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Home My WebLink AboutZ21-16 Draft TIAThis report is printed on recycled paper with 30% post-consumer content. All paper is FSC Certified. The entire document, including binding, is 100% recyclable. TRANSPORTATION IMPACT ANALYSIS October 12, 2021 The Villages at Battleship Point New Hanover County, NC Prepared for KFJ Development Group Project #: 210260 DAVE�ORT Transportation Impact Analysis The Villages at Battleship Point New Hanover County, NC Prepared for KFJ Development Group October 12, 2021 Analysis by: Erin Govea, PE JP Hainline Drafting/Graphics by: JP Hainline Reviewed by: Don Bennett, PE Sealed by: Erin Govea. PE SEAL 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-Salem, NC 27101 Main: 336 744 1636: Fax: 336 458 9377 Wilmington Regional Office: 3722 Shipyard Boulevard Suite E Wilmington. NC 28403 Main: 910 251 8912: Fax: 336 458 9377 Serving the Southeast since 2002 Firm's License: C-2522 10/12/21 210260 Battleship Point i The Villages at Battleship Point – Transportation Impact Analysis New Hanover County, NC Prepared for KFJ Development Group October 12, 2021 Executive Summary The proposed development site is located on the western bank of the Cape Fear River across from downtown Wilmington in unincorporated New Hanover County, North Carolina. The site is planned as a mixed-use, multi-building development with high rise multifamily housing, a full-service hotel, general retail, a drinking place, and a quality restaurant. Building one will be 1,290,000 square feet and contain 563 multifamily housing units, 125 hotel rooms, a 6,000-square foot drinking place, a 4,500-square foot quality restaurant, and 22,000 square feet of retail. In building two, there will be 520,000 square feet of space containing 334 multifamily housing units and 12,000 square feet of retail. Building three will be 609,000 square feet with 286 multifamily housing units and 12,000 square feet of retail space. Two right-in/right-out access points are proposed at the intersection of US 74/421/NC 133 and Point Harbor Road and US 74/421/NC 133 and NHC Sheriff Firing Range Drive. 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 planned build-out year for this development is 2028. The Transportation Impact Analysis (TIA) was carried out based on the scope agreed upon with NCDOT. Information regarding the property was provided by KFJ Development Group. This site has an unadjusted trip generation potential of 620 trips in the AM peak hour and 889 trips in the PM peak hour. With the effects of internal capture and pass-by trips considered, the net new trip generation is approximately 572 in the AM peak hour and 708 in the PM peak hour. Based on the capacity analysis, recommendations have been given to mitigate the impacts of future traffic. The recommendations for Scenario A are based on the turn warrant nomograph’s advisement to construct a right-turn lane with appropriate storage, taper, and deceleration on US 74/421 for both Point Harbor Road and NHC Sheriff Firing Range Drive. The northbound right-turn lane at Point Harbor Road and the southbound right-turn lane at NHC Sheriff Firing Range Drive would need to be constructed with consideration of sight lines, distance to the bridge, distance to the planned interchange, and traffic volumes on US 74/421. The recommendations for Scenario B remain the same as Scenario A, with the nomograph advising the construction of right-turn lanes for NHC Sheriff Firing Range Drive and Point Harbor Road on US 74/421. For the existing traffic signal, no improvements are recommended since the overall intersection operates at LOS D and a future interchange is planned to replace the signal. Recommended improvements are listed in Table A. 10/12/21 210260 Battleship Point ii In conclusion, this study has determined the potential traffic impacts of this development and identified transportation improvements that will be required to accommodate the impacts of both background traffic and new development traffic. The recommendations in Figures A and B and in Table A should be constructed to comply with NCDOT Policy on Street and Driveway Access to North Carolina Highways where applicable. Table A – Recommended Improvements RECOMMENDATIONS US 74/NC 133 and US 421 •No improvements are recommended US 74/421 and Point Harbor Road/NHC Sheriff Firing Range Drive •Intersection shall be designed as a right-in right-out intersection for both NHC Sheriff FiringRange Drive and Point Harbor Road •Construct northbound and southbound right-turnlanes with appropriate storage, taper, anddeceleration on US 74/421at NHC Sheriff FiringRange Drive and Point Harbor Road •Site accesses should be designed in accordance with NCDOT standards. *** NOT TO SCALE *** N This document, together with the concepts and designs presented herein, is intended only for the specificpurpose and client for which it was prepared. Reuse of, or improper reliance on, this document by otherswithout written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, andshall be a violation of the agreement between DAVENPORT and the client. FIGURE A FUTURE BUILD GEOMETRY SCENARIO A THE VILLAGES AT BATTLESHIP POINTWILMINGTON, NC PROJECT NUMBER 210260US 17/421 US 74 / NC 133 Point Harbor Road NHC Sheriff Firing Range Drive SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING BLUE = PROPOSED US 74/421/NC 133RIGHT IN / RIGHT OUT Turn lanes to be constructed with appropriate storage, taper, and *** NOT TO SCALE *** N This document, together with the concepts and designs presented herein, is intended only for the specificpurpose and client for which it was prepared. Reuse of, or improper reliance on, this document by otherswithout written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, andshall be a violation of the agreement between DAVENPORT and the client. FIGURE B FUTURE BUILD GEOMETRY SCENARIO B THE VILLAGES AT BATTLESHIP POINTWILMINGTON, NC PROJECT NUMBER 210260 Point Harbor Road NHC Sheriff Firing Range Drive SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING BLUE = PROPOSED US 74/421/NC 133RIGHT IN / RIGHT OUT Turn lanes to be constructed with appropriate storage, taper, and Future Interchange Location 10/12/21 210260 Battleship Point 1 The Villages at Battleship Point – Transportation Impact Analysis New Hanover County, NC Prepared for KFJ Development Group October 12, 2021 Table of Contents 1.0 Introduction ............................................................................................................. 2 Figure 1 – Preliminary Building Site Plan ............................................................................. 3 Figure 2A – Site Location Map ............................................................................................... 4 Figure 2B – Vicinity Map ......................................................................................................... 5 2.0 Existing Conditions ................................................................................................ 6 2.1 Inventory .............................................................................................................................. 6 2.2 Existing Traffic Volumes ................................................................................................... 6 Figure 3 – Existing Lane Geometry ....................................................................................... 7 Figure 4 – 2021 Existing Volumes ......................................................................................... 8 3.0 Approved Development and Committed Improvements ..................................... 9 3.1 Approved Developments .................................................................................................. 9 3.2 Committed Improvements ................................................................................................ 9 4.0 Methodology ........................................................................................................... 9 4.1 Base Assumptions and Standards .................................................................................. 9 4.2 Growth Rate ...................................................................................................................... 10 4.3 Trip Generation ................................................................................................................ 10 4.4 Trip Distribution ................................................................................................................ 12 4.5 Future Build Geometry .................................................................................................... 12 4.6 Future Build Volumes ...................................................................................................... 12 Figure 5A – New Trip Distribution ........................................................................................ 13 Figure 5B – Pass-By Trip Distribution ................................................................................. 14 Figure 6 – Site Trips .............................................................................................................. 15 Figure 7 – Future No Build Volumes ................................................................................... 16 Figure 8A – Future Build Volumes Scenario A .................................................................. 17 Figure 8B – Future Build Volumes Scenario B .................................................................. 18 5.0 Capacity Analysis ................................................................................................. 19 5.1 Level of Service Evaluation Criteria .............................................................................. 19 5.2 Queuing Analysis ............................................................................................................. 19 5.3 Level of Service Results ................................................................................................. 20 5.4 Turn Lane Warrant Analysis .......................................................................................... 21 5.5 Recommended Improvements ...................................................................................... 22 6.0 Conclusion and Recommendations .................................................................... 22 Figure 9A – Future Build Geometry Scenario A ................................................................ 24 Figure 9B – Future Build Geometry Scenario B ................................................................ 25 Appendix ...................................................................................................................... 26 Approved Scoping Documents Level of Service Analysis SimTraffic Queueing Reports Turning Movement Counts Supporting Documentation 10/12/21 210260 Battleship Point 2 The Villages at Battleship Point – Transportation Impact Analysis New Hanover County, NC Prepared for KFJ Development Group October 12, 2021 1.0 Introduction The proposed development site is located on the western bank of the Cape Fear River across from downtown Wilmington in unincorporated New Hanover County, North Carolina. The site is planned as a mixed-use, multi-building development with high rise multifamily housing, a full-service hotel, general retail, a drinking place, and a quality restaurant. Building one will be 1,290,000 square feet and contain 563 multifamily housing units, 125 hotel rooms, a 6,000-square foot drinking place, a 4,500-square foot quality restaurant, and 22,000 square feet of retail. In building two, there will be 520,000 square feet of space containing 334 multifamily housing units and 12,000 square feet of retail. Building three will be 609,000 square feet with 286 multifamily housing units and 12,000 square feet of retail space. Two right-in/right-out access points are proposed at the intersection of US 74/421/NC 133 and Point Harbor Road and US 74/421/NC 133 and NHC Sheriff Firing Range Drive. DAVENPORT was retained to determine the potential traffic impacts of this development and to identify transportation improvements that may be required to accommodate the impacts of the new development traffic. The following intersections were included in the study: 1. US 74/421 at US 74/NC 133 (signalized)2. US 74/421/NC 133 at SR 2190 (Point Harbor Road)/NHC Sheriff Firing Range Dr (unsignalized) These intersections were analyzed during the AM and PM peaks for the following conditions: 2021 Existing Conditions 2028 Future No Build Conditions 2028 Future Build Conditions – Scenario A with signal operations 2028 Future Build Conditions with Mitigation – Scenario A with signal operations 2028 Future Build Conditions – Scenario B with interchange The planned build-out year for this development is 2028. The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with NCDOT. Information regarding the property was provided by KFJ Development Group. FIGURE 1 SITE PLAN FIGURE 2A SITE LOCATION MAP N SITE INDICATOR N STUDY INTERSECTIONS EXISTING PROPOSED FIGURE 2B VICINITY MAP 10/12/21 210260 Battleship Point 6 2.0 Existing Conditions 2.1 Inventory A desktop investigation was conducted by DAVENPORT staff to determine the existing roadway conditions in the study area. Table 2.1 presents a summary of this investigation. Figure 3 presents the existing lane geometry. Table 2.1 - Street Inventory Facility Name Route # Typical Cross Section Pavement Width Speed Limit Maintained By US 74/NC 133 US 74 NC 133 4-lane undivided 12-footlanes 35 MPH NCDOT US 74/421/NC 133 US 74 US 421 NC 133 4-lane undivided 12-footlanes 55 MPH NCDOT Point Harbor Road SR 2190 2-lane undivided 12-foot lanes 35 MPH NCDOT NHC Sheriff Firing Range Drive - 2-lane undivided (gravel) 10-foot lanes 35 MPH New Hanover County 2.2 Existing Traffic Volumes Existing traffic volumes for this project were collected by True Direction Traffic Services, Inc. Table 2.2 below contains the dates these counts were conducted. Traffic counts were taken in fifteen (15) minute intervals. Table 2.2 - Traffic Volume Data Count Location: Date Taken: By: US 74/421 at US 74/NC 133 9/1/2021 True Direction Traffic Services, Inc US 74/421/NC 133 at Point Harbor Road/NHC Sheriff Firing Range Drive 9/1/2021 True Direction Traffic Services, Inc The 2021 existing volumes for AM and PM peak hours are shown in Figure 4. More information can be found in the Traffic Volume Data section of the Appendix. *** NOT TO SCALE *** N This document, together with the concepts and designs presented herein, is intended only for thespecific purpose and client for which it was prepared. Reuse of, or improper reliance on, this documentby others without written authorization and adaptation by DAVENPORT, shall be without liability toDAVENPORT, and shall be a violation of the agreementbetweenDAVENPORT andthe client. FIGURE 3 EXISTING LANE GEOMETRY THE VILLAGES AT BATTLESHIPPOINTWILMINGTON, NC PROJECT NUMBER 210260 SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING 2019 AADT VOLUMESXXXX 37,500 38,00025,500SPEEDLIMIT55 SPEEDLIMIT55 SPEEDLIMIT35 SPEED LIMIT35 SPEEDLIMIT35 US 421 US 74 / NC 133 Point Harbor RoadNHC Sheriff Firing Range Drive 1,800'1,000'600'375'175'250'US 74/421/NC 133 *** NOT TO SCALE *** N This document, together with the concepts and designs presented herein, is intended only for thespecific purpose and client for which it was prepared. Reuse of, or improper reliance on, thisdocument by others without written authorization and adaptation by DAVENPORT, shall be withoutliability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and theclient. FIGURE 4 2021 BASE TRAFFIC VOLUMES THEVILLAGES AT BATTLESHIPPOINTWILMINGTON, NC PROJECT NUMBER 210260US 74/421/NC 133US 421 US 74 / NC 133 Point Harbor Road NHC Sheriff Firing Range Drive 216 / 342 SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING AM / PM PEAKS 672 / 1100411 / 268532 / 4811166 / 710597 / 6521761 / 13550 / 110 / 21203 / 15780 / 21 / 12 / 0 0 / 00 / 1 0 / 7 0 / 0 0 / 6 *A minimum of 4 vehicles per hour is analyzedfor each movement per NCDOT CongestionManagement Guidelines 10/12/21 210260 Battleship Point 9 3.0 Approved Development and Committed Improvements 3.1 Approved Developments Approved developments are developments that have been recently approved in the area, but not yet constructed. Per NCDOT, there are no approved developments to be included in this study. 3.2 Committed Improvements Committed improvements are improvements that are planned by NCDOT, New Hanover County, City of Wilmington, or a developer in the area, but which are not yet constructed. Per NCDOT, The U-5731 (Isabel Holmes Bridge Interchange) project will replace the existing signal with a fly-over and free flow ramp at the interchange of US 74/421 and US 74/NC 133. This project currently has an anticipated construction year of 2028. Additionally, a median will be constructed along US 74 that will divide the study intersection at Point Harbor Road/NHC Sheriff Firing Range Drive into northbound and southbound right-in/right-out intersections. 4.0 Methodology 4.1 Base Assumptions and Standards In general, the analysis for this project was conducted utilizing commonly accepted NCDOT standards. The following table contains a summary of the base assumptions: Table 4.1 - Assumptions Background Traffic Annual Growth Rate 1% Analysis Software Synchro/SimTraffic Version 10.0 Lane widths 12 feet Peak Hour Factor 0.90 10/12/21 210260 Battleship Point 10 4.2 Growth Rate An annual growth rate of one percent (1%) was agreed upon with NCDOT/WMPO. 4.3 Trip Generation The proposed site will host a mixed-use, multi-building development with high rise multifamily housing, a full-service hotel, general retail, a drinking place, and a quality restaurant. Specifically, the site plan shows building one will be 1,290,000 square feet and contain 563 multifamily housing units, 125 hotel rooms, a 6,000-square foot drinking place, a 4,500-square foot quality restaurant, and 22,000 square feet of retail. In building two there will be 520,000 square feet of space containing 334 multifamily housing units and 12,000 square feet of retail. Building three will be 609,000 square feet with 286 multifamily housing units and 12,000 square feet of retail space. The trip generation potential of this site was projected based on the 10th edition of the ITE Trip Generation Manual. Table 4.2 presents the results. Some visitors to the site will use the residential, retail, drinking place, and/or restaurant uses, which is considered “internal capture”. To avoid double-counting trips, internal capture trips were calculated using the NCHRP 684 Internal Trip Capture Estimation Tool, yielding a reduction of 7.7% in the AM peak hour and 8.1% in the PM peak hour. The worksheets for the internal capture are shown in the supporting documentation of the Appendix. Next, for a site of this type, trips are broken down into two categories: primary and pass-by trips. Primary trips are new trips that are not already on the road. Pass-by trips are existing traffic on the adjacent street (US 74/421/NC 133) that will turn into the site, then exit to continue in the direction they were originally traveling. An estimated 86% of total trips are primary trips and 8% of total trips are pass-by trips. These percentages were agreed upon during the scoping with NCDOT. The total number of adjusted trips anticipated by this development is 572 in the AM peak hour and 708 in the PM peak hour. 10/12/21 210260 Battleship Point 11 Table 4.2 - ITE Trip Generation The Villages at Battleship Point - New Hanover, NC Average Weekday Driveway Volumes 24-Hour AM Peak Hour PM Peak Hour Two-Way Land Use ITE Land Code Size Method Volume Enter Exit Enter Exit Multifamily Housing (High-Rise) 222 1,283 Dwelling Units Adjacent - Equation 5,267 89 283 271 174 Hotel 310 125 Rooms Adjacent - Equation 984 34 23 35 33 Drinking Place (Local Data Unavailable) 925 6.0 1,000 SF GFA Adjacent - Rate n/a n/a n/a 45 23 Shopping Center 820 39.0 1,000 SF GLA Adjacent - Equation 3,169 106 65 130 141 Quality Restaurant (Local Data Unavailable) 931 4.5 1,000 SF GFA Generator - Rate 377 16 4 22 15 Total Unadjusted Trips 245 375 503 386 Internal Capture Overall % -- 7.7% 8.1% Internal Capture: Residential Trips Reduction -- 2 7 4 6 Internal Capture: Hotel Trips Reduction -- 0 5 13 4 Internal Capture: Drinking Place Trips Reduction -- 0 0 0 0 Internal Capture: Retail Trips Reduction -- 8 11 11 18 Internal Capture: Restaurant Trips Reduction -- 14 1 8 8 Total Internal Trips Reduction -- -24 -24 -36 -36 Total of New Site Trips 221 351 467 350 Proposed Pass-by Reduction applied to Shopping Center 34% PM -- 0 0 40 42 Proposed Pass-by Reduction applied to Quality Restaurant 44% PM -- 0 0 6 3 Total Pass-By Trip Reduction -- 0 0 -46 -45 Total New Network Trips (External) -- 221 351 421 305 10/12/21 210260 Battleship Point 12 4.4 Trip Distribution Site trips for this proposed development were distributed based on the existing traffic patterns, traffic data, and engineering judgment. The trip distribution model is shown in Figure 5A and the directional distribution for new site trips for vehicles is as follows: 10% to/from the north on US 421, 60% to/from the south on US 74/421/NC 133, and 30% to/from the east on US 74/NC 133. The pass-by trip distribution is illustrated in Figure 5B. In the PM peak hour, 50% of pass-by trips are assumed to originate from the north on US 74/421/NC 133 and 50% from the south on US 74/421/NC 133. Primary and pass-by trips were combined to total site trips, which are shown in Figure 6. 4.5 Future Build Geometry Point Harbor Road and NHC Sheriff Firing Range Drive are proposed as right-in/right-out accesses only. Both driveways are proposed as unsignalized. Two scenarios were analyzed in the future build conditions. Scenario A includes both intersections with the right-in/right-out access updates to Point Harbor Road and NHC Sheriff Firing Range Drive. Scenario B includes the committed improvement U-5731, which upgrades the northern intersection to a free-flowing interchange, removing the need for analysis. Scenario B still includes the Point Harbor Road and NHC Sheriff Firing Range Drive right-in/right-out analysis. 4.6 Future Build Volumes As agreed upon with NCDOT staff, Future Build volumes were computed as the sum of Future No Build volumes (existing volumes with growth rate applied), shown in Figure 7, and projected site trips (new trips and pass-by trips). The resulting Future Build volumes are shown in Figure 8A and Figure 8B. Additional data is provided in the Appendix. *** NOT TO SCALE *** N This document, together with the concepts and designs presented herein, is intended only for the specificpurpose and client for which it was prepared. Reuse of, or improper reliance on, this document by otherswithout written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, andshall be a violation of the agreement between DAVENPORT and the client. FIGURE 5A NEW TRIP DISTRIBUTION THE VILLAGES AT BATTLESHIPPOINTWILMINGTON, NC PROJECT NUMBER 210260US 421 US 74 / NC 133 Point Harbor Road NHC Sheriff Firing Range Drive 30% IN10% IN30% OUT10% OUT60% IN40% IN40% OUT 60% OUT SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING ORIGIN/DESTINATION NODE% 10% 30% 60% RIGHT IN/ RIGHT OUT US 74/421/NC 133 *** NOT TO SCALE *** N This document, together with the concepts and designs presented herein, is intended only for the specific purpose andclient for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorizationand adaptation by DAVENPORT, shall be without liability to DAVENPORT, and shall be a violation of the agreementbetween DAVENPORTand the client. FIGURE 5B PASS BY DISTRIBUTION THE VILLAGES AT BATTLESHIP POINTWILMINGTON, NC PROJECTNUMBER210260US 421 US 74 / NC 133 Point Harbor Road NHC Sheriff Firing Range Drive -50% IN50% IN-50% IN50% IN50% OUT 50% OUT SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING RIGHT IN / RIGHT OUT US 74/421/NC 133 *** NOT TO SCALE *** N This document, together with the concepts and designs presented herein, is intended only for the specificpurpose and client for which it was prepared. Reuse of, or improper reliance on, this document by otherswithout written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, andshall be a violation of the agreement between DAVENPORT and the client. FIGURE 6SITE TRIP VOLUMES THE VILLAGES AT BATTLESHIP POINTWILMINGTON, NC PROJECT NUMBER 210260US 421 US 74 / NC 133 Point Harbor Road NHC Sheriff Firing Range Drive SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING AM / PM PEAKS 66 / 12622 / 42105 / 9235 / 310 / -23133 / 2760 / -2388 / 191140 / 144 211 / 206 RIGHT IN / RIGHT OUT US 74/421/NC 133 *** NOT TO SCALE *** N This document, together with the concepts and designs presented herein, is intended only for the specificpurpose and client for which it was prepared. Reuse of, or improper reliance on, this document by otherswithout written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, andshall be a violation of the agreement between DAVENPORT and the client. FIGURE 7 FUTURE NO BUILD VOLUMES THE VILLAGES ATBATTLESHIP POINTWILMINGTON, NC PROJECT NUMBER 210260US 421 US 74 / NC 133 Point Harbor Road NHC Sheriff Firing Range Drive 232 / 367 SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING AM / PM PEAKS 721 / 1180441 / 288571 / 5161251 / 762641 / 7001889 / 14530 / 211 / 31290 / 16920 / 32 / 23 / 0 0 / 0 0 / 2 0 / 8 0 / 0 0 / 7 US 74/421/NC 133*A minimum of 4 vehicles per hour is analyzed foreach movement per NCDOT CongestionManagement Guidelines *** NOT TO SCALE *** N This document, together with the concepts and designs presented herein, is intended only for the specificpurpose and client for which it was prepared. Reuse of, or improper reliance on, this document by otherswithout written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, andshall be a violation of the agreement between DAVENPORT and the client. FIGURE 8A FUTURE BUILD SCENARIO A VOLUMES THE VILLAGES AT BATTLESHIP POINTWILMINGTON, NC PROJECT NUMBER 210260US 421 US 74 / NC 133 Point Harbor Road NHC Sheriff Firing Range Drive 232 /367 SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING BLUE = PROPOSED AM / PM PEAKS 787 /1306441 /288593 /5581356 /854676 /7311889 /1430144 /2791290 /166990 /196143 /152 211 /213 RIGHT IN / RIGHT OUT US 74/421/NC 133 *** NOT TO SCALE *** N This document, together with the concepts and designs presented herein, is intended only for the specificpurpose and client for which it was prepared. Reuse of, or improper reliance on, this document by otherswithout written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, andshall be a violation of the agreement between DAVENPORT and the client. FIGURE 8B FUTURE BUILD SCENARIO B VOLUMES THE VILLAGES AT BATTLESHIP POINTWILMINGTON, NC PROJECT NUMBER 210260 Point Harbor Road NHC Sheriff Firing Range Drive SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING BLUE = PROPOSED AM / PM PEAKS 1889 /1430144 /2791290 /166990 /196143 /152 211 /213 RIGHT IN / RIGHT OUT US 74/421/NC 133Future Interchange Location 10/12/21 210260 Battleship Point 19 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 currently six levels of service ranging from A to F as shown in Table 5.1. Level of service “A” represents low-volume traffic operations and level of service “F” represents high-volume, oversaturated traffic operations. Synchro traffic modeling software was used to determine the LOS and delay for studied intersections. For unsignalized intersection analyses, the LOS noted is for the worst approach of the intersection, which is typically the left-turn movement for the side street approach, due to the number of opposing movements. Worksheet reports from the analyses are provided in the Appendix. 5.2 Queuing Analysis A queuing analysis was also performed to ensure queues have the required available storage and do not block intersections. This analysis was performed using the 95th- percentile queues from Synchro and the maximum queues reported by SimTraffic. The SimTraffic simulations are based on a minimum 10-minute seeding and 60-minute recording period. The results of the analysis are summarized and provided in the Appendix with the Synchro and SimTraffic reports. 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 10/12/21 210260 Battleship Point 20 5.3 Level of Service Results Scenario A and B have the same geometry for analysis with the exception for the replacement of the US 74/421 and US 74/NC 133 intersection with an interchange. As a result, the analysis for both scenarios produced the same results for LOS and delay. The results of the level of service analysis are summarized in Table 5.2. The results and recommendations are discussed by intersection below: Table 5.2 - Level of Service Summary AM Peak 2021 Existing 2028 No Build 2028 Future Build 2028 Future Build with Improvements US 74/421 and US 74/NC 133 C (25.6) C (28.9) C (33.2) US 74/421/NC 133 and Point Harbor Road/NHC Sheriff Firing Range Drive Eastbound Approach F (>500)* F (>1,000) D (34.9) D (29.8) Westbound Approach F (>500)* F (>1,000) F (71.2) F (52.7) PM Peak 2021 Existing 2028 No Build 2028 Future Build 2028 Future Build with Improvements US 74/421 and US 74/NC 133 D (35.3) D (39.9) D (43.3) US 74/421/NC 133 and Point Harbor Road/NHC Sheriff Firing Range Drive Eastbound Approach F (>500)* F (>1,000) F (115.6) F (68.2) Westbound Approach F (>500)* F (>1,000) E (41.0) D (26.8) LOS (delay in seconds) *Left turns cause LOS F under existing conditions. US 74/421 at US 74/NC 133 (Signal) This signalized intersection currently operates at LOS C in the AM peak hour and at LOS D in the PM peak hour. In both the future no build and build scenarios, the overall intersection is expected to remain LOS C for the AM peak hour and LOS D for the PM peak hour. For the westbound left turn in the PM peak hour, there is an increase from LOS D with a delay of 41.5 seconds to LOS E with a delay of 60.1 seconds, which is only 5 seconds over the LOS D threshold of 55 seconds. While this movement experiences a 30% increase in delay, it is only 13 seconds longer than the existing 10/12/21 210260 Battleship Point 21 conditions, and it occurs during one hour of the day at a left turn that will be replaced by an interchange in 2028. No improvements are recommended. US 74/421 at Point Harbor Road/NHC Sheriff Firing Range Drive (RIRO) The eastbound and westbound approaches of this unsignalized intersection currently operate at LOS F with delays exceeding 500 seconds. In future no build conditions, the approaches remain at LOS F with delays exceeding 500 seconds. Westbound: Under future build conditions, the LOS remains an F during the AM peak hour, but the delay drops to 71.2 seconds. With improvements, delays further decrease to 52.7 seconds and LOS E. In the PM, the approach drops to an LOS E with a delay of 41.0 seconds in the future build and LOS D with 26.6 seconds of delay in the future build with improvements scenario. Eastbound: In the morning, the approach drops to an LOS D with delay of 34.9 seconds under future build conditions and a delay of 28.9 seconds in the future build with improvements scenario. In the PM peak hour, the LOS remains an F for future build, but the delay drops to 115.6 seconds. With improvements, this delay drops to 68.2 seconds. No further improvements are recommended since the eastbound approach only experiences a delay of just over one minute (LOS F) during the one hour (PM peak hour) of the day, the westbound approach only experiences LOS F with a delay of less than one minute during one hour (AM peak hour) of the day, and NCDOT has indicated that a signal is not desired at this location due to proximity to the bridge and the future interchange. 5.4 Turn Lane Warrant Analysis Right-turn lane warrant analyses were performed for the site driveways using the “Warrant for Left and Right-Turn Lanes, At Grade, Unsignalized Intersections” nomograph from NCDOT. With two approach lanes, the through volumes were halved before adding the right turns to use as the “opposing” volume. At Point Harbor Road and at NHC Sheriff Firing Range Drive, both the AM and PM right-turn volumes warrant a turn lane. The nomograph advises a minimum right-turn storage of 500 feet for the northbound and southbound directions. SimTraffic and Synchro reports do not show data for the right-turn queue length. A new right turn lane advised by the turn warrant would need to be constructed to accommodate the appropriate storage with taper and deceleration while also considering sight lines, distance to the bridge, distance to the future interchange, and traffic volumes on US 74. 10/12/21 210260 Battleship Point 22 5.5 Recommended Improvements To accommodate future traffic due to the proposed development, the following modifications are recommended: At NHC Sheriff Firing Range Drive (eastbound approach), the turn warrant nomograph advises the construction of a right-turn lane with 500 feet of storageand appropriate taper and deceleration lengths. At Point Harbor Road (westbound approach), the turn warrant nomographadvises the construction of a right-turn lane with 500 feet of storage and appropriate taper and deceleration lengths. These improvements will provide adequate intersection performance and turn lane storage based on the queuing analysis. Recommended improvements at the study intersections are illustrated in Figure 9A and Figure 9B. 6.0 Conclusion and Recommendations The proposed development site is located on the western bank of the Cape Fear River across from downtown Wilmington in unincorporated New Hanover County, North Carolina. The site is planned as a mixed-use, multi-building development with high rise multifamily housing, a full-service hotel, general retail, a drinking place, and a quality restaurant. Building one will be 1,290,000 square feet and contain 563 multifamily housing units, 125 hotel rooms, a 6,000-square foot drinking place, a 4,500-square foot quality restaurant, and 22,000 square feet of retail. In building two there will be 520,000 square feet of space containing 334 multifamily housing units and 12,000 square feet of retail. Building three will be 609,000 square feet with 286 multifamily housing units and 12,000 square feet of retail space. Two right-in/right-out access points are proposed at the intersection of US 74/421/NC 133 and Point Harbor Road and US 74/421/NC 133 and NHC Sheriff Firing Range Drive. 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 planned build-out year for this development is 2028. The Transportation Impact Analysis (TIA) was carried out based on the scope agreed upon with NCDOT. Information regarding the property was provided by KFJ Development Group. There are a total of 572 new site trips in the AM peak hour and 817 new site trips in the PM peak hour. When pass-by trips are considered, the new trips generated on the roadway network are 572 trips in the AM peak hour and 708 trips in the PM peak hour. Based on the capacity analysis, recommendations have been given to mitigate the impacts of future traffic. The recommendations for Scenario A are based on the turn 10/12/21 210260 Battleship Point 23 warrant nomograph’s advisement to construct a right-turn lane with appropriate storage, taper, and deceleration on US 74/421 for both Point Harbor Road and NHC Sheriff Firing Range Drive. The northbound right-turn lane at Point Harbor Road and the southbound right-turn lane at NHC Sheriff Firing Range Drive would need to be constructed with consideration of sight lines, distance to the bridge, distance to the planned interchange, and traffic volumes on US 74/421. The recommendations for Scenario B remain the same as Scenario A, with the nomograph advising the construction of right-turn lanes for NHC Sheriff Firing Range Drive and Point Harbor Road on US 74/421. For the existing traffic signal, no improvements are recommended since the overall intersection operates at LOS D and a future interchange is planned to replace the signal. Recommended improvements are listed in Table 7.1. In conclusion, this study has determined the potential traffic impacts of this development and identified transportation improvements that will be required to accommodate the impacts of both background traffic and new development traffic. The recommendations in Figure 9A and Figure 9B and in Table 7.1 should be constructed to comply with NCDOT Policy on Street and Driveway Access to North Carolina Highways where applicable. Table 7.1 – Recommended Improvements RECOMMENDATIONS US 74/NC 133 and US 421 No improvements are recommended US 74/421 and Point Harbor Road/NHC Sheriff Firing Range Drive Intersection shall be designed as a right-in right- out intersection for both NHC Sheriff Firing Range Drive and Point Harbor Road Construct northbound and southbound right-turnlanes with appropriate storage, taper, and deceleration on US 74/421at NHC Sheriff Firing Range Drive and Point Harbor Road Site accesses should be designed in accordance with NCDOT standards. *** NOT TO SCALE *** N This document, together with the concepts and designs presented herein, is intended only for the specificpurpose and client for which it was prepared. Reuse of, or improper reliance on, this document by otherswithout written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, andshall be a violation of the agreement between DAVENPORT and the client. FIGURE 9A FUTURE BUILD GEOMETRY SCENARIO A THE VILLAGES AT BATTLESHIP POINTWILMINGTON, NC PROJECT NUMBER 210260US 17/421 US 74 / NC 133 Point Harbor Road NHC Sheriff Firing Range Drive SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING BLUE = PROPOSED US 74/421/NC 133RIGHT IN / RIGHT OUT Turn lanes to be constructed with appropriate storage, taper, and *** NOT TO SCALE *** N This document, together with the concepts and designs presented herein, is intended only for the specificpurpose and client for which it was prepared. Reuse of, or improper reliance on, this document by otherswithout written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, andshall be a violation of the agreement between DAVENPORT and the client. FIGURE 9B FUTURE BUILD GEOMETRY SCENARIO B THE VILLAGES AT BATTLESHIP POINTWILMINGTON, NC PROJECT NUMBER 210260 Point Harbor Road NHC Sheriff Firing Range Drive SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION TRAFFIC MOVEMENT ROADWAY LEGEND BLACK = EXISTING BLUE = PROPOSED US 74/421/NC 133RIGHT IN / RIGHT OUT Turn lanes to be constructed with appropriate storage, taper, and Future Interchange Location 10/12/21 210260 Battleship Point 26 Appendix 10/12/21 210260 Battleship Point 25 Approved Scoping Documents Home Office: Wilmington Regional Office: Serving the Southeast since 2002 119 Brookstown Ave. Suite PH1 5917 Oleander Dr, Suite 206 Winston-Salem, NC 27101 Wilmington, NC 28403 Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912; Fax: 336.458.9377 September 22, 2021 Transportation Impact Analysis (TIA) Scoping The Villages at Battleship Point DAVENPORT Project Number 210260 Scope Steps 2 and 3 Submittal Please see the approved Scope Step 1 along with the geometry and volume figures for the report. The No Build Synchro files are also attached. Analysis Scenarios Per Wednesday’s meeting on September 15, 2021, the future analysis was clarified to indicate the following scenarios: • 2021 Existing Conditions • 2028 Future No-Build o [Existing + 1% background growth] • 2028 Full Build Conditions – Scenario A with signal operations o [Existing + 1% background growth + site trips] o Includes analysis of the two site driveways and the existing signal • 2028 Full Build Conditions w/ Mitigation – Scenario A with signal operations o [Existing + 1% background growth + site trips + improvements] o Includes analysis of the two site driveways and the existing signal + improvements • 2028 Full Build Conditions – Scenario B with interchange o [Existing + 1% background growth + site trips] o Includes analysis of the two site driveways. No analysis of the interchange. Trip Generation The updated Trip Generation table is included here with the proposed internal capture and pass-by values included. 24-Hour Two-Way Land Use ITE Land Code Method Volume Enter Exit Enter Exit Multifamily Housing (High-Rise) 222 1,283 Dwelling Units Adjacent - Equation 5,267 89 283 271 174 Hotel 310 125 Rooms Adjacent - Equation 984 34 23 35 33 Drinking Place*(Local Data Unavailable)925 6.0 1,000 SF GFA Adjacent - Rate n/a n/a n/a 45 23 Shopping Center 820 39.0 1,000 SF GLA Adjacent - Equation 3,169 106 65 130 141 Quality Restaurant* (Local Data Unavailable)931 4.5 1,000 SF GFA Generator - Rate 377 16 4 22 15 245 375 503 386 -- --2746 -- 0 5 13 4 --0000 -- 8 111118 -- 14 1 8 8 -- -24 -24 -36 -36 221 351 467 350 34% PM -- 0 0 40 42 44% PM --0063 -- 0 0 -46 -45 -- 221 351 421 305 7.7% 8.1% Internal Capture: Hotel Trips Reduction Internal Capture: Drinking Place Trips Reduction Internal Capture: Retail Trips Reduction Table 1 - ITE Trip Generation The Villages at Battleship Point - New Hanover, NC Average Weekday Driveway Volumes AM Peak Hour PM Peak Hour Size Total Unadjusted Trips Internal Capture Overall % TBD Site Trip Total Total New Network Trips (External) Proposed Pass-by Reduction applied to Shopping Center Total Pass-By Trip Reduction Total Internal Trips Reduction Proposed Pass-by Reduction applied to Quality Restaurant Internal Capture: Residential Trips Reduction Internal Capture: Restaurant Trips Reduction August 3, 2021 September 15, 2021 Mr. Don Bennett, PE DAVENPORT 5917 Oleander Drive, Suite 206 Wilmington, NC 28403 RE: REVISED Scope approval for the Traffic Impact Analysis (TIA) associated with the proposed Villages at Battleship Point development in New Hanover County, NC Dear Mr. Bennett, Based on the information provided and conversations held to date, it is our understanding that the proposed development will consist of: • ITE Code 222 – Multi-family Housing (High-Rise) – 1,283 DU • ITE Code 310 – Hotel (125 rooms) • ITE Code 820 – General retail (39,000 ft) • ITE Code 925 – Drinking Place (6,000 ft) • ITE Code 931 – Quality Restaurant (4,500 ft) Below please find the scope to be used for the Traffic Impact Analysis: 1. Data Collection - Analysis Parameters: a) Study Intersections i. For existing intersections, provide turning movement counts for weekday AM (7:00am-9:00am) and afternoon PM (4:00pm-6:00pm) travel periods, signal timing (if applicable), and lane geometry. • US 74/US 421 at US 74/NC 133 (two future scenarios: signalized or interchange) • Northbound US 421/US 74/NC 133 at SR 2190 (Point Harbor Road) – RI/RO) • Southbound US 421/US 74/NC 133 at NHC Sheriff Firing Range Drive - RI/RO b) Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions i. Site Trip Generation Estimate • See attached trip generation ii. Site Trip Distribution • To be submitted and approved prior to use in TIA REVISED Villages at Battleship Point Traffic Impact Analysis (TIA) scope Page 2 of 3 iii. Adjacent Development (approved but not yet built): • none iv. Planned Roadway Improvements • U – 5731 flyover for US 74/US 421 interchange (anticipated 2028) v. Background Traffic Assumptions • Full Build - 2028 • Growth rate – 1% per year 2. Capacity Analysis: Week day AM & PM Peak Hour a) Technical Analysis i. 2021 Existing Conditions ii. 2028 Future No-Build [Existing + 1% background growth] iii. 2028 Full Build Conditions – with signal operations [Existing + 1% background growth + site trips] iv. 2028 Full Build Conditions w/ Mitigation – with signal operations [Existing + 1% background growth + site trips + improvements] v. 2028 Full Build Conditions with RI/RO access only and no traffic signal [Existing + 1% background growth + site trips] 3. Final Report Submittal: a) Completed TIA Application b) Signed and sealed by a NC Professional Engineer c) Electronic copies to include PDF of TIA, appendices and original Synchro analysis and output files 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, signal phasing, and/or site access) additional analysis may be required. Please contact me at (910) 473-5130 with any questions regarding this scope. Sincerely, Scott A. James, PE Transportation Planning Engineer Wilmington Urban Area MPO REVISED Villages at Battleship Point Traffic Impact Analysis (TIA) scope Page 3 of 3 Attachments: Traffic Impact Analysis Supplemental Guidelines Scoping request packet with Trip Generation Summary and Site Map (provided by Davenport) ec: Ben Hughes, PE, District Engineer, NCDOT Jessi Leonard, PE, Division Traffic Engineer, NCDOT Stonewall Mathis, PE, Assistant Division Traffic Engineer, NCDOT Eva Covarrubias, EI Transportation Engineering Associate, NCDOT Ken Vafier, Director of Planning, New Hanover County Denys Vielkanowitz, PE, City Traffic Engineer, City of Wilmington Thomas Bradshaw, PE, ITS Engineer, City of Wilmington Mike Kozlosky, Executive Director, WMPO Bill McDow, Associate Planner, WMPO Home Office: Wilmington Regional Office: Serving the Southeast since 2002 119 Brookstown Ave. Suite PH1 5917 Oleander Dr, Suite 206 Winston-Salem, NC 27101 Wilmington, NC 28403 Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912; Fax: 336.458.9377 July 15, 2021 Scott A. James, P.E. 305 Chestnut Street, Wilmington, NC 28402-1810 Scott.James@wilmingtonnc.gov Ph: 910.473.5130 Transportation Impact Analysis (TIA) Scoping (Step One) DAVENPORT Project Number 210260 The Villages at Battleship Point in New Hanover County, NC Site Location The proposed site is on the western bank of the Cape Fear River across from downtown Wilmington in unincorporated New Hanover County, NC. See attached map. Proposed Land Uses LUC 222 – 1,283 Apartments/Condos/Penthouses LUC 310 – 100,000 square foot full-service hotel (125 rooms) LUC 925 – 6,000 square foot bar LUC 820 – 39,000 square feet of lifestyle retail flex LUC 931 – 4,500 square foot restaurant Proposed Study Intersections 1.US 74/US 421 at US 74/NC 133 2.Northbound US 421/US 74/NC 133 at SR 2190 (Point Harbor Road) (RI/RO with future median) 3. Southbound US 421/US 74/NC 133 at NHC Sheriff Firing Range Drive (RI/RO with future median) Proposed Count Locations New counts will be collected at the two existing study intersections. No COVID-19 adjustment factors will be applied. 1.US 74/US 421 at US 74/NC 133 (signalized) 2.US 421/US 74/NC 133 at SR 2190 (Point Harbor Road)/NHC Sheriff Firing Range Dr (unsignalized) Proposed annual growth rate – 1% Proposed Analysis Scenarios – The future analysis year is proposed as 2028. Synchro 10/SimTraffic will be used to analyze the AM and PM peak hours (7-9 AM and 4-6 PM) for the following scenarios: •2021 Existing Conditions•2028 Future No-Build Conditions•2028 Future Build Conditions•2028 Future Build Conditions with Improvements (as necessary) Trip Generation – Based on ITE Trip Generation Manual 10th Edition. See Table 1. Internal Capture and Pass-By: To be verified during Step 2 of scoping. Proposed Site Trip Directional Distribution – To be completed and sent for approval after taking counts. Approved developments – No approved developments are included. Received July 20, 2021 general retaildrinking place quality restaurant with and w/o U-5731 Page 2 07/15/2021 The Villages at Battleship Point DAVENPORT Project No. 210260 Home Office: Wilmington Regional Office: Serving the Southeast since 2002 119 Brookstown Ave. Suite PH1 5917 Oleander Dr, Suite 206 Winston-Salem, NC 27101 Wilmington, NC 28403 Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912; Fax: 336.458.9377 Committed Improvements – The U-5731 (Isabel Holmes Bridge Interchange) project will replace the existing signal with a fly-over and free flow ramp at the interchange of US 74/US 421 and US 74/NC 133. This project currently has an anticipated construction year of 2028. Additionally, a median will be constructed along US 74 that will divide the study intersection at SR 2190/NHC Sheriff Firing Range Drive into northbound and southbound intersections. Table 1 - ITE Trip Generation Average Weekday Driveway Volumes 24-Hour AM Peak Hour PM Peak Hour Two-Way Land Use ITE Land Use Code Size Method Volume Enter Exit Enter Exit Multifamily Housing (High-Rise) 222 1,283 Dwelling Units Adjacent - Equation 5,267 89 283 271 174 Hotel 310 125 Rooms Adjacent - Equation 984 34 23 35 33 Drinking Place* 925 6.0 1,000 SF GFA Adjacent - Rate n/a n/a n/a 45 23 Shopping Center 820 39.0 1,000 SF GLA Adjacent - Equation 3,169 106 65 130 141 Quality Restaurant* 931 4.5 1,000 SF GFA Generator - Rate 377 16 4 22 15 Total Unadjusted Trips 9,797 245 375 503 386 Internal Capture Overall % TBD To be calculated with NCHRP Internal Capture Spreadsheet Proposed Pass-by Reduction applied to Shopping Center 34% PM To be calculated as a part of step 2 Proposed Pass-by Reduction applied to Quality Restaurant 44% PM *Local Data Unavailable 10/12/21 210260 Battleship Point 27 Level of Service Analysis ---L-R-TRLT- - - - D 44.5 - A 8.5 - D 50.2 A 4.8 D 46.1 B 10.8 - Available Storage -----600-1740 LINK 400 1000 - - 95th% Queue - - - 373 - 114 - 364 0 515 156 - Max Queue - - - 504 - 148 - 300 - 396 168 - ---L-R-TRLT- - - - D 50.0 - A 9.2 - D 54.1 A 7.7 D 51.3 B 11.5 - Available Storage -----600-1740 LINK 400 1000 - - 95th% Queue - - - 405 - 122 - 406 0 #624 180 - Max Queue - - - 514 - 150 - 328 - 429 159 - ---L-R-TRLT- - - - D 51.5 - A 9.4 -E 57.5 B 15.4 E 57.5 B 13.1 - Available Storage -----600-1740 LINK 400 1000 - - 95th% Queue - - - 449 - 121 - #473 #117 #658 203 - Max Queue - - - 341 - 162 - 446 - 458 179 - ---L-R-TRLT- - - - D 46.1 - B 12.1 - E 60.3 A 1.1 E 73.4 C 22.1 - Available Storage -----600-1740 LINK 400 1000 - - 95th% Queue - - - 807 - 254 - 508 0 456 221 - Max Queue - - - 422 - 214 - 448 - 317 191 - ---L-R-TRLT- - - - D 41.5 - B 13.3 - E 69.8 A 1.3 F 86.9 C 25.2 - Available Storage -----600-1740 LINK 400 1000 - - 95th% Queue - - - #970 - 297 - 552 0 505 238 - Max Queue - - - 534 - 249 - 549 - 374 215 - ---L-R-TRLT- ---E 60.1 - B 14.1 - E 71.6 A 1.7 F 90.2 C 25.9 - Available Storage -----600-1740 LINK 400 1000 - - 95th% Queue - - - #1182 - 310 - 580 0 513 259 - Max Queue - - - 709 - 314 - 601 70 386 246 - Notes: # = 95th percentile volume exceeds capacity; queue may be longer. Queue shown is maximum after two cycles. Build condtitions increased a LOS letter but less than 25% delay. Build conditions increased >25% delay. Table 5.3 - Existing LOS and Queueing US 17/74 and US 74/NC 133 AM Peak Hour Scenario Overall LOS Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) Queue (feet) Eastbound Westbound Northbound Southbound US 74/421 and US 74/NC 133 C 25.6 - D 35.7 C 20.2 C 26.2 US 74/421 and US 74/NC 133 C 33.2 - D 41.9 C 29 C 32.0 2021 Base 2028 No Build US 74/421 and US 74/NC 133 C 28.9 - D 40.0 C 23.4 C 28.8 2028 Build 2028 Build D 41.5 C 34.1 D 47.3 PM Peak Hour US 74/421 and US 74/NC 133 D 35.3 - D 38.1 C 29.4 D 40.5 2028 No Build 2021 Base US 74/421 and US 74/NC 133 D 39.9 - US 74/421 and US 74/NC 133 D 43.3 - D 50.0 C 33.9 D 47.8 - LTR - - LTR - L TR - L TR - - F >500 - - F >500 - B 12.1 - - C 17.6 - - Available Storage ------150--1251820 LINK - 95th% Queue - 55 - - 62.5 - 0 - - 0 - - Max Queue -78- -54-155 -23- - - LTR - - LTR - L TR - L TR - - F >500 - - F >500 - B 12.8 - - C 19.3 - - Available Storage ------150--1251820 LINK - 95th% Queue - 65 - - 67.5 - 0 - - 2.5 - - Max Queue - 112 - - 80 - 15 421 - 21 - - --R--R-TTR-TTR - - D 34.9 - - F 71.2 - - - - - - Available Storage ----------1820 LINK - 95th% Queue - - 117.5 - - 142.5 ------ Max Queue A - - 166 - - 1013 - 23 467 - - 4 Max Queue B --148--152--9--- --R--R-TR-TR - - D 28.9 - - F 52.7 - - - - - - Available Storage ----------1820 LINK - 95th% Queue - - 102.5 - - 117.5 ------ Max Queue A - - 226 - - 1045 - 7 - - 7 - Max Queue B --148--179------ US 74/421/NC 133 and NHC Sheriff Firing Range Drive/Point Harbor Road 2028 Build Improve - D 28.9 F 52.7 A 0.0 A 0.0 US 74/421/NC 133 and NHC Sheriff Firing Range Drive/Point Harbor Road - F >500 F >500 A 0.0 A 0.1 2021 Base 2028 No Build Table 5.3 - Existing LOS and Queueing US 17/74/421/NC 133 and NHC Sheriff Firing Range Drive/Point Harbor Road AM Peak Hour Scenario Overall LOS Level of Service (Delay) per Movement & by Approach (Delay in seconds/vehicle) Queue (feet) Eastbound Westbound Northbound Southbound US 74/421/NC 133 and NHC Sheriff Firing Range Drive/Point Harbor Road - D 34.9 F 71.2 A 0.0 A 0.0 US 74/421/NC 133 and NHC Sheriff Firing Range Drive/Point Harbor Road - F >500 F >500 A 0.0 A 0.1 2028 Build - LTR - - LTR - L TR - L TR - - F >500 - - F >500 - C 15.4 - - B 13.3 - - Available Storage ------150--1251820 LINK - 95th% Queue - 77.5 - - 55 - 0 - - 0 - - Max Queue -74- -46-18- -20- - - LTR - - LTR - L TR - L TR - - F >500 - - F >500 - C 16.6 - - B 14.1 - - Available Storage ------150--1251820 LINK - 95th% Queue -95- -65- 0 - - 0 - - Max Queue -79- -59-19- -18- - --R--R-TTR-TTR - - F 115.6 - - E 41.0 - - - - - - Available Storage ------150--1251820 LINK - 95th% Queue - - 250 - - 102.5 ------ Max Queue A - - 212 - - 180 - 5 27 - 6 4 Max Queue B --176--91--4--4 --R--R-TR-TR - - F 68.2 - - D 26.6 - - - - - - Available Storage ------150--1251820 LINK - 95th% Queue --190--70------ Max Queue A --306--233-416---- Max Queue B --184--106------ 2028 Build Improve - F 68.2 D 26.6 A 0.0 A 0.0 2028 Build US 74/421/NC 133 and NHC Sheriff Firing Range Drive/Point Harbor Road A 0.0 A 0.0 2021 Base 2028 No Build A 0.0 PM Peak Hour US 74/421/NC 133 and NHC Sheriff Firing Range Drive/Point Harbor Road - F >500 - F 115.6 E 41.0 A 0.0 A 0.0 US 74/421/NC 133 and NHC Sheriff Firing Range Drive/Point Harbor Road - F >500 F >500 A 0.0 F >500 US 74/421/NC 133 and NHC Sheriff Firing Range Drive/Point Harbor Road 10/12/21 210260 Battleship Point 28 Existing Conditions Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/05/2021 Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 672 216 597 1166 411 532 Future Volume (vph) 672 216 597 1166 411 532 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% 0% 0% Storage Length (ft) 0 600 400 1000 Storage Lanes 2 1 1 1 Taper Length (ft) 25 200 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3485 1607 3539 1583 1770 3539 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3485 1607 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 55 55 Link Distance (ft) 2399 1820 1554 Travel Time (s) 46.7 22.6 19.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 747 240 663 1296 457 591 Shared Lane Traffic (%) Lane Group Flow (vph) 747 240 663 1296 457 591 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 1.00 1.00 1.00 1.00 Turn Type Prot pm+ov NA Free Prot NA Protected Phases 8 1 2 1 6 Permitted Phases 8 Free Detector Phase 8 1 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 7.0 15.0 Minimum Split (s) 13.5 12.8 21.6 12.8 21.6 Total Split (s) 80.0 50.0 40.0 50.0 90.0 Total Split (%) 47.1% 29.4% 23.5% 29.4% 52.9% Yellow Time (s) 3.0 3.0 5.2 3.0 5.2 All-Red Time (s) 3.5 2.8 1.4 2.8 1.4 Lost Time Adjust (s) -1.5 -0.8 -1.6 -0.8 -1.6 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None Min None Min Act Effct Green (s) 34.7 80.8 29.2 120.2 41.0 75.3 Actuated g/C Ratio 0.29 0.67 0.24 1.00 0.34 0.63 v/c Ratio 0.74 0.22 0.77 0.82 0.76 0.27 Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/05/2021 Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 2 Lane Group WBL WBR NBT NBR SBL SBT Control Delay 44.5 8.5 50.2 4.8 46.1 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.5 8.5 50.2 4.8 46.1 10.8 LOS DADADB Approach Delay 35.7 20.2 26.2 Approach LOS D C C Queue Length 50th (ft) 276 66 258 0 314 101 Queue Length 95th (ft) 373 114 364 0 515 156 Internal Link Dist (ft) 2319 1740 1474 Turn Bay Length (ft) 600 400 1000 Base Capacity (vph) 2212 1072 1048 1583 674 2545 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.34 0.22 0.63 0.82 0.68 0.23 Intersection Summary Area Type: Other Cycle Length: 170 Actuated Cycle Length: 120.2 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 25.6 Intersection LOS: C Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 HCM 6th TWSC 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road 10/05/2021 Existing Conditions 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 10 Intersection Int Delay, s/veh 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 4444441761 10 4 1203 4 Future Vol, veh/h 4 4444441761 10 4 1203 4 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------150--125-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 4 4444441957 11 4 1337 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2336 3323 671 2650 3320 984 1341 0 0 1968 0 0 Stage 1 1347 1347 - 1971 1971 ------- Stage 2 989 1976 - 679 1349 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 20 8 399 11 8 248 510 - - 291 - - Stage 1 159 218 - 64 107 ------- Stage 2 265 106 - 408 217 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 11 8 399 6 8 248 510 - - 291 - - Mov Cap-2 Maneuver 11 8 - 6 8 ------- Stage 1 158 215 - 63 106 ------- Stage 2 247 105 - 390 214 ------- Approach EB WB NB SB HCM Control Delay, s$ 583.6 $ 910.8 0 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 510 - - 14 10 291 - - HCM Lane V/C Ratio 0.009 - - 0.952 1.333 0.015 - - HCM Control Delay (s) 12.1 - -$ 583.6$ 910.8 17.6 - - HCM Lane LOS B - - F F C - - HCM 95th %tile Q(veh) 0 - - 2.2 2.5 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/05/2021 Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 1100 342 652 710 268 481 Future Volume (vph) 1100 342 652 710 268 481 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% 0% 0% Storage Length (ft) 0 600 400 1000 Storage Lanes 2 1 1 1 Taper Length (ft) 25 200 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3485 1607 3539 1583 1770 3539 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3485 1607 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 55 55 Link Distance (ft) 2399 1820 1554 Travel Time (s) 46.7 22.6 19.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 1222 380 724 789 298 534 Shared Lane Traffic (%) Lane Group Flow (vph) 1222 380 724 789 298 534 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 1.00 1.00 1.00 1.00 Turn Type Prot pm+ov NA Free Prot NA Protected Phases 8 1 2 1 6 Permitted Phases 8 Free Detector Phase 8 1 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 7.0 15.0 Minimum Split (s) 13.5 12.8 21.6 12.8 21.6 Total Split (s) 80.0 50.0 70.0 50.0 120.0 Total Split (%) 40.0% 25.0% 35.0% 25.0% 60.0% Maximum Green (s) 73.5 44.2 63.4 44.2 113.4 Yellow Time (s) 3.0 3.0 5.2 3.0 5.2 All-Red Time (s) 3.5 2.8 1.4 2.8 1.4 Lost Time Adjust (s) -1.5 -0.8 -1.6 -0.8 -1.6 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 2.0 6.0 2.0 6.0 Minimum Gap (s) 2.0 2.0 3.4 2.0 3.4 Time Before Reduce (s) 0.0 0.0 15.0 0.0 15.0 Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/05/2021 Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 2 Lane Group WBL WBR NBT NBR SBL SBT Time To Reduce (s) 0.0 0.0 30.0 0.0 30.0 Recall Mode None None Min None Min Act Effct Green (s) 63.2 100.7 39.0 150.1 32.3 76.5 Actuated g/C Ratio 0.42 0.67 0.26 1.00 0.22 0.51 v/c Ratio 0.83 0.35 0.79 0.50 0.78 0.30 Control Delay 46.1 12.1 60.3 1.1 73.4 22.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.1 12.1 60.3 1.1 73.4 22.1 LOS DBEAEC Approach Delay 38.1 29.4 40.5 Approach LOS D C D Queue Length 50th (ft) 546 151 357 0 285 160 Queue Length 95th (ft) 807 254 508 0 456 221 Internal Link Dist (ft) 2319 1740 1474 Turn Bay Length (ft) 600 400 1000 Base Capacity (vph) 1813 1077 1595 1583 552 2762 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.67 0.35 0.45 0.50 0.54 0.19 Intersection Summary Area Type: Other Cycle Length: 200 Actuated Cycle Length: 150.1 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 35.3 Intersection LOS: D Intersection Capacity Utilization 76.8% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 HCM 6th TWSC 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road 10/05/2021 Existing Conditions 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 10 Intersection Int Delay, s/veh 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 4644441355 4 4 1578 4 Future Vol, veh/h 7 4644441355 4 4 1578 4 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------150--125-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 8 4744441506 4 4 1753 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2526 3281 879 2403 3281 755 1757 0 0 1510 0 0 Stage 1 1763 1763 - 1516 1516 ------- Stage 2 763 1518 - 887 1765 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 14 9 291 17 9 351 352 - - 439 - - Stage 1 87 136 - 125 180 ------- Stage 2 363 180 - 305 136 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 8 9 291 10 9 351 352 - - 439 - - Mov Cap-2 Maneuver 8 9 - 10 9 ------- Stage 1 86 135 - 124 178 ------- Stage 2 345 178 - 286 135 ------- Approach EB WB NB SB HCM Control Delay, s$ 821.4 $ 583.6 0 0 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 352 - - 13 14 439 - - HCM Lane V/C Ratio 0.013 - - 1.453 0.952 0.01 - - HCM Control Delay (s) 15.4 - -$ 821.4$ 583.6 13.3 - - HCM Lane LOS C - - F F B - - HCM 95th %tile Q(veh) 0 - - 3.1 2.2 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 10/12/21 210260 Battleship Point 29 Future No Build Conditions Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/05/2021 Future No Build Conditions 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 721 232 641 1251 441 571 Future Volume (vph) 721 232 641 1251 441 571 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% 0% 0% Storage Length (ft) 0 600 400 1000 Storage Lanes 2 1 1 1 Taper Length (ft) 25 200 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3485 1607 3539 1583 1770 3539 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3485 1607 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 55 55 Link Distance (ft) 2399 1820 1554 Travel Time (s) 46.7 22.6 19.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 801 258 712 1390 490 634 Shared Lane Traffic (%) Lane Group Flow (vph) 801 258 712 1390 490 634 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 1.00 1.00 1.00 1.00 Turn Type Prot pm+ov NA Free Prot NA Protected Phases 8 1 2 1 6 Permitted Phases 8 Free Detector Phase 8 1 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 7.0 15.0 Minimum Split (s) 13.5 12.8 21.6 12.8 21.6 Total Split (s) 80.0 50.0 40.0 50.0 90.0 Total Split (%) 47.1% 29.4% 23.5% 29.4% 52.9% Yellow Time (s) 3.0 3.0 5.2 3.0 5.2 All-Red Time (s) 3.5 2.8 1.4 2.8 1.4 Lost Time Adjust (s) -1.5 -0.8 -1.6 -0.8 -1.6 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None Min None Min Act Effct Green (s) 37.5 87.7 32.9 130.6 45.2 83.1 Actuated g/C Ratio 0.29 0.67 0.25 1.00 0.35 0.64 v/c Ratio 0.80 0.24 0.80 0.88 0.80 0.28 Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/05/2021 Future No Build Conditions 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 2 Lane Group WBL WBR NBT NBR SBL SBT Control Delay 50.0 9.2 54.1 7.7 51.3 11.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.0 9.2 54.1 7.7 51.3 11.5 LOS DADADB Approach Delay 40.0 23.4 28.8 Approach LOS D C C Queue Length 50th (ft) 331 83 297 0 383 117 Queue Length 95th (ft) 405 122 406 0 #624 180 Internal Link Dist (ft) 2319 1740 1474 Turn Bay Length (ft) 600 400 1000 Base Capacity (vph) 2010 1079 952 1583 612 2313 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.40 0.24 0.75 0.88 0.80 0.27 Intersection Summary Area Type: Other Cycle Length: 170 Actuated Cycle Length: 130.6 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 28.9 Intersection LOS: C Intersection Capacity Utilization 75.2% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 HCM 6th TWSC 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road 10/05/2021 Future No Build Conditions 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 10 Intersection Int Delay, s/veh 10.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 4444441889 11 4 1290 4 Future Vol, veh/h 4 4444441889 11 4 1290 4 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------150--125-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 4 4444442099 12 4 1433 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2503 3562 719 2840 3558 1056 1437 0 0 2111 0 0 Stage 1 1443 1443 - 2113 2113 ------- Stage 2 1060 2119 - 727 1445 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 14 6 371 8 6 222 468 - - 256 - - Stage 1 139 196 - 52 90 ------- Stage 2 239 90 - 381 195 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 5 6 371 ~ 3 6 222 468 - - 256 - - Mov Cap-2 Maneuver 5 6 - ~ 3 6 ------- Stage 1 138 193 - 52 89 ------- Stage 2 221 89 - 362 192 ------- Approach EB WB NB SB HCM Control Delay, s$ 1205 $ 1702 0 0.1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 468 - - 8 6 256 - - HCM Lane V/C Ratio 0.009 - - 1.667 2.222 0.017 - - HCM Control Delay (s) 12.8 - -$ 1205$ 1702 19.3 - - HCM Lane LOS B - - F F C - - HCM 95th %tile Q(veh) 0 - - 2.6 2.7 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/05/2021 Future No Build Conditions 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 1180 367 700 762 288 516 Future Volume (vph) 1180 367 700 762 288 516 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% 0% 0% Storage Length (ft) 0 600 400 1000 Storage Lanes 2 1 1 1 Taper Length (ft) 25 200 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3485 1607 3539 1583 1770 3539 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3485 1607 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 55 55 Link Distance (ft) 2399 1820 1554 Travel Time (s) 46.7 22.6 19.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 1311 408 778 847 320 573 Shared Lane Traffic (%) Lane Group Flow (vph) 1311 408 778 847 320 573 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 1.00 1.00 1.00 1.00 Turn Type Prot pm+ov NA Free Prot NA Protected Phases 8 1 2 1 6 Permitted Phases 8 Free Detector Phase 8 1 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 7.0 15.0 Minimum Split (s) 13.5 12.8 21.6 12.8 21.6 Total Split (s) 80.0 50.0 70.0 50.0 120.0 Total Split (%) 40.0% 25.0% 35.0% 25.0% 60.0% Yellow Time (s) 3.0 3.0 5.2 3.0 5.2 All-Red Time (s) 3.5 2.8 1.4 2.8 1.4 Lost Time Adjust (s) -1.5 -0.8 -1.6 -0.8 -1.6 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None Min None Min Act Effct Green (s) 74.0 114.5 43.3 167.9 35.4 83.7 Actuated g/C Ratio 0.44 0.68 0.26 1.00 0.21 0.50 v/c Ratio 0.85 0.37 0.85 0.54 0.86 0.32 Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/05/2021 Future No Build Conditions 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 2 Lane Group WBL WBR NBT NBR SBL SBT Control Delay 50.2 13.3 69.8 1.3 86.9 25.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.2 13.3 69.8 1.3 86.9 25.2 LOS D B E A F C Approach Delay 41.5 34.1 47.3 Approach LOS D C D Queue Length 50th (ft) 671 182 438 0 347 197 Queue Length 95th (ft) #970 297 552 0 505 238 Internal Link Dist (ft) 2319 1740 1474 Turn Bay Length (ft) 600 400 1000 Base Capacity (vph) 1576 1092 1387 1583 480 2455 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.83 0.37 0.56 0.54 0.67 0.23 Intersection Summary Area Type: Other Cycle Length: 200 Actuated Cycle Length: 167.9 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 39.9 Intersection LOS: D Intersection Capacity Utilization 81.5% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 HCM 6th TWSC 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road 10/05/2021 Future No Build Conditions 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 10 Intersection Int Delay, s/veh 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 4744441453 4 4 1692 4 Future Vol, veh/h 8 4744441453 4 4 1692 4 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------150--125-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 4844441614 4 4 1880 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2707 3516 942 2574 3516 809 1884 0 0 1618 0 0 Stage 1 1890 1890 - 1624 1624 ------- Stage 2 817 1626 - 950 1892 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 10 6 264 13 6 323 314 - - 399 - - Stage 1 72 117 - 107 159 ------- Stage 2 337 159 - 280 117 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 4 6 264 5 6 323 314 - - 399 - - Mov Cap-2 Maneuver ~ 4 6 - 5 6 ------- Stage 1 71 116 - 106 157 ------- Stage 2 319 157 - 259 116 ------- Approach EB WB NB SB HCM Control Delay, s$ 1923.5 $ 1205 0 0 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 314 - - 7 8 399 - - HCM Lane V/C Ratio 0.014 - - 3.016 1.667 0.011 - - HCM Control Delay (s) 16.6 - -$ 1923.5$ 1205 14.1 - - HCM Lane LOS C - - F F B - - HCM 95th %tile Q(veh) 0 - - 3.8 2.6 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 10/12/21 210260 Battleship Point 30 Future Build Conditions: Scenario A Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/05/2021 Future Build Conditions Scenario A 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 787 232 676 1356 441 593 Future Volume (vph) 787 232 676 1356 441 593 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% 0% 0% Storage Length (ft) 0 600 400 1000 Storage Lanes 2 1 1 1 Taper Length (ft) 25 200 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3485 1607 3539 1583 1770 3539 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3485 1607 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 55 55 Link Distance (ft) 2399 1820 1554 Travel Time (s) 46.7 22.6 19.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 874 258 751 1507 490 659 Shared Lane Traffic (%) Lane Group Flow (vph) 874 258 751 1507 490 659 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 1.00 1.00 1.00 1.00 Turn Type Prot pm+ov NA Free Prot NA Protected Phases 8 1 2 1 6 Permitted Phases 8 Free Detector Phase 8 1 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 7.0 15.0 Minimum Split (s) 13.5 12.8 21.6 12.8 21.6 Total Split (s) 80.0 50.0 40.0 50.0 90.0 Total Split (%) 47.1% 29.4% 23.5% 29.4% 52.9% Yellow Time (s) 3.0 3.0 5.2 3.0 5.2 All-Red Time (s) 3.5 2.8 1.4 2.8 1.4 Lost Time Adjust (s) -1.5 -0.8 -1.6 -0.8 -1.6 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None Min None Min Act Effct Green (s) 41.6 91.7 35.1 136.8 45.1 85.2 Actuated g/C Ratio 0.30 0.67 0.26 1.00 0.33 0.62 v/c Ratio 0.83 0.24 0.83 0.95 0.84 0.30 Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/05/2021 Future Build Conditions Scenario A 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 2 Lane Group WBL WBR NBT NBR SBL SBT Control Delay 51.5 9.4 57.5 15.4 57.5 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.5 9.4 57.5 15.4 57.5 13.1 LOS DAEBEB Approach Delay 41.9 29.4 32.0 Approach LOS D C C Queue Length 50th (ft) 371 83 331 0 400 133 Queue Length 95th (ft) 449 121 #473 #117 #658 203 Internal Link Dist (ft) 2319 1740 1474 Turn Bay Length (ft) 600 400 1000 Base Capacity (vph) 1915 1077 907 1583 583 2204 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.46 0.24 0.83 0.95 0.84 0.30 Intersection Summary Area Type: Other Cycle Length: 170 Actuated Cycle Length: 136.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 33.2 Intersection LOS: C Intersection Capacity Utilization 78.1% 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. Splits and Phases: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 HCM 6th TWSC 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road 10/05/2021 Future Build Conditions Scenario A 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 10 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 211 0 0 143 0 1889 144 0 1290 90 Future Vol, veh/h 0 0 211 0 0 143 0 1889 144 0 1290 90 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 ------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 234 0 0 159 0 2099 160 0 1433 100 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 767 - - 1130 - 0 0 - - 0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy - - 6.94 - - 6.94 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy - - 3.32 - - 3.32 ------ Pot Cap-1 Maneuver 0 0 345 0 0 198 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 345 - - 198 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s 34.9 71.2 0 0 HCM LOS D F Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h) - - 345 198 - - HCM Lane V/C Ratio - - 0.68 0.802 - - HCM Control Delay (s) - - 34.9 71.2 - - HCM Lane LOS - - D F - - HCM 95th %tile Q(veh) - - 4.7 5.7 - - Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/05/2021 Future Build Conditions Scenario A 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 1306 367 731 854 288 558 Future Volume (vph) 1306 367 731 854 288 558 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% 0% 0% Storage Length (ft) 0 600 400 1000 Storage Lanes 2 1 1 1 Taper Length (ft) 25 200 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3485 1607 3539 1583 1770 3539 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3485 1607 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 55 55 Link Distance (ft) 2399 1820 1554 Travel Time (s) 46.7 22.6 19.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 1451 408 812 949 320 620 Shared Lane Traffic (%) Lane Group Flow (vph) 1451 408 812 949 320 620 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 1.00 1.00 1.00 1.00 Turn Type Prot pm+ov NA Free Prot NA Protected Phases 8 1 2 1 6 Permitted Phases 8 Free Detector Phase 8 1 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 7.0 15.0 Minimum Split (s) 13.5 12.8 21.6 12.8 21.6 Total Split (s) 80.0 50.0 70.0 50.0 120.0 Total Split (%) 40.0% 25.0% 35.0% 25.0% 60.0% Yellow Time (s) 3.0 3.0 5.2 3.0 5.2 All-Red Time (s) 3.5 2.8 1.4 2.8 1.4 Lost Time Adjust (s) -1.5 -0.8 -1.6 -0.8 -1.6 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None Min None Min Act Effct Green (s) 75.7 116.5 45.4 172.0 35.8 86.2 Actuated g/C Ratio 0.44 0.68 0.26 1.00 0.21 0.50 v/c Ratio 0.95 0.38 0.87 0.60 0.87 0.35 Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/05/2021 Future Build Conditions Scenario A 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 2 Lane Group WBL WBR NBT NBR SBL SBT Control Delay 60.1 14.1 71.6 1.7 90.2 25.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.1 14.1 71.6 1.7 90.2 25.9 LOS EBEAFC Approach Delay 50.0 33.9 47.8 Approach LOS D C D Queue Length 50th (ft) 818 190 465 0 353 216 Queue Length 95th (ft) #1182 310 580 0 513 259 Internal Link Dist (ft) 2319 1740 1474 Turn Bay Length (ft) 600 400 1000 Base Capacity (vph) 1533 1083 1349 1583 467 2387 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.95 0.38 0.60 0.60 0.69 0.26 Intersection Summary Area Type: Other Cycle Length: 200 Actuated Cycle Length: 172 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 43.3 Intersection LOS: D Intersection Capacity Utilization 85.9% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 HCM 6th TWSC 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road 10/05/2021 Future Build Conditions Scenario A 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 10 Intersection Int Delay, s/veh 7.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 213 0 0 152 0 1430 279 0 1669 196 Future Vol, veh/h 0 0 213 0 0 152 0 1430 279 0 1669 196 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 ------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 237 0 0 169 0 1589 310 0 1854 218 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 1036 - - 950 - 0 0 - - 0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy - - 6.94 - - 6.94 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy - - 3.32 - - 3.32 ------ Pot Cap-1 Maneuver 0 0 ~ 228 0 0 261 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - ~ 228 - - 261 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s 115.6 41 0 0 HCM LOS F E Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h) - - 228 261 - - HCM Lane V/C Ratio - - 1.038 0.647 - - HCM Control Delay (s) - - 115.6 41 - - HCM Lane LOS - - F E - - HCM 95th %tile Q(veh) - - 10 4.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 10/12/21 210260 Battleship Point 31 Future Build Conditions: Scenario A with Improvements Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/06/2021 Future Build Conditions Scenario A Improvements 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 787 232 676 1356 441 593 Future Volume (vph) 787 232 676 1356 441 593 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% 0% 0% Storage Length (ft) 0 600 400 1000 Storage Lanes 2 1 1 1 Taper Length (ft) 25 200 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3485 1607 3539 1583 1770 3539 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3485 1607 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 55 55 Link Distance (ft) 2399 1820 1554 Travel Time (s) 46.7 22.6 19.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 874 258 751 1507 490 659 Shared Lane Traffic (%) Lane Group Flow (vph) 874 258 751 1507 490 659 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 1.00 1.00 1.00 1.00 Turn Type Prot pm+ov NA Free Prot NA Protected Phases 8 1 2 1 6 Permitted Phases 8 Free Detector Phase 8 1 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 7.0 15.0 Minimum Split (s) 13.5 12.8 21.6 12.8 21.6 Total Split (s) 80.0 50.0 40.0 50.0 90.0 Total Split (%) 47.1% 29.4% 23.5% 29.4% 52.9% Yellow Time (s) 3.0 3.0 5.2 3.0 5.2 All-Red Time (s) 3.5 2.8 1.4 2.8 1.4 Lost Time Adjust (s) -1.5 -0.8 -1.6 -0.8 -1.6 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None Min None Min Act Effct Green (s) 41.6 91.7 35.1 136.8 45.1 85.2 Actuated g/C Ratio 0.30 0.67 0.26 1.00 0.33 0.62 v/c Ratio 0.83 0.24 0.83 0.95 0.84 0.30 Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/06/2021 Future Build Conditions Scenario A Improvements 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 2 Lane Group WBL WBR NBT NBR SBL SBT Control Delay 51.5 9.4 57.5 15.4 57.5 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.5 9.4 57.5 15.4 57.5 13.1 LOS DAEBEB Approach Delay 41.9 29.4 32.0 Approach LOS D C C Queue Length 50th (ft) 371 83 331 0 400 133 Queue Length 95th (ft) 449 121 #473 #117 #658 203 Internal Link Dist (ft) 2319 1740 1474 Turn Bay Length (ft) 600 400 1000 Base Capacity (vph) 1915 1077 907 1583 583 2204 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.46 0.24 0.83 0.95 0.84 0.30 Intersection Summary Area Type: Other Cycle Length: 170 Actuated Cycle Length: 136.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 33.2 Intersection LOS: C Intersection Capacity Utilization 78.1% 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. Splits and Phases: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 HCM 6th TWSC 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road 10/06/2021 Future Build Conditions Scenario A Improvements 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 10 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 211 0 0 143 0 1889 144 0 1290 90 Future Vol, veh/h 0 0 211 0 0 143 0 1889 144 0 1290 90 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 - - 500 - - 500 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 234 0 0 159 0 2099 160 0 1433 100 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 717 - - 1050 - 0 0 - - 0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy - - 6.94 - - 6.94 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy - - 3.32 - - 3.32 ------ Pot Cap-1 Maneuver 0 0 372 0 0 224 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 372 - - 224 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s 29.8 52.7 0 0 HCM LOS D F Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h) - - 372 224 - - HCM Lane V/C Ratio - - 0.63 0.709 - - HCM Control Delay (s) - - 29.8 52.7 - - HCM Lane LOS - - D F - - HCM 95th %tile Q(veh) - - 4.1 4.7 - - Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/06/2021 Future Build Conditions Scenario A Improvements 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 1306 367 731 854 288 558 Future Volume (vph) 1306 367 731 854 288 558 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% 0% 0% Storage Length (ft) 0 600 400 1000 Storage Lanes 2 1 1 1 Taper Length (ft) 25 200 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3485 1607 3539 1583 1770 3539 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3485 1607 3539 1583 1770 3539 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 55 55 Link Distance (ft) 2399 1820 1554 Travel Time (s) 46.7 22.6 19.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 1451 408 812 949 320 620 Shared Lane Traffic (%) Lane Group Flow (vph) 1451 408 812 949 320 620 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 1.00 1.00 1.00 1.00 Turn Type Prot pm+ov NA Free Prot NA Protected Phases 8 1 2 1 6 Permitted Phases 8 Free Detector Phase 8 1 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 15.0 7.0 15.0 Minimum Split (s) 13.5 12.8 21.6 12.8 21.6 Total Split (s) 80.0 50.0 70.0 50.0 120.0 Total Split (%) 40.0% 25.0% 35.0% 25.0% 60.0% Yellow Time (s) 3.0 3.0 5.2 3.0 5.2 All-Red Time (s) 3.5 2.8 1.4 2.8 1.4 Lost Time Adjust (s) -1.5 -0.8 -1.6 -0.8 -1.6 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None Min None Min Act Effct Green (s) 75.7 116.5 45.4 172.0 35.8 86.2 Actuated g/C Ratio 0.44 0.68 0.26 1.00 0.21 0.50 v/c Ratio 0.95 0.38 0.87 0.60 0.87 0.35 Lanes, Volumes, Timings 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 10/06/2021 Future Build Conditions Scenario A Improvements 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 2 Lane Group WBL WBR NBT NBR SBL SBT Control Delay 60.1 14.1 71.6 1.7 90.2 25.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.1 14.1 71.6 1.7 90.2 25.9 LOS EBEAFC Approach Delay 50.0 33.9 47.8 Approach LOS D C D Queue Length 50th (ft) 818 190 465 0 353 216 Queue Length 95th (ft) #1182 310 580 0 513 259 Internal Link Dist (ft) 2319 1740 1474 Turn Bay Length (ft) 600 400 1000 Base Capacity (vph) 1533 1083 1349 1583 467 2387 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.95 0.38 0.60 0.60 0.69 0.26 Intersection Summary Area Type: Other Cycle Length: 200 Actuated Cycle Length: 172 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 43.3 Intersection LOS: D Intersection Capacity Utilization 85.9% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 HCM 6th TWSC 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road 10/06/2021 Future Build Conditions Scenario A Improvements 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 10 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 213 0 0 152 0 1430 279 0 1669 196 Future Vol, veh/h 0 0 213 0 0 152 0 1430 279 0 1669 196 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 - - 500 - - 500 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 237 0 0 169 0 1589 310 0 1854 218 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 927 - - 795 - 0 0 - - 0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy - - 6.94 - - 6.94 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy - - 3.32 - - 3.32 ------ Pot Cap-1 Maneuver 0 0 270 0 0 330 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 270 - - 330 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s 68.2 26.8 0 0 HCM LOS F D Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h) - - 270 330 - - HCM Lane V/C Ratio - - 0.877 0.512 - - HCM Control Delay (s) - - 68.2 26.8 - - HCM Lane LOS - - F D - - HCM 95th %tile Q(veh) - - 7.6 2.8 - - 10/12/21 210260 Battleship Point 32 Future Build Conditions: Scenario B HCM 6th TWSC 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road 10/05/2021 Future Build Conditions Scenario B 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 3 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 211 0 0 143 0 1889 144 0 1290 90 Future Vol, veh/h 0 0 211 0 0 143 0 1889 144 0 1290 90 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 ------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 234 0 0 159 0 2099 160 0 1433 100 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 767 - - 1130 - 0 0 - - 0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy - - 6.94 - - 6.94 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy - - 3.32 - - 3.32 ------ Pot Cap-1 Maneuver 0 0 345 0 0 198 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 345 - - 198 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s 34.9 71.2 0 0 HCM LOS D F Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h) - - 345 198 - - HCM Lane V/C Ratio - - 0.68 0.802 - - HCM Control Delay (s) - - 34.9 71.2 - - HCM Lane LOS - - D F - - HCM 95th %tile Q(veh) - - 4.7 5.7 - - HCM 6th TWSC 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road 10/08/2021 Future Build Conditions Scenario B 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 3 Intersection Int Delay, s/veh 7.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 213 0 0 152 0 1430 279 0 1669 196 Future Vol, veh/h 0 0 213 0 0 152 0 1430 279 0 1669 196 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 ------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 237 0 0 169 0 1589 310 0 1854 218 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 1036 - - 950 - 0 0 - - 0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy - - 6.94 - - 6.94 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy - - 3.32 - - 3.32 ------ Pot Cap-1 Maneuver 0 0 ~ 228 0 0 261 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - ~ 228 - - 261 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s 115.6 41 0 0 HCM LOS F E Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h) - - 228 261 - - HCM Lane V/C Ratio - - 1.038 0.647 - - HCM Control Delay (s) - - 115.6 41 - - HCM Lane LOS - - F E - - HCM 95th %tile Q(veh) - - 10 4.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 10/12/21 210260 Battleship Point 33 Future Build Conditions: Scenario B with Improvements HCM 6th TWSC 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road 10/06/2021 Future Build Conditions Scenario B Improvements 09/01/2021 AM Peak Hour Synchro 10 Report JPH Page 3 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 211 0 0 143 0 1889 144 0 1290 90 Future Vol, veh/h 0 0 211 0 0 143 0 1889 144 0 1290 90 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 - - 500 - - 500 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 234 0 0 159 0 2099 160 0 1433 100 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 717 - - 1050 - 0 0 - - 0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy - - 6.94 - - 6.94 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy - - 3.32 - - 3.32 ------ Pot Cap-1 Maneuver 0 0 372 0 0 224 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 372 - - 224 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s 29.8 52.7 0 0 HCM LOS D F Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h) - - 372 224 - - HCM Lane V/C Ratio - - 0.63 0.709 - - HCM Control Delay (s) - - 29.8 52.7 - - HCM Lane LOS - - D F - - HCM 95th %tile Q(veh) - - 4.1 4.7 - - HCM 6th TWSC 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road 10/08/2021 Future Build Conditions Scenario B Improvements 09/01/2021 PM Peak Hour Synchro 10 Report JPH Page 3 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 213 0 0 152 0 1430 279 0 1669 196 Future Vol, veh/h 0 0 213 0 0 152 0 1430 279 0 1669 196 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 - - 500 - - 500 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 237 0 0 169 0 1589 310 0 1854 218 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 927 - - 795 - 0 0 - - 0 Stage 1 ------------ Stage 2 ------------ Critical Hdwy - - 6.94 - - 6.94 ------ Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy - - 3.32 - - 3.32 ------ Pot Cap-1 Maneuver 0 0 270 0 0 330 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 270 - - 330 ------ Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s 68.2 26.8 0 0 HCM LOS F D Minor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h) - - 270 330 - - HCM Lane V/C Ratio - - 0.877 0.512 - - HCM Control Delay (s) - - 68.2 26.8 - - HCM Lane LOS - - F D - - HCM 95th %tile Q(veh) - - 7.6 2.8 - - 10/12/21 210260 Battleship Point 34 SimTraffic Queueing Reports Queuing and Blocking Report AM Peak Hour 10/05/2021 Existing Conditions SimTraffic Report JPH Page 1 Intersection: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 Movement WB WB WB NB NB SB SB SB Directions Served L L R T T L T T Maximum Queue (ft) 288 504 148 294 300 396 168 159 Average Queue (ft) 164 181 61 153 157 217 70 66 95th Queue (ft) 246 405 121 244 254 345 132 128 Link Distance (ft) 2353 2353 1754 1754 1515 1515 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 600 1000 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road Movement EB WB NB NB SB Directions Served LTR LTR L TR L Maximum Queue (ft) 78 54 15 5 23 Average Queue (ft) 22 15 1 0 2 95th Queue (ft) 68 45 9 6 13 Link Distance (ft) 964 1024 2062 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 125 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 Queuing and Blocking Report PM Peak Hour 10/05/2021 Existing Conditions SimTraffic Report JPH Page 1 Intersection: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 Movement WB WB WB NB NB SB SB SB Directions Served L L R T T L T T Maximum Queue (ft) 416 422 214 443 448 317 191 188 Average Queue (ft) 272 282 87 255 258 173 101 88 95th Queue (ft) 394 402 168 400 410 280 171 162 Link Distance (ft) 2353 2353 1754 1754 1515 1515 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 600 1000 Storage Blk Time (%) 2 Queuing Penalty (veh) 16 Intersection: 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft) 74 46 18 20 Average Queue (ft) 18 12 1 2 95th Queue (ft) 53 37 10 13 Link Distance (ft) 964 1024 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 125 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 16 Queuing and Blocking Report AM Peak Hour 10/05/2021 Future No Build Conditions SimTraffic Report JPH Page 1 Intersection: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 Movement WB WB WB NB NB SB SB SB Directions Served L L R T T L T T Maximum Queue (ft) 290 514 150 328 327 429 159 155 Average Queue (ft) 189 205 66 185 189 238 75 71 95th Queue (ft) 272 428 126 288 295 369 137 131 Link Distance (ft) 2353 2353 1754 1754 1515 1515 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 600 1000 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road Movement EB WB NB NB SB Directions Served LTR LTR L TR L Maximum Queue (ft) 112 80 15 421 21 Average Queue (ft) 41 27 1 14 3 95th Queue (ft) 132 86 10 292 14 Link Distance (ft) 964 1024 2062 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 150 125 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 Queuing and Blocking Report PM Peak Hour 10/05/2021 Future No Build Conditions SimTraffic Report JPH Page 1 Intersection: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 Movement WB WB WB NB NB SB SB SB Directions Served L L R T T L T T Maximum Queue (ft) 522 534 249 546 549 374 215 207 Average Queue (ft) 321 330 98 337 343 203 118 106 95th Queue (ft) 480 488 188 503 509 335 196 185 Link Distance (ft) 2353 2353 1754 1754 1515 1515 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 600 1000 Storage Blk Time (%) 0 9 Queuing Penalty (veh) 0 69 Intersection: 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft) 79 59 19 18 Average Queue (ft) 22 13 2 1 95th Queue (ft) 64 42 11 10 Link Distance (ft) 964 1024 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 125 Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 69 Queuing and Blocking Report AM Peak Hour 10/06/2021 Future Build Conditions Scenario A SimTraffic Report JPH Page 1 Intersection: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 Movement WB WB WB NB NB SB SB SB Directions Served L L R T T L T T Maximum Queue (ft) 331 341 162 446 445 458 178 179 Average Queue (ft) 211 225 61 246 249 273 81 85 95th Queue (ft) 307 324 126 407 409 421 148 152 Link Distance (ft) 2353 2353 1754 1754 1515 1515 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 600 1000 Storage Blk Time (%) 2 Queuing Penalty (veh) 33 Intersection: 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road Movement EB WB NB NB SB Directions Served R R T TR TR Maximum Queue (ft) 166 1013 23 467 4 Average Queue (ft) 73 793 1 18 0 95th Queue (ft) 130 1227 13 298 4 Link Distance (ft) 970 1030 2064 2064 1754 Upstream Blk Time (%) 38 0 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 33 Queuing and Blocking Report PM Peak Hour 10/06/2021 Future Build Conditions Scenario A SimTraffic Report JPH Page 1 Intersection: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 Movement WB WB WB NB NB NB SB SB SB Directions Served L L R T T R L T T Maximum Queue (ft) 694 709 314 592 601 70 386 246 246 Average Queue (ft) 429 439 120 394 400 2 221 136 127 95th Queue (ft) 687 697 288 555 557 69 343 218 211 Link Distance (ft) 2353 2353 1754 1754 1515 1515 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 600 400 1000 Storage Blk Time (%) 3 15 Queuing Penalty (veh) 11 125 Intersection: 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road Movement EB WB NB NB SB SB Directions Served R R T TR T TR Maximum Queue (ft) 212 180 5 27 6 4 Average Queue (ft) 90 71 0200 95th Queue (ft) 171 139 5 14 5 4 Link Distance (ft) 970 1030 2064 2064 1754 1754 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 136 Queuing and Blocking Report AM Peak Hour 10/06/2021 Future Build Conditions Scenario B SimTraffic Report JPH Page 1 Intersection: 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road Movement EB WB NB Directions Served R R TR Maximum Queue (ft) 148 152 9 Average Queue (ft) 61 58 0 95th Queue (ft) 110 112 6 Link Distance (ft) 970 1030 2064 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 Queuing and Blocking Report PM Peak Hour 10/06/2021 SimTraffic ReportFuture Build Conditions Scenario B JPH Page 1 Intersection: 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road Movement EB WB NB SB Directions Served R R TR TR Maximum Queue (ft) 176 91 4 4 Average Queue (ft) 70 43 0 0 95th Queue (ft)131 75 4 4 Link Distance (ft)970 1030 2064 1679 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 Queuing and Blocking Report AM Peak Hour 10/06/2021 Future Build Conditions Scenario A Improvements SimTraffic Report JPH Page 1 Intersection: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 Movement WB WB WB NB NB SB SB SB Directions Served L L R T T L T T Maximum Queue (ft) 331 372 159 404 403 464 167 176 Average Queue (ft) 205 219 63 236 239 251 85 87 95th Queue (ft) 300 317 128 377 379 396 149 151 Link Distance (ft) 2353 2353 1754 1754 1515 1515 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 600 1000 Storage Blk Time (%) 2 Queuing Penalty (veh) 21 Intersection: 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road Movement EB WB NB NB Directions Served R R T T Maximum Queue (ft) 226 1045 208 208 Average Queue (ft) 95 898 7 7 95th Queue (ft) 178 1242 204 205 Link Distance (ft) 974 1018 2065 2065 Upstream Blk Time (%) 60 0 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 21 Queuing and Blocking Report PM Peak Hour 10/06/2021 Future Build Conditions Scenario A Improvements SimTraffic Report JPH Page 1 Intersection: 1: US 421 / US 74 / US 133/US 421 & US 17 / US 133 Movement WB WB WB NB NB SB SB SB Directions Served L L R T T L T T Maximum Queue (ft) 667 675 347 571 564 403 224 222 Average Queue (ft) 403 417 107 398 399 224 129 123 95th Queue (ft) 575 588 239 549 550 354 206 201 Link Distance (ft) 2353 2353 1754 1754 1515 1515 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 600 1000 Storage Blk Time (%) 1 16 Queuing Penalty (veh) 4 133 Intersection: 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road Movement EB WB NB Directions Served R R T Maximum Queue (ft) 306 233 416 Average Queue (ft) 150 93 14 95th Queue (ft) 275 218 293 Link Distance (ft) 974 1018 2065 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 137 Queuing and Blocking Report AM Peak Hour 10/06/2021 Future Build Conditions Scenario B Improvements SimTraffic Report JPH Page 1 Intersection: 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road Movement EB WB Directions Served R R Maximum Queue (ft) 148 179 Average Queue (ft) 67 75 95th Queue (ft) 118 147 Link Distance (ft) 974 1018 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 Queuing and Blocking Report PM Peak Hour 10/06/2021 SimTraffic ReportFuture Build Conditions Scenario B Improvements JPH Page 1 Intersection: 2: US 421 / US 74 / US 133 & NHC Sheriff Firing Range Drive/Point Harbor Road Movement EB WB Directions Served R R Maximum Queue (ft) 184 106 Average Queue (ft) 90 51 95th Queue (ft)166 91 Link Distance (ft)974 1018 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 10/12/21 210260 Battleship Point 34 Turning Movement Counts Count Number: SITE 1 County: NEW HANOVER Division: 03 Location: US 74 / US 421 AND US 74 / NC 133 Location Type: 3 LEG Count Type: TURNING MOVEMENT NO CLASSIFICATION Count Start Date: 09-01-2021 Time: 7:00AM-9:00AM AND 4:00PM-6:00PM Video Time Used: 7:00AM- 9:00AM AND 4:00PM-6:00PM (09-01) Total Volume: 13,236 Weather: SUNNY NO RAIN 1. School in Session: YES 2. Pedestrians Observed During Count: NO 3. Disabled Pedestrians Present: NO 4. Counted By: JENNIFER LEIKEN 5. Data Processor: MICHAEL JOHNSON 6. Signal Inventory: 03-0270 7. Intersection Controlled By: TRAFFIC SIGNAL 8. Data Collection Method: Jamar DB-400 Electronic Count Board 9. Equipment Operating Properly: Yes 10. Area Lighting: NO 11. Construction Present: NO 12. Traffic Problems Observed: NO LOCATION OF COUNT SITE: SITE 1 North US 421 US 74 / NC 133US 74 /US 421T-INTERSECTIONLOCATIONCAMERA Southbound Approach: Looking Back Southbound: Southbound Approach: Stop Sign Within 300’: NO Traffic Signal Within 300’: NO Railroad Within 300’: NO If Yes Distance: Westbound Approach: Looking Back Westbound: Westbound Approach: Stop Sign Within 300’: NO Traffic Signal Within 300’: NO Railroad Within 300’: NO If Yes Distance: Northbound Approach: Looking Back Northbound: Northbound Approach: Stop Sign Within 300’: NO Traffic Signal Within 300’: NO Railroad Within 300’: NO If Yes Distance: Eastbound Approach: Looking Back Eastbound: Eastbound Approach: Stop Sign Within 300’: Traffic Signal Within 300’: Railroad Within 300’: If Yes Distance: SIGNAL CABINET File Name : SITE 1 Site Code : SITE 1 Start Date : 9/1/2021 Page No : 1 US 74 / US 421 AND US 74 / NC 133 WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY :JENNIFER LEIKEN Groups Printed- ALL VEHICLES US 421 SOUTHBOUND US 74 / NC 133 WESTBOUND US 74 /US 421 NORTHBOUND T-INTERSECTION EASTBOUND Start Time Left Thru X Peds App. Total Left X Right Peds App. Total X Thru Right Peds App. Total X X X Peds App. Total Int. Total 07:00 AM 86 146 0 0 232 200 0 59 0 259 0 152 295 0 447 0 0 0 0 0 938 07:15 AM 86 121 0 0 207 119 0 45 0 164 0 131 288 0 419 0 0 0 0 0 790 07:30 AM 120 130 0 0 250 186 0 61 0 247 0 152 297 0 449 0 0 0 0 0 946 07:45 AM 119 135 0 0 254 167 0 51 0 218 0 162 286 0 448 0 0 0 0 0 920 Total 411 532 0 0 943 672 0 216 0 888 0 597 1166 0 1763 0 0 0 0 0 3594 08:00 AM 107 129 0 0 236 176 0 46 0 222 0 106 237 0 343 0 0 0 0 0 801 08:15 AM 81 119 0 0 200 141 0 29 0 170 0 94 219 0 313 0 0 0 0 0 683 08:30 AM 102 122 0 0 224 163 0 45 0 208 0 98 262 0 360 0 0 0 0 0 792 08:45 AM 56 88 0 0 144 147 0 41 0 188 0 102 189 0 291 0 0 0 0 0 623 Total 346 458 0 0 804 627 0 161 0 788 0 400 907 0 1307 0 0 0 0 0 2899 04:00 PM 79 128 0 0 207 257 0 75 0 332 0 143 148 0 291 0 0 0 0 0 830 04:15 PM 57 114 0 0 171 259 0 58 0 317 0 160 201 0 361 0 0 0 0 0 849 04:30 PM 55 117 0 0 172 254 0 71 0 325 0 151 181 0 332 0 0 0 0 0 829 04:45 PM 72 121 0 0 193 261 0 90 0 351 0 162 172 0 334 0 0 0 0 0 878 Total 263 480 0 0 743 1031 0 294 0 1325 0 616 702 0 1318 0 0 0 0 0 3386 05:00 PM 75 130 0 0 205 271 0 94 0 365 0 180 176 0 356 0 0 0 0 0 926 05:15 PM 66 113 0 0 179 314 0 87 0 401 0 159 181 0 340 0 0 0 0 0 920 05:30 PM 38 80 0 0 118 242 0 71 0 313 0 155 200 0 355 0 0 0 0 0 786 05:45 PM 39 85 0 0 124 222 0 60 0 282 0 144 175 0 319 0 0 0 0 0 725 Total 218 408 0 0 626 1049 0 312 0 1361 0 638 732 0 1370 0 0 0 0 0 3357 Grand Total 1238 1878 0 0 3116 3379 0 983 0 4362 0 2251 3507 0 5758 0 0 0 0 0 13236 Apprch %39.7 60.3 0 0 77.5 0 22.5 0 0 39.1 60.9 0 0 0 0 0 Total %9.4 14.2 0 0 23.5 25.5 0 7.4 0 33 0 17 26.5 0 43.5 0 0 0 0 0 TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 1 Site Code : SITE 1 Start Date : 9/1/2021 Page No : 2 US 74 / US 421 AND US 74 / NC 133 WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY :JENNIFER LEIKEN US 421 T-INTERSECTION US 74 / NC 133 US 74 /US 421 X 0 Thru 1878 Left 1238 Peds 0 InOut Total 3234 3116 6350 Right983 X0 Left3379 Peds0 OutTotalIn4745 4362 9107 X 0 Thru 2251 Right 3507 Peds 0 Out TotalIn 5257 5758 11015 X0 X0 X0 Peds0 TotalOutIn0 0 0 9/1/2021 07:00 AM 9/1/2021 05:45 PM ALL VEHICLES North TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 1 Site Code : SITE 1 Start Date : 9/1/2021 Page No : 3 US 74 / US 421 AND US 74 / NC 133 WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY :JENNIFER LEIKEN US 421 SOUTHBOUND US 74 / NC 133 WESTBOUND US 74 /US 421 NORTHBOUND T-INTERSECTION EASTBOUND Start Time Left Thru X Peds App. Total Left X Right Peds App. Total X Thru Right Peds App. Total X X X Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 86 146 0 0 232 200 0 59 0 259 0 152 295 0 447 0 0 0 0 0 938 07:15 AM 86 121 0 0 207 119 0 45 0 164 0 131 288 0 419 0 0 0 0 0 790 07:30 AM 120 130 0 0 250 186 0 61 0 247 0 152 297 0 449 0 0 0 0 0 946 07:45 AM 119 135 0 0 254 167 0 51 0 218 0 162 286 0 448 0 0 0 0 0 920 Total Volume 411 532 0 0 943 672 0 216 0 888 0 597 1166 0 1763 0 0 0 0 0 3594 % App. Total 43.6 56.4 0 0 75.7 0 24.3 0 0 33.9 66.1 0 0 0 0 0 PHF .856 .911 .000 .000 .928 .840 .000 .885 .000 .857 .000 .921 .981 .000 .982 .000 .000 .000 .000 .000 .950 US 421 T-INTERSECTION US 74 / NC 133 US 74 /US 421 X 0 Thru 532 Left 411 Peds 0 InOut Total 813 943 1756 Right216 X0 Left672 Peds0 OutTotalIn1577 888 2465 X 0 Thru 597 Right 1166 Peds 0 Out TotalIn 1204 1763 2967 X0 X0 X0 Peds0 TotalOutIn0 0 0 Peak Hour Begins at 07:00 AM ALL VEHICLES Peak Hour Data North TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 1 Site Code : SITE 1 Start Date : 9/1/2021 Page No : 4 US 74 / US 421 AND US 74 / NC 133 WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY :JENNIFER LEIKEN US 421 SOUTHBOUND US 74 / NC 133 WESTBOUND US 74 /US 421 NORTHBOUND T-INTERSECTION EASTBOUND Start Time Left Thru X Peds App. Total Left X Right Peds App. Total X Thru Right Peds App. Total X X X Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 55 117 0 0 172 254 0 71 0 325 0 151 181 0 332 0 0 0 0 0 829 04:45 PM 72 121 0 0 193 261 0 90 0 351 0 162 172 0 334 0 0 0 0 0 878 05:00 PM 75 130 0 0 205 271 0 94 0 365 0 180 176 0 356 0 0 0 0 0 926 05:15 PM 66 113 0 0 179 314 0 87 0 401 0 159 181 0 340 0 0 0 0 0 920 Total Volume 268 481 0 0 749 1100 0 342 0 1442 0 652 710 0 1362 0 0 0 0 0 3553 % App. Total 35.8 64.2 0 0 76.3 0 23.7 0 0 47.9 52.1 0 0 0 0 0 PHF .893 .925 .000 .000 .913 .876 .000 .910 .000 .899 .000 .906 .981 .000 .956 .000 .000 .000 .000 .000 .959 US 421 T-INTERSECTION US 74 / NC 133 US 74 /US 421 X 0 Thru 481 Left 268 Peds 0 InOut Total 994 749 1743 Right342 X0 Left1100 Peds0 OutTotalIn978 1442 2420 X 0 Thru 652 Right 710 Peds 0 Out TotalIn 1581 1362 2943 X0 X0 X0 Peds0 TotalOutIn0 0 0 Peak Hour Begins at 04:30 PM ALL VEHICLES Peak Hour Data North TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 1 Site Code : SITE 1 Start Date : 9/1/2021 Page No : 5 US 74 / US 421 AND US 74 / NC 133 WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY :JENNIFER LEIKEN SOUTHBOUND:US 421 TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 1 Site Code : SITE 1 Start Date : 9/1/2021 Page No : 6 US 74 / US 421 AND US 74 / NC 133 WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY :JENNIFER LEIKEN WESTBOUND: US 74 / US 421 TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 1 Site Code : SITE 1 Start Date : 9/1/2021 Page No : 7 US 74 / US 421 AND US 74 / NC 133 WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY :JENNIFER LEIKEN NORTHBOUND: US 74 / US 421 TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 1 Site Code : SITE 1 Start Date : 9/1/2021 Page No : 8 US 74 / US 421 AND US 74 / NC 133 WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY :JENNIFER LEIKEN TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON Count Number: SITE 2 County: NEW HANOVER Division: 03 Location: US 74 / US 421 / NC 133 AND SR. 2190 POINT HARBOR RD. / SHERIFF FIRING RANGE RD. Location Type: 4 LEG Count Type: TURNING MOVEMENT NO CLASSIFICATION Count Start Date: 09-01-2021 Time: 7:00AM-9:00PM AND 4:00PM-6:00PM Video Time Used: 7:00AM- 9:00PM AND 4:00PM-6:00PM (09- 01) Total Volume: 11.050 Weather: SUNNY NO RAIN 1. School in Session: YES 2. Pedestrians Observed During Count: NO 3. Disabled Pedestrians Present: NO 4. Counted By: MICHAEL JOHNOSN 5. Data Processor: MICHAEL JOHNSON 6. Signal Inventory: N/A 7. Intersection Controlled By: STOP SIGN 8. Data Collection Method: Jamar DB-400 Electronic Count Board 9. Equipment Operating Properly: Yes 10. Area Lighting: NO 11. Construction Present: NO 12. Traffic Problems Observed: NO LOCATION OF COUNT SITE: SITE 2 North US 74 / US 421 / NC 133 SR 2190 POINT HARBBOR RD.US 74 / US 421 / NC 133SHERIFF FIRING RANGR DR. Southbound Approach: Looking Back Southbound: Southbound Approach: Stop Sign Within 300’: NO Traffic Signal Within 300’: NO Railroad Within 300’: NO If Yes Distance: Westbound Approach: Looking Back Westbound: Westbound Approach: Stop Sign Within 300’: YES Traffic Signal Within 300’: NO Railroad Within 300’: NO If Yes Distance: Northbound Approach: Looking Back Northbound: Northbound Approach: Stop Sign Within 300’: NO Traffic Signal Within 300’: NO Railroad Within 300’: NO If Yes Distance: Eastbound Approach: Looking Back Eastbound: Eastbound Approach: Stop Sign Within 300’: NO Traffic Signal Within 300’: NO Railroad Within 300’: NO If Yes Distance: File Name : SITE 2 Site Code : SITE 2 Start Date : 9/1/2021 Page No : 1 US 74 / US 421 AND POINT HARBOR RD. WILMINGTON NEW HANOVER CO. WEATHER: SUNNY COUNTED BY: MICHAEL JOHNOSN Groups Printed- ALL VEHICLES US 74 / US 421 / NC 133 SOUTHBOUND SR 2190 POINT HARBBOR RD. WESTBOUND US 74 / US 421 / NC 133 NORTHBOUND SHERIFF FIRING RANGR DR. EASTBOUND Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 0 346 0 0 346 0 0 1 0 1 0 446 4 0 450 0 0 0 0 0 797 07:15 AM 0 240 0 0 240 0 0 0 0 0 0 419 2 0 421 0 0 0 0 0 661 07:30 AM 1 315 0 0 316 0 0 0 0 0 0 449 3 0 452 0 0 0 0 0 768 07:45 AM 0 302 0 0 302 0 0 1 0 1 0 447 1 0 448 0 0 0 0 0 751 Total 1 1203 0 0 1204 0 0 2 0 2 0 1761 10 0 1771 0 0 0 0 0 2977 08:00 AM 0 304 1 0 305 0 0 0 0 0 0 343 1 0 344 0 0 0 0 0 649 08:15 AM 0 259 1 0 260 2 0 0 0 2 0 313 2 0 315 0 0 0 0 0 577 08:30 AM 0 285 0 0 285 0 0 0 0 0 0 360 1 0 361 0 0 0 0 0 646 08:45 AM 0 235 0 0 235 0 0 1 0 1 0 290 3 0 293 0 0 0 0 0 529 Total 0 1083 2 0 1085 2 0 1 0 3 0 1306 7 0 1313 0 0 0 0 0 2401 *** BREAK *** 04:00 PM 0 385 0 0 385 1 0 0 0 1 0 291 0 0 291 0 0 0 0 0 677 04:15 PM 0 373 0 0 373 0 0 0 0 0 0 361 1 0 362 0 0 0 0 0 735 04:30 PM 1 370 0 0 371 1 0 0 0 1 1 330 1 0 332 2 0 0 0 2 706 04:45 PM 0 381 1 0 382 0 0 0 0 0 0 334 0 0 334 0 0 1 0 1 717 Total 1 1509 1 0 1511 2 0 0 0 2 1 1316 2 0 1319 2 0 1 0 3 2835 05:00 PM 0 401 0 0 401 0 0 0 0 0 0 351 1 0 352 5 0 1 0 6 759 05:15 PM 0 426 1 0 427 0 0 0 0 0 0 340 0 0 340 0 0 4 0 4 771 05:30 PM 0 321 1 0 322 1 0 0 0 1 0 355 0 0 355 0 0 0 0 0 678 05:45 PM 0 306 1 0 307 0 0 0 0 0 1 319 1 0 321 0 0 1 0 1 629 Total 0 1454 3 0 1457 1 0 0 0 1 1 1365 2 0 1368 5 0 6 0 11 2837 Grand Total 2 5249 6 0 5257 5 0 3 0 8 2 5748 21 0 5771 7 0 7 0 14 11050 Apprch %0 99.8 0.1 0 62.5 0 37.5 0 0 99.6 0.4 0 50 0 50 0 Total %0 47.5 0.1 0 47.6 0 0 0 0 0.1 0 52 0.2 0 52.2 0.1 0 0.1 0 0.1 TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 2 Site Code : SITE 2 Start Date : 9/1/2021 Page No : 2 US 74 / US 421 / NC 133 SHERIFF FIRING RANGR DR. SR 2190 POINT HARBBOR RD. US 74 / US 421 / NC 133 Right 6 Thru 5249 Left 2 Peds 0 InOut Total 5758 5257 11015 Right3 Thru0 Left5 Peds0 OutTotalIn23 8 31 Left 2 Thru 5748 Right 21 Peds 0 Out TotalIn 5261 5771 11032 Left7 Thru0 Right7 Peds0 TotalOutIn8 14 22 9/1/2021 07:00 AM 9/1/2021 05:45 PM ALL VEHICLES North TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 2 Site Code : SITE 2 Start Date : 9/1/2021 Page No : 3 US 74 / US 421 / NC 133 SOUTHBOUND SR 2190 POINT HARBBOR RD. WESTBOUND US 74 / US 421 / NC 133 NORTHBOUND SHERIFF FIRING RANGR DR. EASTBOUND Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 346 0 0 346 0 0 1 0 1 0 446 4 0 450 0 0 0 0 0 797 07:15 AM 0 240 0 0 240 0 0 0 0 0 0 419 2 0 421 0 0 0 0 0 661 07:30 AM 1 315 0 0 316 0 0 0 0 0 0 449 3 0 452 0 0 0 0 0 768 07:45 AM 0 302 0 0 302 0 0 1 0 1 0 447 1 0 448 0 0 0 0 0 751 Total Volume 1 1203 0 0 1204 0 0 2 0 2 0 1761 10 0 1771 0 0 0 0 0 2977 % App. Total 0.1 99.9 0 0 0 0 100 0 0 99.4 0.6 0 0 0 0 0 PHF .250 .869 .000 .000 .870 .000 .000 .500 .000 .500 .000 .981 .625 .000 .980 .000 .000 .000 .000 .000 .934 US 74 / US 421 / NC 133 SHERIFF FIRING RANGR DR. SR 2190 POINT HARBBOR RD. US 74 / US 421 / NC 133 Right 0 Thru 1203 Left 1 Peds 0 InOut Total 1763 1204 2967 Right2 Thru0 Left0 Peds0 OutTotalIn11 2 13 Left 0 Thru 1761 Right 10 Peds 0 Out TotalIn 1203 1771 2974 Left0 Thru0 Right0 Peds0 TotalOutIn0 0 0 Peak Hour Begins at 07:00 AM ALL VEHICLES Peak Hour Data North TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 2 Site Code : SITE 2 Start Date : 9/1/2021 Page No : 4 US 74 / US 421 / NC 133 SOUTHBOUND SR 2190 POINT HARBBOR RD. WESTBOUND US 74 / US 421 / NC 133 NORTHBOUND SHERIFF FIRING RANGR DR. EASTBOUND Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 1 370 0 0 371 1 0 0 0 1 1 330 1 0 332 2 0 0 0 2 706 04:45 PM 0 381 1 0 382 0 0 0 0 0 0 334 0 0 334 0 0 1 0 1 717 05:00 PM 0 401 0 0 401 0 0 0 0 0 0 351 1 0 352 5 0 1 0 6 759 05:15 PM 0 426 1 0 427 0 0 0 0 0 0 340 0 0 340 0 0 4 0 4 771 Total Volume 1 1578 2 0 1581 1 0 0 0 1 1 1355 2 0 1358 7 0 6 0 13 2953 % App. Total 0.1 99.8 0.1 0 100 0 0 0 0.1 99.8 0.1 0 53.8 0 46.2 0 PHF .250 .926 .500 .000 .926 .250 .000 .000 .000 .250 .250 .965 .500 .000 .964 .350 .000 .375 .000 .542 .958 US 74 / US 421 / NC 133 SHERIFF FIRING RANGR DR. SR 2190 POINT HARBBOR RD. US 74 / US 421 / NC 133 Right 2 Thru 1578 Left 1 Peds 0 InOut Total 1362 1581 2943 Right0 Thru0 Left1 Peds0 OutTotalIn3 1 4 Left 1 Thru 1355 Right 2 Peds 0 Out TotalIn 1585 1358 2943 Left7 Thru0 Right6 Peds0 TotalOutIn3 13 16 Peak Hour Begins at 04:30 PM ALL VEHICLES Peak Hour Data North TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 2 Site Code : SITE 2 Start Date : 9/1/2021 Page No : 5 SOUTHBOUND: US 74 / US 421 / NC 133 TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 2 Site Code : SITE 2 Start Date : 9/1/2021 Page No : 6 WESTBOUND: SR 2190 POINT HARBOR RD. TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 2 Site Code : SITE 2 Start Date : 9/1/2021 Page No : 7 NORTHBOUND: US 74 / US 421 / NC 133 TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 2 Site Code : SITE 2 Start Date : 9/1/2021 Page No : 8 EASTBOUND: SHERIFF FIRING RANGE DR. TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON File Name : SITE 2 Site Code : SITE 2 Start Date : 9/1/2021 Page No : 9 TRUE DIRECTION TRAFFIC SERVICES, INC. 236-1 GRANDVIEW DR. SNEADS FERRY NC 28460 TRUEDIRECTIONTRAFFIC@GMAIL.COM 919-749-3979 MICHAEL JOHNSON 10/12/21 210260 Battleship Point 35 Supporting Documentation Opposing Lefts Opposing Rights AM 00 AM 735 90 PM 00 PM 1031 196 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 US 74 AT NHC SHERIFF FIRING RANGE DRIVE Opposing Lefts Opposing Rights AM 00 AM 1089 144 PM 00 PM 994 279 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 US 74 AT POINT HARBOR DRIVE Project Name: Organization: Project Location: Performed By: Scenario Description:Date: Analysis Year: Checked By: Analysis Period:Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 0 Retail 820 39 Th.Sq.Ft. 171 106 65 Restaurant 931 5 Th.Sq.Ft. 20 16 4 Cinema/Entertainment 0 Residential 222 1,283 Dwelling units 372 89 283 Hotel 310 125 Rooms 57 34 23 All Other Land Uses2 925 6 Th.Sq.Ft. 0 620 245 375 Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office 1.10 0% 0% 1.10 0% 0% Retail 1.10 0% 0% 1.10 0% 0% Restaurant 1.10 0% 0% 1.10 0% 0% Cinema/Entertainment 1.10 0% 0% 1.10 0% 0% Residential 1.10 0% 0% 1.10 0% 0% Hotel 1.10 0% 0% 1.10 0% 0% All Other Land Uses2 1.10 0% 0% 1.10 0% 0% Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 9 2 0 Restaurant 0 1 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 0 3 4 0 Hotel 0 4 1 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 682 270 412 Office N/A N/A Internal Capture Percentage 7% 9% 6% Retail 7% 15% Restaurant 78% 25% External Vehicle-Trips5 576 224 352 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 2% 2% External Non-Motorized Trips6 0 0 0 Hotel 0% 20% NCHRP 684 Internal Trip Capture Estimation Tool Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) 0 0 Cinema/Entertainment Development Data (For Information Only) 0 0 0 Estimated Vehicle-Trips3Land Use Battleship Point Table 2-A: Mode Split and Vehicle Occupancy Estimates Table 4-A: Internal Person-Trip Origin-Destination Matrix* Destination (To)Origin (From) Origin (From)Destination (To) Cinema/Entertainment Land Use Entering Trips Exiting Trips Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A. 1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 6Person-Trips *Indicates computation that has been rounded to the nearest whole number. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual). 4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete. New Hannover County, NC AM Street Peak Hour DAVENPORT JP Hainline 9/8/2021 Project Name: Analysis Period: Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.10 0 0 1.10 0 0 Retail 1.10 106 117 1.10 65 72 Restaurant 1.10 16 18 1.10 4 4 Cinema/Entertainment 1.10 0 0 1.10 0 0 Residential 1.10 89 98 1.10 283 311 Hotel 1.10 34 37 1.10 23 25 Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 21 9 10 0 Restaurant 1 1 0 0 Cinema/Entertainment 0 0 0 0 0 Residential 6 3 62 0 Hotel 19 4 2 0 Office Retail Restaurant Residential Hotel Office 37 4 0 0 Retail 0 9 2 0 Restaurant 0 9 5 1 Cinema/Entertainment 0 0 0 0 0 Residential 0 20 4 0 Hotel 0 5 1 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 8 109 117 99 0 0 Restaurant 14 4 18 4 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 2 96 98 87 0 0 Hotel 0 37 37 34 0 0 All Other Land Uses3 00 0 0 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 11 61 72 55 0 0 Restaurant 1 3 4 3 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 7 304 311 276 0 0 Hotel 5 20 25 18 0 0 All Other Land Uses3 00 0 0 0 0 0 *Indicates computation that has been rounded to the nearest whole number. 0 0 0 0 0 Destination (To) Cinema/Entertainment 0 3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator Destination Land Use Table 9-A (O): Internal and External Trips Summary (Exiting Trips) Origin Land Use Person-Trip Estimates External Trips by Mode* External Trips by Mode* 1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips Person-Trip Estimates Battleship Point AM Street Peak Hour Table 9-A (D): Internal and External Trips Summary (Entering Trips) Table 8-A (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From)Destination (To) Cinema/Entertainment Table 7-A: Conversion of Vehicle-Trip Ends to Person-Trip Ends Table 7-A (O): Exiting Trips 0 0 0 Table 8-A (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From) Land Use Table 7-A (D): Entering Trips Project Name: Organization: Project Location: Performed By: Scenario Description:Date: Analysis Year: Checked By: Analysis Period:Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 0 Retail 820 39 Th.Sq.Ft. 271 130 141 Restaurant 931 5 Th.Sq.Ft. 37 22 15 Cinema/Entertainment 0 Residential 222 1,283 Dwelling units 445 271 174 Hotel 310 125 Rooms 68 35 33 All Other Land Uses2 925 6 Th.Sq.Ft. 68 45 23 889 503 386 Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office 1.10 0% 0% 1.10 0% 0% Retail 1.10 0% 0% 1.10 0% 0% Restaurant 1.10 0% 0% 1.10 0% 0% Cinema/Entertainment 1.10 0% 0% 1.10 0% 0% Residential 1.10 0% 0% 1.10 0% 0% Hotel 1.10 0% 0% 1.10 0% 0% All Other Land Uses2 1.10 0% 0% 1.10 0% 0% Office Retail Restaurant Residential Hotel Office 4000 4000 4000 Retail 4000 Restaurant 4000 Cinema/Entertainment 4000 Residential 4000 4000 Hotel 4000 Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 0 7 4 7 Restaurant 0 7 0 1 Cinema/Entertainment 0 0 0 0 0 Residential 0 1 0 5 Hotel 0 3 1 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 978 554 424 Office N/A N/A Internal Capture Percentage 7% 6% 8% Retail 8% 12% Restaurant 33% 47% External Vehicle-Trips5 824 471 353 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 1% 3% External Non-Motorized Trips6 0 0 0 Hotel 33% 11% *Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 9/8/2021 PM Street Peak Hour Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only)Estimated Vehicle-Trips3 Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips NCHRP 684 Internal Trip Capture Estimation Tool Battleship Point DAVENPORT New Hannover County, NC JP Hainline Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Origin (From)Destination (To) Cinema/Entertainment Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From)Destination (To) Cinema/Entertainment 0 0 0 0 0 Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be 6Person-Trips 1Land Use Codes (LUCs) from Trip Generation Manual, published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual). 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P. Project Name: Analysis Period: Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.10 0 0 1.10 0 0 Retail 1.10 130 143 1.10 141 155 Restaurant 1.10 22 24 1.10 15 17 Cinema/Entertainment 1.10 0 0 1.10 0 0 Residential 1.10 271 298 1.10 174 191 Hotel 1.10 35 39 1.10 33 36 Office Retail Restaurant Residential Hotel Office 0 0 0 0 Retail 3 45 4 8 Restaurant 1 7 0 1 Cinema/Entertainment 0 0 0 0 0 Residential 8 8 4 6 Hotel 0 6 24 0 Office Retail Restaurant Residential Hotel Office 1 0 12 0 Retail 0 7 137 7 Restaurant 0 72 48 28 Cinema/Entertainment 0 6 1 12 0 Residential 0 1 0 5 Hotel 0 3 1 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 11 132 143 120 0 0 Restaurant 8 16 24 15 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 4 294 298 267 0 0 Hotel 13 26 39 24 0 0 All Other Land Uses3 05050 45 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0 Retail 18 137 155 125 0 0 Restaurant 8 9 17 8 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 6 185 191 168 0 0 Hotel 4 32 36 29 0 0 All Other Land Uses3 02525 23 0 0 *Indicates computation that has been rounded to the nearest whole number. Battleship Point PM Street Peak Hour Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends Land Use Table 7-P (D): Entering Trips Table 7-P (O): Exiting Trips Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From)Destination (To) Destination (To) Cinema/Entertainment Cinema/Entertainment 0 6 1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 0 0 Table 9-P (D): Internal and External Trips Summary (Entering Trips) Destination Land Use 3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator Table 9-P (O): Internal and External Trips Summary (Exiting Trips) Origin Land Use Person-Trip Estimates External Trips by Mode* Person-Trip Estimates External Trips by Mode* 0 Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From) 0 0 1 0 0