City of Janesville Rock County, Wisconsin September 25, 2017

Transcription

1 Rotamer Road Multi-Family Residential Development Traffic Impact Analysis City of Janesville Rock County, Wisconsin September 25, 2017

2 TRAFFIC IMPACT STUDY FOR: MULTI-FAMILY RESIDETIAL DEVELOPMET ROTAMER ROAD, CITY OF JAESVILLE, ROCK COUTY, WISCOSI DATE SUBMITTED: September 25, 2017 PREPARED FOR: City of Janesville 18. Jackson St., PO Box 5005 Janesville, WI Phone: (608) Contact Person: Mike Payne, P.E. PREPARED BY: Traffic Analysis & Design, Inc. 36 W7505 Buchanan Street Cedarburg, WI Phone: (800) Contact Persons: Don Lee, P.E. John Bieberitz, P.E., PTOE (WisDOT TIA Certification # SE ) (WisDOT TIA Certification # SE ) I certify that this Traffic Impact Analysis has been prepared by me or under my immediate supervision and that I have experience and training in the field of traffic and transportation engineering. Donald J. Lee, P.E. Wisconsin Registration # Traffic Analysis & Design, Inc.

3 Rotamer Road Multi-Family Residential Development Traffic Impact Analysis Table of Contents LIST OF EXHIBITS... ii LIST OF APPEDICES... iii CHAPTER I ITRODUCTIO & EXECUTIVE SUMMARY...1 Part A Purpose of Report and Study Objectives...1 Part B Executive Summary...1 CHAPTER II PROPOSED DEVELOPMET...5 Part A On-Site Development...5 Part B Study Area...5 Part C Off-Site Land Use and Development...6 Part D Site Accessibility...6 CHAPTER III AALYSIS OF EXISTIG CODITIOS...8 Part A Physical Characteristics...8 Part B Traffic Volumes...8 Part C Capacity Level of Service...8 Part D Sources of Data...9 CHAPTER IV FORECASTED TRAFFIC...10 Part A Background Traffic Forecasting...10 Part B Site Traffic Forecasting...10 Part C Build & Total Traffic...11 CHAPTER V TRAFFIC AD IMPROVEMET AALYSIS...12 Part A Site Access...12 Part B Capacity Level of Service Analysis...12 Part C Queueing Analysis...13 Part D Pedestrian, Bicycle and Multi-Use Trail Considerations...13 Part E Traffic SIgnal Warrant Analysis...13 CHAPTER VI RECOMMEDATIOS AD COCLUSIO...16 Part A Recommendations...16 Part B Conclusion...17

4 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 LIST OF EXHIBITS Exhibit Project Overview Map Exhibit Conceptual Site Plan Exhibit Year 2018/2028 Build Traffic Recommended Improvements Exhibit Year 2028 Total Traffic Recommended Improvements Exhibit Project Overview Map Exhibit Conceptual Site Plan Exhibit Project Location Aerial Exhibit Existing Transportation Detail Exhibit 3-2a...Existing Traffic Volumes Exhibit 3-2b...Year 2018 Background Traffic Volumes Exhibit 3-3a...Existing Traffic Operations Without Improvements Exhibit 3-3b...Year 2018 Background Traffic Operations Without Improvements Exhibit Year 2028 Background Traffic Volumes Exhibit 4-2a...On-Site Trip Generation & Distribution Tables Exhibit 4-2b...Off-Site Trip Generation & Distribution Tables Exhibit Year 2018 On-Site ew Trips Exhibit Year 2028 Off-site ew Trips Exhibit Year 2018 Build Traffic Exhibit Year 2028 Build Traffic Exhibit Year 2028 Total Traffic Exhibit Year 2028 Background Traffic Operations Without Improvements Exhibit 5-2a...Year 2018 Build Traffic Operations Without Improvements Exhibit 5-2b...Year 2028 Build Traffic Operations Without Improvements Exhibit 5-2c...Year 2028 Total Traffic Operations Without Improvements Exhibit 5-3a...Year 2018 Build Traffic Operations With Improvements Exhibit 5-3b...Year 2028 Build Traffic Operations With Improvements Exhibit 5-3c...Year 2028 Total Traffic Operations With Improvements Exhibit 5-8a...Year 2018 Background Traffic Expected Maximum Queues Exhibit 5-8b...Year 2028 Background Traffic Expected Maximum Queues Exhibit Year 2018 Build Traffic Expected Maximum Queues, With Improvements Exhibit Year 2028 Build Traffic Expected Maximum Queues, With Improvements Exhibit Year 2028 Total Traffic Expected Maximum Queues, With Improvements Traffic Analysis & Design, Inc. ii

5 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 LIST OF APPEDICES Appendix A...Traffic Existing Traffic Counts WisDOT Traffic Forecasts Existing Traffic Signal Timings Appendix B...Existing/Background Traffic Peak Hour Analysis Outputs Existing Traffic Year 2018 Background Traffic Year 2028 Background Traffic Year 2018 Build Traffic Year 2028 Build Traffic Year 2028 Total Traffic Appendix D...Peak Hour Improvement Analysis Outputs Year 2028 Total Traffic With Improvements Appendix E...Traffic Signal Warrant Analysis Year 2018 Build Traffic Year 2028 Total Traffic Traffic Analysis & Design, Inc. iii

6 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 CHAPTER I ITRODUCTIO & EXECUTIVE SUMMARY PART A PURPOSE OF REPORT AD STUDY OBJECTIVES The City of Janesville has requested a Traffic Impact Analysis (TIA) to analyze the impacts of a multi-family residential development located on the south side of East Rotamer Road, immediately south of the East Rotamer Road intersection with Tanglewood Drive. Traffic Analysis & Design, Inc. has been retained to identify the existing traffic operating conditions, the Year 2018 build, Year 2028 build and Year 2028 total (with off-site development) traffic operating conditions and improvements necessary to provide safe and efficient traffic operations through the horizon (2028) year. This report documents the procedures, findings and conclusions of the traffic impact analysis. The analysis identifies recommended improvements based on existing intersection geometrics, background traffic volumes, and additional traffic expected to be generated by the proposed development within the limits of the study area. PART B EXECUTIVE SUMMARY The executive summary includes a description of the study area, description of the development and conclusions based on the findings of the TIA. B1. Location of Study Site with Respect to Area Roadway etwork The multi-family residential development is being proposed for the vacant parcel located immediately east of the existing Sam s Club/Walmart stores along Deerfield Drive in the City of Janesville, as shown in Exhibit 1-1. Based on discussions with the City of Janesville and as shown in Exhibit 1-1, the study area for the proposed development includes the following existing intersections: Rotamer Road with Kettering Street/Deerfield Drive; Rotamer Road with Tanglewood Drive/ew Development Access; and Rotamer Road with Amhurst Road. B2. On-Site Development Description Exhibit 1-2 shows the conceptual site plan for the proposed development. Access to the site is proposed as a new southern leg of the existing Tanlgewood Drive three-legged Tee intersection with Rotamer Road. o access to the adjacent Briar Crest residential neighborhood is proposed. As shown on the site plan, the following land uses are assumed for the proposed development site: Apartments 93 units. Apartments within the residential property are anticipated to include a combination of onebedroom (38 units) and two-bedroom (55 units) apartments. Garage and surface parking is proposed within the site. It is anticipated that construction of the site will begin in 2018, with the full build out within the next few years. For purposes of the traffic study, full build out of the site is included in the Year 2018 Build and Year 2028 Build traffic conditions. B3. Off-Site Development Description According to the City of Janesville, one off-site development is located within the limits of the study area. An 18 acre undeveloped parcel of land, located between Milton Avenue, Kettering Street and Rotamer Road, is zoned for commercial use. There are no current development plans

7 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 for this parcel of land; however, based on previous interest, the following land uses were included as off-site development: Free-standing Discount Superstore - 200,000 square feet. Access to this off-site development site was assumed as a full access driveway off of Rotamer Road. For planning purposes, the full buildout of this off-site development was included in the Year 2028 Total traffic conditions. B4. Site Generated Traffic To address any potential future traffic impacts along study area roadways and at the intersections adjacent to the development, it is necessary to identify the hourly and daily volume of traffic generated by the on-site and off-site developments. The traffic volumes expected to be generated by the proposed and potential developments are based on the size and type of the proposed uses, and on trip rates as published in the Institute of Transportation Engineer s (ITE) Trip Generation Manual, 9 th Edition, A combination of trip rate and fitted curve equations were utilized to determine the expected new trips based on current ITE practices. Full build of the apartment development is expected to generate 50 new trips (10 entering/40 exiting) during a typical weekday morning peak hour. During a typical weekday evening peak hour, the development is expected to generate 70 new trips (45 entering/25 exiting). On a typical weekday, the apartment development is expected to generate approximately 690 new trips (345 entering/345 exiting) under full build conditions. Full build of the off-site development is expected to generate 370 total trips (205 entering/165 exiting) during a typical weekday morning peak hour. Of the 370 total trips, approximately 70 are expected to be pass-by trips resulting in 300 new trips (170 entering/130 exiting) during a typical weekday morning peak hour. During a typical weekday evening peak hour, the off-site development is expected to generate 870 total trips (425 entering/445 exiting). Of the 870 total trips, approximately 170 are expected to be pass-by trips resulting in 700 new trips (340 entering/360 exiting) during a typical weekday evening peak hour. On a typical weekday, the proposed off-site development is expected to generate approximately 10,150 new trips of which 2,030 are expected to be pass-by trips resulting in approximately 8,120 new trips (4,060 entering/4,060 exiting) under full build conditions. B5. Proposed Access Access to the proposed multi-family residential development is proposed as a new southern leg of the existing Tanlgewood Drive three-legged Tee intersection with Rotamer Road. o access to the adjacent Briar Crest residential neighborhood is proposed. For planning purposes, access to the potential off-site development site was assumed as a full access driveway off of Rotamer Road. B6. Year 2028 Background Traffic Recommended Improvements The study area intersections were analyzed based on the procedures set forth in the 2010 Highway Capacity Manual (HCM). Intersection operation is defined by level of service. Level of Service (LOS) is a quantitative measure that refers to the overall quality of flow at an intersection ranging from very good, represented by LOS A, to very poor, represented by LOS F. For the purpose of this study, LOS D or better was used to define acceptable peak hour operating conditions. Year 2028 background traffic volumes do not include any development. The analysis was conducted using existing intersection geometrics, traffic control, and traffic signal timings. o improvements are recommended to accommodate the Year 2028 background traffic volumes. Traffic Analysis & Design, Inc. 2

8 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 B7. Year 2018 Build/2028 Build Traffic Recommended Improvements Year 2018 build and Year 2028 build traffic volumes include the full build out of the multifamily residential development site. The following improvements, shown in Exhibit 1-3, are recommended to accommodate the Year 2018 build and Year 2028 build traffic volumes. Improvements are for jurisdictional consideration and are not legally binding. The City of Janesville reserves the right to determine alternative solutions. Rotamer Road & Tanglewood Drive/ew Development Access Provide an access driveway on the south side of the intersection aligned directly across from Tanglewood Drive. ew driveway should be provided with a single shared exiting lane with stop sign control. All intersections are expected to operate acceptably at LOS B or better with minimal delays under the Year 2018 build and Year 2028 build traffic volumes during the weekday morning and weekday evening peak hours with these recommended improvements. Under all other hours of the day, the intersections are expected to operate even better. B8. Year 2028 Total Traffic Recommended Improvements Year 2028 Total traffic volumes include the full build out of the multi-family residential development site as well as the off-site development as described in this report. It is noted that these improvements are presented for planning purposes for when significant additional development occurs east of the Multi-family residential development. These improvements are not directly due to the multi-family residential development. The following additional recommended improvements, shown in Exhibits 1-4, are recommended to accommodate the Year 2028 Total traffic volumes. Improvements are for jurisdictional consideration and are not legally binding. The City of Janesville reserves the right to determine alternative solutions. Rotamer Road & Kettering Street/Deerfield Drive Adjust traffic signal timings at intersection. It is noted that the expected queue lengths at the southbound left-turn lane at the Rotamer Road & Kettering Street/Deerfield Drive intersection are expected to extend beyond the current turn bay length. However, extension of this turn bay is not possible without widening the median (and therefore reconstructing Kettering Street). Therefore, in order to limit spillback into the southbound through lanes at the intersection, the type and size of development on the off-site parcel should be considered carefully as developers come forward with development plans in the future. All intersections are expected to operate acceptably at LOS C or better with minimal delays under the Year 2028 total traffic volumes during the weekday morning and weekday evening peak hours with these recommended improvements. Under all other hours of the day, the intersections are expected to operate even better. B9. Conclusion To accommodate the full build out of the multi-family residential development site; recommended improvements, which include the construction of the access driveway to the development located on the south leg of the Rotamer Road intersection with Tanglewood Drive, are expected to be necessary. Additional traffic signal timing improvements are also expected to be necessary for the full buildout of the offsite development as well. All movements at the study Traffic Analysis & Design, Inc. 3

9 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 area intersections are expected to operate safely and efficiently during all hours of the day with the improvements identified in this TIA through the Year Traffic Analysis & Design, Inc. 4

10 Janesville, Wisconsin Offsite Development Development Site 0 mi LEGED Study Area Intersection Proposed On-Site Development Potential Off-Site Development Copyright and (P) Microsoft Corporation and/or its suppliers. All rights reserved. / Certain mapping and direction data 2012 AVTEQ. All rights reserved. The Data for areas of Canada includes information taken with permission from Canadian authorities, including: Her Majesty the Queen in Right of Canada, Queen's Printer for Ontario. AVTEQ and AVTEQ O BOARD are trademarks of AVTEQ Tele Atlas orth America, Inc. All rights reserved. Tele Atlas and Tele Atlas orth America are trademarks of Tele Atlas, Inc by Applied Geographic Solutions. Al l rights reserved. Portions Copyright 2012 by Woodall Publications Corp. All ri ghts reserved. EXHIBIT 1-1 PROJECT OVERVIEW MAP 2118: OT TO SCALE MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

11 2118: OT TO SCALE EXHIBIT 1-2 COCEPTUAL SITE PLA MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

12 Tanglewood Drive Deerfield Drive Kettering Street Off-Site Driveway Amhurst Road COTIUOUS Provide Driveway on South Approach of Intersection LEGED XX Traffic Signal Storage Length (In Feet) Existing Lane Configuration Planned Lane Configuration Proposed Roadway Divided Roadway Median 2118: OT TO SCALE EXHIBIT 1-3 YEAR 2018/2028 BUILD (WITH DEVELOPMET) TRAFFIC RECOMMEDED IMPROVEMETS MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

13 Update Traffic Signal Timings at Intersection Tanglewood Drive Deerfield Drive Kettering Street Off-Site Driveway Amhurst Road COTIUOUS Provide Driveway on South Approach of Intersection LEGED XX Traffic Signal Storage Length (In Feet) Existing Lane Configuration Planned Lane Configuration Proposed Roadway Divided Roadway Median 2118: OT TO SCALE EXHIBIT 1-4 YEAR 2028 TOTAL (WITH OFF-SITE DEVELOPMET) TRAFFIC RECOMMEDED IMPROVEMETS MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

14 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 CHAPTER II PROPOSED DEVELOPMET PART A O-SITE DEVELOPMET A1. Development Description and Site Location The multi-family residential development is being proposed for the vacant parcel located immediately east of the existing Sam s Club/Walmart stores along Deerfield Drive in the City of Janesville, Rock County, Wisconsin. A project overview map illustrating the location of the proposed development is shown in Exhibit 2-1. A2. Land Use and Intensity The proposed site is currently an undeveloped cleared parcel located on the south side of Rotamer Road, immediately south of the Rotamer Road intersection with Tanglewood Drive. The development site is bordered by the existing Sam s Club/Walmart stores to the west and the Briar Crest residential neighborhood to the east. Additional commercial uses exist further to the west and south and additional residential uses exist further to the east and north. A3. Site Plan A copy of the conceptual site plan for the multi-family residential development is illustrated in Exhibit 2-2. Access to the proposed multi-family residential development is proposed as a new southern leg of the existing Tanlgewood Drive three-legged Tee intersection with Rotamer Road. o access to the adjacent Briar Crest residential neighborhood is proposed. A4. Development Phasing As shown on the site plan in Exhibit 2-2, the multi-family residential development is expected to include a free-standing discount superstore as well as several outlots. The following land uses are assumed for the proposed development site: Apartments 93 units. Apartments within the residential property are anticipated to include a combination of onebedroom (38 units) and two-bedroom (55 units) apartments. Garage and surface parking is proposed within the site. It is anticipated that construction of the site will begin in 2018, with the full build out within the next few years. For purposes of the traffic study, full build out of the site is included in the Year 2018 Build and Year 2028 Build traffic conditions. PART B STUDY AREA B1. Influence Area Based on the location of the site, the multi-family residential development is expected to draw from the local area. Therefore, the areas of significant influence include the City of Janesville, and the other surrounding cities, villages and towns. B2. Area of Significant Traffic Impact The study area for the proposed development includes the following existing intersections: Rotamer Road with Kettering Street/Deerfield Drive; Rotamer Road with Tanglewood Drive/ew Development Access; and Rotamer Road with Amhurst Road. The existing geometrics and traffic control at the study area intersections are shown in Exhibit 3-1. Traffic Analysis & Design, Inc. 5

15 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 PART C OFF-SITE LAD USE AD DEVELOPMET According to the City of Janesville, one off-site development is located within the limits of the study area. An 18 acre undeveloped parcel of land, located between Milton Avenue, Kettering Street and Rotamer Road, is zoned for commercial use. There are no current development plans for this parcel of land; however, based on previous interest, the following land uses were included as off-site development: Free-standing Discount Superstore - 200,000 square feet. Access to this off-site development site was assumed as a full access driveway off of Rotamer Road. For planning purposes, the full buildout of this site was included in the Year 2028 Total traffic conditions. The location of the off-site development area is shown on the project overview map in Exhibit 2-1. PART D SITE ACCESSIBILITY D1. Study Area Roadways The study area roadways are discussed below: Kettering Street is a northwest-southeast four-lane divided roadway with a posted speed limit of 30 mph within the limits of the study area. As Kettering Street angles to the south at Rotamer Road, the roadway designation changes to Deerfield Drive. WisDOT Annual average daily traffic (AADT) volume information is not available for Kettering Street; however, average daily traffic (ADT) volumes of approximately 11,300-vpd along Kettering Street, north of Rotamer Road, were calculated based on 6-hours of turning movement count data collected as part of this study. o sidewalks currently exist along Kettering Street within the limits of the study area. Deerfield Drive is a north-south four-lane divided roadway from Rotamer Road down to USH 14 with a short segment of the roadway, in the middle, having a four-lane undivided cross section. Deerfield Drive becomes Kettering Street north of Rotamer Road. The posted speed limit along Deerfield Drive is 30 mph. WisDOT AADT information is not available for Deerfield Drive; however, ADT volumes of approximately 7,600-vpd along Deerfield Drive, south of Rotamer Road, were calculated based on 6-hours of turning movement count data collected as part of this study. Sidewalks currently exist along both sides of Deerfield Drive within the limits of the study area. Rotamer Road is an east-west two-lane undivided local collector roadway that intersects Kettering Street/Deerfield Drive as a signalized tee intersection from the east. The posted speed limit along Rotamer Road is 30 mph. WisDOT AADT information is not available for Rotamer Road; however, ADT volumes of approximately 5,100-vpd along Rotamer Road, west of Tanglewood Drive and 4,600-vpd east of Tanglewood Drive, were calculated based on 12-hours of turning movement count data collected as part of this study. Sidewalks currently exist along the south side of Rotamer Road between Deerfield Drive and Tanglewood Drive and along the north side of the road from Tanglewood Drive to the east, through the limits of the study area. Tanglewood Drive is a north-south two-lane undivided local residential roadway that intersects Rotamer Road as a Tee intersection from the north. Tanglewood Drive provides access to a residential neighborhood to the north. The posted speed limit along Tanglewood Drive is 25 mph. WisDOT AADT information is not available for Tanglewood Drive; however, ADT volumes of approximately 1,050-vpd along Tanglewood Drive, were calculated based on 12- hours of turning movement count data collected as part of this study. Sidewalks currently exist along only the west side of Tanglewood Drive within the limits of the study area. Traffic Analysis & Design, Inc. 6

16 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 Amhurst Road is a north-south two-lane undivided local residential roadway with a posted speed limit of 25 mph. WisDOT AADT information is not available for Amhurst Road; however, ADT volumes of approximately 285-vpd along Amhurst Road, north of Rotamer Road and 1,350-vpd, south of Rotamer Road were calculated based on 6-hours of turning movement count data collected as part of this study. Sidewalks do not currently exist along Amhurst Road within the limits of the study area. D2. Alternative Modes of Transportation In addition to the pedestrian sidewalks listed in the previous section, the Ice Age ational Scenic Trail (a regional multi-use trail) exists along the west side of the proposed site (adjacent to existing western commercial uses) within the limits of the study area. In addition, bicycle lanes exist along both sides of Rotamer Road, east of Tanglewood Drive and on the south side of Rotamer Road, to the west of Tanglewood Drive. Transit is not present within the limits of the study area. Therefore, for the purpose of this TIA, all trips to/from the on- and off-site developments were assumed to occur via motor vehicle. Traffic Analysis & Design, Inc. 7

17 Janesville, Wisconsin Offsite Development Development Site 0 mi LEGED Study Area Intersection Proposed On-Site Development Potential Off-Site Development Copyright and (P) Microsoft Corporation and/or its suppliers. All rights reserved. / Certain mapping and direction data 2012 AVTEQ. All rights reserved. The Data for areas of Canada includes information taken with permission from Canadian authorities, including: Her Majesty the Queen in Right of Canada, Queen's Printer for Ontario. AVTEQ and AVTEQ O BOARD are trademarks of AVTEQ Tele Atlas orth America, Inc. All rights reserved. Tele Atlas and Tele Atlas orth America are trademarks of Tele Atlas, Inc by Applied Geographic Solutions. Al l rights reserved. Portions Copyright 2012 by Woodall Publications Corp. All ri ghts reserved. EXHIBIT 2-1 PROJECT OVERVIEW MAP 2118: OT TO SCALE MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

18 2118: OT TO SCALE EXHIBIT 2-2 COCEPTUAL SITE PLA MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

19 2118: OT TO SCALE EXHIBIT 2-3 PROJECT LOCATIO AERIAL MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

20 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 CHAPTER III AALYSIS OF EXISTIG CODITIOS PART A PHYSICAL CHARACTERISTICS Exhibit 3-1 shows the existing transportation detail for the study area intersections. More specifically, the exhibit illustrates intersection lane configurations, intersection traffic controls, posted speed limits, and approximate intersection spacing. PART B TRAFFIC VOLUMES The weekday morning and weekday evening peak hours are expected to drive the improvements needed to adequately accommodate the multi-family residential development, as they represent the highest trip generation for the site and the highest volumes along Rotamer Road. Therefore, in early September of 2017, Traffic Analysis & Design, Inc. conducted weekday morning (6:00 to 9:00 am) and weekday evening (3:00 to 6:00 pm) turning movement traffic counts at the Rotamer Road intersections with Kettering Street/Deerfield Drive and Amhurst Road. In addition, for traffic signal warrant analysis purposes, twelve hour (6:00 am to 6:00 pm) turning movement counts were also conducted at the Rotamer Road intersection with Tanglewood Drive. Based on the turning movement counts, the weekday morning and weekday evening peak hours were identified as being 7:45 to 8:45 am and 4:30 to 5:30 pm, respectively. The existing traffic volumes, balanced within the study area, are shown in Exhibit 3-2a. The traffic counts used to determine peak hour factors and truck percentages have been included in Appendix A of this study. Background growth rates from the WisDOT forecasts from a previous study in the area were utilized to determine the Year 2018 Background traffic volumes. It is noted that the background growth rate for this area was calculated as 2-percent for the study area corridors. The Year 2018 Background traffic volumes are shown in Exhibit 3-2b. The WisDOT forecasts from the previous study are also included in Appendix A. PART C CAPACITY LEVEL OF SERVICE C1. Level of Service Definitions The study area intersections were analyzed based on the procedures set forth in the 2010 Highway Capacity Manual (HCM). Intersection operation is defined by level of service. Level of service (LOS) is a quantitative measure that refers to the overall quality of flow at an intersection ranging from very good, represented by LOS A, to very poor, represented by LOS F. For the purpose of this study, LOS D was used to define acceptable peak hour operating conditions. Descriptions of the various levels of service are as follows: LOS A is the highest level of service that can be achieved. Under this condition, intersection approaches appear quite open, turning movements are easily made, and nearly all drivers find freedom of operation. At signalized and unsignalized intersections, average delays are less than 10 seconds. LOS B represents stable operation. At signalized intersections, average vehicle delays are 10 to 20 seconds. At unsignalized intersections, average delays are 10 to 15 seconds. LOS C still represents stable operation, but periodic backups of a few vehicles may develop behind turning vehicles. Most drivers begin to feel restricted, but not objectionably so. At signalized intersections, average vehicle delays are 20 to 35 seconds. At unsignalized intersections, average delays are 15 to 25 seconds. LOS D represents increasing traffic restrictions as the intersection approaches instability. Delays to approaching vehicles may be substantial during short peaks within the peak period, but periodic clearance of long lines occurs, thus preventing excessive backups. Traffic Analysis & Design, Inc. 8

21 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 At signalized intersections, average vehicle delays are 35 to 55 seconds. At unsignalized intersections, average delays are 25 to 35 seconds. LOS E represents the capacity of the intersection. At signalized intersections, average vehicle delays are 55 to 80 seconds. At unsignalized intersections, average delays are 35 to 50 seconds. LOS F represents jammed conditions where the intersection is over capacity and acceptable gaps for unsignalized intersections in the mainline traffic flow are minimal. At signalized intersections, average vehicle delays exceed 80 seconds. At unsignalized intersections, average delays exceed 50 seconds. C2. Existing Traffic Operations o Improvements Exhibit 3-3 shows the existing traffic (no development) peak hour operating conditions at the study area intersections. The existing traffic analysis was conducted using the existing lane configurations shown in Exhibit 3-1, the existing traffic volumes shown in Exhibit 3-2a, and the existing traffic signal timings included in Appendix A. As shown in Exhibit 3-3, all movements are expected to operate acceptably at LOS D or better at the study area intersections under the existing traffic volumes conditions during the weekday morning and weekday evening peak periods. C3. Year 2018 Background Traffic Operations o Improvements Exhibit 3-3 shows the year 2018 background traffic peak hour operating conditions at the study area intersections. The year 2018 background traffic analysis was conducted using the existing lane configurations shown in Exhibit 3-1, the year 2018 background traffic volumes shown in Exhibit 3-2b, and the existing traffic signal timings included in Appendix A. As shown in Exhibit 3-3, all movements are expected to operate acceptably at LOS D or better at the study area intersections under the year 2018 background traffic volumes conditions during the weekday morning and weekday evening peak periods. PART D SOURCES OF DATA The following sources of data were obtained for use in conducting this traffic study: Turning movement traffic counts TADI; Forecasted traffic counts WisDOT forecasting unit; Existing transportation details TADI along with Google Earth; Existing traffic signal timings City of Janesville; On-site development information City of Janesville; Off-site development information City of Janesville. Traffic Analysis & Design, Inc. 9

22 LEGED XX XX Traffic Signal Existing Lane Configuration Divided Roadway Median Existing Turn Bay Length (In Feet) Distance Between Driveways (in Feet) Existing Buildings SPEED LIMIT 30 Kettering Street Rotamer Road Tanglewood Drive SPEED LIMIT COTIUOUS Right-In Driveway SPEED LIMIT 30 1,025 SPEED LIMIT 25 SPEED LIMIT Sam s Club Amhurst Road East Frontage Road Driveway Ice Age ational Scenic Trail Deerfield Drive Walmart 2118: OT TO SCALE EXHIBIT 3-1 EXISTIG TRASPORTATIO DETAIL MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

23 LEGED XX (XX) AM Peak Hour Volumes (7:45-8:45 AM) PM Peak Hour Volumes (4:30-5:30 PM) egligible Traffic Volumes (Fewer than 3 vph) Proposed Driveway 155 (365) 105 (315) 260 (245) (415) 125 (80) 25 (360) 125 Deerfield Drive Off-Site Driveway Tanglewood Drive Amhurst Road 230 (190) 30 (55) 45 (50) Kettering Street 15 (25) 10 (20) 215 (195) 5 ( - ) - (5) 10 (5) 5 (5) 180 (175) 5 (10) (45) 15 (315) 110 ( - ) - (270) 115 (70) 10 (40) 40 (5) 5 (5) : OT TO SCALE EXHIBIT 3-2A YEAR 2017 EXISTIG TRAFFIC VOLUMES BALACED MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

24 LEGED XX (XX) AM Peak Hour Volumes (7:45-8:45 AM) PM Peak Hour Volumes (4:30-5:30 PM) egligible Traffic Volumes (Fewer than 3 vph) Proposed Driveway 160 (370) 105 (320) 265 (250) (425) 130 (80) 25 (365) 125 Deerfield Drive Off-Site Driveway Tanglewood Drive Amhurst Road 235 (195) 30 (55) 45 (50) Kettering Street 15 (25) 10 (20) 220 (200) 5 ( - ) - (5) 10 (5) 5 (5) 185 (180) 5 (10) (45) 15 (320) 110 ( - ) - (275) 115 (70) 10 (40) 40 (5) 5 (5) : OT TO SCALE EXHIBIT 3-2B YEAR 2018 BACKGROUD TRAFFIC VOLUMES MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

25 Intersection Kettering Street/Deerfield Drive at Rotamer Road Amhurst Road at Rotamer Road Traffic Control Traffic Signal One-Way Tanglewood Drive at Rotamer Road Exhibit 3-3A Existing Traffic Peak Hour Operating Conditions Existing Geometrics and Traffic Control Two-Way otes: (-) indicates a movement that is not possible or is prohibited. Level of Service per Movement by Approach Intersection Peak Eastbound Westbound orthbound Southbound Level of Hour LT TH RT LT TH RT LT TH RT LT TH RT Service AM B - B - B B A A - B PM B - C - B B A A - B AM A A - - A A B - B A PM A A - - A A B - B A AM A A A A A A B B B B B B A PM A A A A A A B B B B B B A Intersection Kettering Street/Deerfield Drive at Rotamer Road Exhibit 3-3B Year 2018 Background Traffic Peak Hour Operating Conditions Existing Geometrics and Traffic Control Traffic Control Traffic Signal Tanglewood Drive at Rotamer Road One-Way Amhurst Road at Rotamer Road Two-Way otes: (-) indicates a movement that is not possible or is prohibited. Level of Service per Movement by Approach Intersection Peak Eastbound Westbound orthbound Southbound Level of Hour LT TH RT LT TH RT LT TH RT LT TH RT Service AM B - B - B B A A - B PM B - C - B B A A - B AM A A - - A A B - B A PM A A - - A A B - B A AM A A A A A A B B B B B B A PM A A A A A A B B B B B B A 2118: OT TO SCALE EXHIBIT 3-3 EXISTIG & BACKGROUD TRAFFIC OPERATIOS WITHOUT IMPROVEMETS MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

26 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 CHAPTER IV FORECASTED TRAFFIC PART A BACKGROUD TRAFFIC FORECASTIG Background growth rates from the WisDOT forecasts from a previous study in the area were utilized to determine the Year 2018 Background and Year 2028 Background traffic volumes. It is noted that the background growth rate for this area was calculated as 2-percent for the study area corridors. The WisDOT forecasts are included in Appendix A. The Year 2028 forecast traffic volumes are shown in Exhibit 4-1 at the end of this chapter. PART B SITE TRAFFIC FORECASTIG To address any potential future traffic impacts along study area roadways and at the intersections adjacent to the development, it is necessary to identify the hourly and daily volume of traffic generated by the on-site and off-site developments. The traffic volumes expected to be generated by the proposed and potential developments are based on the size and type of the proposed uses, and on trip rates as published in the Institute of Transportation Engineer s (ITE) Trip Generation Manual, 9 th Edition, A combination of trip rate and fitted curve equations were utilized to determine the expected new trips based on current ITE practices. B1. Trip Generation The trip generation table for the full buildout of the multi-family residential development is shown on Exhibit 4-2a. As shown, full build of the apartment development is expected to generate 50 new trips (10 entering/40 exiting) during a typical weekday morning peak hour. During a typical weekday evening peak hour, the development is expected to generate 70 new trips (45 entering/25 exiting). On a typical weekday, the apartment development is expected to generate approximately 690 new trips (345 entering/345 exiting) under full build conditions. As shown in Exhibit 4-2b, full build of the off-site development is expected to generate 370 total trips (205 entering/165 exiting) during a typical weekday morning peak hour. Of the 370 total trips, approximately 70 are expected to be pass-by trips resulting in 300 new trips (170 entering/130 exiting) during a typical weekday morning peak hour. During a typical weekday evening peak hour, the off-site development is expected to generate 870 total trips (425 entering/445 exiting). Of the 870 total trips, approximately 170 are expected to be pass-by trips resulting in 700 new trips (340 entering/360 exiting) during a typical weekday evening peak hour. On a typical weekday, the proposed off-site development is expected to generate approximately 10,150 new trips of which 2,030 are expected to be pass-by trips resulting in approximately 8,120 new trips (4,060 entering/4,060 exiting) under full build conditions. B2. Mode Split Pedestrians, bicyclists and future bus users may use their respective modes to access the multifamily residential development, though these alternate modes are expected to make up a very small portion of the overall trips to/from the study area. Therefore, for the purpose of this TIA, all trips to/from the on- and off-site developments were assumed to occur via motor vehicle. B3. Determination of Linked and Pass-by Trip Traffic Due to the nature of the multi-family residential development, the proposed development isn t expected to have any reductions for linked trips or pass-by trips. However, the off-site commercial development assumed a 20-percent pass-by trip reduction. A linked trip occurs when a patron of one tenant visits another tenant prior to exiting the site (e.g. a commercial patron visits two commercial uses prior to entering the highway system). Pass-by trips occur when motorists already on the highway system stop at a development site prior to continuing on Traffic Analysis & Design, Inc. 10

27 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 their intended route (e.g. an existing motorist westbound on Rotamer Road stops at the commercial use prior to continuing westbound on Rotamer Road). B4. Trip Distribution The trip distribution for the proposed multi-family residential development and the commercial off-site development was determined based on existing traffic patterns within the study area, the type of proposed land uses, and anticipated growth areas located outside the study area. The expected trip distribution for the developments is shown in table format in Exhibits 4-2a&b and summarized as follows: 50-percent to/from the north on Kettering Street; 30-percent to/from the south on Deerfield Drive; 5-percent to/from the north on Tanglewood Drive; and 15-percent to/from the east on Rotamer Road. B5. Trip Assignment The full build new trips expected to be generated by the multi-family residential development were assigned to the study area and are shown in Exhibit 4-4. The full build new trips expected to be generated by the potential off-site development were assigned to the study area and are shown in Exhibit 4-5. PART C BUILD & TOTAL TRAFFIC C1. Year 2018 Build Traffic Year 2018 build traffic volumes include the full build out of the multi-family residential development site. The Year 2018 background traffic volumes, Exhibit 3-2b, were added to the multi-family residential development full build new trips, illustrated in Exhibit 4-4, to determine the Year 2018 build traffic volumes (Exhibit 4-6). C2. Year 2028 Build Traffic Year 2028 build traffic volumes include the full build out of the multi-family residential development site. The Year 2028 background traffic volumes, Exhibit 4-1, were added to the multi-family residential development full build new trips, illustrated in Exhibit 4-4, to determine the Year 2028 build traffic volumes (Exhibit 4-7). C3. Year 2028 Total Traffic Year 2028 Total traffic volumes include the full build out of the multi-family residential development site as well as the identified off-site development. The Year 2028 background traffic volumes, Exhibit 4-1, were added to the multi-family residential development full build new trips, illustrated in Exhibit 4-4, and the off-site new trips, illustrated in Exhibit 4-5, to determine the Year 2028 total traffic volumes (Exhibit 4-8). Traffic Analysis & Design, Inc. 11

28 LEGED XX (XX) AM Peak Hour Volumes (7:45-8:45 AM) PM Peak Hour Volumes (4:30-5:30 PM) egligible Traffic Volumes (Fewer than 3 vph) Proposed Driveway 190 (445) 130 (385) 315 (295) (505) 150 (100) 30 (440) 155 Deerfield Drive Off-Site Driveway Tanglewood Drive Amhurst Road 280 (230) 35 (65) 55 (60) Kettering Street 20 (30) 10 (25) 260 (235) 5 ( - ) - (5) 10 (5) 5 (5) 215 (210) 5 (10) (55) 20 (385) 135 ( - ) - (330) 145 (85) 10 (50) 50 (5) 5 (5) : OT TO SCALE EXHIBIT 4-1 YEAR 2028 BACKGROUD TRAFFIC VOLUMES MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

29 Exhibit 4-2A On-Site Trip Generation Table ITE Weekday AM Peak PM Peak Land Use Code Proposed Size Daily In Out Total In Out Total Apartments Units FCE (20%) (80%) FCE (65%) (35%) FCE Total ew Trips If rates are shown in table, utilized ITE average rate; otherwise, FCE = Fitted Curve Equation, utilized per ITE recommended TRIP DISTRIBUTIO orth on Deerfield 50% South on Deerfield 30% orth on Tanglewood 5% East on Rotamer 15% % Exhibit 4-2B Off-Site Trip Generation Table ITE Weekday AM Peak PM Peak Land Use Code Proposed Size Daily In Out Total In Out Total Free-Standing Discount 10, x 1,000 SF Superstore (50.75) (56%) (44%) (1.85) (49%) (51%) (4.35) Total Trips 10, Minus Pass-by Trips (813) 20% -2, Total ew Trips 8, If rates are shown in table, utilized ITE average rate; otherwise, FCE = Fitted Curve Equation, utilized per ITE recommended Adjacent Street (Milton) ADT = 21,000; 10% = 2,100 TRIP DISTRIBUTIO orth on Deerfield 50% South on Deerfield 30% orth on Tanglewood 5% East on Rotamer 15% % : OT TO SCALE EXHIBIT 4-2 TRIP GEERATIO TABLES MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

30 LEGED XX (XX) AM Peak Hour Volumes (7:45-8:45 AM) PM Peak Hour Volumes (4:30-5:30 PM) egligible Traffic Volumes (Fewer than 3 vph) Proposed Driveway 35 (25) (40) 10 Deerfield Drive (25) 35 Kettering Street Off-Site Driveway Tanglewood Drive Amhurst Road 5 (25) 20 (15) 15 (10) - (5) - (5) (15) 5 (40) 10 ( - ) 5 ( - ) : OT TO SCALE EXHIBIT 4-4 YEAR 2018 O-SITE EW TRIPS MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

31 LEGED XX (XX) AM Peak Hour Volumes (7:45-8:45 AM) PM Peak Hour Volumes (4:30-5:30 PM) egligible Traffic Volumes (Fewer than 3 vph) Proposed Driveway 105 (290) 25 (70) 35 (65) (275) 135 Deerfield Drive (105) 50 Kettering Street Off-Site Driveway Tanglewood Drive Amhurst Road 85 (170) 65 (180) 40 (110) 10 (15) 25 (50) 25 (50) (15) 5 (55) 20 (55) : OT TO SCALE EXHIBIT 4-5 YEAR 2028 OFF-SITE EW TRIPS MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

32 LEGED XX (XX) AM Peak Hour Volumes (7:45-8:45 AM) PM Peak Hour Volumes (4:30-5:30 PM) egligible Traffic Volumes (Fewer than 3 vph) Proposed Driveway 300 (275) (425) 130 (95) 30 (405) 135 Deerfield Drive Kettering Street Off-Site Driveway Tanglewood Drive Amhurst Road 160 (370) 110 (345) 255 (210) 45 (65) 45 (50) - ( - ) 15 (25) 10 (20) 220 (200) - (5) 5 ( - ) - (5) 10 (5) 5 (5) 185 (185) 5 (10) (45) 15 (320) 110 (40) 10 (25) 35 ( - ) - ( - ) 5 ( - ) - (275) 120 (70) 10 (40) 40 (5) 5 (5) : OT TO SCALE EXHIBIT 4-6 YEAR 2018 FULL BUILD TRAFFIC VOLUMES MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

33 LEGED XX (XX) AM Peak Hour Volumes (7:45-8:45 AM) PM Peak Hour Volumes (4:30-5:30 PM) egligible Traffic Volumes (Fewer than 3 vph) Proposed Driveway 350 (320) (505) 150 (115) 35 (480) 165 Deerfield Drive Kettering Street Off-Site Driveway Tanglewood Drive Amhurst Road 190 (445) 135 (410) 300 (245) 50 (75) 55 (60) - ( - ) 20 (30) 10 (25) 260 (235) - (5) 5 ( - ) - (5) 10 (5) 5 (5) 215 (215) 5 (10) (55) 20 (385) 135 (40) 10 (25) 35 ( - ) - ( - ) 5 ( - ) - (330) 150 (85) 10 (50) 50 (5) 5 (5) : OT TO SCALE EXHIBIT 4-7 YEAR 2028 FULL BUILD TRAFFIC VOLUMES MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

34 LEGED XX (XX) AM Peak Hour Volumes (7:45-8:45 AM) PM Peak Hour Volumes (4:30-5:30 PM) egligible Traffic Volumes (Fewer than 3 vph) Proposed Driveway 105 (290) 25 (70) 35 (65) 350 (320) (505) 150 (220) 85 (275) 135 (480) 165 Deerfield Drive Kettering Street Off-Site Driveway Tanglewood Drive Amhurst Road 190 (445) 220 (580) 365 (425) 90 (185) 65 (75) - ( - ) 20 (30) 10 (25) 285 (285) - (5) 5 ( - ) - (5) 10 (5) 5 (5) 240 (265) 5 (10) (70) 25 (440) 155 (40) 10 (25) 35 ( - ) - ( - ) 5 ( - ) - (385) 170 (85) 10 (50) 50 (5) 5 (5) : OT TO SCALE EXHIBIT 4-8 YEAR 2028 TOTAL (WITH OFF-SITE DEVELOPMET) TRAFFIC VOLUMES MULTI-FAMILY RESIDETIAL DEVELOPMET JAESVILLE, WISCOSI

35 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 CHAPTER V TRAFFIC AD IMPROVEMET AALYSIS PART A SITE ACCESS Access to the site is proposed as a new southern leg of the existing Tanlgewood Drive threelegged Tee intersection with Rotamer Road. o access to the adjacent Briar Crest residential neighborhood is proposed. PART B CAPACITY LEVEL OF SERVICE AALYSIS B1. Year 2028 Background Traffic Operating Conditions o Improvements Exhibit 5-1 shows the Year 2028 background traffic (no development) peak hour operating conditions at the study area intersections. The Year 2028 background traffic analysis was conducted using existing intersection configurations and traffic signal timings. As shown, all movements are expected to operate at LOS C or better conditions during the typical weekday morning and weekday evening peak hours under Year 2028 background traffic conditions. B2. Year 2018 Build Traffic Operating Conditions o Improvements Exhibit 5-2a shows the Year 2018 build traffic (with the multi-family residential development) peak hour operating conditions at the study area intersections. The Year 2018 build traffic analysis was conducted using existing intersection configurations and traffic signal timings. As shown, all movements are expected to operate at LOS C or better conditions during the typical weekday morning and weekday evening peak hours under Year 2018 build traffic conditions. B3. Year 2028 Build Traffic Operating Conditions o Improvements Exhibit 5-2b shows the Year 2028 build traffic (with the multi-family residential development) peak hour operating conditions at the study area intersections. The Year 2028 build traffic analysis was conducted using existing intersection configurations and traffic signal timings. As shown, all movements are expected to operate at LOS C or better conditions during the typical weekday morning and weekday evening peak hours under Year 2028 build traffic conditions. B4. Year 2028 Total Traffic Operating Conditions o Improvements Exhibit 5-2c shows the Year 2028 total traffic (with on-site and off-site development) peak hour operating conditions at the study area intersections. The Year 2028 total traffic analysis was conducted using existing intersection configurations and traffic signal timings. As shown, all movements are expected to operate at LOS D or better conditions during the typical weekday morning and weekday evening peak hours except the following: The southbound left-turn movements at the Rotamer Road intersection with Kettering Street/Deerfield Drive which are expected to operate at LOS F during the weekday evening peak period. B5. Year 2018 Build Traffic Operating Conditions With Improvements Improvements to accommodate the Year 2018 build traffic volumes (with the multi-family residential development) are summarized in Chapter VI Recommendations and Conclusion. Traffic Analysis & Design, Inc. 12

36 Multi-Family Residential Development Janesville, Wisconsin September 25, 2017 As shown in Exhibit 5-3a, all movements are expected to continue to operate at LOS C or better conditions with the improvements recommended to accommodate Year 2018 build traffic volumes. B6. Year 2028 Build Traffic Operating Conditions With Improvements Improvements to accommodate the Year 2028 build traffic volumes (with the multi-family residential development) are summarized in Chapter VI Recommendations and Conclusion. As shown in Exhibit 5-3b, all movements are expected to continue to operate at LOS C or better conditions with the improvements recommended to accommodate Year 2028 build traffic volumes. B7. Year 2028 Total Traffic Operating Conditions With Improvements Improvements to accommodate the Year 2028 total traffic volumes (with on-site and off-site development) are summarized in Chapter VI Recommendations and Conclusion. It is noted that these improvements are presented for planning purposes for when the adjacent commercial off-site development occurs. These improvements are not directly due to the multi-family residential development. As shown in Exhibit 5-3c, all movements are expected to improve to operate at LOS D or better conditions with the improvements recommended to accommodate Year 2028 total traffic volumes. PART C QUEUEIG AALYSIS To estimate storage length requirements for turn bays at the study area intersections with improvements, a queuing analysis has been conducted. ote that the 95 th percentile probable queue lengths were used for the design of turn bay storage at traffic signal and stop sign controlled intersections. The following is a list of where the results of the queuing analysis can be found. Only the scenarios with identified improvements are shown. Year 2018 Background Traffic Expected Maximum Queues Exhibit 5-8a; Year 2028 Background Traffic Expected Maximum Queues Exhibit 5-8b; Year 2018 Build Traffic Expected Maximum Queues Exhibit 5-9; Year 2028 Build Traffic Expected Maximum Queues Exhibit 5-10; Year 2028 Total Traffic Expected Maximum Queues Exhibit PART D PEDESTRIA, BICYCLE AD MULTI-USE TRAIL COSIDERATIOS Pedestrian sidewalks are located along many of the study area roadways. In addition to the pedestrian sidewalks, the Ice Age ational Scenic Trail (a regional multi-use trail) exists along the west side of the proposed site (adjacent to existing western commercial uses) within the limits of the study area. Bicycle lanes also exist along both sides of Rotamer Road, east of Tanglewood Drive and on the south side of Rotamer Road, to the west of Tanglewood Drive. PART E TRAFFIC SIGAL WARRAT AALYSIS Traffic signal control was investigated at the Rotamer Road intersection with Tanglewood Drive/proposed development access under the Year 2018 build traffic volume conditions and the Year 2028 total (with on-site and off-site development) traffic conditions. For the study, the warrant analysis assumes Rotamer Road as a roadway with single approach lanes and the minor street movements as a one-lane minor street approach. Based on the WisDOT Traffic Signal Design Manual (TSDM), since the minor street includes a single shared lane, the minor street right-turn volume should be included in the warrant analysis. Therefore, the right turn volume at this intersection was included in the analysis. Traffic Analysis & Design, Inc. 13