Traffic Impact Study. Residences at Bancroft Block 14, Lot 2 Borough of Haddonfield, Camden County, New Jersey

Traffic Impact Study Residences at Bancroft Block 14, Lot 2 April 30, 2018 REVISED: JANUARY 17, 2019 Prepared For 2 Hopkins Lane, LLC 2701 Renaissance Boulevard King of Prussia, PA 19406 Prepared By Maser Consulting P.A. 2000 Midlantic Drive, Suite 100 Mt. Laurel, NJ 08054 856.797.0412 Jeffrey M. Fiore, P.E. N.J.P.E. License No. 46428 Nicholas D. Aiello, P.E., PTOE, PTP N.J.P.E. License No. 51870 MC Project No. 15001860B

TABLE OF CONTENTS Residences at Bancroft MC Project No.: 15001860B Table of Contents I. INTRODUCTION... 1 II. EXISTING ROADWAY CONDITIONS... 2 III. EXISTING TRAFFIC CONDITIONS... 3 IV. TRIP GENERATION & DISTRIBUTION... 4 V. FUTURE TRAFFIC CONDITIONS... 6 VI. HCM CAPACITY ANALYSIS... 8 VII. GAP ANALYSIS... 12 VIII. PARKING ASSESSMENT... 13 IX. SUMMARY AND CONCLUSIONS... 14 TABLES Table 1 Data Collection Efforts and Established Peak Hours... 3 Table 2 Site Generated Trips... 4 Table 3 HCM: Unsignalized LOS/Delay Criteria... 8 Table 4 Level of Service Summary... 9 Table 5 Kings Highway (Route 41) & Hopkins Lane Intersection Volume Comparison... 10 Table 6 Kings Highway (Route 41) & Hopkins Lane Queue Lengths... 10 Table 7 Gap Analysis... 12 Table 8 RSIS Parking Calculations... 13 APPENDICES Appendix A... Traffic Figures Appendix B... Existing Data Appendix C... Trip Generation Appendix D... Capacity Analysis Appendix E... Gap Analysis

Residences at Bancroft MC Project No.: 15001860B Page 1 of 15 I. INTRODUCTION This Traffic Impact Study has been prepared in association with a proposal to develop a residential subdivision within the. The Project Site has frontage along Hopkins Lane to the west. The Project Site is bound by Kings Highway (Route 41) to the south and wooded areas to the north and east. The Project Site is designated as Block 14, Lot 2 and is located within the Bancroft Site Redevelopment Plan Area. A site location map is included as Figure 1 in Appendix A. The site is currently developed with the existing Bancroft School. The Applicant proposes to raze the existing buildings and develop a residential development consisting of 80 townhomes and 10 affordable units. Site access is proposed via four (4) full-movement driveways along Hopkins Lane. The proposed Site Plan is provided as Figure 2 in Appendix A. This study presents an evaluation of the current and future traffic conditions in the vicinity of the site. Specific elements included in this study are: An inventory of the roadway facilities in the vicinity of the project, including the existing physical and traffic operating characteristics; Determination of the Existing Conditions; Site Generated Trips described in the ITE Trip Generation Manual, 10 th Edition; Trip Distribution and Assignment; Forecast of 2020 No-Build Traffic Volumes; Forecast of the 2020 Build Traffic Volumes; Peak Hour Capacity Analysis for the 2020 No-Build and Build Conditions; Parking Assessment; and Summary and Conclusions.

II. EXISTING ROADWAY CONDITIONS Residences at Bancroft MC Project No.: 15001860B Page 2 of 15 A field investigation was conducted adjacent to the project site to obtain an inventory of existing roadway conditions, posted traffic controls, adjacent land uses, lane configurations, and existing vehicular/pedestrian traffic patterns. Roadways Hopkins Lane is a northwest-southeast oriented local roadway under the jurisdiction of the Borough of Haddonfield. However, for the purposes of this study, Hopkins Lane will be referenced as north-south. The roadway provides one travel lane in each direction. The posted speed limit is 25 MPH. Kings Highway (Route 41) is a northeast-southwest oriented urban minor arterial under the jurisdiction of Camden County. However, for the purposes of this study, Kings Highway (Route 41) will be referenced as east-west. Within the project vicinity, the roadway provides one travel lane in each direction. Shoulders with on-street parking, where permitted, are provided on both sides of the roadway. The posted speed limit is 25 MPH. Intersections Kings Highway (Route 41) and Hopkins Lane is an unsignalized T-intersection with stop control on the Hopkins Lane southbound approach. Kings Highway (Route 41) represents the eastbound and westbound approaches. Hopkins Lane represents the southbound approach. The eastbound approach provides a shared left-turn/through lane. The westbound approach provides a shared through/right-turn lane. The southbound approach provides a shared left-turn/right-turn approach. Mass Transit New Jersey Transit Bus Routes 455 and 457 have a bus stop along Kings Highway (Route 41) in the vicinity of Hopkins Lane.

Residences at Bancroft MC Project No.: 15001860B Page 3 of 15 III. EXISTING TRAFFIC CONDITIONS Traffic data was collected within the study area to gain an understanding of the existing roadway conditions and operations. The following subsections summarize the data collection efforts. MioVision Video Camera Installations MioVision traffic video cameras were installed and collected intersection turning movement count data on Wednesday, February 23, 2016 from 7:00 AM to 9:00 AM and from 2:00 PM to 6:00 PM. MioVision traffic video cameras were installed at the following intersection: Kings Highway (Route 41) and Hopkins Lane. The data collection occurred while local schools were on a normal schedule and not on any major holidays. The data collection efforts and the network peak hours are detailed in Table 1. The processed manual count data is provided in Appendix B. Table 1 Data Collection Efforts and Established Peak Hours Traffic Count Established Peak Period Date Collected Time Frame Peak Hour Morning (AM) Peak Period 7:00 AM 9:00 AM 7:45 AM 8:45 AM Wednesday, February 23, 2016 Evening (PM) Peak Period 2:00 PM 6:00 PM 4:45 PM 5:45 PM Existing Traffic Conditions A Volume Flow Diagram illustrating the 2016 Existing Traffic Volumes is provided as Figure 3 in Appendix A.

Residences at Bancroft MC Project No.: 15001860B Page 4 of 15 IV. TRIP GENERATION & DISTRIBUTION Trip Generation The peak hour trips generated by the proposed development were estimated based upon the Institute of Transportation Engineers (ITE), Trip Generation Manual, 10 th Edition. ITE Land Use Code 220 Multifamily Housing (Low-Rise) was used to estimate the site generated trips for the proposed development. The site generated trip estimates are detailed in Table 2. The comprehensive trip generation worksheets are provided in Appendix C. ITE Land Use Code 220 Multifamily Housing (Low-Rise) Table 2 Site Generated Trips AM Peak Hour PM Peak Hour Size Enter Exit Total Enter Exit Total 90 Units 10 33 43 34 20 54 Based upon state and national standards, a proposed site generating less than 100 peak hour trips is not considered significant. The New Jersey State Highway Access Code defines a study area location as an: Access point location or those other locations on the State highway system exceeding both 100 new half-trips during the critical peak hour(s) and 10 percent of the anticipated daily site traffic which are analyzed in a traffic study. The ITE elaborates further within Section 1.3 of the Manual on Transportation Engineering Studies by stating: 100 vehicles per hour are of a magnitude that can change the LOS of an existing intersection approach. However, to perform a conservative study, a capacity analysis was performed at the proposed site driveways and at the intersection of Kings Highway (Route 41) and Hopkins Lane. Trip Distribution Trip distribution methodology is developed based on a variety of factors. These factors include the existing travel patterns within the adjacent roadway network, adjacent land uses, proposed land use, development locations, driveway locations and the proximity of major arterials within the project vicinity. The following trip distribution patterns were established upon a review of the existing roadway volumes and proximity of major arterials: To/from Kings Highway (Route 41) (West of Site) 40%; To/from Kings Highway (Route 41) (East of Site) 40%; and To/from Hopkins Lane (North of Site) 20%.

Residences at Bancroft MC Project No.: 15001860B Page 5 of 15 Driveway Assignment The driveway assignment of the site generated trips was established based upon the internal layout of the site and location of driveways. The trip distribution work sheet is provided as Figure 4 in Appendix A. The site generated trips distributed into the roadway network are provided as Figure 5 in Appendix A.

V. FUTURE TRAFFIC CONDITIONS 2020 No-Build Traffic Volumes Residences at Bancroft MC Project No.: 15001860B Page 6 of 15 An estimation of the traffic operational characteristics at the build date, without the construction of the project (or No-Build condition) is made to determine the traffic impact of the development. The existing volumes are forecasted to the build year of 2020. Adjacent Developments The Haddonfield Borough Planning Department was contacted to determine if any developments in the vicinity would increase adjacent street traffic volumes. Based upon this discussion, there are no planned or approved developments in the immediate area that would increase adjacent street traffic volumes. Background Growth A general background growth rate was applied to the transient traffic volumes along Kings Highway (Route 41) and Hopkins Lane to account for general increases in traffic due to regional population and employment growth by the build year. The 2020 No-Build traffic volumes were forecasted by applying a background growth rate from the NJDOT Annual Background Growth Rate Table. The background growth rate is 1.00% for urban local roadways and urban minor arterials in Camden County. A Volume Flow Diagram illustrating the 2020 No-Build traffic volumes is provided as Figure 6 in Appendix A. 2020 Build Traffic Volumes Bancroft School The 2020 Build traffic volumes include the traffic volumes from the existing Bancroft School. The Bancroft School will be razed and the traffic associated with the site will no longer be in the study area in the 2020 Build condition. However, the capacity analysis conducted does not include the removal of these trips. Therefore, the 2020 Build capacity analysis is considered conservative. The site generated trips were added to the 2020 No-Build traffic volumes to simulate the 2020 Build traffic conditions. A Volume Flow Diagram illustrating the 2020 Build traffic volumes is provided as Figure 7 in Appendix A.

Proposed Improvements Residences at Bancroft MC Project No.: 15001860B Page 7 of 15 In association with the proposed development, improvements are proposed at the intersection of Kings Highway (Route 41) & Hopkins Lane. Proposed improvements include minor widening and restriping of Kings Highway (Route 41) to provide a 75 long Eastbound dedicated left-turn lane and a 75 long Westbound dedicated right-turn lane at Hopkins Lane. The improvements will provide dedicated capacity for vehicles to turn onto Hopkins Lane from Kings Highway (Route 41) outside of the thoroughfare traffic lanes. The Roadway Improvement Plan is provided as Figure 8 in Appendix A.

Residences at Bancroft MC Project No.: 15001860B Page 8 of 15 VI. HCM CAPACITY ANALYSIS The peak hour traffic operations within the project vicinity were evaluated at the study intersections. The analyses were performed using the latest version of Synchro Trafficware; a traffic analysis and simulation program. The results of these analyses provide Levels of Service (LOS), volume/capacity descriptions and average seconds of delay for the intersection movements. The efficiency with which an intersection operates is a function of volume and capacity. The capacity of an intersection is the volume of vehicles it can accommodate during a given time period. LOS is a qualitative measure describing operational conditions within a traffic stream in terms of traffic characteristics such as freedom to maneuver, traffic interruption, comfort and convenience. Six LOS are defined for each type of facility with analysis procedures available. Levels of Service range from "A" through "F", with "A" representing excellent conditions with no delays and failure and deficient operations denoted by Level "F". The HCM LOS criteria for unsignalized intersections are summarized in Table 3. Table 3 HCM: Unsignalized LOS/Delay Criteria Level of Service Average Control Delay (sec/veh) A < 10 B > 10 15 C > 15 25 D > 25 35 E > 35 50 F > 50 The levels of service for the 2020 No-Build and 2020 Build conditions are detailed in Table 4.

Residences at Bancroft MC Project No.: 15001860B Page 9 of 15 Table 4 Level of Service Summary 2020 No-Build 2020 Build Intersection Lane Group AM Peak PM Peak AM Peak PM Peak LOS Delay LOS Delay LOS Delay LOS Delay Kings Highway (Route 41) EB L A 8.8 A 8.8 A 8.8 A 8.9 (EB/WB) & Hopkins Lane (SB)* SB LR F 74.3 C 21.1 F 71.7 C 22.0 Alley D (WB) & Hopkins Lane WB LR - - - - B 11.5 A 9.4 (NB/SB) SB L - - - - A 7.6 A 7.4 Road B (WB) & Hopkins Lane WB LR - - - - B 11.3 A 9.6 (NB/SB) SB L - - - - A 7.6 A 7.5 Road A (WB) & Hopkins Lane WB LR - - - - B 12.6 B 10.0 (NB/SB) SB L - - - - A 7.6 A 7.5 Alley C (WB) & Hopkins Lane WB LR - - - - B 11.4 A 9.8 (NB/SB) SB L - - - - A 7.6 A 7.5 *Improvements are proposed at the intersection of Kings Highway (Route 41) & Hopkins Lane. Proposed improvements include minor widening and restriping of Kings Highway (Route 41) to provide a 75 long Eastbound dedicated left-turn lane and a 75 long Westbound dedicated right-turn lane at Hopkins Lane. All capacity analysis calculation worksheets provided in Appendix C. The following subsections summarize the findings for each study intersection. Kings Highway (Route 41) & Hopkins Lane 2020 No-Build Analysis Under the No-Build conditions, the Kings Highway (Route 41) eastbound left-turn movement will operate at a LOS A during both peak hours studied. The Hopkins Lane southbound approach will operate at an LOS F and C during the AM and PM peak hours, respectively. 2020 Build Analysis In association with the proposed development, improvements are proposed at the intersection of Kings Highway (Route 41) & Hopkins Lane. Proposed improvements include minor widening and restriping of Kings Highway (Route 41) to provide a 75 long Eastbound dedicated left-turn lane and a 75 long Westbound dedicated right-turn lane at Hopkins Lane. The improvements will provide dedicated capacity for vehicles to turn onto Hopkins Lane from Kings Highway (Route 41) outside of the thoroughfare traffic lanes. Volume Comparison Under the Build conditions, all movements at the intersection of Kings Highway (Route 41) and Hopkins Lane will operate at or near No-Build levels of service. A volume comparison displaying the percentage increase in volume at the intersection of Kings Highway (Route 41) and Hopkins Lane is shown in Table 5.

Residences at Bancroft MC Project No.: 15001860B Page 10 of 15 Table 5 Kings Highway (Route 41) & Hopkins Lane Intersection Volume Comparison Peak Hour 2020 No-Build Volumes Site Generated Trips Percent Increase AM Peak 1,443 34 2.4% PM Peak 1,121 44 3.9% As shown, the site generated trips account for less than 3% and 4% of the trips at the intersection during the AM and PM peak hours, respectively. 95 th Percentile Queue Length Comparison The 95 th percentile peak hour queue lengths at the intersection of Kings Highway (Route 41) and Hopkins Lane is provided in the below table for the No-Build and Build Conditions. Table 6 Kings Highway (Route 41) & Hopkins Lane Queue Lengths Lane 2020 No-Build Conditions 2020 Build Conditions Proposed Turn Bay AM Peak PM Peak AM Peak PM Peak Storage Length Kings Highway (Route 41) EBL < 1 veh. < 1 veh. < 1 veh. < 1 veh. 75 (3 veh.) Kings Highway (Route 41) WBR < 1 veh. < 1 veh. < 1 veh. < 1 veh. 75 (3 veh.) Hopkins Lane SBLR 11 veh. 1.7 veh. 11.5 veh. 2 veh. - As detailed above, the proposed 75 long left-turn and right-turn lanes on Kings Highway (Route 41) exceed the 95 th percentile queue lengths in the Build condition during the AM and PM peak hours. Hopkins Lane & Alley D 2020 Build Analysis Under the Build conditions, all movements at the intersection of Hopkins Lane and Alley D will operate at an LOS B or better during both peak hours studied. The Proposed Site Driveway westbound approach 95 th percentile queue length will be one vehicle or less during both peak hours studied, which can be accommodated within the internal layout of the Project Site. Hopkins Lane & Road B 2020 Build Analysis Under the Build conditions, all movements at the intersection of Hopkins Lane and Road B will operate at an LOS B or better during both peak hours studied. The Proposed Site Driveway westbound approach 95 th percentile queue length will be one vehicle or less during both peak hours studied, which can be accommodated within the internal layout of the Project Site.

Hopkins Lane & Road A Residences at Bancroft MC Project No.: 15001860B Page 11 of 15 2020 Build Analysis Under the Build conditions, all movements at the intersection of Hopkins Lane and Road A will operate at an LOS B or better during both peak hours studied. The westbound Proposed Site Driveway approach 95 th percentile queue length will be one vehicle or less during both peak hours studied, which can be accommodated within the internal layout of the Project Site. Hopkins Lane & Alley C 2020 Build Analysis Under the Build conditions, all movements at the intersection of Hopkins Lane and Alley C will operate at an LOS B or better during both peak hours studied. The westbound Proposed Site Driveway approach 95 th percentile queue length will be one vehicle or less during both peak hours studied, which can be accommodated within the internal layout of the Project Site.

Residences at Bancroft MC Project No.: 15001860B Page 12 of 15 VII. GAP ANALYSIS A gap analysis was conducted along Kings Highway (Route 41) at Hopkins Lane. Gap counts were conducted on January 3, 2019 from 7:00AM to 9:00AM and 2:00PM to 6:00PM along Kings Highway (Route 41) at Hopkins Lane. The following table details the number of acceptable gaps along Kings Highway (Route 41) for Hopkins Lane SB left-turns and right-turns and compares them to the build traffic volumes during the morning and evening peak hours. Time Period Weekday Morning Weekday Evening Turning Movement Table 7 Gap Analysis Acceptable Gaps Build Traffic Volume Difference Acceptable Gaps exceed Traffic Volumes Hopkins Lane SB Left 295 102 +193 YES Hopkins Lane SB Right 490 259 +231 YES Hopkins Lane SB Left 225 58 +167 YES Hopkins Lane SB Right 474 85 +389 YES The number of acceptable gaps along Kings Highway (Route 41) significantly exceeds the number of build traffic volumes making a left-turn and right-turn from Hopkins Lane SB onto Kings Highway (Route 41). The gap analysis calculations are provided in Appendix E.

Residences at Bancroft MC Project No.: 15001860B Page 13 of 15 VIII. PARKING ASSESSMENT The New Jersey Residential Site Improvement Standards ( RSIS ) were used to assess the required number of off-street parking stalls for residential uses. The Residential Site Improvement Standards establish Statewide parking requirements for residential uses based on dwelling type. Table 8 below summarizes the off-street municipal parking requirement based upon RSIS. Dwelling Type Table 8 RSIS Parking Calculations RSIS Parking Requirement Number of Units Parking Requirement 2 Bedroom Affordable 2.3 parking spaces per unit 8 19 parking spaces 3 Bedroom Affordable 2.4 parking spaces per unit 2 5 parking spaces The proposed parking supply of 344 parking spaces exceeds the RSIS standards. Proposed Parking Supply 24 parking spaces 3 Bedroom Townhouse 2.4 parking spaces per unit 80 192 parking spaces 320 parking spaces Total 90 216 parking spaces 344 parking spaces

Residences at Bancroft MC Project No.: 15001860B Page 14 of 15 IX. SUMMARY AND CONCLUSIONS This Traffic Impact Study evaluated a proposed residential development in the Borough of Haddonfield, Camden County, New Jersey. The findings are summarized as follows: 1. The Applicant proposes to develop a residential subdivision consisting of 80 townhomes and 10 affordable units. 2. Access to the site is proposed via four (4) full-movement driveways along Hopkins Lane. 3. As the site is not anticipated to generate more than 100 trips, it is not considered a significant impact as per state and national standards. 4. The 2020 Build traffic volumes include the traffic volumes from the existing Bancroft School. The Bancroft School will be razed and the traffic associated with the site will no longer be in the study area. However, the analysis conducted does not include this reduction. Therefore, the analysis conducted is conservative. 5. Improvements are proposed at the intersection of Kings Highway (Route 41) & Hopkins Lane. Proposed improvements include minor widening and restriping of Kings Highway (Route 41) to provide a 75 long Eastbound dedicated left-turn lane and a 75 long Westbound dedicated right-turn lane at Hopkins Lane. Under the Build conditions, all movements at the intersection of Kings Highway (Route 41) & Hopkins Lane will operate at or near No-Build levels of service. The proposed 75 long left-turn and rightturn lanes on Kings Highway (Route 41) exceed the 95th percentile queue lengths in the Build condition during the AM and PM peak hours. The site generated trips account for less than 3% and 4% of the intersection volumes during the AM and PM peak hours, respectively. 6. The number of acceptable AM and PM peak hour gaps along Kings Highway (Route 41) significantly exceeds the number of build traffic volumes making a left-turn and rightturn from Hopkins Lane SB onto Kings Highway (Route 41). 7. Under the Build conditions, all movements at the intersection of Hopkins Lane and Alley D will operate at a LOS B or better during both peak hours studied. The Proposed Site Driveway westbound approach 95 th percentile queue length will be one vehicle or less during both peak hours studied, which can be accommodated within the internal layout of the Project Site. 8. Under the Build conditions, all movements at the intersection of Hopkins Lane and Road B will operate at a LOS B or better during both peak hours studied. The Proposed Site Driveway westbound approach 95 th percentile queue length will be one vehicle or less during both peak hours studied, which can be accommodated within the internal layout of the Project Site.

Residences at Bancroft MC Project No.: 15001860B Page 15 of 15 9. Under the Build conditions, all movements at the intersection of Hopkins Lane and Road A will operate at a LOS B or better during both peak hours studied. The Proposed Site Driveway westbound approach 95 th percentile queue length will be one vehicle or less during both peak hours studied, which can be accommodated within the internal layout of the Project Site. 10. Under the Build conditions, all movements at the intersection of Hopkins Lane and Alley C will operate at a LOS B or better during both peak hours studied. The Proposed Site Driveway westbound approach 95 th percentile queue length will be one vehicle or less during both peak hours studied, which can be accommodated within the internal layout of the Project Site. 11. The proposed parking supply of 344 parking spaces exceeds the RSIS requirement. R:\AllOffices\MtLaurel\Projects\2015\15001860B\Reports\Traffic\Docs\190117_kam_Bancroft_TIS.docx

Residences at Bancroft MC Project No.: 15002815A Appendix RESIDENCES AT BANCROFT TRAFFIC IMPACT STUDY APPENDIX A TRAFFIC FIGURES

PROJECT SITE BLOCK 14, LOT 2 15001860B RESIDENCES AT BANCROFT FIGURE 1 HADDONFIELD BOROUGH, CAMDEN COUNTY, NEW JERSEY SITE LOCATION MAP

FIGURE 2

Hopkins Lane 322 (122) Alley D 322 (122) 322 (122) 178 (98) 178 (98) 178 Road B Road A Alley C (74) (48) (98) 178 322 (122) (98) Kings Highway (Route 41) 236 (32) 75 (406) 563 86 103 (66) 324 (452) Kings Highway (Route 41) Residences at Bancroft Legend Figure 3 AM Peak: XXX Thru Movement: MC Project No. 15001860B PM Peak: (XXX) Turning Movement: 2016 Counted Volumes AM & PM Peak Hours

Hopkins Lane 70% 5% 10% 5% 15% Alley C 40% 40% 10% 70% 10% 70% 5% 5% 55% 15% 5% 5% 5% 15% 5% 5% 5% 5% 5% 5% Alley D 5% 5% 10% 10% Road B 5% 10% 5% 10% 5% 5% 10% 5% 5% 55% 55% Road A 15% 55% 15% 15% 5% 5% 5% 10% 10% 40% 40% 40% 40% Kings Highway (Route 41) 40% 40% Kings Highway (Route 41) Residences at Bancroft Legend Figure 4 AM Peak: XXX Thru Movement: MC Project No. 15001860B PM Peak: (XXX) Turning Movement: Trip Distribution AM & PM Peak Hours

Hopkins Lane Alley D 3 1 2 (1) 3 (2) 5 1 2 (1) 18 (11) Road A 23 0 Alley C 13 (8) (8) (25) 13 (3) 7 1 (14) (1) (7) (19) 3 6 (4) (2) (3) (3) 6 0 (5) (1) 2 0 1 (1) 2 (1) Road B (4) (2) (5) (3) 4 1 2 (1) 3 (2) 4 (14) Kings Highway (Route 41) (14) 4 Kings Highway (Route 41) PEAK HOUR ENTER EXIT TOTAL AM 10 33 43 PM 34 20 54 Residences at Bancroft Legend Figure 5 AM Peak: XXX Thru Movement: MC Project No. 15001860B PM Peak: (XXX) Turning Movement: Site Generated Trips AM & PM Peak Hours

Hopkins Lane Alley D (127) 335 (127) 335 (102) 185 (102) 185 Alley C (77) (50) (102) 185 335 (127) (102) 185 335 (127) Road B Road A Kings Highway (Route 41) 246 (33) 78 (422) 586 89 107 (69) 337 (470) Kings Highway (Route 41) BUILD-YEAR GROWTH RATE GROWTH RATE: 1.00% YEARS: GROWTH FACTOR: 4 1.041 Residences at Bancroft Legend Figure 6 AM Peak: XXX Thru Movement: MC Project No. 15001860B PM Peak: (XXX) Turning Movement: 2020 No-Build Volumes AM & PM Peak Hours

Hopkins Lane Alley D 338 1 337 2 (1) 3 (2) 340 1 2 (1) 18 (11) Road A Alley C (85) (58) (127) (3) 192 1 (141) (1) (109) (19) 188 6 (131) (2) (105) (3) 191 0 (132) (1) 0 1 (1) 2 (1) Road B (131) (2) (107) (3) 189 1 358 0 2 (1) 3 (2) Kings Highway (Route 41) 259 (47) 82 (422) 586 102 111 (83) 337 (470) Kings Highway (Route 41) Residences at Bancroft Legend Figure 7 AM Peak: XXX Thru Movement: MC Project No. 15001860B PM Peak: (XXX) Turning Movement: 2020 Build Volumes AM & PM Peak Hours

R Copyright 2019. Maser Consulting P.A. All Rights Reserved. This drawing and all the information contained herein is authorized for use only by the party for whom the services were contracted or to whom it is certified. This drawing may not be copied, reused, disclosed, distributed or relied upon for any other purpose without the express written consent of Maser Consulting, P.A. 24 18 12 6 15 ENGINEER - LICENSE NUMBER: GE33434 30 0 30 60 SCALE : 1" = 30' PROTECT YOURSELF 2015\15001860B\Transportation\Concept\R-PL01-CNPT.dwg\CNPT By: VJORGE ALL STATES REQUIRE NOTIFICATION OF EXCAVATORS, DESIGNERS, OR ANY PERSON PREPARING TO DISTURB THE EARTH'S SURFACE ANYWHERE IN ANY STATE............................ FOR STATE SPECIFIC DIRECT PHONE NUMBERS VISIT: WWW.CALL811.COM REV DATE DRAWN DESCRIPTION BY Customer Loyalty through Client Satisfaction w w w. m a s e r c o n s u l t i n g. c o m Engineers Planners Surveyors Landscape Architects Environmental Scientists Office Locations: Red Bank, NJ Mt. Laurel, NJ Newburgh, NY Clinton, NJ Sterling, VA Westchester, NY Hamilton, NJ Albuquerque, NM Bethlehem, PA Marmora, NJ Albany, NY Exton, PA Mt. Arlington, NJ Chestnut Ridge, NY Tampa, FL State of N.J. Certificate of Authorization: 24GA27986500 HAMILTON OFFICE 1000 Waterview Drive, Suite 201 Hamilton, NJ 08691 Phone: 609.587.8200 Fax: 609.587.8260 email: solutions@maserconsulting.com CONCEPT PLAN INTERSECTION IMPROVEMENTS KINGS HIGHWAY (C.R. 573) AND HOPKINS LANE HADDONFIELD BOROUGH, CAMDEN COUNTY, NEW JERSEY SCALE: DATE: DRAWN BY: CHECKED BY: DANIEL S. FRANK NEW JERSEY PROFESSIONAL 1"=30' 01/10/19 VEJ DSF PROJECT NUMBER: 15001860B SHEET NUMBER: 1 DRAWING NAME: R-PL01-CNPT OF FIGURE 8 3

Residences at Bancroft MC Project No.: 15002815A Appendix RESIDENCES AT BANCROFT TRAFFIC IMPACT STUDY APPENDIX B COUNT DATA

Maser Consulting 1000 Waterview Drive, Suite 201 Hamilton, New Jersey 08691 E/W: Kings Highway East N/S: Hopkins Lane Haddonfield Boro., Camden Co., NJ MC Job #: 15001860B File Name : VJ0223-1HNJ Site Code : Start Date : 2/23/2016 Page No : 1 Groups Printed- Cars - Heavy Vehicles East Kings Hwy From East East Kings Hwy From West Hopkins Ln From North Start Time Thru Right Peds App. Total Left Thru Peds App. Total Left Right Peds App. Total Int. Total 07:00 AM 49 16 0 65 12 98 0 110 9 13 0 22 197 07:15 AM 76 16 0 92 9 120 0 129 18 38 0 56 277 07:30 AM 77 24 0 101 14 109 0 123 15 82 0 97 321 07:45 AM 83 38 0 121 30 125 0 155 10 69 0 79 355 Total 285 94 0 379 65 452 0 517 52 202 0 254 1150 08:00 AM 76 27 0 103 15 150 0 165 19 46 0 65 333 08:15 AM 94 20 0 114 17 135 0 152 23 85 0 108 374 08:30 AM 71 18 0 89 13 153 0 166 34 36 0 70 325 08:45 AM 68 19 0 87 9 141 0 150 32 32 0 64 301 Total 309 84 0 393 54 579 0 633 108 199 0 307 1333 02:00 PM 69 12 0 81 6 64 0 70 5 10 0 15 166 02:15 PM 74 18 0 92 6 70 0 76 4 8 0 12 180 02:30 PM 61 8 0 69 13 69 0 82 43 19 0 62 213 02:45 PM 70 26 0 96 34 106 0 140 28 25 0 53 289 Total 274 64 0 338 59 309 0 368 80 62 0 142 848 03:00 PM 82 13 0 95 11 71 0 82 42 29 0 71 248 03:15 PM 85 22 0 107 11 82 0 93 22 21 0 43 243 03:30 PM 80 8 0 88 2 89 0 91 31 21 0 52 231 03:45 PM 77 12 0 89 4 85 0 89 15 20 0 35 213 Total 324 55 0 379 28 327 0 355 110 91 0 201 935 04:00 PM 104 11 0 115 3 81 0 84 13 13 0 26 225 04:15 PM 104 17 0 121 5 76 0 81 13 5 0 18 220 04:30 PM 111 14 0 125 6 94 0 100 10 12 0 22 247 04:45 PM 119 16 0 135 6 91 0 97 15 21 0 36 268 Total 438 58 0 496 20 342 0 362 51 51 0 102 960 05:00 PM 115 22 0 137 10 114 0 124 10 19 0 29 290 05:15 PM 111 14 0 125 9 95 0 104 10 26 0 36 265 05:30 PM 107 14 0 121 7 106 0 113 13 8 0 21 255 05:45 PM 106 18 0 124 7 90 0 97 9 14 0 23 244 Total 439 68 0 507 33 405 0 438 42 67 0 109 1054 Grand Total 2069 423 0 2492 259 2414 0 2673 443 672 0 1115 6280 Apprch % 83 17 0 9.7 90.3 0 39.7 60.3 0 Total % 32.9 6.7 0 39.7 4.1 38.4 0 42.6 7.1 10.7 0 17.8 Cars 2014 398 0 2412 238 2360 0 2598 415 646 0 1061 6071 % Cars 97.3 94.1 0 96.8 91.9 97.8 0 97.2 93.7 96.1 0 95.2 96.7 Heavy Vehicles 55 25 0 80 21 54 0 75 28 26 0 54 209 % Heavy Vehicles 2.7 5.9 0 3.2 8.1 2.2 0 2.8 6.3 3.9 0 4.8 3.3

Maser Consulting 1000 Waterview Drive, Suite 201 Hamilton, New Jersey 08691 E/W: Kings Highway East N/S: Hopkins Lane Haddonfield Boro., Camden Co., NJ MC Job #: 15001860B File Name : VJ0223-1HNJ Site Code : Start Date : 2/23/2016 Page No : 2 East Kings Hwy From East East Kings Hwy From West Hopkins Ln From North Start Time Thru Right Peds App. Total Left Thru Peds App. Total Left Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 83 38 0 121 30 125 0 155 10 69 0 79 355 08:00 AM 76 27 0 103 15 150 0 165 19 46 0 65 333 08:15 AM 94 20 0 114 17 135 0 152 23 85 0 108 374 08:30 AM 71 18 0 89 13 153 0 166 34 36 0 70 325 Total Volume 324 103 0 427 75 563 0 638 86 236 0 322 1387 % App. Total 75.9 24.1 0 11.8 88.2 0 26.7 73.3 0 PHF.862.678.000.882.625.920.000.961.632.694.000.745.927 Cars 312 90 0 402 65 546 0 611 82 233 0 315 1328 % Cars 96.3 87.4 0 94.1 86.7 97.0 0 95.8 95.3 98.7 0 97.8 95.7 Heavy Vehicles 12 13 0 25 10 17 0 27 4 3 0 7 59 % Heavy Vehicles 3.7 12.6 0 5.9 13.3 3.0 0 4.2 4.7 1.3 0 2.2 4.3 Peak Hour Analysis From 02:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 119 16 0 135 6 91 0 97 15 21 0 36 268 05:00 PM 115 22 0 137 10 114 0 124 10 19 0 29 290 05:15 PM 111 14 0 125 9 95 0 104 10 26 0 36 265 05:30 PM 107 14 0 121 7 106 0 113 13 8 0 21 255 Total Volume 452 66 0 518 32 406 0 438 48 74 0 122 1078 % App. Total 87.3 12.7 0 7.3 92.7 0 39.3 60.7 0 PHF.950.750.000.945.800.890.000.883.800.712.000.847.929 Cars 445 66 0 511 30 401 0 431 48 73 0 121 1063 % Cars 98.5 100 0 98.6 93.8 98.8 0 98.4 100 98.6 0 99.2 98.6 Heavy Vehicles 7 0 0 7 2 5 0 7 0 1 0 1 15 % Heavy Vehicles 1.5 0 0 1.4 6.3 1.2 0 1.6 0 1.4 0 0.8 1.4

Residences at Bancroft MC Project No.: 15002815A Appendix RESIDENCES AT BANCROFT TRAFFIC IMPACT STUDY APPENDIX C TRIP GENERATION

01234567428 14 4 42 4! "# $24 %43 & 6# '(!68) *6( 1 5 +!,63-33 654) & 1.3 / 6! 0 6171-342634# 362 %462-14146 56789: <= >?6@A9BC D EFGH 567H <= IJ9KALG MLA?BC NOO IA:9P?A<LQK IAB?:A86?A<LC RS 9L?9:ALGT UUS 9VA?ALG 42 4 3634 $24 %43 EF9:QG9 WQ?9 WQLG9 <= WQ?9B >?QL@Q:@ I9FAQ?A<L HDX HNY Z HUD HN $636 *23 6! [1634 R \ ] \:A^ _L@B N z{ zg 0d D X ` ] 56789: <= IJ9KALG MLA?B -31!8-43 a43! b1" [1634# c d10e f d1eg a43! b1" +"6 63 hc d10d ijkl nopojqrksp tqpuqvwn?x _@A?A<L ylb?a?6?9 <= \:QLB^<:?Q?A<L _LGAL99:B

01234567428 14 4 42 4! "# $24 %43 & 6# '(!68) *6( 1 5 +!,63-33 654) & 1.3 / 6! 0 171-342634# 362 %462-14146 56789: <= >?6@A9BC D EFGH 567H <= IJ9KALG MLA?BC NOP IA:9Q?A<LRK IAB?:A86?A<LC STU 9L?9:ALGV TPU 9WA?ALG 42 4 3634 $24 %43 EF9:RG9 XR?9 XRLG9 <= XR?9B >?RL@R:@ I9FAR?A<L HDS HNO Y NHD HNS $636 *23 6! Z1634 D z [ \ [:A] ^L@B T N {/ {c ec z S _ \ 56789: <= IJ9KALG MLA?B -31!8-43 `43! a1" Z1634# b c1de f c1cg `43! a1" +"6 63 hb c1d0 ijkl nopojqrksp tqpuqvwn?x ^@A?A<L ylb?a?6?9 <= [:RLB]<:?R?A<L ^LGAL99:B

Residences at Bancroft MC Project No.: 15002815A Appendix RESIDENCES AT BANCROFT TRAFFIC IMPACT STUDY APPENDIX D CAPACITY ANALYSIS

15001860B - Bancroft 2020 No-Build Conditions 1: Kings Highway (NJSH Route 41) & Hopkins Lane AM Peak Hour Intersection Int Delay, s/veh 17.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 78 586 337 107 89 246 Future Vol, veh/h 78 586 337 107 89 246 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0-0 - Grade, % - 0 0-0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 13 3 4 13 5 1 Mvmt Flow 84 630 362 115 96 265 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 477 0-0 1218 420 Stage 1 - - - - 420 - Stage 2 - - - - 798 - Critical Hdwy 4.23 - - - 6.45 6.21 Critical Hdwy Stg 1 - - - - 5.45 - Critical Hdwy Stg 2 - - - - 5.45 - Follow-up Hdwy 2.317 - - - 3.545 3.309 Pot Cap-1 Maneuver 1030 - - - 197 635 Stage 1 - - - - 657 - Stage 2 - - - - 438 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1030 - - - 172 635 Mov Cap-2 Maneuver - - - - 172 - Stage 1 - - - - 657 - Stage 2 - - - - 383 - Approach EB WB SB HCM Control Delay, s 1 0 74.3 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1030 - - - 370 HCM Lane V/C Ratio 0.081 - - - 0.974 HCM Control Delay (s) 8.8 0 - - 74.3 HCM Lane LOS A A - - F HCM 95th %tile Q(veh) 0.3 - - - 11 NBAM.syn KAM Synchro 9 Report

15001860B - Bancroft 2020 No-Build Conditions 1: Kings Highway (NJSH Route 41) & Hopkins Lane PM Peak Hour Intersection Int Delay, s/veh 2.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 33 422 470 69 50 77 Future Vol, veh/h 33 422 470 69 50 77 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0-0 - Grade, % - 0 0-0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 6 1 2 0 0 1 Mvmt Flow 35 454 505 74 54 83 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 580 0-0 1067 542 Stage 1 - - - - 542 - Stage 2 - - - - 525 - Critical Hdwy 4.16 - - - 6.4 6.21 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.254 - - - 3.5 3.309 Pot Cap-1 Maneuver 974 - - - 248 542 Stage 1 - - - - 587 - Stage 2 - - - - 598 - Platoon blocked, % - - - Mov Cap-1 Maneuver 974 - - - 236 542 Mov Cap-2 Maneuver - - - - 236 - Stage 1 - - - - 587 - Stage 2 - - - - 569 - Approach EB WB SB HCM Control Delay, s 0.6 0 21.1 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 974 - - - 359 HCM Lane V/C Ratio 0.036 - - - 0.38 HCM Control Delay (s) 8.8 0 - - 21.1 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.1 - - - 1.7 NBPM.syn KAM Synchro 9 Report

15001860B - Bancroft 2020 Build Conditions 1: Kings Highway (NJSH Route 41) & Hopkins Lane AM Peak Hour Intersection Int Delay, s/veh 18 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 82 586 337 111 102 259 Future Vol, veh/h 82 586 337 111 102 259 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 75 - - 75 0 - Veh in Median Storage, # - 0 0-0 - Grade, % - 0 0-0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 13 3 4 13 5 1 Mvmt Flow 88 630 362 119 110 278 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 481 0-0 1168 362 Stage 1 - - - - 362 - Stage 2 - - - - 806 - Critical Hdwy 4.23 - - - 6.45 6.21 Critical Hdwy Stg 1 - - - - 5.45 - Critical Hdwy Stg 2 - - - - 5.45 - Follow-up Hdwy 2.317 - - - 3.545 3.309 Pot Cap-1 Maneuver 1027 - - - 211 685 Stage 1 - - - - 698 - Stage 2 - - - - 434 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1027 - - - 193 685 Mov Cap-2 Maneuver - - - - 193 - Stage 1 - - - - 638 - Stage 2 - - - - 434 - Approach EB WB SB HCM Control Delay, s 1.1 0 71.7 HCM LOS F Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1027 - - - 398 HCM Lane V/C Ratio 0.086 - - - 0.975 HCM Control Delay (s) 8.8 - - - 71.7 HCM Lane LOS A - - - F HCM 95th %tile Q(veh) 0.3 - - - 11.5 BAM.syn KAM Synchro 9 Report

15001860B - Bancroft 2020 Build Conditions 2: Hopkins Lane & Alley D AM Peak Hour Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 1 191 1 1 337 Future Vol, veh/h 2 1 191 1 1 337 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0-0 - - 0 Grade, % 0-0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 1 208 1 1 366 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 576 208 0 0 209 0 Stage 1 208 - - - - - Stage 2 368 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 479 832 - - 1362 - Stage 1 827 - - - - - Stage 2 700 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 479 832 - - 1362 - Mov Cap-2 Maneuver 479 - - - - - Stage 1 827 - - - - - Stage 2 699 - - - - - Approach WB NB SB HCM Control Delay, s 11.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 558 1362 - HCM Lane V/C Ratio - - 0.006 0.001 - HCM Control Delay (s) - - 11.5 7.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0 0 - BAM.syn KAM Synchro 9 Report

15001860B - Bancroft 2020 Build Conditions 3: Hopkins Lane & Road B AM Peak Hour Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 2 189 1 1 338 Future Vol, veh/h 3 2 189 1 1 338 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0-0 - - 0 Grade, % 0-0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 2 205 1 1 367 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 576 206 0 0 207 0 Stage 1 206 - - - - - Stage 2 370 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 479 835 - - 1364 - Stage 1 829 - - - - - Stage 2 699 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 479 835 - - 1364 - Mov Cap-2 Maneuver 479 - - - - - Stage 1 829 - - - - - Stage 2 698 - - - - - Approach WB NB SB HCM Control Delay, s 11.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 577 1364 - HCM Lane V/C Ratio - - 0.009 0.001 - HCM Control Delay (s) - - 11.3 7.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0 0 - BAM.syn KAM Synchro 9 Report

15001860B - Bancroft 2020 Build Conditions 4: Hopkins Lane & Road A AM Peak Hour Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 18 2 188 6 1 340 Future Vol, veh/h 18 2 188 6 1 340 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0-0 - - 0 Grade, % 0-0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 20 2 204 7 1 370 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 580 208 0 0 211 0 Stage 1 208 - - - - - Stage 2 372 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 477 832 - - 1360 - Stage 1 827 - - - - - Stage 2 697 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 477 832 - - 1360 - Mov Cap-2 Maneuver 477 - - - - - Stage 1 827 - - - - - Stage 2 696 - - - - - Approach WB NB SB HCM Control Delay, s 12.6 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 498 1360 - HCM Lane V/C Ratio - - 0.044 0.001 - HCM Control Delay (s) - - 12.6 7.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - BAM.syn KAM Synchro 9 Report

15001860B - Bancroft 2020 Build Conditions 5: Hopkins Lane & Alley C AM Peak Hour Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 2 192 1 1 358 Future Vol, veh/h 3 2 192 1 1 358 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0-0 - - 0 Grade, % 0-0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 2 209 1 1 389 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 600 209 0 0 210 0 Stage 1 209 - - - - - Stage 2 391 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 464 831 - - 1361 - Stage 1 826 - - - - - Stage 2 683 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 464 831 - - 1361 - Mov Cap-2 Maneuver 464 - - - - - Stage 1 826 - - - - - Stage 2 682 - - - - - Approach WB NB SB HCM Control Delay, s 11.4 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 564 1361 - HCM Lane V/C Ratio - - 0.01 0.001 - HCM Control Delay (s) - - 11.4 7.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0 0 - BAM.syn KAM Synchro 9 Report

15001860B - Bancroft 2020 Build Conditions 1: Kings Highway (NJSH Route 41) & Hopkins Lane PM Peak Hour Intersection Int Delay, s/veh 3.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 47 422 470 83 58 85 Future Vol, veh/h 47 422 470 83 58 85 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 75 - - 75 0 - Veh in Median Storage, # - 0 0-0 - Grade, % - 0 0-0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 6 1 2 0 0 1 Mvmt Flow 51 454 505 89 62 91 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 594 0-0 1061 505 Stage 1 - - - - 505 - Stage 2 - - - - 556 - Critical Hdwy 4.16 - - - 6.4 6.21 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.254 - - - 3.5 3.309 Pot Cap-1 Maneuver 963 - - - 250 569 Stage 1 - - - - 610 - Stage 2 - - - - 578 - Platoon blocked, % - - - Mov Cap-1 Maneuver 963 - - - 237 569 Mov Cap-2 Maneuver - - - - 237 - Stage 1 - - - - 578 - Stage 2 - - - - 578 - Approach EB WB SB HCM Control Delay, s 0.9 0 22 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 963 - - - 363 HCM Lane V/C Ratio 0.052 - - - 0.424 HCM Control Delay (s) 8.9 - - - 22 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.2 - - - 2 BPM.syn KAM Synchro 9 Report

15001860B - Bancroft 2020 Build Conditions 2: Hopkins Lane & Alley D PM Peak Hour Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 1 105 3 1 132 Future Vol, veh/h 1 1 105 3 1 132 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0-0 - - 0 Grade, % 0-0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 1 114 3 1 143 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 262 116 0 0 117 0 Stage 1 116 - - - - - Stage 2 146 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 727 936 - - 1471 - Stage 1 909 - - - - - Stage 2 881 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 726 936 - - 1471 - Mov Cap-2 Maneuver 726 - - - - - Stage 1 909 - - - - - Stage 2 880 - - - - - Approach WB NB SB HCM Control Delay, s 9.4 0 0.1 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 818 1471 - HCM Lane V/C Ratio - - 0.003 0.001 - HCM Control Delay (s) - - 9.4 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - BPM.syn KAM Synchro 9 Report

15001860B - Bancroft 2020 Build Conditions 3: Hopkins Lane & Road B PM Peak Hour Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 1 107 3 2 131 Future Vol, veh/h 2 1 107 3 2 131 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0-0 - - 0 Grade, % 0-0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 1 116 3 2 142 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 265 118 0 0 120 0 Stage 1 118 - - - - - Stage 2 147 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 724 934 - - 1468 - Stage 1 907 - - - - - Stage 2 880 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 723 934 - - 1468 - Mov Cap-2 Maneuver 723 - - - - - Stage 1 907 - - - - - Stage 2 879 - - - - - Approach WB NB SB HCM Control Delay, s 9.6 0 0.1 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 782 1468 - HCM Lane V/C Ratio - - 0.004 0.001 - HCM Control Delay (s) - - 9.6 7.5 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - BPM.syn KAM Synchro 9 Report

15001860B - Bancroft 2020 Build Conditions 4: Hopkins Lane & Road A PM Peak Hour Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 1 109 19 2 131 Future Vol, veh/h 11 1 109 19 2 131 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0-0 - - 0 Grade, % 0-0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 1 118 21 2 142 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 276 129 0 0 139 0 Stage 1 129 - - - - - Stage 2 147 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 714 921 - - 1445 - Stage 1 897 - - - - - Stage 2 880 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 713 921 - - 1445 - Mov Cap-2 Maneuver 713 - - - - - Stage 1 897 - - - - - Stage 2 878 - - - - - Approach WB NB SB HCM Control Delay, s 10 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 727 1445 - HCM Lane V/C Ratio - - 0.018 0.002 - HCM Control Delay (s) - - 10 7.5 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - BPM.syn KAM Synchro 9 Report

15001860B - Bancroft 2020 Build Conditions 5: Hopkins Lane & Alley C PM Peak Hour Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 1 127 3 1 141 Future Vol, veh/h 2 1 127 3 1 141 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0-0 - - 0 Grade, % 0-0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 1 138 3 1 153 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 295 140 0 0 141 0 Stage 1 140 - - - - - Stage 2 155 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 696 908 - - 1442 - Stage 1 887 - - - - - Stage 2 873 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 695 908 - - 1442 - Mov Cap-2 Maneuver 695 - - - - - Stage 1 887 - - - - - Stage 2 872 - - - - - Approach WB NB SB HCM Control Delay, s 9.8 0 0.1 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 754 1442 - HCM Lane V/C Ratio - - 0.004 0.001 - HCM Control Delay (s) - - 9.8 7.5 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - BPM.syn KAM Synchro 9 Report

Residences at Bancroft MC Project No.: 15002815A Appendix RESIDENCES AT BANCROFT TRAFFIC IMPACT STUDY APPENDIX E GAP ANALYSIS

GAP ANALYSIS - COUNT DATA Project: Residences at Bancroft Sheet 1 of 2 Count Date: 1/3/2019 Location: Kings Highway & Hopkins Lane Start Time 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 2:00 PM 2:15 PM 2:30 PM 2:45 PM 3:00 PM 3:15 PM 3:30 PM 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM HOPKINS LANE LEFT TURN AVAILABLE GAPS 2.0 3.9 4.0 5.9 6.0 7.9 8.0 9.9 10.0 11.9 12.0 13.9 14.0 15.9 16.0 17.9 18.0 19.9 20.0 21.9 22.0 23.9 24.0 25.9 26.0 27.9 >28.0 Acceptable Gaps 23 6 5 5 0 6 4 2 1 0 1 2 0 8 29 36 14 8 12 3 4 2 4 4 1 2 0 1 2 35 47 17 13 10 5 4 2 5 2 0 0 0 0 1 29 34 11 8 5 2 2 3 2 2 2 1 2 1 3 25 52 21 13 2 6 6 4 0 2 3 0 0 0 2 25 32 20 9 7 2 5 1 4 1 1 3 2 1 2 29 42 18 6 11 2 3 3 1 2 1 2 1 1 3 30 45 21 6 9 3 8 3 1 2 2 0 0 1 2 31 31 10 9 9 4 3 3 5 3 2 3 1 1 2 36 37 12 9 5 7 1 4 4 4 4 2 2 1 0 34 33 14 11 6 4 6 5 4 1 2 2 0 1 2 33 46 18 16 4 4 2 5 2 0 1 2 1 1 0 22 44 18 12 10 6 3 4 1 4 1 2 0 1 0 32 47 22 13 10 5 2 4 0 1 1 0 1 0 4 28 45 22 13 9 4 3 5 2 2 2 0 1 0 1 29 55 17 10 2 9 2 2 1 3 0 0 0 2 3 24 50 20 17 7 8 3 2 1 2 0 2 0 0 2 27 40 10 10 8 2 3 3 1 1 3 3 0 1 3 28 51 26 14 2 3 3 3 3 1 1 0 0 1 2 19 50 24 6 5 2 6 4 1 0 0 3 0 2 1 24 40 10 16 6 9 5 2 0 0 1 2 1 1 2 29 48 16 14 8 4 4 5 1 3 0 0 0 1 1 27 55 22 13 7 5 2 1 1 1 3 1 0 0 1 22 60 14 12 9 9 1 5 2 2 1 0 0 0 0 29 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 2:00 PM 2:15 PM 2:30 PM 2:45 PM 3:00 PM 3:15 PM 3:30 PM 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM HOPKINS LANE RIGHT TURN AVAILABLE GAPS 8.0 9.9 10.0 11.9 12.0 13.9 14.0 15.9 16.0 17.9 18.0 19.9 20.0 21.9 22.0 23.9 24.0 25.9 26.0 27.9 >28.0 Acceptable Gaps 10 3 2 0 0 2 4 4 0 0 0 1 1 12 24 14 5 6 7 2 2 1 3 1 0 4 1 3 8 32 17 12 9 3 2 1 2 1 1 1 1 2 2 10 26 15 4 0 5 2 2 3 1 1 2 1 0 2 10 29 18 12 5 1 3 3 3 2 0 6 2 2 0 7 29 14 12 0 4 2 4 1 1 1 1 1 1 1 11 28 10 7 4 7 0 1 0 0 2 1 1 1 0 10 23 13 4 5 3 1 3 3 2 3 0 1 1 1 11 29 7 5 2 2 2 3 1 4 5 1 2 3 1 7 31 23 1 4 4 6 1 3 3 1 4 1 0 0 9 32 21 4 5 2 2 3 3 3 2 0 1 0 1 11 28 8 5 3 1 1 3 4 0 2 2 2 2 0 11 28 17 10 4 5 8 1 0 1 1 2 1 2 2 8 31 15 6 7 4 6 4 2 1 3 2 0 0 1 9 32 22 7 5 4 1 3 3 1 3 2 0 2 0 10 29 29 7 9 1 1 3 7 2 3 0 3 1 0 6 27 27 10 8 5 3 5 2 4 0 3 2 2 1 6 33 13 9 6 6 0 5 4 1 4 3 1 1 1 8 34 28 12 11 6 3 2 2 5 2 4 0 1 0 6 31 20 19 7 3 3 1 4 0 2 3 0 1 2 6 25 20 10 11 6 6 4 3 3 1 1 2 2 1 5 34 26 10 9 2 5 6 5 3 4 1 1 0 1 6 34 28 11 8 7 2 2 3 3 2 2 1 2 0 7 31 35 11 6 12 2 1 7 3 3 3 0 0 1 4 36 Start Time 2.0 3.9 4.0 5.9 6.0 7.9