Traffic Report

Intersection of Sullivan Drive and Davey Drive Existing Approach Peak Hour Traffic Volumes Approach AM PM Sullivan Drive N.B. 36 25 Sullivan Drive S.B. 15 44 Davey Drive E.B. 10 13 Davey Drive W.B. 15 10 Intersection of Davey Drive and Bongart Drive Existing Approach Peak Hour Traffic Volumes Approach AM PM Davey Drive N.B. 26 16 Davey Drive S.B. 5 12 Bongart Drive E.B. 3 14 Existing AM and PM peak hour turning movement traffic volumes are presented in Figures 2 and 3, respectively, at the end of this report. Traffic count summary sheets are presented in the appendix of this report. BACKGROUND TRAFFIC GROWTH Future no-build AM and PM peak hour traffic volumes were determined by applying a traffic growth factor to existing volumes. The formula for the traffic growth factor is as follows: n GF = ( 1 + GR ) Where: GF = Traffic Growth Factor GR = Annual Traffic Growth Rate n = number of years to full build-out 7

The annual traffic growth rate was determined by using information from the New Jersey Department of Transportation, “Annual Background Growth Rate Table”. The New Jersey Department of Transportation classifies Eagle Rock Avenue and Laurel Avenue in this area as urban minor arterial streets. The projected annual growth rate of an urban minor arterial street in Essex County is 1.75%. It is assumed that the proposed West Essex residential development will be fully built out and occupied by 2023, five years. Therefore, the regional traffic growth factor is: 5 GF = ( 1 + .0175 ) = 1.091 The existing AM and PM peak hour traffic volumes were grown to the build year of 2023 by multiplying by the traffic growth factor. No-build AM and PM peak hour traffic volumes are presented in Figures 4 and 5, respectively, at the end of this report. SITE TRIP GENERATION The tenth edition of the "Trip Generation Manual" published by the Institute of Transportation Engineers was used as a guide in estimating the number of motor vehicle trips expected to be generated by the proposed residential development during the peak hours. Land Use Code 221 – Multifamily Housing (Mid-Rise) was selected as best representing the site. The Residential Site Improvement Standards (RSIS), New Jersey Administrative Code, Title 5, Chapter 21, was used in determining the number of average daily motor vehicle trips expected to be generated by the proposed residential development. Trips were determined for the AM and PM peak hours of adjacent street traffic as well as for a typical day for the following development scenarios: 350 units, 550 units, 683 units. The estimated trip generation for the site is as follows: 8

West Essex Highlands Residential Development Estimated Site Trip Generation Land Use Code 221 – Multifamily Housing (Mid-Rise) - 350 Units Relationship Vehicle Trips Time Avg. Std. SD/ T = total vehicle trips 2 Period R Rate Dev. AR Total Ent. Exit x = Dwelling Units AM Peak Hour of Ln(T) = 0.98 Ln(X) – 0.98 ** 0.67 0.36 0.19 0.53 126 33 93 Adj. St. Entering = 26%, Exiting = 74% Traffic PM Peak Hour of Ln(T) = 0.96 Ln(X) – 0.63 ** 0.72 0.44 0.19 0.43 154 94 60 Adj. St. Entering = 61%, Exiting = 39% Traffic Typical T= 5.50(X) - 5.50 - - 1926 963 963 Day Entering = 50%, Exiting = 50% * The Regression Equation was used to determine vehicle trips ** The Average Rate was used to determine vehicle trips West Essex Highlands Residential Development Estimated Site Trip Generation Land Use Code 221 – Multifamily Housing (Mid-Rise) - 550 Units Relationship Vehicle Trips Time Avg. Std. SD/ T = total vehicle trips Period R2 Rate Dev. AR Total Ent. Exit x = Dwelling Units AM Peak Ln(T) = 0.98 Ln(X) – 0.98 Hour of ** 0.67 0.36 0.19 0.53 198 51 147 Adj. St. Entering = 26%, Exiting = 74% Traffic PM Peak Ln(T) = 0.96 Ln(X) – 0.63 Hour of **

0.53 198 51 147 Adj. St. Entering = 26%, Exiting = 74% Traffic PM Peak Ln(T) = 0.96 Ln(X) – 0.63 Hour of ** 0.72 0.44 0.19 0.43 242 148 94 Adj. St. Entering = 61%, Exiting = 39% Traffic Typical T= 5.50(X) - 5.50 - - 3,026 1,513 1,513 Day Entering = 50%, Exiting = 50% * The Regression Equation was used to determine vehicle trips ** The Average Rate was used to determine vehicle trips 9

West Essex Highlands Residential Development Estimated Site Trip Generation Land Use Code 221 – Multifamily Housing (Mid-Rise) - 683 Units Relationship Vehicle Trips Time Avg. Std. SD/ T = total vehicle trips 2 Period R Rate Dev. AR Total Ent. Exit x = Dwelling Units AM Peak Ln(T) = 0.98 Ln(X) – 0.98 Hour of ** 0.67 0.36 0.19 0.53 246 64 182 Adj. St. Entering = 26%, Exiting = 74% Traffic PM Peak Ln(T) = 0.96 Ln(X) – 0.63 Hour of ** 0.72 0.44 0.19 0.43 301 184 117 Adj. St. Entering = 61%, Exiting = 39% Traffic Typical T= 5.50(X) - 5.50 - - 3,758 1,879 1,879 Day Entering = 50%, Exiting = 50% * The Regression Equation was used to determine vehicle trips ** The Average Rate was used to determine vehicle trips West Essex Highlands Residential Development Estimated Site Trip Generation Bayowski Road Extension Land Use Code 221 – Multifamily Housing (Mid-Rise) - 76 Units Relationship Vehicle Trips Time Avg. Std. SD/ T = total vehicle trips Period R2 Rate Dev. AR Total Ent. Exit x = Dwelling Units AM Peak Hour of Ln(T) = 0.98 Ln(X) – 0.98 ** 0.67 0.36 0.19 0.53 27 7 20 Adj. St. Entering = 26%, Exiting = 74% Traffic PM Peak Hour of Ln(T) = 0.96 Ln(X) – 0.63

0.67 0.36 0.19 0.53 27 7 20 Adj. St. Entering = 26%, Exiting = 74% Traffic PM Peak Hour of Ln(T) = 0.96 Ln(X) – 0.63 ** 0.72 0.44 0.19 0.43 33 20 13 Adj. St. Entering = 61%, Exiting = 39% Traffic Typical T= 5.50(X) - 5.50 - - 418 209 209 Day Entering = 50%, Exiting = 50% * The Regression Equation was used to determine vehicle trips ** The Average Rate was used to determine vehicle trips 10

SITE TRIP DISTRIBUTION The site trips generated on the loop roads of the development are assumed to be evenly split between Warner Road and Kuzik Drive. The site trips generated by the single building on the extension of Bayowski Road will, of course, only have access to Bayowski Road. The following tables show the site trip distribution by access roadway. West Essex Highlands Residential Development Estimated Site Trip Generation – 350 Units Access Roadway Assignments Time Vehicle Trips Access Roadway Period Total Entering Exiting Warner Road 50 13 37 Kuzik Drive 49 13 36 AM Bayowski Road 27 7 20 Totals 126 33 93 Warner Road 61 37 24 Kuzik Drive 60 37 23 PM Bayowski Road 33 20 13 Totals 154 94 60 Warner Road 754 377 377 Typical Kuzik Drive 754 377 377 Day Bayowski Road 418 209 209 Totals 1,926 963 963 11

West Essex Highlands Residential Development Estimated Site Trip Generation – 550 Units Access Roadway Assignments Time Vehicle Trips Access Roadway Period Total Entering Exiting Warner Road 86 22 64 Kuzik Drive 85 22 63 AM Bayowski Road 27 7 20 Totals 198 51 147 Warner Road 105 64 41 Kuzik Drive 104 64 40 PM Bayowski Road 33 20 13 Totals 242 148 94 Warner Road 1,304 652 652 Typical Kuzik Drive 1,304 652 652 Day Bayowski Road 418 209 209 Totals 3,026 1,513 1,513 West Essex Highlands Residential Development Estimated Site Trip Generation – 683 Units Access Roadway Assignments Time Vehicle Trips Access Roadway Period Total Entering Exiting Warner Road 110 29 81 Kuzik Drive 109 28 81 AM Bayowski Road 27 7 20 Totals 246 64 182 Warner Road 134 82 52 Kuzik Drive 134 82 52 PM Bayowski Road 33 20 13 Totals 301 184 117 Warner Road 1,670 835 835 Typical Kuzik Drive 1,670 835 835 Day Bayowski Road 418 209 209 Totals 3,758 1,879 1,879

1,670 835 835 Day Bayowski Road 418 209 209 Totals 3,758 1,879 1,879 12

The site trips are assigned to the study area roadway system based on the existing traffic distribution patterns as determined from the traffic counts at the intersections. The AM and PM site generated peak hour traffic volumes for the three development scenarios, 350 apartment units, 550 apartment units and 780 apartment units, are presented in Figures 6 through 11 at the end of this report. Future 2023 build AM and PM peak hour traffic volumes for each development scenario were determined by adding the site generated peak hour traffic volumes for that scenario to the no-build volumes. Build AM and PM peak hour volumes for the three development scenarios are presented in Figures 12 through 17 at the end of this report. TRAFFIC ANALYSIS Capacity analyses of the weekday AM and PM peak hours were performed for all of the study area intersections for the existing, future no-build and the three future build scenarios. It should be noted that the intersection of Oval Road and Warner Road has no conflicting movements (with the exception of an occasional service vehicle accessing the blocked off section of Oval Road just north of Warner Road); and, therefore, capacity analyses was not performed for this intersection. It is assumed that the intersection of Eagle Rock Avenue and Oval Road will be signalized in all three future build scenarios (a three phase signal operation with an eastbound lead phase was analyzed). In order to present a valid comparison between the no-build and build conditions, the intersection of Eagle Rock Avenue and Oval Road is analyzed as both unsignalized and signalized in the no-build condition. The following is a warrant analysis for the intersection of Eagle Rock Avenue and Oval Road in the no-build condition. Warrant Analysis In the no-build condition the intersection of Eagle Rock Avenue and Oval Road satisfies the requirements of Traffic Signal Warrant 3, Peak Hour (70% Factor) as presented in the 13