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1130 N Alma School Road, Suite 120 Mesa, AZ 85201 o: 480.503.2250 Traffic Impact Statement Village 83 Northwest Corner of 83rd Avenue and Camelback Road Glendale, AZ For Submittal to: City of Glendale February 2022 Traffic Impact Statement Village 83 Northwest Corner of 83rd Avenue and Camelback Road Glendale, AZ For Submittal to: City of Glendale February 04, 2022 Prepared by: EPS Group, Inc. 1130 North Alma School Road, Suite 120 Mesa, AZ 85201 Village 83 – Glendale, AZ - i - Traffic Impact Statement Table of Contents INTRODUCTION ..................................................................................................................................................................... 2 SCOPE OF STUDY ............................................................................................................................................................ 2 EXISTING CONDITIONS ........................................................................................................................................................ 4 SURROUNDING LAND USE .............................................................................................................................................. 4 DESCRIPTION OF EXISTING TRANSPORTATION SYSTEM ......................................................................................... 4 EXISTING TRAFFIC VOLUMES ........................................................................................................................................ 4 PROPOSED DEVELOPMENT ................................................................................................................................................ 6 SITE LOCATION, LAND USE, AND ACCESS ................................................................................................................... 6 TRIP GENERATION ........................................................................................................................................................... 6 TURN LANE ANALYSIS ..................................................................................................................................................... 7 PRINCIPAL FINDINGS AND RECOMMENDATIONS ............................................................................................................ 8 List of Figures Figure 1: Location Map ........................................................................................................................................................... 2 Figure 2: Site Plan ................................................................................................................................................................... 3 Figure 3: Existing Roadway Geometry and New Planned Site Access Intersection Control ................................................. 5 List of Tables Table 1: Trip Generation ......................................................................................................................................................... 6 List of Appendices APPENDIX A: Trip Generation APPENDIX B: MCDOT RDM Criteria Village 83 – Glendale, AZ - 2 - Traffic Impact Statement INTRODUCTION The City of Glendale has requested a traffic impact statement during the development review process to assess the impacts of the proposed project on the adjacent roadway network. The proposed project is anticipated to generate less than 100 peak hour trips. Therefore, a traffic impact analysis is not required. EPS Group has been retained to prepare this traffic impact statement. A new multi-family residential development, named Village 83, is proposed on the west side of 83rd Avenue and north of Camelback Road in Glendale, Arizona. The proposed development will encompass a gross area of approximately 5 acres and will provide 70 total dwelling units. Access to the site will be provided by a new gated roadway connection to 83rd Avenue at the existing site driveway location. No cross access will be provided to adjacent properties, but an emergency-only gated access will be provided to / from the adjacent roadway on the southern border. The proposed site currently contains a single-family residence. Figure 1 provides a location map, and Figure 2 depicts the site plan. SCOPE OF STUDY The objectives of the study are the following: Document and evaluate existing traffic conditions. Estimate new traffic generated by the proposed development. Make recommendations, if needed. Figure 1: Location Map N.T.S. N SITE Camelback Rd 83rd Ave Village 83 – Glendale, AZ - 3 - Traffic Impact Statement Figure 2: Site Plan N.T.S. N A Village 83 – Glendale, AZ - 4 - Traffic Impact Statement EXISTING CONDITIONS SURROUNDING LAND USE The surrounding area consists mostly of low-density residential uses with some commercial development at the 83rd Avenue / Camelback Road intersection. A new residential development is also under construction immediately to the west. The proposed site is currently occupied by a single-family home. It currently has an existing full access driveway onto 83rd Avenue. DESCRIPTION OF EXISTING TRANSPORTATION SYSTEM The existing roadway geometry and planned site access intersection control is depicted in Figure 3. The proposed development will have direct access to / from 83rd Avenue. This new connection is planned to retain the current full access. ROADWAYS 83rd Avenue is an arterial roadway that provides continuous north-south access with a direct connection to Interstate 10 approximately three miles to the south. It currently provides two lanes in each direction with a striped two-way, left-turn lane median adjacent to the proposed site. The posted speed limit is 40 mph. STUDY INTERSECTIONS Access to the proposed site will be provided at the existing full access driveway on 83rd Avenue north of Camelback Road. It will operate as a T-intersection controlled by a stop sign with the access driveway approach stopping for 83rd Avenue. PEDESTRIAN AND BICYCLE FACILITIES There are already constructed continuous sidewalks on the east side of 83rd Avenue only. No bike lanes are present in the vicinity of the proposed site. TRANSIT FACILITIES There are Route 83 bus stops on both sides of 83rd Avenue near the proposed site. There are also stops for both Route 83 and Route 50 near the 83rd Avenue / Camelback Road intersection. EXISTING TRAFFIC VOLUMES Traffic counts were not conducted for this traffic impact statement. Per the City of Glendale website, the most recent recorded traffic count of 19,400 vehicles per day was collected on 83rd Avenue between Camelback Road and Bethany Home Road in 2020. Village 83 – Glendale, AZ - 5 - Traffic Impact Statement Figure 3: Existing Roadway Geometry and New Planned Site Access Intersection Control N.T.S. N SITE Camelback Rd 83rd Ave 1 1 Village 83 – Glendale, AZ - 6 - Traffic Impact Statement PROPOSED DEVELOPMENT SITE LOCATION, LAND USE, AND ACCESS The proposed site is located on the west side of 83rd Avenue and north of Camelback Road in Glendale, Arizona. The proposed development will encompass a gross area of approximately 5 acres and will provide 70 total dwelling units. Access to the site will be provided by a new gated roadway connection to 83rd Avenue at the existing site driveway location. No cross access will be provided to adjacent properties, but an emergency- only gated access will be provided to / from the adjacent roadway on the southern border. The site plan was previously depicted in Figure 2. TRIP GENERATION The estimated trip generation for the proposed development was determined through the procedures and data contained within the Institute of Transportation Engineers (ITE) Trip Generation, 11th Edition, published in September 2021. This document provides traffic volume data from existing developments throughout North America that can be utilized to estimate vehicle trips that might be generated from developments. The traffic data are provided for 179 different categories, or Land Use Codes (LUC). The estimated traffic volume is dependent upon independent variables defined by the characteristics and size of each LUC. It should be noted that all data plots and statistics presented in the manual are based on data collected prior to the COVID-19 pandemic. Trip generation was conducted as detailed below. There is considerable data for multi-family residential developments. Although the proposed development is planned to contain only multi-family residential uses, per the definitions provided within the ITE manual the most appropriate category for the analysis is ITE Land Use Code 215 – Single-Family Attached Housing. This presents a conservative estimate as the stated trip rates are generally higher than the ITE defined multi-family data. Two independent variables are available for this land use category to predict trips: Dwelling Units and Residents. Both have adequate statistical attributes and therefore are acceptable for use. The most reliable and easily determined independent variable for a typical residential project is the number of dwelling units. Volumes utilizing the number of dwelling units were calculated for each time period. Also, both equations and average rates are provided in Trip Generation. Both methods were calculated separately for each time period. Table 1 summarizes the trip generation for the proposed development, and Appendix A provides the generated trip calculation. The largest volumes considering both calculation methods were utilized as the estimate for the generated traffic. Table 1: Trip Generation Full build-out of the proposed development is anticipated to generate 504 weekday daily trips (entering/exiting) with 48 trips (entering/exiting) during the AM peak hour and 59 trips (entering/exiting) during PM Peak Hour. Daily Land Use ITE LUC Total Enter Exit Total Enter Exit Total Single‐Family Attached 215 70 DU 504 11 23 48 23 17 59 VEHICLE GENERATED TRIPS AM Peak Hour PM Peak Hour SIZE DESCRIPTION OF LAND USE Village 83 – Glendale, AZ - 7 - Traffic Impact Statement TURN LANE ANALYSIS There is already an existing two-way, left-turn lane on 83rd Avenue that will facilitate left-turn movements. The City of Glendale utilizes the right-turn lane warrant criteria provided by the Maricopa County Department of Transportation (MCDOT) Roadway Design Manual. Appendix B provides a copy of these criteria. Per Section 7.15.1, a driveway right turn deceleration lane is required when either of the following is met: The outside lane has an expected volume of 250 vph or greater and the right turn volume is greater than 55 vph. Any three of the below criteria are met: a. At least 5,000 vehicle per day are using or are expected to be using the adjacent street. b. The roadway’s posted speed limit is greater than 35 mph. c. At least 1,000 vehicles per day are using or are expected to use the driveway. d. At least 30 vehicles are expected to make right-turns into the driveway within a one-hour period. Based on the trip generation calculations, the right-turn lane warrant criteria are not met. The maximum total peak hour entering traffic is not anticipated to exceed 30 vehicles. Additionally, most of this traffic is anticipated to travel to / from the south, making satisfaction of turn lane criteria very unlikely. Therefore, a right-turn deceleration lane is not recommended. Village 83 – Glendale, AZ - 8 - Traffic Impact Statement PRINCIPAL FINDINGS AND RECOMMENDATIONS Access to the site will be provided by a new gated roadway connection to 83rd Avenue at the existing site driveway location. It will operate as a T-intersection controlled by a stop sign with the access driveway approach stopping for 83rd Avenue. No cross access will be provided to adjacent properties, but an emergency-only gated access will be provided to / from the adjacent roadway on the southern border. Traffic counts were not conducted for this traffic impact statement. Per the City of Glendale website, the most recent recorded traffic count of 19,400 vehicles per day was collected on 83rd Avenue between Camelback Road and Bethany Home Road in 2020. Full build-out of the proposed development is anticipated to generate 504 weekday daily trips (entering/exiting) with 48 trips (entering/exiting) during the AM peak hour and 59 trips (entering/exiting) during PM Peak Hour. Although the proposed development is planned to contain only multi-family residential uses, per the definitions provided within the ITE manual the most appropriate category for the analysis is ITE Land Use Code 215 – Single-Family Attached Housing. This also presents a conservative estimate as the stated trip rates are generally higher than the ITE defined multi-family data. Based on the trip generation calculations, the right-turn lane warrant criteria are not met. The maximum total peak hour entering traffic is not anticipated to exceed 30 vehicles. Additionally, most of this traffic is anticipated to travel to / from the south, making satisfaction of turn lane criteria very unlikely. Therefore, a right-turn deceleration lane is not recommended. APPENDICES APPENDIX A: Trip Generation PROJECT VILLAGE 83 PARCEL PROPOSED SITE ITE LAND USE CATEGORY AND CODE SINGLE-FAMILY ATTACHED HOUSING (215) INDEPENDENT VARIABLE DWELLING UNITS SIZE 70 TRIPS ENTERING EXITING TOTAL WEEKDAY DAILY 50% 50% NUMBER OF STUDIES 22 AVERAGE SIZE 120 MINIMUM RATE 4.70 165 164 329 AVERAGE RATE 7.20 252 252 504 MAXIMUM RATE 10.97 384 384 768 STANDARD DEVIATION 1.61 EQUATION: T = 7.62 * (X) - 50.48 R2 = 0.94 242 241 483 LARGEST OF AVERAGE OR EQUATION 252 252 504 AM PEAK HOUR ADJACENT STREET 31% 69% NUMBER OF STUDIES 46 AVERAGE SIZE 135 MINIMUM RATE 0.12 2 6 8 AVERAGE RATE 0.48 11 23 34 MAXIMUM RATE 0.74 16 36 52 STANDARD DEVIATION 0.14 EQUATION: T = 0.52 * (X) - 5.70 R2 = 0.92 10 21 31 LARGEST OF AVERAGE OR EQUATION 11 23 34 AM PEAK HOUR GENERATOR 25% 75% NUMBER OF STUDIES 31 AVERAGE SIZE 110 MINIMUM RATE 0.35 6 19 25 AVERAGE RATE 0.55 10 29 39 MAXIMUM RATE 0.97 17 51 68 STANDARD DEVIATION 0.16 EQUATION: LN (T) = 0.92 * LN(X) - 0.26 R2 = 0.91 10 28 38 LARGEST OF AVERAGE OR EQUATION 10 29 39 PM PEAK HOUR ADJACENT STREET 57% 43% NUMBER OF STUDIES 51 AVERAGE SIZE 136 MINIMUM RATE 0.17 7 5 12 AVERAGE RATE 0.57 23 17 40 MAXIMUM RATE 1.25 50 38 88 STANDARD DEVIATION 0.18 EQUATION: T = 0.60 * (X) - 3.93 R2 = 0.91 22 16 38 LARGEST OF AVERAGE OR EQUATION 23 17 40 PM PEAK HOUR GENERATOR 62% 38% NUMBER OF STUDIES 34 AVERAGE SIZE 110 MINIMUM RATE 0.29 12 8 20 AVERAGE RATE 0.61 27 16 43 MAXIMUM RATE 1.25 55 33 88 STANDARD DEVIATION 0.18 EQUATION: LN (T) = 0.88 * LN(X) + 0.06 R2 = 0.87 28 17 45 LARGEST OF AVERAGE OR EQUATION 28 17 45 APPENDIX B: MCDOT RDM Criteria MCDOT Roadway Design Manual 2020 Update 7-20 7.15 AUXILIARY LANES FOR DRIVEWAYS Originator: Transportation Systems Management Division Acceleration and/or deceleration lanes may be required at driveways to assist traffic entering or exiting the roadway. 7.15.1 RIGHT TURN LANES A driveway right turn deceleration lane is required when either of the following is met: The outside lane has an expected volume of 250 vph or greater and the right turn volume is greater than 55 vph. Any three of the below criteria are met: a. At least 5,000 vehicle per day are using or are expected to be using the adjacent street. b. The roadway’s posted speed limit is greater than 35 mph. c. At least 1,000 vehicles per day are using or are expected to use the driveway. d. At least 30 vehicles are expected to make right-turns into the driveway within a one-hour period. For large industrial or commercial developments with a significant percentage of truck traffic entering the site from a high volume arterial, driveway right turn deceleration lanes may be required at below the above described criteria and will be evaluated on a case by case basis. 7.15.2 LEFT TURN LANES Volume warrants for adding a left turn lane to either an arterial or collector roadway are shown in Table 7.6. The volumes provided in Table 7.6 are the minimum left turn peak hour volume and minimum through volume in the same direction. A left turn lane will be required if the left turn peak hour volume is equal to or greater than the volume shown in Table 7.6. TABLE 7.6: VOLUME WARRANTS FOR LEFT-TURN LANES Peak Hour Traffic Volume on the Roadway in the Advancing Direction Minimum Peak Hour Left-turn Traffic Volume # of through lanes per direction 1 2 < 45 MPH Posted Speed ≥ 45 MPH Posted Speed < 45 MPH Posted Speed ≥ 45 MPH Posted Speed ≤ 200 30 15 - - 201-300 12 12 40 30 301-400 12 12 30 25 401-500 12 12 25 18 501-600 12 12 15 12 601-1000 12 12 10 8 1001+ 12 8 10 8