12 Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 583 8 4 808 13 7 Future Vol, veh/h 583 8 4 808 13 7 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -2 - - 1 1 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 648 9 4 898 14 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 657 0 1554 648 Stage 1 - - - - 648 - Stage 2 - - - - 906 - Critical Hdwy - - 4.12 - 6.62 6.32 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 931 - 114 462 Stage 1 - - - - 502 - Stage 2 - - - - 375 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 931 - 113 462 Mov Cap-2 Maneuver - - - - 113 - Stage 1 - - - - 502 - Stage 2 - - - - 372 - Approach EB WB NB HCM Control Delay, s 0 0 32.3 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 154 - - 931 - HCM Lane V/C Ratio 0.144 - - 0.005 - HCM Control Delay (s) 32.3 - - 8.9 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 0.5 - - 0 - Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM FNB Synchro 10 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 263 4 157 38 6 25 262 1663 9 56 5 1631 Future Volume (vph) 263 4 157 38 6 25 262 1663 9 56 5 1631 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1% 2% -1% 1% Storage Length (ft) 100 275 75 0 325 0 150 Storage Lanes 2 2 1 0 2 0 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 0.95 0.95 1.00 0.95 Frt 0.850 0.880 0.999 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3450 1872 2801 1752 1623 0 3450 3553 0 0 1761 3522 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3450 1872 2801 1752 1623 0 3450 3553 0 0 1761 3522 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 45 45 Link Distance (ft) 1100 1242 1149 1016 Travel Time (s) 30.0 33.9 17.4 15.4 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) 292 4 174 42 7 28 291 1848 10 62 6 1812 Shared Lane Traffic (%) Lane Group Flow (vph) 292 4 174 42 35 0 291 1858 0 0 68 1812 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Right Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 24 24 24 24 Link Offset(ft) 0 -15 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 0.99 0.99 0.99 1.01 1.01 1.01 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 11111 11 111 Detector Template Left Leading Detector (ft) 40 40 40 40 35 40 306 20 40 306 Trailing Detector (ft)0000-5 0300 00300 Detector 1 Position(ft)0000-5 0300 00300 Detector 1 Size(ft) 40 40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 15.0 10.0 15.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot Prot NA Protected Phases 7 4 3 8 5 2 1 1 6 Permitted Phases 4 Detector Phase 74438 52 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 Minimum Split (s) 25.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM FNB Synchro 10 Report S. Starks Page 2 Lane Group SBR Lane Configurations Traffic Volume (vph) 172 Future Volume (vph) 172 Ideal Flow (vphpl) 1900 Grade (%) Storage Length (ft) 450 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1575 Flt Permitted Satd. Flow (perm) 1575 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Adj. Flow (vph) 191 Shared Lane Traffic (%) Lane Group Flow (vph) 191 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.01 Turning Speed (mph) 9 Number of Detectors 0 Detector Template Leading Detector (ft) 0 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Turn Type Perm Protected Phases Permitted Phases 6 Detector Phase 6 Switch Phase Minimum Initial (s) 12.0 Minimum Split (s) 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM FNB Synchro 10 Report S. Starks Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Total Split (s) 25.0 25.0 25.0 15.0 15.0 32.0 87.0 25.0 25.0 80.0 Total Split (%) 16.4% 16.4% 16.4% 9.9% 9.9% 21.1% 57.2% 16.4% 16.4% 52.6% Maximum Green (s) 18.0 18.0 18.0 8.0 8.0 25.0 80.0 18.0 18.0 73.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s)7.0 Flash Dont Walk (s)30.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 18.2 16.4 16.4 10.9 9.0 27.0 94.9 12.3 80.2 Actuated g/C Ratio 0.12 0.11 0.11 0.07 0.06 0.18 0.62 0.08 0.53 v/c Ratio 0.71 0.02 0.58 0.34 0.36 0.48 0.84 0.48 0.98 Control Delay 74.1 59.0 72.1 74.4 79.2 59.1 28.8 74.0 38.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.1 59.0 72.1 74.4 79.2 59.1 28.8 74.0 38.7 LOS EEEEE EC ED Approach Delay 73.2 76.6 32.9 37.6 Approach LOS E E C D Queue Length 50th (ft) 144 4 95 40 34 135 787 61 ~993 Queue Length 95th (ft) 195 16 137 84 73 184 994 m80 m#1088 Internal Link Dist (ft) 1020 1162 1069 936 Turn Bay Length (ft) 100 275 75 325 150 Base Capacity (vph) 453 246 368 132 106 612 2217 231 1857 Starvation Cap Reductn 00000 00 00 Spillback Cap Reductn 00000 00 00 Storage Cap Reductn 00000 00 00 Reduced v/c Ratio 0.64 0.02 0.47 0.32 0.33 0.48 0.84 0.29 0.98 Intersection Summary Area Type: Other Cycle Length: 152 Actuated Cycle Length: 152 Offset: 30 (20%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 39.6 Intersection LOS: D Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM FNB Synchro 10 Report S. Starks Page 4 Lane Group SBR Total Split (s) 80.0 Total Split (%) 52.6% Maximum Green (s) 73.0 Yellow Time (s) 5.0 All-Red Time (s) 2.0 Lost Time Adjust (s) -2.0 Total Lost Time (s) 5.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 6.0 Minimum Gap (s) 3.0 Time Before Reduce (s) 15.0 Time To Reduce (s) 30.0 Recall Mode C-Max Walk Time (s) 7.0 Flash Dont Walk (s) 30.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 80.2 Actuated g/C Ratio 0.53 v/c Ratio 0.23 Control Delay 13.6 Queue Delay 0.0 Total Delay 13.6 LOS B Approach Delay Approach LOS Queue Length 50th (ft) 91 Queue Length 95th (ft) m86 Internal Link Dist (ft) Turn Bay Length (ft) 450 Base Capacity (vph) 830 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.23 Intersection Summary Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM FNB Synchro 10 Report S. Starks Page 5 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway HCM Unsignalized Intersection Capacity Analysis 200: US 17 (Market Street) & Cypress Pond Way 11/23/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM FNB Synchro 10 Report S. Starks Page 1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 150 22 164 1826 1766 45 Future Volume (Veh/h) 0 150 22 164 1826 1766 45 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 167 0 182 2029 1962 50 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 vC, conflicting volume 3340 981 0 2012 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3340 981 0 2012 tC, single (s) 6.8 6.9 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 2.2 p0 queue free % 100 33 0 35 cM capacity (veh/h) 2 249 0 280 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 167 182 1014 1014 981 981 50 Volume Left 0 182 00000 Volume Right 167 0000050 cSH 249 280 1700 1700 1700 1700 1700 Volume to Capacity 0.67 0.65 0.60 0.60 0.58 0.58 0.03 Queue Length 95th (ft) 108 104 00000 Control Delay (s) 44.8 38.9 0.0 0.0 0.0 0.0 0.0 Lane LOS E E Approach Delay (s) 44.8 3.2 0.0 Approach LOS E Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM FNB Synchro 10 Report S. Starks Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 230 91 122 557 82 221 196 1234 324 195 1122 189 Future Volume (vph) 230 91 122 557 82 221 196 1234 324 195 1122 189 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 3% 1% 0% Storage Length (ft) 200 250 350 100 250 0 325 425 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 45 45 45 Link Distance (ft) 1404 633 1395 1111 Travel Time (s) 27.4 9.6 21.1 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 256 101 136 619 91 246 218 1371 360 217 1247 210 Shared Lane Traffic (%) Lane Group Flow (vph) 256 101 136 619 91 246 218 1371 360 217 1247 210 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 111111110110 Detector Template Left Leading Detector (ft) 44 30 30 40 40 40 40 306 0 40 306 0 Trailing Detector (ft) -6 -10 -10 0000300003000 Detector 1 Position(ft) -6 -10 -10 0000300003000 Detector 1 Size(ft) 50 40 40 40 40 40 40 6 20 40 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 19.0 12.0 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM FNB Synchro 10 Report S. Starks Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 25.0 25.0 25.0 32.0 32.0 20.0 25.0 75.0 32.0 20.0 70.0 25.0 Total Split (%) 16.4% 16.4% 16.4% 21.1% 21.1% 13.2% 16.4% 49.3% 21.1% 13.2% 46.1% 16.4% Maximum Green (s) 18.0 18.0 18.0 25.0 25.0 13.0 18.0 68.0 25.0 13.0 63.0 18.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0 Recall Mode None None None None None None None C-Max None None C-Max None Act Effct Green (s) 27.9 14.8 36.0 27.0 13.9 33.9 16.2 75.2 102.2 15.0 74.0 101.9 Actuated g/C Ratio 0.18 0.10 0.24 0.18 0.09 0.22 0.11 0.49 0.67 0.10 0.49 0.67 v/c Ratio 0.41 0.56 0.36 1.03 0.54 0.71 0.60 0.79 0.34 0.64 0.72 0.20 Control Delay 57.0 76.7 49.9 104.9 77.3 65.9 74.9 22.9 3.5 75.3 35.1 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.0 76.7 49.9 104.9 77.3 65.9 74.9 22.9 3.5 75.3 35.1 5.7 LOS EEDFEEECAEDA Approach Delay 59.1 92.2 25.1 36.6 Approach LOS E F C D Queue Length 50th (ft) 117 97 114 ~337 88 227 101 453 23 108 506 34 Queue Length 95th (ft) 162 157 166 #461 144 317 m122 585 m45 155 667 61 Internal Link Dist (ft) 1324 553 1315 1031 Turn Bay Length (ft) 200 250 350 100 250 325 425 Base Capacity (vph) 629 245 414 600 325 348 450 1742 1059 338 1722 1060 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.41 0.41 0.33 1.03 0.28 0.71 0.48 0.79 0.34 0.64 0.72 0.20 Intersection Summary Area Type: Other Cycle Length: 152 Actuated Cycle Length: 152 Offset: 100 (66%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 44.8 Intersection LOS: D Intersection Capacity Utilization 74.7% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM FNB Synchro 10 Report S. Starks Page 10 Splits and Phases: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Lanes, Volumes, Timings 400: Brays Drive & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM FNB Synchro 10 Report S. Starks Page 11 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 584 20 4 773 25 4 Future Volume (vph) 584 20 4 773 25 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 1% 1% Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.983 Flt Protected 0.958 Satd. Flow (prot) 1881 1599 0 1853 1745 0 Flt Permitted 0.958 Satd. Flow (perm) 1881 1599 0 1853 1745 0 Link Speed (mph) 45 45 20 Link Distance (ft) 426 1495 1100 Travel Time (s) 6.5 22.7 37.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 649 22 4 859 28 4 Shared Lane Traffic (%) Lane Group Flow (vph) 649 22 0 863 32 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.01 1.01 1.01 1.01 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC 400: Brays Drive & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM FNB Synchro 10 Report S. Starks Page 12 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 584 20 4 773 25 4 Future Vol, veh/h 584 20 4 773 25 4 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -2 - - 1 1 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 649 22 4 859 28 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 671 0 1516 649 Stage 1 - - - - 649 - Stage 2 - - - - 867 - Critical Hdwy - - 4.12 - 6.62 6.32 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 919 - 121 461 Stage 1 - - - - 502 - Stage 2 - - - - 392 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 919 - 120 461 Mov Cap-2 Maneuver - - - - 120 - Stage 1 - - - - 502 - Stage 2 - - - - 389 - Approach EB WB NB HCM Control Delay, s 0 0 40.2 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 134 - - 919 - HCM Lane V/C Ratio 0.24 - - 0.005 - HCM Control Delay (s) 40.2 - - 8.9 0 HCM Lane LOS E - - A A HCM 95th %tile Q(veh) 0.9 - - 0 - 12/2/2022 220248 Market Street Townhomes Future Build Conditions Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A Synchro 11 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 96 10 55 8 4 4 132 1529 30 21 43 1778 Future Volume (vph) 96 10 55 8 4 4 132 1529 30 21 43 1778 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1% 2% -1% 1% Storage Length (ft) 150 275 75 0 325 0 150 Storage Lanes 2 2 1 0 2 0 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 0.95 0.95 1.00 0.95 Frt 0.850 0.925 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 45 45 Link Distance (ft) 1100 1242 1149 1016 Travel Time (s) 30.0 33.9 17.4 15.4 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) 107 11 61 9 4 4 147 1699 33 23 48 1976 Shared Lane Traffic (%) Lane Group Flow (vph) 107 11 61 9 8 0 147 1732 0 0 71 1976 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Right Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 24 24 24 24 Link Offset(ft) 0 -15 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 0.99 0.99 0.99 1.01 1.01 1.01 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 11111 11 111 Detector Template Left Leading Detector (ft) 40 40 40 40 35 40 306 20 40 306 Trailing Detector (ft)0000-5 0300 00300 Detector 1 Position(ft)0000-5 0300 00300 Detector 1 Size(ft) 40 40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 15.0 10.0 15.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot Prot NA Protected Phases 7 4 3 8 5 2 1 1 6 Permitted Phases 4 Detector Phase 74438 52 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A Synchro 11 Report S. Starks Page 2 Lane Group SBR Lane Configurations Traffic Volume (vph) 107 Future Volume (vph) 107 Ideal Flow (vphpl) 1900 Grade (%) Storage Length (ft) 450 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1575 Flt Permitted Satd. Flow (perm) 1575 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Adj. Flow (vph) 119 Shared Lane Traffic (%) Lane Group Flow (vph) 119 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.01 Turning Speed (mph) 9 Number of Detectors 0 Detector Template Leading Detector (ft) 0 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Turn Type Perm Protected Phases Permitted Phases 6 Detector Phase 6 Switch Phase Minimum Initial (s) 12.0 Minimum Split (s) 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A Synchro 11 Report S. Starks Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 93.0 21.0 21.0 93.0 Total Split (%) 13.5% 13.5% 13.5% 13.5% 13.5% 13.5% 59.6% 13.5% 13.5% 59.6% Maximum Green (s) 14.0 14.0 14.0 14.0 14.0 14.0 86.0 14.0 14.0 86.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s)7.0 Flash Dont Walk (s)30.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 13.5 10.4 10.4 7.9 7.6 16.0 112.1 12.7 108.7 Actuated g/C Ratio 0.09 0.07 0.07 0.05 0.05 0.10 0.72 0.08 0.70 v/c Ratio 0.36 0.09 0.33 0.10 0.10 0.42 0.68 0.50 0.81 Control Delay 69.6 69.0 73.7 72.4 73.0 69.6 15.8 79.9 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.6 69.0 73.7 72.4 73.0 69.6 15.8 79.9 11.3 LOS EEEEE EB EB Approach Delay 71.0 72.7 20.0 13.2 Approach LOS E E B B Queue Length 50th (ft) 54 11 34 9 8 73 407 70 347 Queue Length 95th (ft) 87 32 62 30 27 112 770 m98 401 Internal Link Dist (ft) 1020 1162 1069 936 Turn Bay Length (ft) 150 275 75 325 150 Base Capacity (vph) 388 192 287 179 174 353 2546 183 2454 Starvation Cap Reductn 00000 00 00 Spillback Cap Reductn 00000 00 00 Storage Cap Reductn 00000 00 00 Reduced v/c Ratio 0.28 0.06 0.21 0.05 0.05 0.42 0.68 0.39 0.81 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 108 (69%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 18.9 Intersection LOS: B Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A Synchro 11 Report S. Starks Page 4 Splits and Phases: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A Synchro 11 Report S. Starks Page 5 Lane Group SBR Total Split (s) 93.0 Total Split (%) 59.6% Maximum Green (s) 86.0 Yellow Time (s) 5.0 All-Red Time (s) 2.0 Lost Time Adjust (s) -2.0 Total Lost Time (s) 5.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 6.0 Minimum Gap (s) 3.0 Time Before Reduce (s) 15.0 Time To Reduce (s) 30.0 Recall Mode C-Max Walk Time (s) 7.0 Flash Dont Walk (s) 30.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 108.7 Actuated g/C Ratio 0.70 v/c Ratio 0.11 Control Delay 5.4 Queue Delay 0.0 Total Delay 5.4 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 22 Queue Length 95th (ft) m49 Internal Link Dist (ft) Turn Bay Length (ft) 450 Base Capacity (vph) 1097 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.11 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 200: US 17 (Market Street) & Cypress Pond Way 11/23/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A Synchro 11 Report S. Starks Page 1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 68 83 66 1571 1892 34 Future Volume (Veh/h) 0 68 83 66 1571 1892 34 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 76 0 73 1746 2102 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 vC, conflicting volume 3121 1051 0 2140 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3121 1051 0 2140 tC, single (s) 6.8 6.9 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 2.2 p0 queue free % 100 66 0 71 cM capacity (veh/h) 6 223 0 249 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 76 73 873 873 1051 1051 38 Volume Left 0 73 00000 Volume Right 76 0000038 cSH 223 249 1700 1700 1700 1700 1700 Volume to Capacity 0.34 0.29 0.51 0.51 0.62 0.62 0.02 Queue Length 95th (ft) 36 29 00000 Control Delay (s) 29.2 25.3 0.0 0.0 0.0 0.0 0.0 Lane LOS D D Approach Delay (s) 29.2 1.0 0.0 Approach LOS D Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 74.8% ICU Level of Service D Analysis Period (min) 15 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A Synchro 11 Report S. Starks Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 56 72 539 56 271 95 1052 377 208 1307 147 Future Volume (vph) 130 56 72 539 56 271 95 1052 377 208 1307 147 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 3% 1% 0% Storage Length (ft) 200 250 350 100 250 0 325 425 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 45 45 45 Link Distance (ft) 1404 633 1395 1111 Travel Time (s) 27.4 9.6 21.1 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 144 62 80 599 62 301 106 1169 419 231 1452 163 Shared Lane Traffic (%) Lane Group Flow (vph) 144 62 80 599 62 301 106 1169 419 231 1452 163 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 111111110110 Detector Template Left Leading Detector (ft) 44 30 30 40 40 40 40 306 0 40 306 0 Trailing Detector (ft) -6 -10 -10 0000300003000 Detector 1 Position(ft) -6 -10 -10 0000300003000 Detector 1 Size(ft) 50 40 40 40 40 40 40 6 20 40 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 19.0 12.0 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A Synchro 11 Report S. Starks Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 26.0 26.0 25.0 48.0 48.0 27.0 25.0 55.0 48.0 27.0 57.0 26.0 Total Split (%) 16.7% 16.7% 16.0% 30.8% 30.8% 17.3% 16.0% 35.3% 30.8% 17.3% 36.5% 16.7% Maximum Green (s) 19.0 19.0 18.0 41.0 41.0 20.0 18.0 48.0 41.0 20.0 50.0 19.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lag Lag Lead Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0 Recall Mode None None None None None None None C-Max None None C-Max None Act Effct Green (s) 34.6 11.8 30.2 34.5 11.7 37.3 20.0 65.1 104.7 27.1 72.2 111.8 Actuated g/C Ratio 0.22 0.08 0.19 0.22 0.08 0.24 0.13 0.42 0.67 0.17 0.46 0.72 v/c Ratio 0.19 0.44 0.26 0.80 0.45 0.81 0.24 0.80 0.40 0.39 0.89 0.14 Control Delay 48.7 78.0 31.3 65.8 78.7 56.4 71.3 50.8 12.8 59.0 47.0 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.7 78.0 31.3 65.8 78.7 56.4 71.3 50.8 12.8 59.0 47.0 8.2 LOS DECEEEEDBEDA Approach Delay 50.2 63.7 42.7 45.1 Approach LOS D E D D Queue Length 50th (ft) 61 62 43 299 62 173 43 418 152 109 727 51 Queue Length 95th (ft) 89 111 65 351 111 209 m78 #802 222 151 #1013 87 Internal Link Dist (ft) 1324 553 1315 1031 Turn Bay Length (ft) 200 250 350 100 250 325 425 Base Capacity (vph) 761 250 306 932 505 373 437 1470 1142 596 1638 1134 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.19 0.25 0.26 0.64 0.12 0.81 0.24 0.80 0.37 0.39 0.89 0.14 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 102 (65%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 48.3 Intersection LOS: D Intersection Capacity Utilization 74.8% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A Synchro 11 Report S. Starks Page 10 Splits and Phases: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Lanes, Volumes, Timings 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A Synchro 11 Report S. Starks Page 11 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 583 17 4 808 23 7 Future Volume (vph) 583 17 4 808 23 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 1% 1% Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.968 Flt Protected 0.963 Satd. Flow (prot) 1881 1599 0 1853 1728 0 Flt Permitted 0.963 Satd. Flow (perm) 1881 1599 0 1853 1728 0 Link Speed (mph) 45 45 20 Link Distance (ft) 426 1495 1100 Travel Time (s) 6.5 22.7 37.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 648 19 4 898 26 8 Shared Lane Traffic (%) Lane Group Flow (vph) 648 19 0 902 34 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.01 1.01 1.01 1.01 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A Synchro 11 Report S. Starks Page 12 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 583 17 4 808 23 7 Future Vol, veh/h 583 17 4 808 23 7 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -2 - - 1 1 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 648 19 4 898 26 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 667 0 1554 648 Stage 1 - - - - 648 - Stage 2 - - - - 906 - Critical Hdwy - - 4.12 - 6.62 6.32 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 923 - 114 462 Stage 1 - - - - 502 - Stage 2 - - - - 375 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 923 - 113 462 Mov Cap-2 Maneuver - - - - 113 - Stage 1 - - - - 502 - Stage 2 - - - - 372 - Approach EB WB NB HCM Control Delay, s 0 0 39.5 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 137 - - 923 - HCM Lane V/C Ratio 0.243 - - 0.005 - HCM Control Delay (s) 39.5 - - 8.9 0 HCM Lane LOS E - - A A HCM 95th %tile Q(veh) 0.9 - - 0 - Lanes, Volumes, Timings 500: US 17 (Market Street) & Site Access 1 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A Synchro 11 Report S. Starks Page 13 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 90 1625 22 0 2041 Future Volume (vph) 0 90 1625 22 0 2041 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Frt 0.865 0.998 Flt Protected Satd. Flow (prot) 0 1611 3532 0 0 3539 Flt Permitted Satd. Flow (perm) 0 1611 3532 0 0 3539 Link Speed (mph) 15 45 45 Link Distance (ft) 1402 1016 354 Travel Time (s) 63.7 15.4 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 100 1806 24 0 2268 Shared Lane Traffic (%) Lane Group Flow (vph) 0 100 1830 0 0 2268 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 500: US 17 (Market Street) & Site Access 1 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A Synchro 11 Report S. Starks Page 14 Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 90 1625 22 0 2041 Future Vol, veh/h 0 90 1625 22 0 2041 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 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 0 100 1806 24 0 2268 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 915 0 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 0 275 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 275 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 25.4 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 275 - HCM Lane V/C Ratio - - 0.364 - HCM Control Delay (s) - - 25.4 - HCM Lane LOS - - D - HCM 95th %tile Q(veh) - - 1.6 - Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B Synchro 10 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 96 10 55 8 4 4 132 1529 30 30 43 1778 Future Volume (vph) 96 10 55 8 4 4 132 1529 30 30 43 1778 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1% 2% -1% 1% Storage Length (ft) 150 275 75 0 325 0 150 Storage Lanes 2 2 1 0 2 0 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 0.95 0.95 1.00 0.95 Frt 0.850 0.925 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 45 45 Link Distance (ft) 1100 1242 1149 1016 Travel Time (s) 30.0 33.9 17.4 15.4 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) 107 11 61 9 4 4 147 1699 33 33 48 1976 Shared Lane Traffic (%) Lane Group Flow (vph) 107 11 61 9 8 0 147 1732 0 0 81 1976 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Right Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 24 24 24 24 Link Offset(ft) 0 -15 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 0.99 0.99 0.99 1.01 1.01 1.01 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 11111 11 111 Detector Template Left Leading Detector (ft) 40 40 40 40 35 40 306 20 40 306 Trailing Detector (ft)0000-5 0300 00300 Detector 1 Position(ft)0000-5 0300 00300 Detector 1 Size(ft) 40 40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 15.0 10.0 15.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot Prot NA Protected Phases 7 4 3 8 5 2 1 1 6 Permitted Phases 4 Detector Phase 74438 52 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B Synchro 10 Report S. Starks Page 2 Lane Group SBR Lane Configurations Traffic Volume (vph) 107 Future Volume (vph) 107 Ideal Flow (vphpl) 1900 Grade (%) Storage Length (ft) 450 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1575 Flt Permitted Satd. Flow (perm) 1575 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Adj. Flow (vph) 119 Shared Lane Traffic (%) Lane Group Flow (vph) 119 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.01 Turning Speed (mph) 9 Number of Detectors 0 Detector Template Leading Detector (ft) 0 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Turn Type Perm Protected Phases Permitted Phases 6 Detector Phase 6 Switch Phase Minimum Initial (s) 12.0 Minimum Split (s) 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B Synchro 10 Report S. Starks Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 93.0 21.0 21.0 93.0 Total Split (%) 13.5% 13.5% 13.5% 13.5% 13.5% 13.5% 59.6% 13.5% 13.5% 59.6% Maximum Green (s) 14.0 14.0 14.0 14.0 14.0 14.0 86.0 14.0 14.0 86.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s)7.0 Flash Dont Walk (s)30.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 13.5 10.4 10.4 7.9 7.6 16.0 111.2 13.5 108.7 Actuated g/C Ratio 0.09 0.07 0.07 0.05 0.05 0.10 0.71 0.09 0.70 v/c Ratio 0.36 0.09 0.33 0.10 0.10 0.42 0.69 0.53 0.81 Control Delay 69.6 69.0 73.7 72.4 73.0 69.6 16.4 80.6 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.6 69.0 73.7 72.4 73.0 69.6 16.4 80.6 11.2 LOS EEEEE EB FB Approach Delay 71.0 72.7 20.6 13.5 Approach LOS E E C B Queue Length 50th (ft) 54 11 34 9 8 73 417 80 345 Queue Length 95th (ft) 87 32 62 30 27 112 785 m111 399 Internal Link Dist (ft) 1020 1162 1069 936 Turn Bay Length (ft) 150 275 75 325 150 Base Capacity (vph) 388 192 287 179 174 353 2527 185 2454 Starvation Cap Reductn 00000 00 00 Spillback Cap Reductn 00000 00 00 Storage Cap Reductn 00000 00 00 Reduced v/c Ratio 0.28 0.06 0.21 0.05 0.05 0.42 0.69 0.44 0.81 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 108 (69%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 19.3 Intersection LOS: B Intersection Capacity Utilization 75.2% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B Synchro 10 Report S. Starks Page 4 Splits and Phases: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B Synchro 10 Report S. Starks Page 5 Lane Group SBR Total Split (s) 93.0 Total Split (%) 59.6% Maximum Green (s) 86.0 Yellow Time (s) 5.0 All-Red Time (s) 2.0 Lost Time Adjust (s) -2.0 Total Lost Time (s) 5.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 6.0 Minimum Gap (s) 3.0 Time Before Reduce (s) 15.0 Time To Reduce (s) 30.0 Recall Mode C-Max Walk Time (s) 7.0 Flash Dont Walk (s) 30.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 108.7 Actuated g/C Ratio 0.70 v/c Ratio 0.11 Control Delay 5.3 Queue Delay 0.0 Total Delay 5.3 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 22 Queue Length 95th (ft) m49 Internal Link Dist (ft) Turn Bay Length (ft) 450 Base Capacity (vph) 1097 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.11 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 200: US 17 (Market Street) & Cypress Pond Way 11/23/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B Synchro 10 Report S. Starks Page 1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 68 83 66 1581 1901 34 Future Volume (Veh/h) 0 68 83 66 1581 1901 34 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 76 0 73 1757 2112 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 vC, conflicting volume 3136 1056 0 2150 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3136 1056 0 2150 tC, single (s) 6.8 6.9 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 2.2 p0 queue free % 100 66 0 70 cM capacity (veh/h) 6 222 0 247 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 76 73 878 878 1056 1056 38 Volume Left 0 73 00000 Volume Right 76 0000038 cSH 222 247 1700 1700 1700 1700 1700 Volume to Capacity 0.34 0.30 0.52 0.52 0.62 0.62 0.02 Queue Length 95th (ft) 36 30 00000 Control Delay (s) 29.5 25.6 0.0 0.0 0.0 0.0 0.0 Lane LOS D D Approach Delay (s) 29.5 1.0 0.0 Approach LOS D Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B Synchro 10 Report S. Starks Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 129 56 72 539 56 261 95 1062 377 195 1316 147 Future Volume (vph) 129 56 72 539 56 261 95 1062 377 195 1316 147 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 3% 1% 0% Storage Length (ft) 200 250 350 100 250 0 325 425 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 45 45 45 Link Distance (ft) 1404 633 1395 1111 Travel Time (s) 27.4 9.6 21.1 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 143 62 80 599 62 290 106 1180 419 217 1462 163 Shared Lane Traffic (%) Lane Group Flow (vph) 143 62 80 599 62 290 106 1180 419 217 1462 163 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 111111110110 Detector Template Left Leading Detector (ft) 44 30 30 40 40 40 40 306 0 40 306 0 Trailing Detector (ft) -6 -10 -10 0000300003000 Detector 1 Position(ft) -6 -10 -10 0000300003000 Detector 1 Size(ft) 50 40 40 40 40 40 40 6 20 40 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 19.0 12.0 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B Synchro 10 Report S. Starks Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 26.0 26.0 25.0 48.0 48.0 27.0 25.0 55.0 48.0 27.0 57.0 26.0 Total Split (%) 16.7% 16.7% 16.0% 30.8% 30.8% 17.3% 16.0% 35.3% 30.8% 17.3% 36.5% 16.7% Maximum Green (s) 19.0 19.0 18.0 41.0 41.0 20.0 18.0 48.0 41.0 20.0 50.0 19.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lag Lag Lead Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0 Recall Mode None None None None None None None C-Max None None C-Max None Act Effct Green (s) 34.6 11.8 30.2 34.5 11.7 36.3 20.0 66.1 105.7 26.1 72.2 111.8 Actuated g/C Ratio 0.22 0.08 0.19 0.22 0.08 0.23 0.13 0.42 0.68 0.17 0.46 0.72 v/c Ratio 0.19 0.44 0.26 0.80 0.45 0.80 0.24 0.79 0.39 0.38 0.89 0.14 Control Delay 48.7 78.0 31.3 65.8 78.7 55.8 71.7 50.5 12.6 59.6 47.4 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.7 78.0 31.3 65.8 78.7 55.8 71.7 50.5 12.6 59.6 47.4 8.2 LOS DECEEEEDBEDA Approach Delay 50.2 63.6 42.5 45.4 Approach LOS D E D D Queue Length 50th (ft) 61 62 43 299 62 169 43 431 151 103 735 51 Queue Length 95th (ft) 88 111 65 351 111 196 m78 #814 228 142 #1024 87 Internal Link Dist (ft) 1324 553 1315 1031 Turn Bay Length (ft) 200 250 350 100 250 325 425 Base Capacity (vph) 761 250 306 932 505 363 437 1492 1152 574 1638 1134 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.19 0.25 0.26 0.64 0.12 0.80 0.24 0.79 0.36 0.38 0.89 0.14 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 102 (65%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 48.3 Intersection LOS: D Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B Synchro 10 Report S. Starks Page 10 Splits and Phases: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Lanes, Volumes, Timings 400: Brays Drive & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B Synchro 10 Report S. Starks Page 11 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 583 8 4 808 13 7 Future Volume (vph) 583 8 4 808 13 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 1% 1% Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.951 Flt Protected 0.969 Satd. Flow (prot) 1881 1599 0 1853 1708 0 Flt Permitted 0.969 Satd. Flow (perm) 1881 1599 0 1853 1708 0 Link Speed (mph) 45 45 20 Link Distance (ft) 426 1495 1100 Travel Time (s) 6.5 22.7 37.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 648 9 4 898 14 8 Shared Lane Traffic (%) Lane Group Flow (vph) 648 9 0 902 22 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.01 1.01 1.01 1.01 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 400: Brays Drive & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B Synchro 10 Report S. Starks Page 12 Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 583 8 4 808 13 7 Future Vol, veh/h 583 8 4 808 13 7 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -2 - - 1 1 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 648 9 4 898 14 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 657 0 1554 648 Stage 1 - - - - 648 - Stage 2 - - - - 906 - Critical Hdwy - - 4.12 - 6.62 6.32 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 931 - 114 462 Stage 1 - - - - 502 - Stage 2 - - - - 375 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 931 - 113 462 Mov Cap-2 Maneuver - - - - 113 - Stage 1 - - - - 502 - Stage 2 - - - - 372 - Approach EB WB NB HCM Control Delay, s 0 0 32.3 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 154 - - 931 - HCM Lane V/C Ratio 0.144 - - 0.005 - HCM Control Delay (s) 32.3 - - 8.9 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 0.5 - - 0 - Lanes, Volumes, Timings 500: US 17 (Market Street) & Site Access 1 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B Synchro 10 Report S. Starks Page 13 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 100 1625 31 0 2050 Future Volume (vph) 0 100 1625 31 0 2050 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Frt 0.865 0.997 Flt Protected Satd. Flow (prot) 0 1611 3529 0 0 3539 Flt Permitted Satd. Flow (perm) 0 1611 3529 0 0 3539 Link Speed (mph) 15 45 45 Link Distance (ft) 1402 1016 354 Travel Time (s) 63.7 15.4 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 111 1806 34 0 2278 Shared Lane Traffic (%) Lane Group Flow (vph) 0 111 1840 0 0 2278 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 500: US 17 (Market Street) & Site Access 1 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B Synchro 10 Report S. Starks Page 14 Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 100 1625 31 0 2050 Future Vol, veh/h 0 100 1625 31 0 2050 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 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 0 111 1806 34 0 2278 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 920 0 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 0 273 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 273 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 27 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 273 - HCM Lane V/C Ratio - - 0.407 - HCM Control Delay (s) - - 27 - HCM Lane LOS - - D - HCM 95th %tile Q(veh) - - 1.9 - Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A Synchro 10 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 263 4 157 38 6 25 262 1727 9 67 5 1669 Future Volume (vph) 263 4 157 38 6 25 262 1727 9 67 5 1669 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1% 2% -1% 1% Storage Length (ft) 100 275 75 0 325 0 150 Storage Lanes 2 2 1 0 2 0 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 0.95 0.95 1.00 0.95 Frt 0.850 0.880 0.999 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3450 1872 2801 1752 1623 0 3450 3553 0 0 1761 3522 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3450 1872 2801 1752 1623 0 3450 3553 0 0 1761 3522 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 45 45 Link Distance (ft) 1100 1242 1149 1016 Travel Time (s) 30.0 33.9 17.4 15.4 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) 292 4 174 42 7 28 291 1919 10 74 6 1854 Shared Lane Traffic (%) Lane Group Flow (vph) 292 4 174 42 35 0 291 1929 0 0 80 1854 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Right Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 24 24 24 24 Link Offset(ft) 0 -15 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 0.99 0.99 0.99 1.01 1.01 1.01 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 11111 11 111 Detector Template Left Leading Detector (ft) 40 40 40 40 35 40 306 20 40 306 Trailing Detector (ft)0000-5 0300 00300 Detector 1 Position(ft)0000-5 0300 00300 Detector 1 Size(ft) 40 40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 15.0 10.0 15.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot Prot NA Protected Phases 7 4 3 8 5 2 1 1 6 Permitted Phases 4 Detector Phase 74438 52 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A Synchro 10 Report S. Starks Page 2 Lane Group SBR Lane Configurations Traffic Volume (vph) 172 Future Volume (vph) 172 Ideal Flow (vphpl) 1900 Grade (%) Storage Length (ft) 450 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1575 Flt Permitted Satd. Flow (perm) 1575 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Adj. Flow (vph) 191 Shared Lane Traffic (%) Lane Group Flow (vph) 191 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.01 Turning Speed (mph) 9 Number of Detectors 0 Detector Template Leading Detector (ft) 0 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Turn Type Perm Protected Phases Permitted Phases 6 Detector Phase 6 Switch Phase Minimum Initial (s) 12.0 Minimum Split (s) 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A Synchro 10 Report S. Starks Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Total Split (s) 25.0 25.0 25.0 15.0 15.0 32.0 87.0 25.0 25.0 80.0 Total Split (%) 16.4% 16.4% 16.4% 9.9% 9.9% 21.1% 57.2% 16.4% 16.4% 52.6% Maximum Green (s) 18.0 18.0 18.0 8.0 8.0 25.0 80.0 18.0 18.0 73.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s)7.0 Flash Dont Walk (s)30.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 18.2 16.4 16.4 10.9 9.0 27.0 93.9 13.3 80.2 Actuated g/C Ratio 0.12 0.11 0.11 0.07 0.06 0.18 0.62 0.09 0.53 v/c Ratio 0.71 0.02 0.58 0.34 0.36 0.48 0.88 0.52 1.00 Control Delay 74.1 59.0 72.1 74.4 79.2 59.1 32.0 73.0 44.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.1 59.0 72.1 74.4 79.2 59.1 32.0 73.0 44.0 LOS EEEEE EC ED Approach Delay 73.2 76.6 35.5 42.4 Approach LOS E E D D Queue Length 50th (ft) 144 4 95 40 34 135 869 73 ~1039 Queue Length 95th (ft) 195 16 137 84 73 184 #1159 m93 m#1131 Internal Link Dist (ft) 1020 1162 1069 936 Turn Bay Length (ft) 100 275 75 325 150 Base Capacity (vph) 453 246 368 132 106 612 2194 231 1857 Starvation Cap Reductn 00000 00 00 Spillback Cap Reductn 00000 00 00 Storage Cap Reductn 00000 00 00 Reduced v/c Ratio 0.64 0.02 0.47 0.32 0.33 0.48 0.88 0.35 1.00 Intersection Summary Area Type: Other Cycle Length: 152 Actuated Cycle Length: 152 Offset: 30 (20%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 42.8 Intersection LOS: D Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A Synchro 10 Report S. Starks Page 4 Lane Group SBR Total Split (s) 80.0 Total Split (%) 52.6% Maximum Green (s) 73.0 Yellow Time (s) 5.0 All-Red Time (s) 2.0 Lost Time Adjust (s) -2.0 Total Lost Time (s) 5.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 6.0 Minimum Gap (s) 3.0 Time Before Reduce (s) 15.0 Time To Reduce (s) 30.0 Recall Mode C-Max Walk Time (s) 7.0 Flash Dont Walk (s) 30.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 80.2 Actuated g/C Ratio 0.53 v/c Ratio 0.23 Control Delay 14.1 Queue Delay 0.0 Total Delay 14.1 LOS B Approach Delay Approach LOS Queue Length 50th (ft) 92 Queue Length 95th (ft) m88 Internal Link Dist (ft) Turn Bay Length (ft) 450 Base Capacity (vph) 830 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.23 Intersection Summary Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A Synchro 10 Report S. Starks Page 5 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway HCM Unsignalized Intersection Capacity Analysis 200: US 17 (Market Street) & Cypress Pond Way 11/23/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A Synchro 10 Report S. Starks Page 1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 150 60 164 1845 1777 45 Future Volume (Veh/h) 0 150 60 164 1845 1777 45 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 167 0 182 2050 1974 50 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 vC, conflicting volume 3363 987 0 2024 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3363 987 0 2024 tC, single (s) 6.8 6.9 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 2.2 p0 queue free % 100 32 0 34 cM capacity (veh/h) 2 246 0 277 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 167 182 1025 1025 987 987 50 Volume Left 0 182 00000 Volume Right 167 0000050 cSH 246 277 1700 1700 1700 1700 1700 Volume to Capacity 0.68 0.66 0.60 0.60 0.58 0.58 0.03 Queue Length 95th (ft) 109 106 00000 Control Delay (s) 45.7 39.8 0.0 0.0 0.0 0.0 0.0 Lane LOS E E Approach Delay (s) 45.7 3.2 0.0 Approach LOS E Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 80.8% ICU Level of Service D Analysis Period (min) 15 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A Synchro 10 Report S. Starks Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 230 91 122 559 82 227 196 1253 324 227 1133 189 Future Volume (vph) 230 91 122 559 82 227 196 1253 324 227 1133 189 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 3% 1% 0% Storage Length (ft) 200 225 350 100 250 0 325 425 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 45 45 45 Link Distance (ft) 1404 633 1395 1111 Travel Time (s) 27.4 9.6 21.1 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 256 101 136 621 91 252 218 1392 360 252 1259 210 Shared Lane Traffic (%) Lane Group Flow (vph) 256 101 136 621 91 252 218 1392 360 252 1259 210 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 111111110110 Detector Template Left Leading Detector (ft) 44 30 30 40 40 40 40 306 0 40 306 0 Trailing Detector (ft) -6 -10 -10 0000300003000 Detector 1 Position(ft) -6 -10 -10 0000300003000 Detector 1 Size(ft) 50 40 40 40 40 40 40 6 20 40 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 19.0 12.0 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A Synchro 10 Report S. Starks Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 25.0 25.0 25.0 32.0 32.0 20.0 25.0 75.0 32.0 20.0 70.0 25.0 Total Split (%) 16.4% 16.4% 16.4% 21.1% 21.1% 13.2% 16.4% 49.3% 21.1% 13.2% 46.1% 16.4% Maximum Green (s) 18.0 18.0 18.0 25.0 25.0 13.0 18.0 68.0 25.0 13.0 63.0 18.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0 Recall Mode None None None None None None None C-Max None None C-Max None Act Effct Green (s) 27.9 14.8 36.0 27.0 13.9 33.9 16.2 75.2 102.2 15.0 74.0 101.9 Actuated g/C Ratio 0.18 0.10 0.24 0.18 0.09 0.22 0.11 0.49 0.67 0.10 0.49 0.67 v/c Ratio 0.41 0.56 0.36 1.03 0.54 0.72 0.60 0.80 0.34 0.75 0.73 0.20 Control Delay 57.0 76.7 49.9 105.6 77.3 67.0 75.3 23.6 3.7 80.8 35.3 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.0 76.7 49.9 105.6 77.3 67.0 75.3 23.6 3.7 80.8 35.3 5.7 LOS EEDFEEECAFDA Approach Delay 59.1 92.9 25.7 38.4 Approach LOS E F C D Queue Length 50th (ft) 117 97 114 ~339 88 234 102 428 24 127 514 34 Queue Length 95th (ft) 162 157 166 #463 144 325 m117 604 m45 #178 677 61 Internal Link Dist (ft) 1324 553 1315 1031 Turn Bay Length (ft) 200 225 350 100 250 325 425 Base Capacity (vph) 629 245 414 600 325 348 450 1742 1059 338 1722 1060 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.41 0.41 0.33 1.03 0.28 0.72 0.48 0.80 0.34 0.75 0.73 0.20 Intersection Summary Area Type: Other Cycle Length: 152 Actuated Cycle Length: 152 Offset: 100 (66%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 45.7 Intersection LOS: D Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A Synchro 10 Report S. Starks Page 10 Splits and Phases: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Lanes, Volumes, Timings 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A Synchro 10 Report S. Starks Page 11 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 584 52 4 773 31 4 Future Volume (vph) 584 52 4 773 31 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 1% 1% Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.986 Flt Protected 0.957 Satd. Flow (prot) 1881 1599 0 1853 1749 0 Flt Permitted 0.957 Satd. Flow (perm) 1881 1599 0 1853 1749 0 Link Speed (mph) 45 45 20 Link Distance (ft) 426 1495 1100 Travel Time (s) 6.5 22.7 37.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 649 58 4 859 34 4 Shared Lane Traffic (%) Lane Group Flow (vph) 649 58 0 863 38 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.01 1.01 1.01 1.01 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A Synchro 10 Report S. Starks Page 12 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 584 52 4 773 31 4 Future Vol, veh/h 584 52 4 773 31 4 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -2 - - 1 1 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 649 58 4 859 34 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 707 0 1516 649 Stage 1 - - - - 649 - Stage 2 - - - - 867 - Critical Hdwy - - 4.12 - 6.62 6.32 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 891 - 121 461 Stage 1 - - - - 502 - Stage 2 - - - - 392 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 891 - 120 461 Mov Cap-2 Maneuver - - - - 120 - Stage 1 - - - - 502 - Stage 2 - - - - 388 - Approach EB WB NB HCM Control Delay, s 0 0 43.7 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 131 - - 891 - HCM Lane V/C Ratio 0.297 - - 0.005 - HCM Control Delay (s) 43.7 - - 9.1 0 HCM Lane LOS E - - A A HCM 95th %tile Q(veh) 1.2 - - 0 - Lanes, Volumes, Timings 500: US 17 (Market Street) & Site Access 1 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A Synchro 10 Report S. Starks Page 13 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 57 2005 75 0 1987 Future Volume (vph) 0 57 2005 75 0 1987 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 Storage Lanes 0 1 0 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Frt 0.865 0.995 Flt Protected Satd. Flow (prot) 0 1611 3522 0 0 3539 Flt Permitted Satd. Flow (perm) 0 1611 3522 0 0 3539 Link Speed (mph) 15 45 45 Link Distance (ft) 1402 1016 354 Travel Time (s) 63.7 15.4 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 63 2228 83 0 2208 Shared Lane Traffic (%) Lane Group Flow (vph) 0 63 2311 0 0 2208 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 500: US 17 (Market Street) & Site Access 1 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A Synchro 10 Report S. Starks Page 14 Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 57 2005 75 0 1987 Future Vol, veh/h 0 57 2005 75 0 1987 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 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 0 63 2228 83 0 2208 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1156 0 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 0 190 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 190 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 33.1 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 190 - HCM Lane V/C Ratio - - 0.333 - HCM Control Delay (s) - - 33.1 - HCM Lane LOS - - D - HCM 95th %tile Q(veh) - - 1.4 - Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B Synchro 10 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 263 4 157 38 6 25 262 1727 9 99 5 1669 Future Volume (vph) 263 4 157 38 6 25 262 1727 9 99 5 1669 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1% 2% -1% 1% Storage Length (ft) 100 275 75 0 325 0 150 Storage Lanes 2 2 1 0 2 0 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 0.95 0.95 1.00 0.95 Frt 0.850 0.880 0.999 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3450 1872 2801 1752 1623 0 3450 3553 0 0 1761 3522 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3450 1872 2801 1752 1623 0 3450 3553 0 0 1761 3522 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 45 45 Link Distance (ft) 1100 1242 1149 1016 Travel Time (s) 30.0 33.9 17.4 15.4 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) 292 4 174 42 7 28 291 1919 10 110 6 1854 Shared Lane Traffic (%) Lane Group Flow (vph) 292 4 174 42 35 0 291 1929 0 0 116 1854 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Right Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 24 24 24 24 Link Offset(ft) 0 -15 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 0.99 0.99 0.99 1.01 1.01 1.01 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 11111 11 111 Detector Template Left Leading Detector (ft) 40 40 40 40 35 40 306 20 40 306 Trailing Detector (ft)0000-5 0300 00300 Detector 1 Position(ft)0000-5 0300 00300 Detector 1 Size(ft) 40 40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 15.0 10.0 15.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot Prot NA Protected Phases 7 4 3 8 5 2 1 1 6 Permitted Phases 4 Detector Phase 74438 52 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B Synchro 10 Report S. Starks Page 2 Lane Group SBR Lane Configurations Traffic Volume (vph) 172 Future Volume (vph) 172 Ideal Flow (vphpl) 1900 Grade (%) Storage Length (ft) 450 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1575 Flt Permitted Satd. Flow (perm) 1575 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Adj. Flow (vph) 191 Shared Lane Traffic (%) Lane Group Flow (vph) 191 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.01 Turning Speed (mph) 9 Number of Detectors 0 Detector Template Leading Detector (ft) 0 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Turn Type Perm Protected Phases Permitted Phases 6 Detector Phase 6 Switch Phase Minimum Initial (s) 12.0 Minimum Split (s) 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B Synchro 10 Report S. Starks Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Total Split (s) 25.0 25.0 25.0 15.0 15.0 32.0 87.0 25.0 25.0 80.0 Total Split (%) 16.4% 16.4% 16.4% 9.9% 9.9% 21.1% 57.2% 16.4% 16.4% 52.6% Maximum Green (s) 18.0 18.0 18.0 8.0 8.0 25.0 80.0 18.0 18.0 73.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s)7.0 Flash Dont Walk (s)30.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 18.2 16.4 16.4 10.9 9.0 27.0 91.2 15.9 80.2 Actuated g/C Ratio 0.12 0.11 0.11 0.07 0.06 0.18 0.60 0.10 0.53 v/c Ratio 0.71 0.02 0.58 0.34 0.36 0.48 0.90 0.63 1.00 Control Delay 74.1 59.0 72.1 74.4 79.2 59.1 35.5 73.0 43.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.1 59.0 72.1 74.4 79.2 59.1 35.5 73.0 43.6 LOS EEEEE ED ED Approach Delay 73.2 76.6 38.6 42.5 Approach LOS E E D D Queue Length 50th (ft) 144 4 95 40 34 135 916 105 ~1039 Queue Length 95th (ft) 195 16 137 84 73 184 #1184 m132 m#1131 Internal Link Dist (ft) 1020 1162 1069 936 Turn Bay Length (ft) 100 275 75 325 150 Base Capacity (vph) 453 246 368 132 106 612 2132 231 1857 Starvation Cap Reductn 00000 00 00 Spillback Cap Reductn 00000 00 00 Storage Cap Reductn 00000 00 00 Reduced v/c Ratio 0.64 0.02 0.47 0.32 0.33 0.48 0.90 0.50 1.00 Intersection Summary Area Type: Other Cycle Length: 152 Actuated Cycle Length: 152 Offset: 30 (20%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 44.2 Intersection LOS: D Intersection Capacity Utilization 80.5% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B Synchro 10 Report S. Starks Page 4 Lane Group SBR Total Split (s) 80.0 Total Split (%) 52.6% Maximum Green (s) 73.0 Yellow Time (s) 5.0 All-Red Time (s) 2.0 Lost Time Adjust (s) -2.0 Total Lost Time (s) 5.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 6.0 Minimum Gap (s) 3.0 Time Before Reduce (s) 15.0 Time To Reduce (s) 30.0 Recall Mode C-Max Walk Time (s) 7.0 Flash Dont Walk (s) 30.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 80.2 Actuated g/C Ratio 0.53 v/c Ratio 0.23 Control Delay 13.8 Queue Delay 0.0 Total Delay 13.8 LOS B Approach Delay Approach LOS Queue Length 50th (ft) 90 Queue Length 95th (ft) m85 Internal Link Dist (ft) Turn Bay Length (ft) 450 Base Capacity (vph) 830 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.23 Intersection Summary Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B Synchro 10 Report S. Starks Page 5 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway HCM Unsignalized Intersection Capacity Analysis 200: US 17 (Market Street) & Cypress Pond Way 11/23/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B Synchro 10 Report S. Starks Page 1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 150 60 164 1851 1809 45 Future Volume (Veh/h) 0 150 60 164 1851 1809 45 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 167 0 182 2057 2010 50 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 vC, conflicting volume 3402 1005 0 2060 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3402 1005 0 2060 tC, single (s) 6.8 6.9 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 2.2 p0 queue free % 100 30 0 32 cM capacity (veh/h) 2 240 0 268 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 167 182 1028 1028 1005 1005 50 Volume Left 0 182 00000 Volume Right 167 0000050 cSH 240 268 1700 1700 1700 1700 1700 Volume to Capacity 0.70 0.68 0.60 0.60 0.59 0.59 0.03 Queue Length 95th (ft) 115 112 00000 Control Delay (s) 48.6 42.8 0.0 0.0 0.0 0.0 0.0 Lane LOS E E Approach Delay (s) 48.6 3.5 0.0 Approach LOS E Intersection Summary Average Delay 3.6 Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B Synchro 10 Report S. Starks Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 230 91 122 559 82 221 196 1259 324 195 1165 189 Future Volume (vph) 230 91 122 559 82 221 196 1259 324 195 1165 189 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 3% 1% 0% Storage Length (ft) 200 250 350 100 250 0 325 425 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 45 45 45 Link Distance (ft) 1404 633 1395 1111 Travel Time (s) 27.4 9.6 21.1 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 256 101 136 621 91 246 218 1399 360 217 1294 210 Shared Lane Traffic (%) Lane Group Flow (vph) 256 101 136 621 91 246 218 1399 360 217 1294 210 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 111111110110 Detector Template Left Leading Detector (ft) 44 30 30 40 40 40 40 306 0 40 306 0 Trailing Detector (ft) -6 -10 -10 0000300003000 Detector 1 Position(ft) -6 -10 -10 0000300003000 Detector 1 Size(ft) 50 40 40 40 40 40 40 6 20 40 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 19.0 12.0 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B Synchro 10 Report S. Starks Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 25.0 25.0 25.0 32.0 32.0 20.0 25.0 75.0 32.0 20.0 70.0 25.0 Total Split (%) 16.4% 16.4% 16.4% 21.1% 21.1% 13.2% 16.4% 49.3% 21.1% 13.2% 46.1% 16.4% Maximum Green (s) 18.0 18.0 18.0 25.0 25.0 13.0 18.0 68.0 25.0 13.0 63.0 18.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0 Recall Mode None None None None None None None C-Max None None C-Max None Act Effct Green (s) 27.9 14.8 36.0 27.0 13.9 33.9 16.2 75.2 102.2 15.0 74.0 101.9 Actuated g/C Ratio 0.18 0.10 0.24 0.18 0.09 0.22 0.11 0.49 0.67 0.10 0.49 0.67 v/c Ratio 0.41 0.56 0.36 1.03 0.54 0.71 0.60 0.80 0.34 0.64 0.75 0.20 Control Delay 57.0 76.7 49.9 105.6 77.3 65.9 76.2 23.1 3.7 75.3 36.1 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.0 76.7 49.9 105.6 77.3 65.9 76.2 23.1 3.7 75.3 36.1 5.7 LOS EEDFEEECAEDA Approach Delay 59.1 92.7 25.4 37.4 Approach LOS E F C D Queue Length 50th (ft) 117 97 114 ~339 88 227 102 391 24 108 536 34 Queue Length 95th (ft) 162 157 166 #463 144 317 m115 607 m44 155 705 61 Internal Link Dist (ft) 1324 553 1315 1031 Turn Bay Length (ft) 200 250 350 100 250 325 425 Base Capacity (vph) 629 245 414 600 325 348 450 1742 1059 338 1722 1060 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.41 0.41 0.33 1.03 0.28 0.71 0.48 0.80 0.34 0.64 0.75 0.20 Intersection Summary Area Type: Other Cycle Length: 152 Actuated Cycle Length: 152 Offset: 100 (66%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 45.2 Intersection LOS: D Intersection Capacity Utilization 75.5% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B Synchro 10 Report S. Starks Page 10 Splits and Phases: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Lanes, Volumes, Timings 400: Brays Drive & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B Synchro 10 Report S. Starks Page 11 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 584 20 4 773 25 4 Future Volume (vph) 584 20 4 773 25 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 1% 1% Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.983 Flt Protected 0.958 Satd. Flow (prot) 1881 1599 0 1853 1745 0 Flt Permitted 0.958 Satd. Flow (perm) 1881 1599 0 1853 1745 0 Link Speed (mph) 45 45 20 Link Distance (ft) 426 1495 1100 Travel Time (s) 6.5 22.7 37.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 649 22 4 859 28 4 Shared Lane Traffic (%) Lane Group Flow (vph) 649 22 0 863 32 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.01 1.01 1.01 1.01 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC 400: Brays Drive & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B Synchro 10 Report S. Starks Page 12 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 584 20 4 773 25 4 Future Vol, veh/h 584 20 4 773 25 4 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -2 - - 1 1 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 649 22 4 859 28 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 671 0 1516 649 Stage 1 - - - - 649 - Stage 2 - - - - 867 - Critical Hdwy - - 4.12 - 6.62 6.32 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 919 - 121 461 Stage 1 - - - - 502 - Stage 2 - - - - 392 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 919 - 120 461 Mov Cap-2 Maneuver - - - - 120 - Stage 1 - - - - 502 - Stage 2 - - - - 389 - Approach EB WB NB HCM Control Delay, s 0 0 40.2 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 134 - - 919 - HCM Lane V/C Ratio 0.24 - - 0.005 - HCM Control Delay (s) 40.2 - - 8.9 0 HCM Lane LOS E - - A A HCM 95th %tile Q(veh) 0.9 - - 0 - Lanes, Volumes, Timings 500: US 17 (Market Street) & Site Access 1 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B Synchro 10 Report S. Starks Page 13 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 63 2005 107 0 2019 Future Volume (vph) 0 63 2005 107 0 2019 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Frt 0.865 0.992 Flt Protected Satd. Flow (prot) 0 1611 3511 0 0 3539 Flt Permitted Satd. Flow (perm) 0 1611 3511 0 0 3539 Link Speed (mph) 15 45 45 Link Distance (ft) 1402 1016 354 Travel Time (s) 63.7 15.4 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 70 2228 119 0 2243 Shared Lane Traffic (%) Lane Group Flow (vph) 0 70 2347 0 0 2243 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 69.4% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 500: US 17 (Market Street) & Site Access 1 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B Synchro 10 Report S. Starks Page 14 Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 63 2005 107 0 2019 Future Vol, veh/h 0 63 2005 107 0 2019 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 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 0 70 2228 119 0 2243 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1174 0 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 0 185 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 185 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 35.8 0 0 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 185 - HCM Lane V/C Ratio - - 0.378 - HCM Control Delay (s) - - 35.8 - HCM Lane LOS - - E - HCM 95th %tile Q(veh) - - 1.6 - 12/2/2022 220248 Market Street Townhomes Future Build Conditions with Improvements Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 96 10 55 8 4 4 132 1529 30 21 43 1778 Future Volume (vph) 96 10 55 8 4 4 132 1529 30 21 43 1778 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1% 2% -1% 1% Storage Length (ft) 150 275 75 0 325 0 150 Storage Lanes 2 2 1 0 2 0 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 0.95 0.95 1.00 0.95 Frt 0.850 0.925 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 45 45 Link Distance (ft) 1100 1242 1149 1016 Travel Time (s) 30.0 33.9 17.4 15.4 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) 107 11 61 9 4 4 147 1699 33 23 48 1976 Shared Lane Traffic (%) Lane Group Flow (vph) 107 11 61 9 8 0 147 1732 0 0 71 1976 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Right Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 24 24 24 24 Link Offset(ft) 0 -15 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 0.99 0.99 0.99 1.01 1.01 1.01 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 11111 11 111 Detector Template Left Leading Detector (ft) 40 40 40 40 35 40 306 20 40 306 Trailing Detector (ft)0000-5 0300 00300 Detector 1 Position(ft)0000-5 0300 00300 Detector 1 Size(ft) 40 40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 15.0 10.0 15.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot Prot NA Protected Phases 7 4 3 8 5 2 1 1 6 Permitted Phases 4 Detector Phase 74438 52 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 2 Lane Group SBR Lane Configurations Traffic Volume (vph) 107 Future Volume (vph) 107 Ideal Flow (vphpl) 1900 Grade (%) Storage Length (ft) 450 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1575 Flt Permitted Satd. Flow (perm) 1575 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Adj. Flow (vph) 119 Shared Lane Traffic (%) Lane Group Flow (vph) 119 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.01 Turning Speed (mph) 9 Number of Detectors 0 Detector Template Leading Detector (ft) 0 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Turn Type Perm Protected Phases Permitted Phases 6 Detector Phase 6 Switch Phase Minimum Initial (s) 12.0 Minimum Split (s) 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 93.0 21.0 21.0 93.0 Total Split (%) 13.5% 13.5% 13.5% 13.5% 13.5% 13.5% 59.6% 13.5% 13.5% 59.6% Maximum Green (s) 14.0 14.0 14.0 14.0 14.0 14.0 86.0 14.0 14.0 86.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s)7.0 Flash Dont Walk (s)30.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 13.5 10.4 10.4 7.9 7.6 16.0 112.1 12.7 108.7 Actuated g/C Ratio 0.09 0.07 0.07 0.05 0.05 0.10 0.72 0.08 0.70 v/c Ratio 0.36 0.09 0.33 0.10 0.10 0.42 0.68 0.50 0.81 Control Delay 69.6 69.0 73.7 72.4 73.0 69.6 15.8 79.5 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.6 69.0 73.7 72.4 73.0 69.6 15.8 79.5 11.2 LOS EEEEE EB EB Approach Delay 71.0 72.7 20.0 13.1 Approach LOS E E B B Queue Length 50th (ft) 54 11 34 9 8 73 407 70 349 Queue Length 95th (ft) 87 32 62 30 27 112 770 m98 402 Internal Link Dist (ft) 1020 1162 1069 936 Turn Bay Length (ft) 150 275 75 325 150 Base Capacity (vph) 388 192 287 179 174 353 2546 183 2454 Starvation Cap Reductn 00000 00 00 Spillback Cap Reductn 00000 00 00 Storage Cap Reductn 00000 00 00 Reduced v/c Ratio 0.28 0.06 0.21 0.05 0.05 0.42 0.68 0.39 0.81 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 108 (69%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 18.9 Intersection LOS: B Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 4 Splits and Phases: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 5 Lane Group SBR Total Split (s) 93.0 Total Split (%) 59.6% Maximum Green (s) 86.0 Yellow Time (s) 5.0 All-Red Time (s) 2.0 Lost Time Adjust (s) -2.0 Total Lost Time (s) 5.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 6.0 Minimum Gap (s) 3.0 Time Before Reduce (s) 15.0 Time To Reduce (s) 30.0 Recall Mode C-Max Walk Time (s) 7.0 Flash Dont Walk (s) 30.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 108.7 Actuated g/C Ratio 0.70 v/c Ratio 0.11 Control Delay 5.3 Queue Delay 0.0 Total Delay 5.3 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 22 Queue Length 95th (ft) m49 Internal Link Dist (ft) Turn Bay Length (ft) 450 Base Capacity (vph) 1097 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.11 Intersection Summary Lanes, Volumes, Timings 200: US 17 (Market Street) & Cypress Pond Way 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 6 Lane Group EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 68 83 66 1571 1892 34 Future Volume (vph) 0 68 83 66 1571 1892 34 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 300 225 Storage Lanes 0 1 1 1 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 0.95 1.00 Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 1611 0 1770 3539 3539 1583 Flt Permitted 0.950 Satd. Flow (perm) 0 1611 0 1770 3539 3539 1583 Link Speed (mph) 25 45 45 Link Distance (ft) 1471 354 1395 Travel Time (s) 40.1 5.4 21.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 76 92 73 1746 2102 38 Shared Lane Traffic (%) Lane Group Flow (vph) 0 76 0 165 1746 2102 38 Enter Blocked Intersection No No No No No No No Lane Alignment Left Right R NA Left Left Left Right Median Width(ft) 0 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 74.8% ICU Level of Service D Analysis Period (min) 15 HCM 6th TWSC 200: US 17 (Market Street) & Cypress Pond Way 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 7 Intersection Int Delay, s/veh 31.1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 68 83 66 1571 1892 34 Future Vol, veh/h 0 68 83 66 1571 1892 34 Conflicting Peds, #/hr 0 000000 Sign Control Stop Stop Free Free Free Free Free RT Channelized - None - - None - None Storage Length - 0 - 300 - - 225 Veh in Median Storage, # 0 - - - 0 0 - Grade, % 0 - - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 90 Heavy Vehicles, % 2 222222 Mvmt Flow 0 76 92 73 1746 2102 38 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 1051 2102 2140 0 - 0 Stage 1 ------- Stage 2 ------- Critical Hdwy - 6.94 6.44 4.14 - - - Critical Hdwy Stg 1 ------- Critical Hdwy Stg 2 ------- Follow-up Hdwy - 3.32 2.52 2.22 - - - Pot Cap-1 Maneuver 0 223 ~ 64 249 - - - Stage 1 0 ------ Stage 2 0 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver - 223 ~ 69 ~ 69 - - - Mov Cap-2 Maneuver ------- Stage 1 ------- Stage 2 ------- Approach EB NB SB HCM Control Delay, s 29.2 66 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) ~ 69 - 223 - - HCM Lane V/C Ratio 2.399 - 0.339 - - HCM Control Delay (s) $ 762 - 29.2 - - HCM Lane LOS F - D - - HCM 95th %tile Q(veh) 16 - 1.4 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 129 56 72 546 56 271 95 1052 377 208 1307 147 Future Volume (vph) 129 56 72 546 56 271 95 1052 377 208 1307 147 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 3% 1% 0% Storage Length (ft) 200 250 350 100 250 0 325 425 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 45 45 45 Link Distance (ft) 1404 633 1395 1111 Travel Time (s) 27.4 9.6 21.1 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 143 62 80 607 62 301 106 1169 419 231 1452 163 Shared Lane Traffic (%) Lane Group Flow (vph) 143 62 80 607 62 301 106 1169 419 231 1452 163 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 111111110110 Detector Template Left Leading Detector (ft) 44 30 30 40 40 40 40 306 0 40 306 0 Trailing Detector (ft) -6 -10 -10 0000300003000 Detector 1 Position(ft) -6 -10 -10 0000300003000 Detector 1 Size(ft) 50 40 40 40 40 40 40 6 20 40 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 19.0 12.0 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 26.0 26.0 25.0 48.0 48.0 27.0 25.0 55.0 48.0 27.0 57.0 26.0 Total Split (%) 16.7% 16.7% 16.0% 30.8% 30.8% 17.3% 16.0% 35.3% 30.8% 17.3% 36.5% 16.7% Maximum Green (s) 19.0 19.0 18.0 41.0 41.0 20.0 18.0 48.0 41.0 20.0 50.0 19.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lag Lag Lead Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0 Recall Mode None None None None None None None C-Max None None C-Max None Act Effct Green (s) 35.0 11.8 30.2 34.9 11.7 37.2 20.0 64.8 104.8 27.0 71.9 111.8 Actuated g/C Ratio 0.22 0.08 0.19 0.22 0.08 0.24 0.13 0.42 0.67 0.17 0.46 0.72 v/c Ratio 0.19 0.44 0.26 0.80 0.45 0.81 0.24 0.80 0.40 0.39 0.89 0.14 Control Delay 48.4 78.0 31.2 65.6 78.7 56.5 71.3 51.1 12.7 59.2 47.5 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.4 78.0 31.2 65.6 78.7 56.5 71.3 51.1 12.7 59.2 47.5 8.2 LOS DECEEEEDBEDA Approach Delay 50.0 63.6 42.9 45.5 Approach LOS D E D D Queue Length 50th (ft) 61 62 43 304 62 172 43 419 151 109 730 51 Queue Length 95th (ft) 87 111 64 355 111 211 m78 #802 220 151 #1018 87 Internal Link Dist (ft) 1324 553 1315 1031 Turn Bay Length (ft) 200 250 350 100 250 325 425 Base Capacity (vph) 769 250 306 932 505 372 437 1463 1139 594 1630 1134 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.19 0.25 0.26 0.65 0.12 0.81 0.24 0.80 0.37 0.39 0.89 0.14 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 102 (65%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 48.5 Intersection LOS: D Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 10 Splits and Phases: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Lanes, Volumes, Timings 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 11 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 583 17 4 808 23 7 Future Volume (vph) 583 17 4 808 23 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 1% 1% Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.968 Flt Protected 0.963 Satd. Flow (prot) 1881 1599 0 1853 1728 0 Flt Permitted 0.963 Satd. Flow (perm) 1881 1599 0 1853 1728 0 Link Speed (mph) 45 45 20 Link Distance (ft) 426 1495 1100 Travel Time (s) 6.5 22.7 37.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 648 19 4 898 26 8 Shared Lane Traffic (%) Lane Group Flow (vph) 648 19 0 902 34 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.01 1.01 1.01 1.01 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 12 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 583 17 4 808 23 7 Future Vol, veh/h 583 17 4 808 23 7 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -2 - - 1 1 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 648 19 4 898 26 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 667 0 1554 648 Stage 1 - - - - 648 - Stage 2 - - - - 906 - Critical Hdwy - - 4.12 - 6.62 6.32 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 923 - 114 462 Stage 1 - - - - 502 - Stage 2 - - - - 375 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 923 - 113 462 Mov Cap-2 Maneuver - - - - 113 - Stage 1 - - - - 502 - Stage 2 - - - - 372 - Approach EB WB NB HCM Control Delay, s 0 0 39.5 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 137 - - 923 - HCM Lane V/C Ratio 0.243 - - 0.005 - HCM Control Delay (s) 39.5 - - 8.9 0 HCM Lane LOS E - - A A HCM 95th %tile Q(veh) 0.9 - - 0 - Lanes, Volumes, Timings 500: US 17 (Market Street) & Site Access 1 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 13 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 90 1625 22 0 2041 Future Volume (vph) 0 90 1625 22 0 2041 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 Storage Lanes 0 1 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.865 0.850 Flt Protected Satd. Flow (prot) 0 1611 3539 1583 0 3539 Flt Permitted Satd. Flow (perm) 0 1611 3539 1583 0 3539 Link Speed (mph) 15 45 45 Link Distance (ft) 1402 1016 354 Travel Time (s) 63.7 15.4 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 100 1806 24 0 2268 Shared Lane Traffic (%) Lane Group Flow (vph) 0 100 1806 24 0 2268 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 500: US 17 (Market Street) & Site Access 1 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 14 Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 90 1625 22 0 2041 Future Vol, veh/h 0 90 1625 22 0 2041 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 150 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 0 100 1806 24 0 2268 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 903 0 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 0 280 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 280 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 24.8 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 280 - HCM Lane V/C Ratio - - 0.357 - HCM Control Delay (s) - - 24.8 - HCM Lane LOS - - C - HCM 95th %tile Q(veh) - - 1.6 - Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 96 10 55 8 4 4 132 1529 30 21 43 1778 Future Volume (vph) 96 10 55 8 4 4 132 1529 30 21 43 1778 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1% 2% -1% 1% Storage Length (ft) 150 275 75 0 325 0 150 Storage Lanes 2 2 1 0 2 0 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 0.95 0.95 1.00 0.95 Frt 0.850 0.925 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 45 45 Link Distance (ft) 1100 1242 1149 1016 Travel Time (s) 30.0 33.9 17.4 15.4 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) 107 11 61 9 4 4 147 1699 33 23 48 1976 Shared Lane Traffic (%) Lane Group Flow (vph) 107 11 61 9 8 0 147 1732 0 0 71 1976 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Right Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 24 24 24 24 Link Offset(ft) 0 -15 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 0.99 0.99 0.99 1.01 1.01 1.01 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 11111 11 111 Detector Template Left Leading Detector (ft) 40 40 40 40 35 40 306 20 40 306 Trailing Detector (ft)0000-5 0300 00300 Detector 1 Position(ft)0000-5 0300 00300 Detector 1 Size(ft) 40 40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 15.0 10.0 15.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot Prot NA Protected Phases 7 4 3 8 5 2 1 1 6 Permitted Phases 4 Detector Phase 74438 52 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 2 Lane Group SBR Lane Configurations Traffic Volume (vph) 107 Future Volume (vph) 107 Ideal Flow (vphpl) 1900 Grade (%) Storage Length (ft) 450 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1575 Flt Permitted Satd. Flow (perm) 1575 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Adj. Flow (vph) 119 Shared Lane Traffic (%) Lane Group Flow (vph) 119 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.01 Turning Speed (mph) 9 Number of Detectors 0 Detector Template Leading Detector (ft) 0 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Turn Type Perm Protected Phases Permitted Phases 6 Detector Phase 6 Switch Phase Minimum Initial (s) 12.0 Minimum Split (s) 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 93.0 21.0 21.0 93.0 Total Split (%) 13.5% 13.5% 13.5% 13.5% 13.5% 13.5% 59.6% 13.5% 13.5% 59.6% Maximum Green (s) 14.0 14.0 14.0 14.0 14.0 14.0 86.0 14.0 14.0 86.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s)7.0 Flash Dont Walk (s)30.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 13.5 10.4 10.4 7.9 7.6 16.0 112.1 12.7 108.7 Actuated g/C Ratio 0.09 0.07 0.07 0.05 0.05 0.10 0.72 0.08 0.70 v/c Ratio 0.36 0.09 0.33 0.10 0.10 0.42 0.68 0.50 0.81 Control Delay 69.6 69.0 73.7 72.4 73.0 69.6 15.8 79.5 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.6 69.0 73.7 72.4 73.0 69.6 15.8 79.5 11.2 LOS EEEEE EB EB Approach Delay 71.0 72.7 20.0 13.1 Approach LOS E E B B Queue Length 50th (ft) 54 11 34 9 8 73 407 70 349 Queue Length 95th (ft) 87 32 62 30 27 112 770 m98 402 Internal Link Dist (ft) 1020 1162 1069 936 Turn Bay Length (ft) 150 275 75 325 150 Base Capacity (vph) 388 192 287 179 174 353 2546 183 2454 Starvation Cap Reductn 00000 00 00 Spillback Cap Reductn 00000 00 00 Storage Cap Reductn 00000 00 00 Reduced v/c Ratio 0.28 0.06 0.21 0.05 0.05 0.42 0.68 0.39 0.81 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 108 (69%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 18.9 Intersection LOS: B Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 4 Splits and Phases: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 5 Lane Group SBR Total Split (s) 93.0 Total Split (%) 59.6% Maximum Green (s) 86.0 Yellow Time (s) 5.0 All-Red Time (s) 2.0 Lost Time Adjust (s) -2.0 Total Lost Time (s) 5.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 6.0 Minimum Gap (s) 3.0 Time Before Reduce (s) 15.0 Time To Reduce (s) 30.0 Recall Mode C-Max Walk Time (s) 7.0 Flash Dont Walk (s) 30.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 108.7 Actuated g/C Ratio 0.70 v/c Ratio 0.11 Control Delay 5.3 Queue Delay 0.0 Total Delay 5.3 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 22 Queue Length 95th (ft) m49 Internal Link Dist (ft) Turn Bay Length (ft) 450 Base Capacity (vph) 1097 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.11 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 200: US 17 (Market Street) & Cypress Pond Way 11/23/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 68 83 66 1571 1892 34 Future Volume (Veh/h) 0 68 83 66 1571 1892 34 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 76 0 73 1746 2102 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 vC, conflicting volume 3121 1051 0 2140 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3121 1051 0 2140 tC, single (s) 6.8 6.9 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 2.2 p0 queue free % 100 66 0 71 cM capacity (veh/h) 6 223 0 249 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 76 73 873 873 1051 1051 38 Volume Left 0 73 00000 Volume Right 76 0000038 cSH 223 249 1700 1700 1700 1700 1700 Volume to Capacity 0.34 0.29 0.51 0.51 0.62 0.62 0.02 Queue Length 95th (ft) 36 29 00000 Control Delay (s) 29.2 25.3 0.0 0.0 0.0 0.0 0.0 Lane LOS D D Approach Delay (s) 29.2 1.0 0.0 Approach LOS D Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 74.8% ICU Level of Service D Analysis Period (min) 15 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 129 56 72 546 56 271 95 1052 377 208 1307 147 Future Volume (vph) 129 56 72 546 56 271 95 1052 377 208 1307 147 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 3% 1% 0% Storage Length (ft) 200 250 350 100 250 0 325 425 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 45 45 45 Link Distance (ft) 1404 633 1395 1111 Travel Time (s) 27.4 9.6 21.1 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 143 62 80 607 62 301 106 1169 419 231 1452 163 Shared Lane Traffic (%) Lane Group Flow (vph) 143 62 80 607 62 301 106 1169 419 231 1452 163 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 111111110110 Detector Template Left Leading Detector (ft) 44 30 30 40 40 40 40 306 0 40 306 0 Trailing Detector (ft) -6 -10 -10 0000300003000 Detector 1 Position(ft) -6 -10 -10 0000300003000 Detector 1 Size(ft) 50 40 40 40 40 40 40 6 20 40 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 19.0 12.0 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 26.0 26.0 25.0 48.0 48.0 27.0 25.0 55.0 48.0 27.0 57.0 26.0 Total Split (%) 16.7% 16.7% 16.0% 30.8% 30.8% 17.3% 16.0% 35.3% 30.8% 17.3% 36.5% 16.7% Maximum Green (s) 19.0 19.0 18.0 41.0 41.0 20.0 18.0 48.0 41.0 20.0 50.0 19.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lag Lag Lead Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0 Recall Mode None None None None None None None C-Max None None C-Max None Act Effct Green (s) 35.0 11.8 30.2 34.9 11.7 37.2 20.0 64.8 104.8 27.0 71.9 111.8 Actuated g/C Ratio 0.22 0.08 0.19 0.22 0.08 0.24 0.13 0.42 0.67 0.17 0.46 0.72 v/c Ratio 0.19 0.44 0.26 0.80 0.45 0.81 0.24 0.80 0.40 0.39 0.89 0.14 Control Delay 48.4 78.0 31.2 65.6 78.7 56.5 71.3 51.1 12.7 59.2 47.5 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.4 78.0 31.2 65.6 78.7 56.5 71.3 51.1 12.7 59.2 47.5 8.2 LOS DECEEEEDBEDA Approach Delay 50.0 63.6 42.9 45.5 Approach LOS D E D D Queue Length 50th (ft) 61 62 43 304 62 172 43 419 151 109 730 51 Queue Length 95th (ft) 87 111 64 355 111 211 m78 #802 220 151 #1018 87 Internal Link Dist (ft) 1324 553 1315 1031 Turn Bay Length (ft) 200 250 350 100 250 325 425 Base Capacity (vph) 769 250 306 932 505 372 437 1463 1139 594 1630 1134 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.19 0.25 0.26 0.65 0.12 0.81 0.24 0.80 0.37 0.39 0.89 0.14 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 102 (65%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 48.5 Intersection LOS: D Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 10 Splits and Phases: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Lanes, Volumes, Timings 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 11 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 583 17 4 808 23 7 Future Volume (vph) 583 17 4 808 23 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 1% 1% Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.968 Flt Protected 0.963 Satd. Flow (prot) 1881 1599 0 1853 1728 0 Flt Permitted 0.963 Satd. Flow (perm) 1881 1599 0 1853 1728 0 Link Speed (mph) 45 45 20 Link Distance (ft) 426 1495 1100 Travel Time (s) 6.5 22.7 37.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 648 19 4 898 26 8 Shared Lane Traffic (%) Lane Group Flow (vph) 648 19 0 902 34 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.01 1.01 1.01 1.01 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road)11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 12 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 583 17 4 808 23 7 Future Vol, veh/h 583 17 4 808 23 7 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -2 - - 1 1 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 648 19 4 898 26 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 667 0 1554 648 Stage 1 - - - - 648 - Stage 2 - - - - 906 - Critical Hdwy - - 4.12 - 6.62 6.32 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 923 - 114 462 Stage 1 - - - - 502 - Stage 2 - - - - 375 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 923 - 113 462 Mov Cap-2 Maneuver - - - - 113 - Stage 1 - - - - 502 - Stage 2 - - - - 372 - Approach EB WB NB HCM Control Delay, s 0 0 39.5 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 137 - - 923 - HCM Lane V/C Ratio 0.243 - - 0.005 - HCM Control Delay (s) 39.5 - - 8.9 0 HCM Lane LOS E - - A A HCM 95th %tile Q(veh) 0.9 - - 0 - Lanes, Volumes, Timings 500: US 17 (Market Street) & Site Access 1 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 13 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 90 1625 22 0 2041 Future Volume (vph) 0 90 1625 22 0 2041 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 Storage Lanes 0 1 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.865 0.850 Flt Protected Satd. Flow (prot) 0 1611 3539 1583 0 3539 Flt Permitted Satd. Flow (perm) 0 1611 3539 1583 0 3539 Link Speed (mph) 15 45 45 Link Distance (ft) 1402 1016 354 Travel Time (s) 63.7 15.4 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 100 1806 24 0 2268 Shared Lane Traffic (%) Lane Group Flow (vph) 0 100 1806 24 0 2268 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 500: US 17 (Market Street) & Site Access 1 11/22/2022 Scenario 1 220248 Base Model 09/12/2022 220248 AM Future Build Scenario A w/ IMPRV Synchro 11 Report S. Starks Page 14 Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 90 1625 22 0 2041 Future Vol, veh/h 0 90 1625 22 0 2041 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 150 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 0 100 1806 24 0 2268 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 903 0 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 0 280 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 280 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 24.8 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 280 - HCM Lane V/C Ratio - - 0.357 - HCM Control Delay (s) - - 24.8 - HCM Lane LOS - - C - HCM 95th %tile Q(veh) - - 1.6 - Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B with IMPRV Synchro 10 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 96 10 55 8 4 4 133 1529 30 30 43 1778 Future Volume (vph) 96 10 55 8 4 4 133 1529 30 30 43 1778 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1% 2% -1% 1% Storage Length (ft) 150 275 75 0 325 0 150 Storage Lanes 2 2 1 0 2 0 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 0.95 0.95 1.00 0.95 Frt 0.850 0.925 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3450 1872 2801 1752 1706 0 3450 3546 0 0 1761 3522 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 45 45 Link Distance (ft) 1100 1242 1149 1016 Travel Time (s) 30.0 33.9 17.4 15.4 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) 107 11 61 9 4 4 148 1699 33 33 48 1976 Shared Lane Traffic (%) Lane Group Flow (vph) 107 11 61 9 8 0 148 1732 0 0 81 1976 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Right Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 24 24 24 24 Link Offset(ft) 0 -15 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 0.99 0.99 0.99 1.01 1.01 1.01 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 11111 11 111 Detector Template Left Leading Detector (ft) 40 40 40 40 35 40 306 20 40 306 Trailing Detector (ft)0000-5 0300 00300 Detector 1 Position(ft)0000-5 0300 00300 Detector 1 Size(ft) 40 40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 15.0 10.0 15.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot Prot NA Protected Phases 7 4 3 8 5 2 1 1 6 Permitted Phases 4 Detector Phase 74438 52 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B with IMPRV Synchro 10 Report S. Starks Page 2 Lane Group SBR Lane Configurations Traffic Volume (vph) 107 Future Volume (vph) 107 Ideal Flow (vphpl) 1900 Grade (%) Storage Length (ft) 450 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1575 Flt Permitted Satd. Flow (perm) 1575 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Adj. Flow (vph) 119 Shared Lane Traffic (%) Lane Group Flow (vph) 119 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.01 Turning Speed (mph) 9 Number of Detectors 0 Detector Template Leading Detector (ft) 0 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Turn Type Perm Protected Phases Permitted Phases 6 Detector Phase 6 Switch Phase Minimum Initial (s) 12.0 Minimum Split (s) 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B with IMPRV Synchro 10 Report S. Starks Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 93.0 21.0 21.0 93.0 Total Split (%) 13.5% 13.5% 13.5% 13.5% 13.5% 13.5% 59.6% 13.5% 13.5% 59.6% Maximum Green (s) 14.0 14.0 14.0 14.0 14.0 14.0 86.0 14.0 14.0 86.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s)7.0 Flash Dont Walk (s)30.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 13.5 10.4 10.4 7.9 7.6 16.0 111.2 13.5 108.7 Actuated g/C Ratio 0.09 0.07 0.07 0.05 0.05 0.10 0.71 0.09 0.70 v/c Ratio 0.36 0.09 0.33 0.10 0.10 0.42 0.69 0.53 0.81 Control Delay 69.6 69.0 73.7 72.4 73.0 69.6 16.4 80.6 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.6 69.0 73.7 72.4 73.0 69.6 16.4 80.6 11.2 LOS EEEEE EB FB Approach Delay 71.0 72.7 20.6 13.5 Approach LOS E E C B Queue Length 50th (ft) 54 11 34 9 8 74 417 80 345 Queue Length 95th (ft) 87 32 62 30 27 112 785 m111 399 Internal Link Dist (ft) 1020 1162 1069 936 Turn Bay Length (ft) 150 275 75 325 150 Base Capacity (vph) 388 192 287 179 174 353 2527 185 2454 Starvation Cap Reductn 00000 00 00 Spillback Cap Reductn 00000 00 00 Storage Cap Reductn 00000 00 00 Reduced v/c Ratio 0.28 0.06 0.21 0.05 0.05 0.42 0.69 0.44 0.81 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 108 (69%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 19.3 Intersection LOS: B Intersection Capacity Utilization 75.2% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B with IMPRV Synchro 10 Report S. Starks Page 4 Splits and Phases: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B with IMPRV Synchro 10 Report S. Starks Page 5 Lane Group SBR Total Split (s) 93.0 Total Split (%) 59.6% Maximum Green (s) 86.0 Yellow Time (s) 5.0 All-Red Time (s) 2.0 Lost Time Adjust (s) -2.0 Total Lost Time (s) 5.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 6.0 Minimum Gap (s) 3.0 Time Before Reduce (s) 15.0 Time To Reduce (s) 30.0 Recall Mode C-Max Walk Time (s) 7.0 Flash Dont Walk (s) 30.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 108.7 Actuated g/C Ratio 0.70 v/c Ratio 0.11 Control Delay 5.3 Queue Delay 0.0 Total Delay 5.3 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 22 Queue Length 95th (ft) m49 Internal Link Dist (ft) Turn Bay Length (ft) 450 Base Capacity (vph) 1097 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.11 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 200: US 17 (Market Street) & Cypress Pond Way 11/23/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B with IMPRV Synchro 10 Report S. Starks Page 1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 68 83 66 1581 1901 34 Future Volume (Veh/h) 0 68 83 66 1581 1901 34 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 76 0 73 1757 2112 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 vC, conflicting volume 3136 1056 0 2150 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3136 1056 0 2150 tC, single (s) 6.8 6.9 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 2.2 p0 queue free % 100 66 0 70 cM capacity (veh/h) 6 222 0 247 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 76 73 878 878 1056 1056 38 Volume Left 0 73 00000 Volume Right 76 0000038 cSH 222 247 1700 1700 1700 1700 1700 Volume to Capacity 0.34 0.30 0.52 0.52 0.62 0.62 0.02 Queue Length 95th (ft) 36 30 00000 Control Delay (s) 29.5 25.6 0.0 0.0 0.0 0.0 0.0 Lane LOS D D Approach Delay (s) 29.5 1.0 0.0 Approach LOS D Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B with IMPRV Synchro 10 Report S. Starks Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 56 72 539 56 261 95 1062 377 199 1316 147 Future Volume (vph) 130 56 72 539 56 261 95 1062 377 199 1316 147 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 3% 1% 0% Storage Length (ft) 200 250 350 100 250 0 325 425 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 45 45 45 Link Distance (ft) 1404 633 1395 1111 Travel Time (s) 27.4 9.6 21.1 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 144 62 80 599 62 290 106 1180 419 221 1462 163 Shared Lane Traffic (%) Lane Group Flow (vph) 144 62 80 599 62 290 106 1180 419 221 1462 163 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 111111110110 Detector Template Left Leading Detector (ft) 44 30 30 40 40 40 40 306 0 40 306 0 Trailing Detector (ft) -6 -10 -10 0000300003000 Detector 1 Position(ft) -6 -10 -10 0000300003000 Detector 1 Size(ft) 50 40 40 40 40 40 40 6 20 40 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 19.0 12.0 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B with IMPRV Synchro 10 Report S. Starks Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 26.0 26.0 25.0 48.0 48.0 27.0 25.0 55.0 48.0 27.0 57.0 26.0 Total Split (%) 16.7% 16.7% 16.0% 30.8% 30.8% 17.3% 16.0% 35.3% 30.8% 17.3% 36.5% 16.7% Maximum Green (s) 19.0 19.0 18.0 41.0 41.0 20.0 18.0 48.0 41.0 20.0 50.0 19.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lag Lag Lead Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0 Recall Mode None None None None None None None C-Max None None C-Max None Act Effct Green (s) 34.6 11.8 30.2 34.5 11.7 36.3 20.0 66.1 105.7 26.1 72.2 111.8 Actuated g/C Ratio 0.22 0.08 0.19 0.22 0.08 0.23 0.13 0.42 0.68 0.17 0.46 0.72 v/c Ratio 0.19 0.44 0.26 0.80 0.45 0.80 0.24 0.79 0.39 0.39 0.89 0.14 Control Delay 48.7 78.0 31.3 65.8 78.7 55.9 71.7 50.5 12.6 59.7 47.4 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.7 78.0 31.3 65.8 78.7 55.9 71.7 50.5 12.6 59.7 47.4 8.2 LOS DECEEEEDBEDA Approach Delay 50.2 63.6 42.5 45.4 Approach LOS D E D D Queue Length 50th (ft) 61 62 43 299 62 169 43 431 151 105 735 51 Queue Length 95th (ft) 89 111 65 351 111 196 m78 #814 228 144 #1024 87 Internal Link Dist (ft) 1324 553 1315 1031 Turn Bay Length (ft) 200 250 350 100 250 325 425 Base Capacity (vph) 761 250 306 932 505 363 437 1493 1152 574 1638 1134 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.19 0.25 0.26 0.64 0.12 0.80 0.24 0.79 0.36 0.39 0.89 0.14 Intersection Summary Area Type: Other Cycle Length: 156 Actuated Cycle Length: 156 Offset: 102 (65%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 48.3 Intersection LOS: D Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B with IMPRV Synchro 10 Report S. Starks Page 10 Splits and Phases: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Lanes, Volumes, Timings 400: Brays Drive & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B with IMPRV Synchro 10 Report S. Starks Page 11 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 583 8 6 808 13 7 Future Volume (vph) 583 8 6 808 13 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 1% 1% Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.951 Flt Protected 0.969 Satd. Flow (prot) 1881 1599 0 1853 1708 0 Flt Permitted 0.969 Satd. Flow (perm) 1881 1599 0 1853 1708 0 Link Speed (mph) 45 45 20 Link Distance (ft) 426 1495 1100 Travel Time (s) 6.5 22.7 37.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 648 9 7 898 14 8 Shared Lane Traffic (%) Lane Group Flow (vph) 648 9 0 905 22 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.01 1.01 1.01 1.01 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.3% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 400: Brays Drive & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B with IMPRV Synchro 10 Report S. Starks Page 12 Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 583 8 6 808 13 7 Future Vol, veh/h 583 8 6 808 13 7 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -2 - - 1 1 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 648 9 7 898 14 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 657 0 1560 648 Stage 1 - - - - 648 - Stage 2 - - - - 912 - Critical Hdwy - - 4.12 - 6.62 6.32 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 931 - 113 462 Stage 1 - - - - 502 - Stage 2 - - - - 372 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 931 - 111 462 Mov Cap-2 Maneuver - - - - 111 - Stage 1 - - - - 502 - Stage 2 - - - - 366 - Approach EB WB NB HCM Control Delay, s 0 0.1 32.9 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 151 - - 931 - HCM Lane V/C Ratio 0.147 - - 0.007 - HCM Control Delay (s) 32.9 - - 8.9 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 0.5 - - 0 - Lanes, Volumes, Timings 500: US 17 (Market Street) & Site Access 1 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B with IMPRV Synchro 10 Report S. Starks Page 13 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 100 1625 31 0 2050 Future Volume (vph) 0 100 1625 31 0 2050 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 200 0 Storage Lanes 0 1 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.865 0.850 Flt Protected Satd. Flow (prot) 0 1611 3539 1583 0 3539 Flt Permitted Satd. Flow (perm) 0 1611 3539 1583 0 3539 Link Speed (mph) 15 45 45 Link Distance (ft) 1402 1016 354 Travel Time (s) 63.7 15.4 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 111 1806 34 0 2278 Shared Lane Traffic (%) Lane Group Flow (vph) 0 111 1806 34 0 2278 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 500: US 17 (Market Street) & Site Access 1 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 AM FB Scenario B with IMPRV Synchro 10 Report S. Starks Page 14 Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 100 1625 31 0 2050 Future Vol, veh/h 0 100 1625 31 0 2050 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 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 0 111 1806 34 0 2278 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 903 0 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 0 280 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 280 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 26.1 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 280 - HCM Lane V/C Ratio - - 0.397 - HCM Control Delay (s) - - 26.1 - HCM Lane LOS - - D - HCM 95th %tile Q(veh) - - 1.8 - Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A with IMPRV Synchro 10 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 263 4 157 38 6 25 262 1727 9 67 5 1669 Future Volume (vph) 263 4 157 38 6 25 262 1727 9 67 5 1669 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1% 2% -1% 1% Storage Length (ft) 100 275 75 0 325 0 150 Storage Lanes 2 2 1 0 2 0 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 0.95 0.95 1.00 0.95 Frt 0.850 0.880 0.999 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3450 1872 2801 1752 1623 0 3450 3553 0 0 1761 3522 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3450 1872 2801 1752 1623 0 3450 3553 0 0 1761 3522 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 45 45 Link Distance (ft) 1100 1242 1149 1016 Travel Time (s) 30.0 33.9 17.4 15.4 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) 292 4 174 42 7 28 291 1919 10 74 6 1854 Shared Lane Traffic (%) Lane Group Flow (vph) 292 4 174 42 35 0 291 1929 0 0 80 1854 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Right Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 24 24 24 24 Link Offset(ft) 0 -15 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 0.99 0.99 0.99 1.01 1.01 1.01 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 11111 11 111 Detector Template Left Leading Detector (ft) 40 40 40 40 35 40 306 20 40 306 Trailing Detector (ft)0000-5 0300 00300 Detector 1 Position(ft)0000-5 0300 00300 Detector 1 Size(ft) 40 40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 15.0 10.0 15.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot Prot NA Protected Phases 7 4 3 8 5 2 1 1 6 Permitted Phases 4 Detector Phase 74438 52 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A with IMPRV Synchro 10 Report S. Starks Page 2 Lane Group SBR Lane Configurations Traffic Volume (vph) 172 Future Volume (vph) 172 Ideal Flow (vphpl) 1900 Grade (%) Storage Length (ft) 450 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1575 Flt Permitted Satd. Flow (perm) 1575 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Adj. Flow (vph) 191 Shared Lane Traffic (%) Lane Group Flow (vph) 191 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.01 Turning Speed (mph) 9 Number of Detectors 0 Detector Template Leading Detector (ft) 0 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Turn Type Perm Protected Phases Permitted Phases 6 Detector Phase 6 Switch Phase Minimum Initial (s) 12.0 Minimum Split (s) 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A with IMPRV Synchro 10 Report S. Starks Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Total Split (s) 25.0 25.0 25.0 15.0 15.0 32.0 87.0 25.0 25.0 80.0 Total Split (%) 16.4% 16.4% 16.4% 9.9% 9.9% 21.1% 57.2% 16.4% 16.4% 52.6% Maximum Green (s) 18.0 18.0 18.0 8.0 8.0 25.0 80.0 18.0 18.0 73.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s)7.0 Flash Dont Walk (s)30.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 18.2 16.4 16.4 10.9 9.0 27.0 93.9 13.3 80.2 Actuated g/C Ratio 0.12 0.11 0.11 0.07 0.06 0.18 0.62 0.09 0.53 v/c Ratio 0.71 0.02 0.58 0.34 0.36 0.48 0.88 0.52 1.00 Control Delay 74.1 59.0 72.1 74.4 79.2 59.1 32.0 73.8 41.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.1 59.0 72.1 74.4 79.2 59.1 32.0 73.8 41.5 LOS EEEEE EC ED Approach Delay 73.2 76.6 35.5 40.1 Approach LOS E E D D Queue Length 50th (ft) 144 4 95 40 34 135 869 73 ~1036 Queue Length 95th (ft) 195 16 137 84 73 184 #1159 m93 m#1130 Internal Link Dist (ft) 1020 1162 1069 936 Turn Bay Length (ft) 100 275 75 325 150 Base Capacity (vph) 453 246 368 132 106 612 2194 231 1857 Starvation Cap Reductn 00000 00 00 Spillback Cap Reductn 00000 00 00 Storage Cap Reductn 00000 00 00 Reduced v/c Ratio 0.64 0.02 0.47 0.32 0.33 0.48 0.88 0.35 1.00 Intersection Summary Area Type: Other Cycle Length: 152 Actuated Cycle Length: 152 Offset: 30 (20%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 41.8 Intersection LOS: D Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A with IMPRV Synchro 10 Report S. Starks Page 4 Lane Group SBR Total Split (s) 80.0 Total Split (%) 52.6% Maximum Green (s) 73.0 Yellow Time (s) 5.0 All-Red Time (s) 2.0 Lost Time Adjust (s) -2.0 Total Lost Time (s) 5.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 6.0 Minimum Gap (s) 3.0 Time Before Reduce (s) 15.0 Time To Reduce (s) 30.0 Recall Mode C-Max Walk Time (s) 7.0 Flash Dont Walk (s) 30.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 80.2 Actuated g/C Ratio 0.53 v/c Ratio 0.23 Control Delay 12.2 Queue Delay 0.0 Total Delay 12.2 LOS B Approach Delay Approach LOS Queue Length 50th (ft) 85 Queue Length 95th (ft) m82 Internal Link Dist (ft) Turn Bay Length (ft) 450 Base Capacity (vph) 830 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.23 Intersection Summary Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A with IMPRV Synchro 10 Report S. Starks Page 5 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway HCM Unsignalized Intersection Capacity Analysis 200: US 17 (Market Street) & Cypress Pond Way 11/23/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A with IMPRV Synchro 10 Report S. Starks Page 1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 150 60 164 1845 1777 45 Future Volume (Veh/h) 0 150 60 164 1845 1777 45 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 167 0 182 2050 1974 50 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 vC, conflicting volume 3363 987 0 2024 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3363 987 0 2024 tC, single (s) 6.8 6.9 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 2.2 p0 queue free % 100 32 0 34 cM capacity (veh/h) 2 246 0 277 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 167 182 1025 1025 987 987 50 Volume Left 0 182 00000 Volume Right 167 0000050 cSH 246 277 1700 1700 1700 1700 1700 Volume to Capacity 0.68 0.66 0.60 0.60 0.58 0.58 0.03 Queue Length 95th (ft) 109 106 00000 Control Delay (s) 45.7 39.8 0.0 0.0 0.0 0.0 0.0 Lane LOS E E Approach Delay (s) 45.7 3.2 0.0 Approach LOS E Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 80.8% ICU Level of Service D Analysis Period (min) 15 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A with IMPRV Synchro 10 Report S. Starks Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 230 91 122 559 82 227 196 1253 324 227 1133 189 Future Volume (vph) 230 91 122 559 82 227 196 1253 324 227 1133 189 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 3% 1% 0% Storage Length (ft) 200 250 350 100 250 0 325 425 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 1863 1583 3382 1835 1560 3416 3522 1575 3433 3539 1583 Right Turn on Red Yes No No No Satd. Flow (RTOR) 129 Link Speed (mph) 35 45 45 45 Link Distance (ft) 1404 633 1395 1111 Travel Time (s) 27.4 9.6 21.1 16.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 256 101 136 621 91 252 218 1392 360 252 1259 210 Shared Lane Traffic (%) Lane Group Flow (vph) 256 101 136 621 91 252 218 1392 360 252 1259 210 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 111111110110 Detector Template Left Leading Detector (ft) 44 30 30 40 40 40 40 306 0 40 306 0 Trailing Detector (ft) -6 -10 -10 0000300003000 Detector 1 Position(ft) -6 -10 -10 0000300003000 Detector 1 Size(ft) 50 40 40 40 40 40 40 6 20 40 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 19.0 12.0 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A with IMPRV Synchro 10 Report S. Starks Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 25.0 25.0 25.0 32.0 32.0 20.0 25.0 75.0 32.0 20.0 70.0 25.0 Total Split (%) 16.4% 16.4% 16.4% 21.1% 21.1% 13.2% 16.4% 49.3% 21.1% 13.2% 46.1% 16.4% Maximum Green (s) 18.0 18.0 18.0 25.0 25.0 13.0 18.0 68.0 25.0 13.0 63.0 18.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0 Recall Mode None None None None None None None C-Max None None C-Max None Act Effct Green (s) 27.9 14.8 36.0 27.0 13.9 33.9 16.2 75.2 102.2 15.0 74.0 101.9 Actuated g/C Ratio 0.18 0.10 0.24 0.18 0.09 0.22 0.11 0.49 0.67 0.10 0.49 0.67 v/c Ratio 0.41 0.56 0.29 1.03 0.54 0.72 0.60 0.80 0.34 0.75 0.73 0.20 Control Delay 57.0 76.7 9.0 105.6 77.3 67.0 75.3 23.6 3.7 80.8 35.3 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.0 76.7 9.0 105.6 77.3 67.0 75.3 23.6 3.7 80.8 35.3 5.7 LOS EEAFEEECAFDA Approach Delay 47.8 92.9 25.7 38.4 Approach LOS D F C D Queue Length 50th (ft) 117 97 5 ~339 88 234 102 428 24 127 514 34 Queue Length 95th (ft) 162 157 57 #463 144 325 m117 604 m45 #178 677 61 Internal Link Dist (ft) 1324 553 1315 1031 Turn Bay Length (ft) 200 250 350 100 250 325 425 Base Capacity (vph) 629 245 509 600 325 348 450 1742 1059 338 1722 1060 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.41 0.41 0.27 1.03 0.28 0.72 0.48 0.80 0.34 0.75 0.73 0.20 Intersection Summary Area Type: Other Cycle Length: 152 Actuated Cycle Length: 152 Offset: 100 (66%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 44.6 Intersection LOS: D Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A with IMPRV Synchro 10 Report S. Starks Page 10 Splits and Phases: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Lanes, Volumes, Timings 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A with IMPRV Synchro 10 Report S. Starks Page 11 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 584 52 4 773 31 4 Future Volume (vph) 584 52 4 773 31 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 1% 1% Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.986 Flt Protected 0.957 Satd. Flow (prot) 1881 1599 0 1853 1749 0 Flt Permitted 0.957 Satd. Flow (perm) 1881 1599 0 1853 1749 0 Link Speed (mph) 45 45 20 Link Distance (ft) 426 1495 1100 Travel Time (s) 6.5 22.7 37.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 649 58 4 859 34 4 Shared Lane Traffic (%) Lane Group Flow (vph) 649 58 0 863 38 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.01 1.01 1.01 1.01 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A with IMPRV Synchro 10 Report S. Starks Page 12 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 584 52 4 773 31 4 Future Vol, veh/h 584 52 4 773 31 4 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % -2 - - 1 1 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 649 58 4 859 34 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 707 0 1516 649 Stage 1 - - - - 649 - Stage 2 - - - - 867 - Critical Hdwy - - 4.12 - 6.62 6.32 Critical Hdwy Stg 1 - - - - 5.62 - Critical Hdwy Stg 2 - - - - 5.62 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 891 - 121 461 Stage 1 - - - - 502 - Stage 2 - - - - 392 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 891 - 120 461 Mov Cap-2 Maneuver - - - - 120 - Stage 1 - - - - 502 - Stage 2 - - - - 388 - Approach EB WB NB HCM Control Delay, s 0 0 43.7 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 131 - - 891 - HCM Lane V/C Ratio 0.297 - - 0.005 - HCM Control Delay (s) 43.7 - - 9.1 0 HCM Lane LOS E - - A A HCM 95th %tile Q(veh) 1.2 - - 0 - Lanes, Volumes, Timings 500: US 17 (Market Street) & Site Access 1 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A with IMPRV Synchro 10 Report S. Starks Page 13 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 57 2005 75 0 1987 Future Volume (vph) 0 57 2005 75 0 1987 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 Storage Lanes 0 1 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.865 0.850 Flt Protected Satd. Flow (prot) 0 1611 3539 1583 0 3539 Flt Permitted Satd. Flow (perm) 0 1611 3539 1583 0 3539 Link Speed (mph) 15 45 45 Link Distance (ft) 1402 1016 354 Travel Time (s) 63.7 15.4 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 63 2228 83 0 2208 Shared Lane Traffic (%) Lane Group Flow (vph) 0 63 2228 83 0 2208 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.6% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 500: US 17 (Market Street) & Site Access 1 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario A with IMPRV Synchro 10 Report S. Starks Page 14 Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 57 2005 75 0 1987 Future Vol, veh/h 0 57 2005 75 0 1987 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - 150 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 0 63 2228 83 0 2208 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1114 0 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 0 203 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 203 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 30.6 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 203 - HCM Lane V/C Ratio - - 0.312 - HCM Control Delay (s) - - 30.6 - HCM Lane LOS - - D - HCM 95th %tile Q(veh) - - 1.3 - Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B w/ IMPRV Synchro 10 Report S. Starks Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 263 4 157 38 6 25 262 1727 9 99 5 1669 Future Volume (vph) 263 4 157 38 6 25 262 1727 9 99 5 1669 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -1% 2% -1% 1% Storage Length (ft) 100 275 75 0 325 0 150 Storage Lanes 2 2 1 0 2 0 1 Taper Length (ft) 100 100 100 100 Lane Util. Factor 0.97 1.00 0.88 1.00 1.00 1.00 0.97 0.95 0.95 0.95 1.00 0.95 Frt 0.850 0.880 0.999 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3450 1872 2801 1752 1623 0 3450 3553 0 0 1761 3522 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3450 1872 2801 1752 1623 0 3450 3553 0 0 1761 3522 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 25 25 45 45 Link Distance (ft) 1100 1242 1149 1016 Travel Time (s) 30.0 33.9 17.4 15.4 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) 292 4 174 42 7 28 291 1919 10 110 6 1854 Shared Lane Traffic (%) Lane Group Flow (vph) 292 4 174 42 35 0 291 1929 0 0 116 1854 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Right Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 24 24 24 24 Link Offset(ft) 0 -15 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 0.99 0.99 0.99 1.01 1.01 1.01 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 11111 11 111 Detector Template Left Leading Detector (ft) 40 40 40 40 35 40 306 20 40 306 Trailing Detector (ft)0000-5 0300 00300 Detector 1 Position(ft)0000-5 0300 00300 Detector 1 Size(ft) 40 40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 15.0 10.0 15.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot Prot NA Protected Phases 7 4 3 8 5 2 1 1 6 Permitted Phases 4 Detector Phase 74438 52 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 19.0 12.0 12.0 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B w/ IMPRV Synchro 10 Report S. Starks Page 2 Lane Group SBR Lane Configurations Traffic Volume (vph) 172 Future Volume (vph) 172 Ideal Flow (vphpl) 1900 Grade (%) Storage Length (ft) 450 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Frt 0.850 Flt Protected Satd. Flow (prot) 1575 Flt Permitted Satd. Flow (perm) 1575 Right Turn on Red No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Adj. Flow (vph) 191 Shared Lane Traffic (%) Lane Group Flow (vph) 191 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.01 Turning Speed (mph) 9 Number of Detectors 0 Detector Template Leading Detector (ft) 0 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 20 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Turn Type Perm Protected Phases Permitted Phases 6 Detector Phase 6 Switch Phase Minimum Initial (s) 12.0 Minimum Split (s) 44.0 Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B w/ IMPRV Synchro 10 Report S. Starks Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Total Split (s) 25.0 25.0 25.0 15.0 15.0 32.0 87.0 25.0 25.0 80.0 Total Split (%) 16.4% 16.4% 16.4% 9.9% 9.9% 21.1% 57.2% 16.4% 16.4% 52.6% Maximum Green (s) 18.0 18.0 18.0 8.0 8.0 25.0 80.0 18.0 18.0 73.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s)7.0 Flash Dont Walk (s)30.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 18.2 16.4 16.4 10.9 9.0 27.0 91.2 15.9 80.2 Actuated g/C Ratio 0.12 0.11 0.11 0.07 0.06 0.18 0.60 0.10 0.53 v/c Ratio 0.71 0.02 0.58 0.34 0.36 0.48 0.90 0.63 1.00 Control Delay 74.1 59.0 72.1 74.4 79.2 59.1 35.5 73.4 41.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.1 59.0 72.1 74.4 79.2 59.1 35.5 73.4 41.2 LOS EEEEE ED ED Approach Delay 73.2 76.6 38.6 40.3 Approach LOS E E D D Queue Length 50th (ft) 144 4 95 40 34 135 916 104 ~1037 Queue Length 95th (ft) 195 16 137 84 73 184 #1184 m131 m#1130 Internal Link Dist (ft) 1020 1162 1069 936 Turn Bay Length (ft) 100 275 75 325 150 Base Capacity (vph) 453 246 368 132 106 612 2132 231 1857 Starvation Cap Reductn 00000 00 00 Spillback Cap Reductn 00000 00 00 Storage Cap Reductn 00000 00 00 Reduced v/c Ratio 0.64 0.02 0.47 0.32 0.33 0.48 0.90 0.50 1.00 Intersection Summary Area Type: Other Cycle Length: 152 Actuated Cycle Length: 152 Offset: 30 (20%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 43.3 Intersection LOS: D Intersection Capacity Utilization 80.5% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B w/ IMPRV Synchro 10 Report S. Starks Page 4 Lane Group SBR Total Split (s) 80.0 Total Split (%) 52.6% Maximum Green (s) 73.0 Yellow Time (s) 5.0 All-Red Time (s) 2.0 Lost Time Adjust (s) -2.0 Total Lost Time (s) 5.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 6.0 Minimum Gap (s) 3.0 Time Before Reduce (s) 15.0 Time To Reduce (s) 30.0 Recall Mode C-Max Walk Time (s) 7.0 Flash Dont Walk (s) 30.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 80.2 Actuated g/C Ratio 0.53 v/c Ratio 0.23 Control Delay 12.0 Queue Delay 0.0 Total Delay 12.0 LOS B Approach Delay Approach LOS Queue Length 50th (ft) 83 Queue Length 95th (ft) m79 Internal Link Dist (ft) Turn Bay Length (ft) 450 Base Capacity (vph) 830 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.23 Intersection Summary Lanes, Volumes, Timings 100: US 17 (Market Street) & Hays Lane/Commercial Driveway 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B w/ IMPRV Synchro 10 Report S. Starks Page 5 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway HCM Unsignalized Intersection Capacity Analysis 200: US 17 (Market Street) & Cypress Pond Way 11/23/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B w/ IMPRV Synchro 10 Report S. Starks Page 1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 0 150 60 164 1851 1809 45 Future Volume (Veh/h) 0 150 60 164 1851 1809 45 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 167 0 182 2057 2010 50 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.00 vC, conflicting volume 3402 1005 0 2060 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3402 1005 0 2060 tC, single (s) 6.8 6.9 0.0 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 0.0 2.2 p0 queue free % 100 30 0 32 cM capacity (veh/h) 2 240 0 268 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 167 182 1028 1028 1005 1005 50 Volume Left 0 182 00000 Volume Right 167 0000050 cSH 240 268 1700 1700 1700 1700 1700 Volume to Capacity 0.70 0.68 0.60 0.60 0.59 0.59 0.03 Queue Length 95th (ft) 115 112 00000 Control Delay (s) 48.6 42.8 0.0 0.0 0.0 0.0 0.0 Lane LOS E E Approach Delay (s) 48.6 3.5 0.0 Approach LOS E Intersection Summary Average Delay 3.6 Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15 Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B w/ IMPRV Synchro 10 Report S. Starks Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s) 25.0 25.0 25.0 32.0 32.0 20.0 25.0 75.0 32.0 20.0 70.0 25.0 Total Split (%) 16.4% 16.4% 16.4% 21.1% 21.1% 13.2% 16.4% 49.3% 21.1% 13.2% 46.1% 16.4% Maximum Green (s) 18.0 18.0 18.0 25.0 25.0 13.0 18.0 68.0 25.0 13.0 63.0 18.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0 Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0 Recall Mode None None None None None None None C-Max None None C-Max None Act Effct Green (s) 27.9 14.8 36.0 27.0 13.9 33.9 16.2 75.2 102.2 15.0 74.0 101.9 Actuated g/C Ratio 0.18 0.10 0.24 0.18 0.09 0.22 0.11 0.49 0.67 0.10 0.49 0.67 v/c Ratio 0.41 0.56 0.29 1.03 0.54 0.71 0.60 0.80 0.34 0.64 0.75 0.20 Control Delay 57.0 76.7 9.0 105.6 77.3 65.9 76.2 23.1 3.7 75.3 36.1 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.0 76.7 9.0 105.6 77.3 65.9 76.2 23.1 3.7 75.3 36.1 5.7 LOS EEAFEEECAEDA Approach Delay 47.8 92.7 25.4 37.4 Approach LOS D F C D Queue Length 50th (ft) 117 97 5 ~339 88 227 102 391 24 108 536 34 Queue Length 95th (ft) 162 157 57 #463 144 317 m115 607 m44 155 705 61 Internal Link Dist (ft) 1324 553 1315 1031 Turn Bay Length (ft) 200 250 350 100 250 325 425 Base Capacity (vph) 629 245 509 600 325 348 450 1742 1059 338 1722 1060 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.41 0.41 0.27 1.03 0.28 0.71 0.48 0.80 0.34 0.64 0.75 0.20 Intersection Summary Area Type: Other Cycle Length: 152 Actuated Cycle Length: 152 Offset: 100 (66%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 44.1 Intersection LOS: D Intersection Capacity Utilization 75.5% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Lanes, Volumes, Timings 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B w/ IMPRV Synchro 10 Report S. Starks Page 9 Splits and Phases: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Lanes, Volumes, Timings 400: Brays Drive & SR 1402 (Porters Neck Road)11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B w/ IMPRV Synchro 10 Report S. Starks Page 10 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 584 20 4 773 25 4 Future Volume (vph) 584 20 4 773 25 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -2% 1% 1% Storage Length (ft) 100 0 0 0 Storage Lanes 1 0 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.983 Flt Protected 0.958 Satd. Flow (prot) 1881 1599 0 1853 1745 0 Flt Permitted 0.958 Satd. Flow (perm) 1881 1599 0 1853 1745 0 Link Speed (mph) 45 45 20 Link Distance (ft) 426 1495 1100 Travel Time (s) 6.5 22.7 37.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 649 22 4 859 28 4 Shared Lane Traffic (%) Lane Group Flow (vph) 649 22 0 863 32 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.99 0.99 1.01 1.01 1.01 1.01 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 500: US 17 (Market Street) & Site Access 1 11/22/2022 220248 Market Street CIP Townhomes 09/12/2022 220248 PM Future Build Scenario B w/ IMPRV Synchro 10 Report S. Starks Page 11 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 63 2005 107 0 2019 Future Volume (vph) 0 63 2005 107 0 2019 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 200 0 Storage Lanes 0 1 1 0 Taper Length (ft) 100 100 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.865 0.850 Flt Protected Satd. Flow (prot) 0 1611 3539 1583 0 3539 Flt Permitted Satd. Flow (perm) 0 1611 3539 1583 0 3539 Link Speed (mph) 15 45 45 Link Distance (ft) 1402 1016 354 Travel Time (s) 63.7 15.4 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 70 2228 119 0 2243 Shared Lane Traffic (%) Lane Group Flow (vph) 0 70 2228 119 0 2243 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15 12/2/2022 220248 Market Street Townhomes Queueing Analysis SimTraffic Worksheets Queuing and Blocking Report 220248 AM Existing 11/22/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 1 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement EB EB EB EB EB WB WB NB NB NB NB SB Directions Served L L T R R L TR L L T TR UL Maximum Queue (ft) 106 131 47 106 52 43 50 135 164 339 337 148 Average Queue (ft) 27 64 8 39 7 10 9 39 94 158 151 50 95th Queue (ft) 70 115 30 83 30 34 35 109 151 288 284 108 Link Distance (ft) 1037 1190 1084 1084 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 150 275 275 75 325 325 150 Storage Blk Time (%) 0 0 0 0 0 0 Queuing Penalty (veh) 0 0 0 0 0 0 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement SB SB SB Directions Served T T R Maximum Queue (ft) 309 321 77 Average Queue (ft) 118 143 16 95th Queue (ft) 255 273 52 Link Distance (ft) 936 936 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 450 Storage Blk Time (%) 4 0 Queuing Penalty (veh) 2 0 Intersection: 200: US 17 (Market Street) & Cypress Pond Way Movement EB NB NB SB Directions Served R UL T R Maximum Queue (ft) 90 124 44 2 Average Queue (ft) 37 50 2 0 95th Queue (ft) 74 99 25 2 Link Distance (ft) 1403 300 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 225 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 220248 AM Existing 11/22/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 2 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement EB EB EB EB WB WB WB WB NB NB NB NB Directions Served L L T R L L T R L L T T Maximum Queue (ft) 118 139 142 112 321 388 403 200 82 350 486 484 Average Queue (ft) 27 67 49 37 191 223 141 137 29 80 295 308 95th Queue (ft) 77 123 105 85 284 326 324 215 66 229 437 448 Link Distance (ft) 1338 541 1313 1313 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 200 200 250 350 350 100 250 250 Storage Blk Time (%) 0 0 0 8 26 18 Queuing Penalty (veh) 0 0 0 63 144 17 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement NB SB SB SB SB SB Directions Served R L L T T R Maximum Queue (ft) 269 239 424 567 559 252 Average Queue (ft) 109 130 95 343 324 46 95th Queue (ft) 212 207 297 498 478 142 Link Distance (ft) 1313 1056 1056 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 425 Storage Blk Time (%) 0 11 2 Queuing Penalty (veh) 0 22 2 Intersection: 400: Brays Drive & SR 1402 (Porters Neck Road) Movement WB NB Directions Served LT LR Maximum Queue (ft) 15 32 Average Queue (ft) 1 12 95th Queue (ft) 10 32 Link Distance (ft) 1472 1060 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 252 Queuing and Blocking Report 220248 AM Future No Build 11/22/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 1 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement EB EB EB EB EB WB WB NB NB NB NB SB Directions Served L L T R R L TR L L T TR UL Maximum Queue (ft) 128 147 46 108 52 43 44 142 193 343 370 167 Average Queue (ft) 33 66 11 43 7 9 9 38 92 181 182 54 95th Queue (ft) 86 122 35 85 31 33 33 107 160 307 323 121 Link Distance (ft) 1037 1190 1084 1084 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 150 275 275 75 325 325 150 Storage Blk Time (%) 0 0 0 0 0 Queuing Penalty (veh) 0 0 0 0 2 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement SB SB SB Directions Served T T R Maximum Queue (ft) 338 346 79 Average Queue (ft) 150 174 21 95th Queue (ft) 294 309 59 Link Distance (ft) 936 936 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 450 Storage Blk Time (%) 6 Queuing Penalty (veh) 3 Intersection: 200: US 17 (Market Street) & Cypress Pond Way Movement EB NB NB NB SB SB SB Directions Served R UL TTTTR Maximum Queue (ft) 104 142 54 20 130 134 17 Average Queue (ft) 38 54 21441 95th Queue (ft) 84 112 32 20 128 132 8 Link Distance (ft) 1403 300 300 1313 1313 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 250 225 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 220248 AM Future No Build 11/22/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 2 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement EB EB EB EB WB WB WB WB NB NB NB NB Directions Served L L T R L L T R L L T T Maximum Queue (ft) 123 143 128 112 339 396 398 200 97 350 548 552 Average Queue (ft) 30 72 51 36 208 239 145 139 34 112 364 378 95th Queue (ft) 89 128 103 82 310 344 325 217 81 306 505 517 Link Distance (ft) 1338 541 1313 1313 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 200 200 250 350 350 100 250 250 Storage Blk Time (%) 0 0 8 28 30 Queuing Penalty (veh) 0 1 65 168 28 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement NB SB SB SB SB SB Directions Served R L L T T R Maximum Queue (ft) 316 239 424 647 622 410 Average Queue (ft) 139 135 150 400 378 72 95th Queue (ft) 262 214 417 588 552 269 Link Distance (ft) 1313 1056 1056 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 425 Storage Blk Time (%) 0 18 5 Queuing Penalty (veh) 0 35 8 Intersection: 400: Brays Drive & SR 1402 (Porters Neck Road) Movement WB NB Directions Served LT LR Maximum Queue (ft) 65 37 Average Queue (ft) 4 12 95th Queue (ft) 32 33 Link Distance (ft) 1472 1059 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 312 Queuing and Blocking Report 220248 AM Future Build Scenario A 11/22/2022 220248 Base Model SimTraffic Report S. Starks Page 1 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement EB EB EB EB EB WB WB NB NB NB NB SB Directions Served L L T R R L TR L L T TR UL Maximum Queue (ft) 87 131 44 103 60 48 55 146 219 405 403 170 Average Queue (ft) 27 62 9 44 9 11 11 38 92 195 190 59 95th Queue (ft) 66 111 30 87 35 37 38 107 169 336 342 137 Link Distance (ft) 1037 1190 1084 1084 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 150 275 275 75 325 325 150 Storage Blk Time (%) 0 0 0 0 1 0 Queuing Penalty (veh) 0 0 0 0 1 4 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement SB SB SB Directions Served T T R Maximum Queue (ft) 337 357 87 Average Queue (ft) 170 195 21 95th Queue (ft) 308 326 59 Link Distance (ft) 939 939 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 450 Storage Blk Time (%) 7 0 Queuing Penalty (veh) 5 0 Intersection: 200: US 17 (Market Street) & Cypress Pond Way Movement EB NB NB SB SB Directions Served R UL T T R Maximum Queue (ft) 149 179 106 4 12 Average Queue (ft) 49 82 6 0 1 95th Queue (ft) 112 149 51 3 9 Link Distance (ft) 1403 296 1313 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 225 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 220248 AM Future Build Scenario A 11/22/2022 220248 Base Model SimTraffic Report S. Starks Page 2 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement EB EB EB EB WB WB WB WB NB NB NB NB Directions Served L L T R L L T R L L T T Maximum Queue (ft) 134 152 131 116 340 396 441 200 84 350 597 604 Average Queue (ft) 32 73 50 38 210 241 160 139 32 116 388 400 95th Queue (ft) 89 132 106 87 309 356 353 218 72 317 561 565 Link Distance (ft) 1338 541 1313 1313 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 200 200 250 350 350 100 250 250 Storage Blk Time (%) 0 0 0 0 1 9 30 0 31 Queuing Penalty (veh) 0 0 0 0 2 72 175 0 29 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement NB SB SB SB SB SB Directions Served R L L T T R Maximum Queue (ft) 313 249 425 645 604 249 Average Queue (ft) 148 137 156 399 375 53 95th Queue (ft) 269 213 429 575 544 169 Link Distance (ft) 1313 1056 1056 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 425 Storage Blk Time (%) 0 18 4 Queuing Penalty (veh) 0 37 6 Intersection: 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road) Movement WB NB Directions Served LT LR Maximum Queue (ft) 67 60 Average Queue (ft) 4 18 95th Queue (ft) 39 46 Link Distance (ft) 1472 1059 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 220248 AM Future Build Scenario A 11/22/2022 220248 Base Model SimTraffic Report S. Starks Page 3 Intersection: 500: US 17 (Market Street) & Site Access 1 Movement WB NB NB Directions Served R T TR Maximum Queue (ft) 138 8 10 Average Queue (ft) 51 0 0 95th Queue (ft) 102 6 7 Link Distance (ft) 1353 939 939 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 332 Queuing and Blocking Report 220248 AM Future Build Scenario A w/ IMPRV 11/23/2022 Scenario 1 220248 Base Model SimTraffic Report S. Starks Page 1 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement EB EB EB EB EB WB WB NB NB NB NB SB Directions Served L L T R R L TR L L T TR UL Maximum Queue (ft) 69 112 46 151 45 55 53 194 172 390 380 249 Average Queue (ft) 22 64 10 45 13 9 12 53 102 189 203 62 95th Queue (ft) 54 106 30 100 37 33 36 141 170 350 349 145 Link Distance (ft) 1037 1190 1084 1084 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 150 275 275 75 325 325 150 Storage Blk Time (%)1 Queuing Penalty (veh)1 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement SB SB SB Directions Served T T R Maximum Queue (ft) 358 356 118 Average Queue (ft) 187 206 32 95th Queue (ft) 324 316 89 Link Distance (ft) 940 940 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 450 Storage Blk Time (%) 8 Queuing Penalty (veh) 5 Intersection: 200: US 17 (Market Street) & Cypress Pond Way Movement EB NB Directions Served R UL Maximum Queue (ft) 132 164 Average Queue (ft) 52 78 95th Queue (ft) 98 145 Link Distance (ft) 1403 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 220248 AM Future Build Scenario A w/ IMPRV 11/23/2022 Scenario 1 220248 Base Model SimTraffic Report S. Starks Page 2 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement EB EB EB EB WB WB WB WB NB NB NB NB Directions Served L L T R L L T R L L T T Maximum Queue (ft) 116 129 106 134 399 414 423 200 94 350 954 910 Average Queue (ft) 26 80 47 52 218 250 174 143 35 129 459 462 95th Queue (ft) 76 127 97 107 353 366 357 221 78 350 728 723 Link Distance (ft) 1338 541 1313 1313 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 200 200 250 350 350 100 250 250 Storage Blk Time (%) 0 0 5 36 39 Queuing Penalty (veh) 0 1 41 217 37 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement NB SB SB SB SB SB Directions Served R L L T T R Maximum Queue (ft) 282 243 424 709 691 524 Average Queue (ft) 177 150 216 464 427 137 95th Queue (ft) 283 227 508 684 611 453 Link Distance (ft) 1313 1056 1056 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 425 Storage Blk Time (%) 0 24 8 Queuing Penalty (veh) 0 49 12 Intersection: 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road) Movement WB NB Directions Served LT LR Maximum Queue (ft) 75 45 Average Queue (ft) 3 22 95th Queue (ft) 25 43 Link Distance (ft) 1472 1059 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 220248 AM Future Build Scenario A w/ IMPRV 11/23/2022 Scenario 1 220248 Base Model SimTraffic Report S. Starks Page 3 Intersection: 500: US 17 (Market Street) & Site Access 1 Movement WB Directions Served R Maximum Queue (ft) 93 Average Queue (ft) 49 95th Queue (ft) 89 Link Distance (ft) 1344 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 365 Queuing and Blocking Report 220248 AM FB Scenario B 11/22/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 1 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement EB EB EB EB EB WB WB NB NB NB NB SB Directions Served L L T R R L TR L L T TR UL Maximum Queue (ft) 75 89 31 76 42 20 27 91 137 282 300 123 Average Queue (ft) 29 56 11 42 11 7 10 40 92 166 172 65 95th Queue (ft) 82 106 36 91 48 27 40 116 160 320 339 135 Link Distance (ft) 1037 1190 1084 1084 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 150 275 275 75 325 325 150 Storage Blk Time (%) 0 0 0 0 1 Queuing Penalty (veh) 0 0 0 0 11 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement SB SB SB Directions Served T T R Maximum Queue (ft) 228 264 41 Average Queue (ft) 113 141 15 95th Queue (ft) 262 281 51 Link Distance (ft) 939 939 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 450 Storage Blk Time (%) 4 Queuing Penalty (veh) 3 Intersection: 200: US 17 (Market Street) & Cypress Pond Way Movement EB NB NB NB Directions Served R UL T T Maximum Queue (ft) 77 129 35 18 Average Queue (ft) 46 83 7 4 95th Queue (ft) 99 157 66 46 Link Distance (ft) 1403 296 296 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 220248 AM FB Scenario B 11/22/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 2 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement EB EB EB EB WB WB WB WB B15 NB NB NB Directions Served L L T R L L T R T L L T Maximum Queue (ft) 81 123 82 70 307 315 291 186 5 57 100 417 Average Queue (ft) 40 80 45 41 225 247 160 133 2 31 52 310 95th Queue (ft) 102 137 97 84 336 356 394 203 15 71 133 501 Link Distance (ft) 1338 541 364 1313 Upstream Blk Time (%) 0 Queuing Penalty (veh) 4 Storage Bay Dist (ft) 200 200 250 350 350 100 250 250 Storage Blk Time (%) 0 1 16 25 19 Queuing Penalty (veh) 1 2 131 149 18 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement NB NB SB SB SB SB SB Directions Served T R L L T T R Maximum Queue (ft) 429 227 182 197 429 402 89 Average Queue (ft) 321 122 126 88 347 319 49 95th Queue (ft) 500 247 196 258 474 459 107 Link Distance (ft) 1313 1313 1056 1056 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 425 Storage Blk Time (%) 11 1 Queuing Penalty (veh) 22 1 Intersection: 400: Brays Drive & SR 1402 (Porters Neck Road) Movement WB NB Directions Served LT LR Maximum Queue (ft) 22 30 Average Queue (ft) 4 11 95th Queue (ft) 44 39 Link Distance (ft) 1472 1059 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 220248 AM FB Scenario B 11/22/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 3 Intersection: 500: US 17 (Market Street) & Site Access 1 Movement WB NB Directions Served R TR Maximum Queue (ft) 92 10 Average Queue (ft) 49 2 95th Queue (ft) 101 16 Link Distance (ft) 1353 939 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 341 Queuing and Blocking Report 220248 AM FB Scenario B with IMPRV 11/17/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 1 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement EB EB EB EB EB WB WB NB NB NB NB SB Directions Served L L T R R L TR L L T TR UL Maximum Queue (ft) 106 130 48 98 40 50 59 139 194 399 353 214 Average Queue (ft) 29 66 10 38 7 11 12 39 92 193 186 64 95th Queue (ft) 76 117 35 82 28 37 41 111 161 339 324 145 Link Distance (ft) 1037 1190 1084 1084 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 150 275 275 75 325 325 150 Storage Blk Time (%) 0 0 0 0 1 0 Queuing Penalty (veh) 0 0 0 0 1 2 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement SB SB SB Directions Served T T R Maximum Queue (ft) 356 368 104 Average Queue (ft) 161 185 22 95th Queue (ft) 301 319 68 Link Distance (ft) 940 940 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 450 Storage Blk Time (%) 6 Queuing Penalty (veh) 5 Intersection: 200: US 17 (Market Street) & Cypress Pond Way Movement EB NB NB NB SB SB Directions Served R UL T T T R Maximum Queue (ft) 133 214 238 117 3 16 Average Queue (ft) 49 94 19 5 0 1 95th Queue (ft) 108 167 114 64 3 9 Link Distance (ft) 1403 296 296 1313 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 275 225 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Queuing and Blocking Report 220248 AM FB Scenario B with IMPRV 11/17/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 2 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement EB EB EB EB WB WB WB WB NB NB NB NB Directions Served L L T R L L T R UL L T T Maximum Queue (ft) 122 145 128 98 360 374 384 200 98 350 598 605 Average Queue (ft) 31 71 44 35 210 229 144 138 34 121 372 383 95th Queue (ft) 87 131 96 78 312 336 308 217 79 332 550 559 Link Distance (ft) 1338 541 1313 1313 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 425 450 450 100 250 250 Storage Blk Time (%) 0 0 8 29 28 Queuing Penalty (veh) 0 0 60 170 27 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement NB SB SB SB SB SB Directions Served R L L T T R Maximum Queue (ft) 305 236 425 629 595 320 Average Queue (ft) 135 131 151 402 371 55 95th Queue (ft) 253 208 411 580 549 193 Link Distance (ft) 1313 1056 1056 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 425 Storage Blk Time (%) 0 18 5 Queuing Penalty (veh) 0 35 7 Intersection: 400: Brays Drive & SR 1402 (Porters Neck Road) Movement WB NB Directions Served LT LR Maximum Queue (ft) 59 43 Average Queue (ft) 3 13 95th Queue (ft) 27 35 Link Distance (ft) 1472 1059 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 220248 AM FB Scenario B with IMPRV 11/17/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 3 Intersection: 500: US 17 (Market Street) & Site Access 1 Movement WB NB NB Directions Served R T T Maximum Queue (ft) 120 24 13 Average Queue (ft) 54 1 0 95th Queue (ft) 99 15 9 Link Distance (ft) 1344 940 940 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 310 Queuing and Blocking Report BASED MODEL PM EXISTING 11/22/2022 220248 Base Model SimTraffic Report S. Starks Page 1 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement EB EB EB EB EB WB WB NB NB NB NB SB Directions Served L L T R R L TR L L T TR UL Maximum Queue (ft) 150 198 248 177 148 96 102 198 367 464 420 249 Average Queue (ft) 101 128 22 97 55 39 34 94 148 269 245 79 95th Queue (ft) 175 197 130 159 134 82 80 184 265 419 386 205 Link Distance (ft) 1037 1190 1084 1084 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 275 275 75 325 325 150 Storage Blk Time (%) 6 27 7 5 0 4 0 Queuing Penalty (veh) 10 42 2 2 0 9 0 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement SB SB SB Directions Served T T R Maximum Queue (ft) 527 522 194 Average Queue (ft) 324 340 72 95th Queue (ft) 484 486 175 Link Distance (ft) 936 936 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 450 Storage Blk Time (%) 30 1 Queuing Penalty (veh) 17 2 Intersection: 200: US 17 (Market Street) & Cypress Pond Way Movement EB NB NB NB B500 B500 SB SB SB Directions Served R UL TTTTTTR Maximum Queue (ft) 171 215 255 173 31 29 2 2 20 Average Queue (ft) 73 104 34 16 44001 95th Queue (ft) 137 200 182 122 53 52 2 2 9 Link Distance (ft) 1403 300 300 936 936 1313 1313 Upstream Blk Time (%) 0 1 0 Queuing Penalty (veh) 0 9 0 Storage Bay Dist (ft) 250 225 Storage Blk Time (%) 2 1 Queuing Penalty (veh) 19 1 Queuing and Blocking Report BASED MODEL PM EXISTING 11/22/2022 220248 Base Model SimTraffic Report S. Starks Page 2 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement EB EB EB EB WB WB WB WB B15 NB NB NB Directions Served L L T R L L T R T L L T Maximum Queue (ft) 161 189 166 182 390 450 623 200 316 155 260 354 Average Queue (ft) 69 112 73 85 262 343 368 168 46 85 106 180 95th Queue (ft) 148 171 141 156 415 499 682 234 216 144 182 290 Link Distance (ft) 1338 541 364 1313 Upstream Blk Time (%) 9 1 Queuing Penalty (veh) 68 7 Storage Bay Dist (ft) 200 200 250 350 350 100 250 250 Storage Blk Time (%) 0 0 0 4 8 16 52 2 Queuing Penalty (veh) 0 0 0 13 25 119 314 4 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement NB NB SB SB SB SB SB Directions Served T R L L T T R Maximum Queue (ft) 361 128 343 378 530 502 102 Average Queue (ft) 188 47 234 177 297 268 37 95th Queue (ft) 300 97 371 389 512 470 83 Link Distance (ft) 1313 1313 1056 1056 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 425 Storage Blk Time (%) 12 6 3 0 Queuing Penalty (veh) 66 33 6 0 Intersection: 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road) Movement WB NB Directions Served LT LR Maximum Queue (ft) 144 62 Average Queue (ft) 12 18 95th Queue (ft) 128 44 Link Distance (ft) 1472 1059 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 770 Queuing and Blocking Report 220248 PM FNB 11/23/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 1 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement EB EB EB EB EB WB WB NB NB NB NB SB Directions Served L L T R R L TR L L T TR UL Maximum Queue (ft) 150 199 266 169 144 101 112 179 402 563 533 250 Average Queue (ft) 107 134 29 96 50 38 41 94 167 325 306 82 95th Queue (ft) 177 203 151 156 123 80 95 176 323 487 465 209 Link Distance (ft) 1037 1190 1084 1084 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 275 275 75 325 325 150 Storage Blk Time (%) 7 28 5 7 0 8 0 Queuing Penalty (veh) 11 44 1 3 0 20 2 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement SB SB SB Directions Served T T R Maximum Queue (ft) 642 637 431 Average Queue (ft) 400 418 122 95th Queue (ft) 605 618 377 Link Distance (ft) 936 936 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 450 Storage Blk Time (%) 36 6 Queuing Penalty (veh) 22 11 Intersection: 200: US 17 (Market Street) & Cypress Pond Way Movement EB NB NB NB B500 B500 SB SB Directions Served R UL TTTTTR Maximum Queue (ft) 244 233 281 190 34 28 2 17 Average Queue (ft) 96 119 35 12 2101 95th Queue (ft) 195 211 171 107 27 23 2 9 Link Distance (ft) 1403 300 300 936 936 1313 Upstream Blk Time (%) 0 0 0 Queuing Penalty (veh) 0 4 2 Storage Bay Dist (ft) 250 225 Storage Blk Time (%) 1 1 Queuing Penalty (veh) 5 1 Queuing and Blocking Report 220248 PM FNB 11/23/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 2 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement EB EB EB EB WB WB WB WB B15 NB NB NB Directions Served L L T R L L T R T L L T Maximum Queue (ft) 174 206 181 207 399 450 625 200 369 164 247 364 Average Queue (ft) 78 120 73 89 313 364 394 163 107 84 107 204 95th Queue (ft) 157 182 140 167 463 523 721 233 382 142 182 322 Link Distance (ft) 1338 541 364 1313 Upstream Blk Time (%) 17 7 Queuing Penalty (veh) 132 57 Storage Bay Dist (ft) 200 200 250 350 350 100 250 250 Storage Blk Time (%)000016251848 4 Queuing Penalty (veh)01004977138304 8 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement NB NB SB SB SB SB SB Directions Served T R L L T T R Maximum Queue (ft) 369 136 352 418 648 614 167 Average Queue (ft) 212 60 230 183 324 296 46 95th Queue (ft) 332 119 366 389 559 510 113 Link Distance (ft) 1313 1313 1056 1056 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 325 325 425 Storage Blk Time (%) 11 4 5 0 Queuing Penalty (veh) 64 22 10 1 Intersection: 400: Brays Drive & SR 1402 (Porters Neck Road) Movement WB NB Directions Served LT LR Maximum Queue (ft) 362 95 Average Queue (ft) 72 26 95th Queue (ft) 417 94 Link Distance (ft) 1472 1059 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 988 Queuing and Blocking Report 220248 PM Future Build Scenario A 11/22/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 1 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement EB EB EB EB EB WB WB NB NB NB NB SB Directions Served L L T R R L TR L L T TR UL Maximum Queue (ft) 150 197 228 204 150 91 121 200 424 639 605 250 Average Queue (ft) 111 138 27 94 49 39 38 96 176 376 362 98 95th Queue (ft) 180 205 151 165 121 80 89 184 345 698 684 242 Link Distance (ft) 1037 1190 1084 1084 Upstream Blk Time (%)21 Queuing Penalty (veh)00 Storage Bay Dist (ft) 100 100 275 275 75 325 325 150 Storage Blk Time (%) 8 30 0 7 7 0 11 1 Queuing Penalty (veh) 13 49 0 2 3 0 28 8 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement SB SB SB Directions Served T T R Maximum Queue (ft) 663 684 549 Average Queue (ft) 421 436 113 95th Queue (ft) 600 617 355 Link Distance (ft) 937 937 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 450 Storage Blk Time (%) 38 7 Queuing Penalty (veh) 27 12 Intersection: 200: US 17 (Market Street) & Cypress Pond Way Movement EB NB NB NB SB SB SB Directions Served R UL TTTTR Maximum Queue (ft) 414 282 331 322 2 2 23 Average Queue (ft) 180 159 83 46 0 0 1 95th Queue (ft) 406 275 291 218 2 2 11 Link Distance (ft) 1403 298 298 1313 1313 Upstream Blk Time (%) 2 5 0 Queuing Penalty (veh) 0 48 5 Storage Bay Dist (ft) 250 225 Storage Blk Time (%) 8 3 Queuing Penalty (veh) 72 7 Queuing and Blocking Report 220248 PM Future Build Scenario A 11/22/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 2 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement EB EB EB EB WB WB WB WB B15 NB NB NB Directions Served L L T R L L T R T L L T Maximum Queue (ft) 178 201 187 183 400 450 629 200 353 183 309 454 Average Queue (ft) 81 118 78 81 331 390 430 169 104 87 118 244 95th Queue (ft) 164 183 147 152 475 524 749 234 368 149 235 393 Link Distance (ft) 1338 541 364 1313 Upstream Blk Time (%) 18 6 Queuing Penalty (veh) 141 51 Storage Bay Dist (ft) 200 200 225 350 350 100 250 250 Storage Blk Time (%)000017311754 09 Queuing Penalty (veh)01005495132347 018 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement NB NB SB SB SB SB SB Directions Served T R L L T T R Maximum Queue (ft) 456 166 375 425 1065 1045 356 Average Queue (ft) 254 73 327 346 674 630 51 95th Queue (ft) 403 136 452 551 1222 1188 188 Link Distance (ft) 1313 1313 1056 1056 Upstream Blk Time (%) 20 7 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 325 325 425 Storage Blk Time (%) 67 32 4 1 Queuing Penalty (veh) 381 184 9 2 Intersection: 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road) Movement EB WB NB Directions Served T LT LR Maximum Queue (ft) 16 274 86 Average Queue (ft) 1 49 27 95th Queue (ft) 16 271 84 Link Distance (ft) 364 1472 1059 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Queuing and Blocking Report 220248 PM Future Build Scenario A 11/22/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 3 Intersection: 500: US 17 (Market Street) & Site Access 1 Movement WB NB NB Directions Served R T TR Maximum Queue (ft) 155 297 287 Average Queue (ft) 58 47 46 95th Queue (ft) 188 322 319 Link Distance (ft) 1355 937 937 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 4 5 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 1697 Queuing and Blocking Report 220248 PM Future Build Scenario A with IMPRV 11/23/2022 Scenario 1 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 1 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement EB EB EB EB EB WB WB NB NB NB NB SB Directions Served L L T R R L TR L L T TR UL Maximum Queue (ft) 149 197 194 189 141 73 71 164 425 487 455 250 Average Queue (ft) 108 133 13 108 64 37 32 87 148 304 297 84 95th Queue (ft) 177 203 71 171 144 66 71 159 279 433 420 238 Link Distance (ft) 1037 1190 1084 1084 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 275 275 75 325 325 150 Storage Blk Time (%) 6 27 1 2 5 Queuing Penalty (veh) 9 43 0 1 12 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement SB SB SB Directions Served T T R Maximum Queue (ft) 884 918 550 Average Queue (ft) 485 500 167 95th Queue (ft) 766 800 487 Link Distance (ft) 938 938 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 450 Storage Blk Time (%) 38 13 Queuing Penalty (veh) 28 22 Intersection: 200: US 17 (Market Street) & Cypress Pond Way Movement EB NB NB NB SB Directions Served R UL T T R Maximum Queue (ft) 660 298 310 300 22 Average Queue (ft) 434 154 85 46 1 95th Queue (ft) 791 268 292 217 10 Link Distance (ft) 1403 298 298 Upstream Blk Time (%) 0 5 0 Queuing Penalty (veh) 0 47 1 Storage Bay Dist (ft) 300 225 Storage Blk Time (%) 0 5 Queuing Penalty (veh) 1 10 Queuing and Blocking Report 220248 PM Future Build Scenario A with IMPRV 11/23/2022 Scenario 1 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 2 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement EB EB EB EB WB WB WB WB B15 NB NB NB Directions Served L L T R L L T R T L L T Maximum Queue (ft) 225 241 154 177 400 450 613 200 437 184 349 606 Average Queue (ft) 91 119 79 53 395 443 562 162 309 78 111 229 95th Queue (ft) 170 191 135 112 416 471 782 224 606 136 223 383 Link Distance (ft) 1338 541 364 1313 Upstream Blk Time (%) 46 32 Queuing Penalty (veh) 369 260 Storage Bay Dist (ft) 200 200 250 350 350 100 250 250 Storage Blk Time (%) 0 55 69 20 48 7 Queuing Penalty (veh) 1 169 212 159 308 14 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement NB NB SB SB SB SB SB Directions Served T R L L T T R Maximum Queue (ft) 608 138 375 425 1091 1109 118 Average Queue (ft) 251 56 354 395 835 781 37 95th Queue (ft) 419 104 420 507 1343 1319 83 Link Distance (ft) 1313 1313 1056 1056 Upstream Blk Time (%) 28 8 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 325 325 425 Storage Blk Time (%) 82 37 3 2 Queuing Penalty (veh) 463 210 6 3 Intersection: 400: Brays Drive / Site Access 2 & SR 1402 (Porters Neck Road) Movement WB NB Directions Served LT LR Maximum Queue (ft) 1506 174 Average Queue (ft) 508 45 95th Queue (ft) 1509 111 Link Distance (ft) 1472 1059 Upstream Blk Time (%) 15 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 220248 PM Future Build Scenario A with IMPRV 11/23/2022 Scenario 1 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 3 Intersection: 500: US 17 (Market Street) & Site Access 1 Movement WB NB NB Directions Served R T T Maximum Queue (ft) 108 371 420 Average Queue (ft) 40 36 30 95th Queue (ft) 90 173 175 Link Distance (ft) 1343 938 938 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 1 Queuing Penalty (veh) 1 Network Summary Network wide Queuing Penalty: 2348 Queuing and Blocking Report 220248 PM Future Build Scenario B 11/22/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 1 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement EB EB EB EB EB WB WB NB NB NB NB SB Directions Served L L T R R L TR L L T TR UL Maximum Queue (ft) 150 198 269 164 140 105 104 177 425 754 742 250 Average Queue (ft) 110 138 25 93 48 42 39 89 208 415 405 130 95th Queue (ft) 176 205 145 154 121 87 86 169 424 648 633 261 Link Distance (ft) 1037 1190 1084 1084 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 100 275 275 75 325 325 150 Storage Blk Time (%) 9 29 8 6 0 16 6 Queuing Penalty (veh) 14 47 2 2 0 41 50 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement SB SB SB Directions Served T T R Maximum Queue (ft) 690 696 548 Average Queue (ft) 447 459 149 95th Queue (ft) 685 697 432 Link Distance (ft) 937 937 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 1 1 Storage Bay Dist (ft) 450 Storage Blk Time (%) 38 9 Queuing Penalty (veh) 40 15 Intersection: 200: US 17 (Market Street) & Cypress Pond Way Movement EB NB NB NB SB SB Directions Served R UL T T T R Maximum Queue (ft) 497 292 336 325 2 24 Average Queue (ft) 238 172 115 72 0 1 95th Queue (ft) 536 283 330 270 2 11 Link Distance (ft) 1403 298 298 1313 Upstream Blk Time (%) 1 3 1 Queuing Penalty (veh) 0 35 6 Storage Bay Dist (ft) 250 225 Storage Blk Time (%) 7 3 Queuing Penalty (veh) 69 7 Queuing and Blocking Report 220248 PM Future Build Scenario B 11/22/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 2 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement EB EB EB EB WB WB WB WB B15 NB NB NB Directions Served L L T R L L T R T L L T Maximum Queue (ft) 171 190 157 144 400 450 622 200 403 171 331 513 Average Queue (ft) 78 117 72 53 342 396 446 160 160 88 123 276 95th Queue (ft) 160 176 133 113 470 524 789 233 471 151 250 447 Link Distance (ft) 1338 541 364 1313 Upstream Blk Time (%) 25 13 Queuing Penalty (veh) 200 103 Storage Bay Dist (ft) 200 200 250 350 350 100 250 250 Storage Blk Time (%)000023371747 013 Queuing Penalty (veh)000070113130303 126 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement NB NB SB SB SB SB SB Directions Served T R L L T T R Maximum Queue (ft) 532 157 363 404 704 674 228 Average Queue (ft) 288 74 272 239 376 341 48 95th Queue (ft) 458 137 403 466 690 634 150 Link Distance (ft) 1313 1313 1056 1056 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 325 325 425 Storage Blk Time (%) 25 12 5 1 Queuing Penalty (veh) 148 70 10 1 Intersection: 400: Brays Drive & SR 1402 (Porters Neck Road) Movement EB B15 WB NB Directions Served T T LT LR Maximum Queue (ft) 12 57 545 137 Average Queue (ft) 0 2 140 51 95th Queue (ft) 11 56 608 202 Link Distance (ft) 364 541 1472 1059 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Queuing and Blocking Report 220248 PM Future Build Scenario B 11/22/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 3 Intersection: 500: US 17 (Market Street) & Site Access 1 Movement WB NB NB SB SB Directions Served R T TR T T Maximum Queue (ft) 137 360 347 22 25 Average Queue (ft) 50 36 36 2 2 95th Queue (ft) 109 237 242 33 42 Link Distance (ft) 1355 937 937 298 298 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 1 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 1505 Queuing and Blocking Report 220248 PM Future Build Scenario B w/ IMPRV 11/23/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 1 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement EB EB EB EB EB WB WB NB NB NB NB SB Directions Served L L T R R L TR L L T TR UL Maximum Queue (ft) 150 197 238 171 150 91 110 194 425 769 728 250 Average Queue (ft) 107 135 19 99 52 42 37 96 209 441 429 129 95th Queue (ft) 176 201 124 159 132 84 88 178 430 753 730 259 Link Distance (ft) 1037 1190 1084 1084 Upstream Blk Time (%)11 Queuing Penalty (veh)00 Storage Bay Dist (ft) 100 100 275 275 75 325 325 150 Storage Blk Time (%) 7 30 8 6 0 16 4 Queuing Penalty (veh) 11 47 2 2 0 43 30 Intersection: 100: US 17 (Market Street) & Hays Lane/Commercial Driveway Movement SB SB SB Directions Served T T R Maximum Queue (ft) 743 753 510 Average Queue (ft) 446 462 147 95th Queue (ft) 719 728 432 Link Distance (ft) 938 938 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 1 0 Storage Bay Dist (ft) 450 Storage Blk Time (%) 38 10 Queuing Penalty (veh) 39 17 Intersection: 200: US 17 (Market Street) & Cypress Pond Way Movement EB NB NB NB SB Directions Served R UL T T R Maximum Queue (ft) 402 288 319 303 15 Average Queue (ft) 185 159 88 51 1 95th Queue (ft) 425 280 297 225 8 Link Distance (ft) 1403 298 298 Upstream Blk Time (%) 3 5 0 Queuing Penalty (veh) 0 48 5 Storage Bay Dist (ft) 300 225 Storage Blk Time (%) 3 5 Queuing Penalty (veh) 23 10 Queuing and Blocking Report 220248 PM Future Build Scenario B w/ IMPRV 11/23/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 2 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement EB EB EB EB WB WB WB WB B15 NB NB NB Directions Served L L T R L L T R T L L T Maximum Queue (ft) 175 192 156 142 399 450 620 200 312 175 327 444 Average Queue (ft) 79 115 77 54 302 365 382 162 74 94 122 246 95th Queue (ft) 160 178 143 111 459 521 711 234 303 158 225 384 Link Distance (ft) 1338 541 364 1313 Upstream Blk Time (%) 12 4 Queuing Penalty (veh) 98 34 Storage Bay Dist (ft) 200 200 250 350 350 100 250 250 Storage Blk Time (%) 0 0 0 11 20 16 52 0 9 Queuing Penalty (veh) 0 1 0 33 60 125 335 0 19 Intersection: 300: US 17 (Market Street) & Porters Neck Road/SR 1402 (Porters Neck Road) Movement NB NB SB SB SB SB SB Directions Served T R L L T T R Maximum Queue (ft) 426 156 344 404 618 602 240 Average Queue (ft) 256 70 239 203 365 340 48 95th Queue (ft) 390 130 390 441 671 633 151 Link Distance (ft) 1313 1313 1056 1056 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 325 325 425 Storage Blk Time (%) 20 8 6 1 Queuing Penalty (veh) 116 44 11 2 Intersection: 400: Brays Drive & SR 1402 (Porters Neck Road) Movement WB NB Directions Served LT LR Maximum Queue (ft) 281 62 Average Queue (ft) 46 19 95th Queue (ft) 346 51 Link Distance (ft) 1472 1059 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 220248 PM Future Build Scenario B w/ IMPRV 11/23/2022 220248 Market Street CIP Townhomes SimTraffic Report S. Starks Page 3 Intersection: 500: US 17 (Market Street) & Site Access 1 Movement WB NB NB NB SB SB Directions Served R T T R T T Maximum Queue (ft) 153 326 262 60 6 24 Average Queue (ft) 53 52 46 4 1 2 95th Queue (ft) 128 331 318 61 9 21 Link Distance (ft) 1343 938 938 298 298 Upstream Blk Time (%) 0 0 Queuing Penalty (veh) 3 3 Storage Bay Dist (ft) 200 Storage Blk Time (%) 1 Queuing Penalty (veh) 1 Network Summary Network wide Queuing Penalty: 1165 12/2/2022 220248 Market Street Townhomes Turning Movement Counts Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Market St -- Hays Ln QC JOB #: QC JOB #: 15918607 CITY/STATE: CITY/STATE: Wilmington, NC DATE: DATE: Tue, Sep 13 2022 1789 1547 104 1626 59 223 94 1 9 9 0.950.95 1 156 53 7 80 128 1435 29 1696 1592 Peak-Hour: 7:15 AM -- 8:15 AMPeak-Hour: 7:15 AM -- 8:15 AM Peak 15-Min: 7:15 AM -- 7:30 AMPeak 15-Min: 7:15 AM -- 7:30 AM 2 2.9 1 2.2 0 1.3 1.1 0 0 0 0 0.6 0 0 0 1.6 3.1 0 2.1 2.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Market StMarket St (Northbound)(Northbound) Market StMarket St (Southbound)(Southbound) Hays LnHays Ln (Eastbound)(Eastbound) Hays LnHays Ln (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 7:00 AM 21 305 1 2 6 362 25 7 18 1 10 0 0 0 1 0 759 7:15 AM 22 395 1 3 7 442 24 2 18 1 19 0 0 0 0 0 934 7:30 AM 30 370 5 2 14 428 15 3 23 4 9 0 1 0 1 0 905 7:45 AM 29 383 12 1 14 384 34 5 26 3 13 0 3 1 0 0 908 3506 8:00 AM 37 287 11 4 7 372 31 7 27 1 12 0 3 0 0 0 799 3546 8:15 AM 30 328 4 4 6 375 31 4 20 1 17 0 6 2 1 0 829 3441 8:30 AM 33 331 5 4 12 358 24 6 29 0 24 0 9 0 2 0 837 3373 8:45 AM 31 270 6 7 12 386 30 4 23 2 27 0 8 2 4 0 812 3277 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 88 1580 4 12 28 1768 96 8 72 4 76 0 0 0 0 0 3736 Heavy Trucks 0 60 0 0 32 0 0 0 0 0 0 0 92 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/16/2022 12:53 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Market St -- Hays Ln QC JOB #: QC JOB #: 15918608 CITY/STATE: CITY/STATE: Wilmington, NC DATE: DATE: Tue, Sep 13 2022 1819 1882 168 1588 63 404 251 22 61 0 0.970.97 3 410 159 36 12 263 1550 8 1813 1821 Peak-Hour: 4:45 PM -- 5:45 PMPeak-Hour: 4:45 PM -- 5:45 PM Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM 1.5 1.2 0.6 1.7 0 0.5 0 4.5 1.6 0 0 0 0 0 0 0.4 1.4 0 1.5 1.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Market StMarket St (Northbound)(Northbound) Market StMarket St (Southbound)(Southbound) Hays LnHays Ln (Eastbound)(Eastbound) Hays LnHays Ln (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 71 431 5 3 1 346 45 6 61 2 45 0 4 2 7 0 1029 4:15 PM 58 398 1 3 4 397 36 15 56 2 34 0 8 3 4 0 1019 4:30 PM 50 362 0 7 3 351 37 10 68 1 36 0 10 2 4 0 941 4:45 PM 49 405 1 6 1 423 35 22 59 0 36 0 7 2 9 0 1055 4044 5:00 PM 63 406 6 4 0 389 48 11 70 0 44 0 12 0 11 0 1064 4079 5:15 PM 70 398 1 7 0 386 48 11 60 0 37 0 8 1 0 0 1027 4087 5:30 PM 51 341 0 13 3 390 37 15 62 0 42 0 9 0 2 0 965 4111 5:45 PM 65 400 2 3 2 384 33 11 51 0 24 0 1 0 1 0 977 4033 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 252 1624 24 16 0 1556 192 44 280 0 176 0 48 0 44 0 4256 Heavy Trucks 0 32 0 0 28 0 0 0 0 0 0 0 60 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/16/2022 12:53 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Market St -- Cypress Pond Way QC JOB #: QC JOB #: 15918603 CITY/STATE: CITY/STATE: Porters Neck, NC DATE: DATE: Tue, Sep 13 2022 1826 1465 33 1793 0 97 0 0 0 0 0.920.92 0 66 66 0 0 86 1465 0 1881 1551 Peak-Hour: 7:15 AM -- 8:15 AMPeak-Hour: 7:15 AM -- 8:15 AM Peak 15-Min: 7:15 AM -- 7:30 AMPeak 15-Min: 7:15 AM -- 7:30 AM 1.8 2.8 3 1.8 0 4.1 0 0 0 0 0 4.5 4.5 0 0 3.5 2.8 0 1.9 2.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Market StMarket St (Northbound)(Northbound) Market StMarket St (Southbound)(Southbound) Cypress Pond WayCypress Pond Way (Eastbound)(Eastbound) Cypress Pond WayCypress Pond Way (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 7:00 AM 8 313 0 6 0 394 3 0 0 0 11 0 0 0 0 0 735 7:15 AM 13 407 0 4 0 488 11 0 0 0 14 0 0 0 0 0 937 7:30 AM 13 379 0 8 0 463 8 0 0 0 18 0 0 0 0 0 889 7:45 AM 21 381 0 5 0 417 8 0 0 0 21 0 0 0 0 0 853 3414 8:00 AM 17 298 0 5 0 425 6 0 0 0 13 0 0 0 0 0 764 3443 8:15 AM 19 321 1 4 0 419 7 0 0 0 13 0 0 0 0 0 784 3290 8:30 AM 16 343 0 6 0 422 4 0 0 0 13 0 0 0 1 0 805 3206 8:45 AM 23 285 0 3 0 405 5 0 0 0 25 0 0 0 0 0 746 3099 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 52 1628 0 16 0 1952 44 0 0 0 56 0 0 0 0 0 3748 Heavy Trucks 0 64 0 0 28 4 0 0 4 0 0 0 100 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/16/2022 12:53 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Market St -- Cypress Pond Way QC JOB #: QC JOB #: 15918604 CITY/STATE: CITY/STATE: Porters Neck, NC DATE: DATE: Tue, Sep 13 2022 1726 1734 44 1682 0 204 0 3 3 0 0.970.97 0 147 147 0 2 181 1731 2 1850 1914 Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 4:45 PM -- 5:00 PMPeak 15-Min: 4:45 PM -- 5:00 PM 1.9 1.3 2.3 1.9 0 2.5 0 0 0 0 0 2 2 0 0 2.2 1.3 0 1.9 1.4 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Market StMarket St (Northbound)(Northbound) Market StMarket St (Southbound)(Southbound) Cypress Pond WayCypress Pond Way (Eastbound)(Eastbound) Cypress Pond WayCypress Pond Way (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 42 468 0 5 0 376 5 0 0 0 42 0 0 0 0 0 938 4:15 PM 38 421 1 6 0 392 8 0 0 0 46 0 0 0 0 0 912 4:30 PM 31 398 1 6 0 423 16 0 0 0 20 0 0 0 0 0 895 4:45 PM 45 448 0 7 0 420 8 0 0 0 43 0 0 0 1 0 972 3717 5:00 PM 44 454 1 5 0 420 7 0 0 0 39 0 0 0 0 0 970 3749 5:15 PM 40 431 0 3 0 419 13 0 0 0 45 0 0 0 2 0 953 3790 5:30 PM 35 374 0 2 0 404 14 0 0 0 39 0 0 0 0 0 868 3763 5:45 PM 37 437 0 6 0 398 12 0 0 0 32 0 0 0 2 0 924 3715 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 180 1792 0 28 0 1680 32 0 0 0 172 0 0 0 4 0 3888 Heavy Trucks 4 24 0 0 32 0 0 0 0 0 0 0 60 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/16/2022 12:53 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Market St -- Porters Neck Rd QC JOB #: QC JOB #: 15918601 CITY/STATE: CITY/STATE: Porters Neck, NC DATE: DATE: Tue, Sep 13 2022 1587 1374 144 1249 194 286 125 255 807 54 0.920.92 54 249 70 498 584 92 979 347 1817 1418 Peak-Hour: 7:15 AM -- 8:15 AMPeak-Hour: 7:15 AM -- 8:15 AM Peak 15-Min: 7:15 AM -- 7:30 AMPeak 15-Min: 7:15 AM -- 7:30 AM 2.1 2.6 1.4 1.6 6.2 1.7 0 2.7 1.5 1.9 0 1.6 4.3 1 4.6 3.3 3 4 1.5 3.2 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Market StMarket St (Northbound)(Northbound) Market StMarket St (Southbound)(Southbound) Porters Neck RdPorters Neck Rd (Eastbound)(Eastbound) Porters Neck RdPorters Neck Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 7:00 AM 12 188 87 0 51 296 28 5 16 13 11 0 88 7 35 1 838 7:15 AM 25 239 125 1 52 334 29 7 23 16 18 1 155 10 66 1 1102 7:30 AM 14 285 70 1 33 329 35 5 30 15 16 0 129 17 75 1 1055 7:45 AM 24 251 87 2 55 292 35 3 40 15 17 0 123 18 67 2 1031 4026 8:00 AM 23 204 65 2 37 294 45 2 30 8 19 1 85 9 47 2 873 4061 8:15 AM 34 203 75 1 40 319 42 2 28 8 16 0 96 15 37 1 917 3876 8:30 AM 32 201 94 6 48 325 37 3 41 20 24 0 75 18 37 0 961 3782 8:45 AM 28 175 65 0 72 311 33 1 30 16 21 0 100 19 30 1 902 3653 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 100 956 500 4 208 1336 116 28 92 64 72 4 620 40 264 4 4408 Heavy Trucks 4 44 12 16 16 0 0 0 8 8 0 4 112 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/16/2022 12:53 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Market St -- Porters Neck Rd QC JOB #: QC JOB #: 15918602 CITY/STATE: CITY/STATE: Porters Neck, NC DATE: DATE: Tue, Sep 13 2022 1450 1632 185 1075 190 420 224 216 816 89 0.980.98 80 432 119 520 552 191 1180 288 1753 1659 Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM 1.5 1.7 2.7 1.4 1.1 1.2 0.4 3.7 2.6 0 0 0.5 0.8 2.5 0.5 0 1.6 0.3 1.7 1.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Market StMarket St (Northbound)(Northbound) Market StMarket St (Southbound)(Southbound) Porters Neck RdPorters Neck Rd (Eastbound)(Eastbound) Porters Neck RdPorters Neck Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 36 305 105 6 36 249 41 3 50 26 30 0 96 23 48 1 1055 4:15 PM 42 278 82 2 55 256 54 2 57 32 26 1 106 23 55 0 1071 4:30 PM 31 282 59 7 31 270 41 7 57 22 25 0 136 21 53 1 1043 4:45 PM 36 304 74 13 38 268 58 4 49 21 25 1 123 13 57 0 1084 4253 5:00 PM 38 288 83 8 48 271 59 3 56 19 32 3 136 17 55 0 1116 4314 5:15 PM 46 306 72 12 57 266 27 2 58 27 37 0 124 29 51 0 1114 4357 5:30 PM 37 260 73 7 56 275 31 5 47 20 23 2 123 18 47 0 1024 4338 5:45 PM 36 296 79 10 38 269 49 2 46 24 23 0 106 22 50 0 1050 4304 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 152 1152 332 32 192 1084 236 12 224 76 128 12 544 68 220 0 4464 Heavy Trucks 0 32 0 4 16 16 0 0 0 16 0 4 88 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/16/2022 12:53 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Brays Dr -- Porters Neck Rd QC JOB #: QC JOB #: 15918605 CITY/STATE: CITY/STATE: Porters Neck, NC DATE: DATE: Tue, Sep 13 2022 0 0 0 0 0 775 2 0 764 569 0.810.81 759 578 7 5 575 14 0 5 11 19 Peak-Hour: 7:00 AM -- 8:00 AMPeak-Hour: 7:00 AM -- 8:00 AM Peak 15-Min: 7:15 AM -- 7:30 AMPeak 15-Min: 7:15 AM -- 7:30 AM 0 0 0 0 0 1.4 0 0 1.4 3.7 1.4 3.6 0 0 3.7 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Brays DrBrays Dr (Northbound)(Northbound) Brays DrBrays Dr (Southbound)(Southbound) Porters Neck RdPorters Neck Rd (Eastbound)(Eastbound) Porters Neck RdPorters Neck Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 7:00 AM 5 0 0 0 0 0 0 0 0 148 1 0 1 124 0 0 279 7:15 AM 4 0 3 0 0 0 0 0 0 181 2 1 0 230 0 0 421 7:30 AM 4 0 2 0 0 0 0 0 0 115 0 1 0 200 0 0 322 7:45 AM 1 0 0 0 0 0 0 0 0 125 4 0 3 205 0 1 339 1361 8:00 AM 3 0 1 0 0 0 0 0 0 127 1 0 0 127 0 0 259 1341 8:15 AM 6 0 0 0 0 0 0 0 0 116 5 0 1 137 0 0 265 1185 8:30 AM 9 0 0 0 0 0 0 0 0 149 1 0 1 143 0 0 303 1166 8:45 AM 1 0 0 0 0 0 0 0 0 128 2 0 2 133 0 0 266 1093 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 16 0 12 0 0 0 0 0 0 724 8 4 0 920 0 0 1684 Heavy Trucks 0 0 0 0 0 0 0 16 0 0 12 0 28 Buses Pedestrians 0 0 8 0 8 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/16/2022 12:53 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Brays Dr -- Porters Neck Rd QC JOB #: QC JOB #: 15918606 CITY/STATE: CITY/STATE: Porters Neck, NC DATE: DATE: Tue, Sep 13 2022 0 0 0 0 0 758 1 0 735 543 0.950.95 733 563 19 2 545 24 0 2 21 26 Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:15 PM -- 5:30 PMPeak 15-Min: 5:15 PM -- 5:30 PM 0 0 0 0 0 3.2 0 0 3.3 0.4 3.3 0.4 0 0 0.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Brays DrBrays Dr (Northbound)(Northbound) Brays DrBrays Dr (Southbound)(Southbound) Porters Neck RdPorters Neck Rd (Eastbound)(Eastbound) Porters Neck RdPorters Neck Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 1 0 1 0 0 0 0 0 0 160 7 0 1 169 0 0 339 4:15 PM 3 0 0 0 0 0 0 0 0 162 9 0 0 162 0 0 336 4:30 PM 7 0 0 0 0 0 0 0 0 129 4 0 1 195 0 0 336 4:45 PM 3 0 1 0 0 0 0 0 0 132 2 0 0 168 0 0 306 1317 5:00 PM 7 0 1 0 0 0 0 0 0 133 6 0 1 186 0 0 334 1312 5:15 PM 7 0 0 0 0 0 0 0 0 149 7 1 0 184 0 0 348 1324 5:30 PM 7 0 1 0 0 0 0 0 0 141 4 1 0 164 0 0 318 1306 5:45 PM 4 0 3 0 0 0 0 0 0 137 9 0 0 151 0 0 304 1304 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 28 0 0 0 0 0 0 0 0 596 28 4 0 736 0 0 1392 Heavy Trucks 0 0 0 0 0 0 0 4 0 0 16 0 20 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 4 0 4 Scooters Comments: Report generated on 9/16/2022 12:53 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 12/2/2022 220248 Market Street Townhomes Supporting Documentation Opposing Lefts Opposing Rights AM 0 0 AM 844 31 PM 0 0 PM 1110 107 Peak Hour Volumes Peak Hour Volumes AM Peak Hour, Vr PM Peak Hour, Vr AM Peak Hour, Vl PM Peak Hour, Vl TURN LANE WARRANT SUMMARY NBR ON US 17 (MARKET STREET) AT SITE ACCESS 1 SCENARIO B Opposing Lefts Opposing Rights AM 0 0 AM 835 22 PM 0 0 PM 1078 75 Peak Hour Volumes Peak Hour Volumes AM Peak Hour, Vr PM Peak Hour, Vr AM Peak Hour, Vl PM Peak Hour, Vl TURN LANE WARRANT SUMMARY NBR ON US 17 (MARKET STREET) AT SITE ACCESS 1 SCENARIO A