INDUSTRIAL DEVELOPMENT

INDUSTRIAL DEVELOPMENT Traffic Impact Study Plainfield, Illinois August 2018 Prepared for: Seefried Industrial Properties, Inc.

TABLE OF CONTENTS Executive Summary 2 Introduction 3 Existing Conditions 5 Future Conditions 14 Recommendations & Conclusions 30 LIST OF TABLES Table 2.1. Level of Service Grading Descriptions 10 Table 2.2. Level of Service Grading Criteria 11 Table 2.3. Existing (Year 2018) Levels of Service 12 Table 3.1. Employee Shift Data 15 Table 3.2. Employee Shift Timeline 15 Table 3.3. Truck Traffic Projections 16 Table 3.4. Site-Generated Traffic Projections 17 Table 3.5. Estimated Trip Distribution 17 Table 3.6. Future (Year 2024) Build Levels of Service 27 Table 3.6. Future (Year 2024) Build Levels of Service (continued) 28 LIST OF EXHIBITS Exhibit 1. SIte Location Map 4 Exhibit 2. Existing (2018) Traffic Volumes 9 Exhibit 3. Site Traffic Assignment - Cars 18 Exhibit 4. Site Traffic Assignment Transport Trucks 19 Exhibit 5. Site Traffic Assignment Shuttle Trucks 20 Exhibit 6. Site Traffic Assignment - Total 21 Exhibit 7. Future (2024) Background Traffic Projections 24 Exhibit 8. Future (2024) Build Traffic Projections 26 Industrial Development Plainfield, Illinois Page 1 August 2018

EXECUTIVE SUMMARY Kimley-Horn and Associates, Inc., (Kimley-Horn) was retained by Seefried Properties to prepare a traffic impact study for an industrial warehouse/distribution development proposed on the north side of 143rd Street west of Steiner Road in Plainfield, Illinois. The proposed development includes two warehouse/distribution buildings totaling approximately 2,383,280 square feet. The proposed development would support an existing manufacturing facility located approximately one and onehalf miles to the east, on the north side of 143rd Street between Coil Plus Drive and Van Dyke Road. Truck access to the site is proposed via one inbound access driveway (Access A) from Steiner Street and one outbound access driveway (Access C) to 143rd Street. Passenger vehicle access would be provided via a full-access driveway (Access B) to 143rd Street. As part of this traffic impact study, existing and future traffic conditions were evaluated for the intersections of 143rd Street/Lincoln Highway/Wallin Drive, 143rd Street/Meadow Lane, 143rd Street/Steiner Road, IL 126/Steiner Road, IL 126/Ridge Road and Ridge Road/Johnson Road. Future traffic conditions were also evaluated for the proposed site access driveways. Planned area roadway and traffic control improvements were considered in the evaluation of future traffic conditions. 143rd Street is planned to be extended from west of Steiner Road to Ridge Road at Johnson Road. Additionally, a traffic signal is planned at the intersection of 143rd Street/Meadow Lane. Based on a review of future traffic conditions, it is anticipated that background traffic growth and sitegenerated traffic would be accommodated at the study intersections. The intersections are expected to operate similar to existing conditions under the future scenario. At the future intersection of Ridge Road/Johnson Road/143rd Street, a dedicated right-turn lane is recommended on the south leg and dedicated left-turn lanes are recommended on both the north and south legs. On the south leg, a 265-foot storage lane with a 265-foot taper is recommended for the left- and right-turn lanes. On the north leg, a 265-foot storage lane with a 265-foot taper is recommended for the left-turn lane. The access driveways are expected to operate with acceptable delay and limited 95 th percentile queues. At Access B, a single inbound lane and two outbound lanes are recommended. Two outbound lanes are recommended for Access C. Minor-leg stop-control is recommended for Access B and Access C. Access A would be an inbound-only driveway; and therefore, does not require minor-leg stop-control. Additional details related to the improvements identified above are provided in the Recommendations & Conclusion section of this report. Industrial Development Plainfield, Illinois Page 2 August 2018

1. INTRODUCTION Kimley-Horn was retained by Seefried Properties to perform a traffic impact study for an industrial warehouse development proposed on the north side of 143rd Street west of Steiner Road in Plainfield, Illinois. The site is currently undeveloped agricultural land and is adjacent to an existing commercial site. The proposed development plan includes two warehouse/distribution buildings, totaling 2,383,280 square feet. Truck access to the site is proposed via an inbound driveway (Access A) from Steiner Street and an outbound driveway (Access C) to 143rd Street. Passenger vehicle access would be provided via a full-access driveway (Access B) to 143rd Street. An aerial view of the study location and the surrounding roadway network is presented in Exhibit 1. As a part of this study, the existing network was analyzed to determine current operation at the study intersections. Trip generation characteristics were then established for the proposed development. These trips were added to existing and future background traffic volumes to evaluate the impact of the proposed development on area study intersections under the design horizon. Future traffic conditions were evaluated for a Year 2024 design horizon (build-plus-five conditions). This report presents and documents Kimley-Horn s data collection, summarizes the evaluation of traffic conditions on the surrounding roadways, and identifies recommendations to address the potential impact of site-generated traffic on the adjacent roadway network. Industrial Development Plainfield, Illinois Page 3 August 2018

SITE 143RD STREET MEADOW LANE RIDGE ROAD STEINER ROAD 30 30 WALLIN DRIVE LINCOLN HIGHWAY N NOT TO SCALE KENDALL 22 COUNTY KENDALL 11 COUNTY 126 EXHIBIT 1 SITE LOCATION MAP JOHNSON ROAD

2. EXISTING CONDITIONS Kimley-Horn conducted a field visit to collect relevant information pertaining to existing land uses in the surrounding area, the adjacent street system, current traffic volumes and operating conditions, lane configurations and traffic controls at nearby intersections, and other key roadway characteristics. The findings of this field investigation are detailed as follows. 2.1. Area Connectivity & Land Uses The subject site is currently undeveloped agricultural land. The area immediately surrounding the property is primarily agricultural in nature. The site located on the northwest quadrant of 143rd Street/Steiner Road is currently developed with a landscape maintenance facility. East of the subject site, the north and south sides of 143rd Street are developed with single-family residential uses. Institutional, commercial, and industrial uses are located further east near the intersection of 143rd Street/Lincoln Highway/Wallin Drive. The frontage along Ridge Road is largely undeveloped agricultural land. Two major arterials are within the vicinity of the subject site. IL 126, located south of the property, provides access to Interstate 55 (I-55) approximately four miles to the east. Access to Interstate 80 (I-80) is provided via Ridge Road about ten miles south of the subject site. 2.2. Existing Roadway Characteristics A field investigation was conducted within the study area. As a result of this visit, the following information was obtained about the existing roadway network. 143rd Street is an east-west roadway which would extend across the southern boundary of the subject property under the future condition. Currently, 143rd Street terminates at the southeast corner of the subject property. East of its intersection with Lincoln Highway/Wallin Drive, 143rd Street is designated a U.S. Highway (US 30). Throughout the study area, 143rd Street generally provides one travel lane per direction with a striped center median. Near its intersection with Steiner Road, a landscape center median is provided on 143rd Street. Dedicated left-turn lanes are provided at key intersections along the corridor. At its signalized intersection with Lincoln Highway/Wallin Drive, 143rd Street provides a dedicated left-turn lane and a shared through/right-turn lane on both legs. At its unsignalized intersection with Meadow Lane, 143rd Street provides a dedicated left-turn lane and a shared through/right-turn lane on both legs. Crosswalks are provided on both legs of 143rd Street at Meadow Lane. At its unsignalized intersection with Steiner Road, 143rd Street provides a dedicated left-turn lane and a shared through/right-turn lane on the east leg; the west leg provides a single shared lane. The posted speed limit on 143rd Street is 45 miles per hour (MPH). West of Steiner Road, a 25 MPH speed limit was assumed for the analysis of existing conditions. Classified by the Illinois Department of Transportation (IDOT) as a Major Collector, 143rd Street is under the jurisdiction of the Village of Plainfield west of Lincoln Highway and under IDOT jurisdiction east of Lincoln Highway. Industrial Development Plainfield, Illinois Page 5 August 2018

The Village of Plainfield s Comprehensive Plan Update identifies the 143rd Street corridor as a significant east-west connector roadway with extensions on both the east and west ends. The alignment is ultimately intended to be redesignated as Illinois Route 126 and accommodate regional car and truck volume that would otherwise travel through the downtown area. Steiner Road is a north-south roadway which extends south of 143rd Street. Steiner Road provides one travel lane in each direction and a landscape center median through the study area. At its unsignalized intersection with 143rd Street, separate left- and right-turn lanes are provided on the south leg. The north leg is a private gravel driveway with a single shared lane. During field investigations, a stop-sign was not present at this approach but is assumed for this analysis. At its signalized intersection with IL 126, a dedicated left-turn lane, one through lane, and a dedicated rightturn lane are provided on the north and south legs. North of IL 126, the posted speed limit on Steiner Road is 45 MPH; south of IL 126, the posted speed limit is 40 MPH. Steiner Road is classified by IDOT as a Major Collector and is under the jurisdiction of Plainfield Township. Illinois Route 126 (IL 126) is an east-west State Route located to the south of the subject property. IDOT classifies IL 126 as a Minor Arterial. Through the study area IL 126 provides one travel lane in each direction. At its signalized intersection with Steiner Road, IL 126 provides a dedicated left-turn lane and a shared through/right-turn lane on each leg. At its signalized intersection with Ridge Road, IL 126 provides a dedicated left-turn lane, one through lane, and a dedicated right-turn lane on both the east and west legs. The posted speed limit is 50 MPH east of Steiner Road and 55 MPH west of Steiner Road. IL 126 is under IDOT jurisdiction. Ridge Road is a north-south roadway located to the west of the subject property. Ridge Road is classified as a Strategic Regional Arterial (SRA) by IDOT. IDOT s SRA system is designed to promote mobility on key routes throughout Chicagoland with the use of such strategies as access control and limited signalization. The WIKADUKE SRA Study outlines Ridge Road s role as a key arterial in the region and is the origin of its SRA classification as a segment on the WIKADUKE Trail. Ridge Road provides one travel lane in each direction through the study area. At its signalized intersection with IL 126, Ridge Road provides a dedicated left-turn lane, one through lane, and a dedicated right-turn lane on the north and south legs. At its unsignalized intersection with Johnson Road, a single shared lane is provided on each leg. The posted speed limit on Ridge Road is 45 MPH in the southbound direction. In the northbound direction, the posted speed limit is 45 MPH north of Johnson Road and south of IL 126. Between IL 126 and Johnson Road, the posted speed limit on Ridge Road is 55 MPH in the northbound direction. North of IL 126, IDOT classifies Ridge Road as a Minor Arterial and south of IL 126, it is classified as a Major Collector. Ridge Road is under the jurisdiction of Kendall County. Lincoln Highway/US Route 30 (US 30) is a north-south U.S. Route located to the east of the subject property and is classified by IDOT as a Principal Arterial. In the study area, Lincoln Highway extends north of 143rd Street; south of 143rd Street, the roadway transitions to Wallin Drive. Lincoln Highway generally provides one travel lane per direction with a striped center median and left-turn channelization provided at key intersections. At its signalized intersection with 143rd Street, Lincoln Highway provides a dedicated left-turn lane and a shared through/right-turn lane on the north leg. The posted speed limit on Lincoln Highway is 50 MPH. Lincoln Highway is under IDOT jurisdiction. Industrial Development Plainfield, Illinois Page 6 August 2018

Wallin Drive extends south of 143rd Street; north of 143rd Street, the roadway transitions to Lincoln Highway. Wallin Drive is a north-south roadway classified by IDOT as a Principal Arterial. Wallin Drive provides one travel lane in each direction with a striped center median and left-turn channelization provided at key intersections. At its signalized intersection with 143rd Street, Wallin Drive provides a dedicated left-turn lane and a shared through/right-turn lane on the south leg. The north leg of this intersection is Lincoln Highway/US 30. The posted speed limit on Wallin Drive is 45 MPH. Wallin Drive is under the jurisdiction of the Village of Plainfield. Meadow Lane is a north-south local roadway located to the east of the subject property. Meadow Lane serves as the primary access for residential subdivisions north and south of 143rd Street. At its intersection with 143rd Street, Meadow Lane provides a dedicated left-turn lane and a shared through/right-turn lane on the north leg and a single shared lane on the south leg. At its intersection with 143rd Street, Meadow Lane operates under minor-leg stop-control. Meadow Lane is under the jurisdiction of the Village of Plainfield. Johnson Road is an east-west local roadway which extends west of Ridge Road. At its T-intersection with Ridge Road, Johnson Road provides a single shared lane and operates under minor-leg stopcontrol. No speed limit is posted on Johnson Road, so 25 MPH was assumed for the purposes of this analysis. Johnson Road is under the jurisdiction of the Village of Plainfield. 2.3. Traffic Count Data Weekday turning movement count data was collected in July 2018 at the following study intersections: 143rd Street / Lincoln Highway / Wallin Drive 143rd Street / Meadow Lane, 143rd Street / Steiner Road IL 126 / Steiner Road Additional weekday turning movement count data was collected in August 2018 at the following study intersections: IL 126 / Ridge Road Ridge Road / Johnson Road Counts were performed during the weekday morning and evening peak periods (6:00-9:00AM and 3:00-6:00PM, respectively), revealing that peak traffic conditions take place within the study area from 7:00-8:00AM and 4:45-5:45PM. Traffic volumes were rounded to the nearest multiple of five and balanced between intersections. Peak hour traffic volumes are summarized on Exhibit 2. A summary of the count data is provided in the appendix. Existing traffic volumes reveal commuter patterns within the study area. Both 143rd Street and IL 126 experience a higher volume of traffic in the eastbound direction during the morning peak hour as compared to the westbound direction. During the evening peak hour, 143rd Street and IL 126 experience a higher volume of traffic in the westbound direction as compared to the eastbound Industrial Development Plainfield, Illinois Page 7 August 2018

direction, reflecting local commuter patterns. In the study area, traffic volumes on Lincoln Highway are generally evenly distributed during the morning peak hour. During the evening peak hour, traffic volumes on Lincoln Highway are generally higher in the southbound direction. Along Steiner Road and Ridge Road, traffic volumes are generally higher in the northbound direction during the morning peak hour. During the evening peak hour, traffic volumes on both Steiner Road and Ridge Road are higher in the southbound direction. Industrial Development Plainfield, Illinois Page 8 August 2018

- (-) - (5) - (-) - (-) 10 (5) 60 (305) (5) 5 (-) - (170) 265 40 (185) 175 (350) 185 (165) (-) - (10) 15 (10) - 100 (165) 30 (280) 20 (55) (45) 15 (240) 290 (30) 55 20 (10) 10 (30) 25 (30) (20) 15 (155) 265 (5) - 10 (30) 45 (295) 30 (185) (120) 170 (170) 235 (25) 15 20 (100) 40 (215) - (5) (5) 5 (15) 10 (130) 130 - (5) 290 (465) 90 (245) (140) 180 (115) 200 (170) 260 20 (35) 200 (400) 240 (335) - (5) 455 (770) (5) - (-) 5 275 (240) 155 (340) 60 (125) (55) 70 (470) 490 (140) 85 (30) 10 (295) 410 (75) 130 (5) - (550) 710 (20) 25 (255) 275 (30) 15 N NOT TO SCALE 30 30 STEINER ROAD JOHNSON ROAD 143RD STREET RIDGE ROAD MEADOW LANE WALLIN DRIVE LINCOLN HIGHWAY KENDALL 22 COUNTY KENDALL 11 COUNTY 126 xx (xx) LEGEND Weekday AM Peak (7:00 8:00am) Weekday PM Peak (4:45 5:45pm) Existing Signalized Intersection Existing Stop Sign Assumed Stop Sign Less than Five Vehicles EXHIBIT 2 EXISTING (2018) TRAFFIC VOLUMES

2.4. Existing Capacity Analysis Capacity analyses were conducted to assess existing and future build operating conditions at the study intersections during the weekday peak hours. The capacity of an intersection quantifies its ability to accommodate traffic volumes and is expressed in terms of level of service (LOS), measured in average delay per vehicle. LOS grades range from A to F, with LOS A as the highest (best traffic flow and least delay), LOS E as saturated or at-capacity conditions, and LOS F as the lowest (oversaturated conditions). The lowest LOS grade typically accepted by jurisdictional transportation agencies in Northeastern Illinois is LOS D. The IDOT requirement for through movements along SRA routes is LOS C. The LOS grades shown below, which are provided in the Transportation Research Board s Highway Capacity Manual (HCM), quantify and categorize the driver s discomfort, frustration, fuel consumption, and travel times experienced as a result of intersection control and the resulting traffic queuing. A detailed description of each LOS rating can be found in Table 2.1. Table 2.1. Level of Service Grading Descriptions 1 Level of Service A B C D E Description Minimal control delay; traffic operates at primarily free-flow conditions; unimpeded movement within traffic stream. Minor control delay at signalized intersections; traffic operates at a fairly unimpeded level with slightly restricted movement within traffic stream. Moderate control delay; movement within traffic stream more restricted than at LOS B; formation of queues contributes to lower average travel speeds. Considerable control delay that may be substantially increased by small increases in flow; average travel speeds continue to decrease. High control delay; average travel speed no more than 33 percent of free flow speed. F Extremely high control delay; extensive queuing and high volumes create exceedingly restricted traffic flow. 1 Highway Capacity Manual 2010 The range of control delay for each rating (as detailed in the HCM) is shown in Table 2.2. Because signalized intersections are expected to carry a larger volume of vehicles and stopping is required during red time, higher delays are tolerated for the corresponding LOS ratings. Industrial Development Plainfield, Illinois Page 10 August 2018

Table 2.2. Level of Service Grading Criteria 1 Level of Service Unsignalized Intersections Average Control Delay (s/veh) at: Signalized Intersections A 0 10 0 10 B > 10 15 > 10 20 C > 15 25 > 20 35 D > 25 35 > 35 55 E > 35 50 > 55 80 F 2 > 50 > 80 1 Highway Capacity Manual 2010 2 All movements with a Volume to Capacity (v/c) ratio greater than 1 receive a rating of LOS F. Existing capacity results were identified for the study intersections based on the HCM standards, as summarized in Table 2.3. In this table, operation on each approach is quantified according to the average delay per vehicle and the corresponding level of service. In order to evaluate existing traffic operation, signal timings for the intersections of 143rd Street/Lincoln Highway/Wallin Drive, IL 126/Steiner Road, and IL 126/Ridge Road were obtained during field observations. The signal splits were manually adjusted to better reflect existing operational characteristics. It should be noted that right-turn on red (RTOR) movements were excluded from the capacity analysis, per IDOT requirements. Industrial Development Plainfield, Illinois Page 11 August 2018

Table 2.3. Existing (Year 2018) Levels of Service Intersection Weekday AM Peak Weekday PM Peak Delay (s/veh) LOS Delay (s/veh) LOS 143rd Street / Steiner Road Eastbound 8 A 8 A Westbound 9 A 14 B Northbound 9 A 9 A Southbound 8 A 9 A Intersection 9 A 12 B 143rd Street / Meadow Lane r Eastbound (Left) 7 A 8 A Westbound (Left) 8 A 8 A Northbound 11 B 13 B Southbound 13 B 27 D 143rd Street / Lincoln Highway (US 30) / Wallin Road Ø Eastbound 22 C 25 C Westbound 31 C 39 D Northbound 25 C 29 C Southbound 15 B 35- C Intersection 22 C 33 C IL 126 / Steiner Road Ø Eastbound 18 B 26 C Westbound 13 B 17 B Northbound 34 C 35- C Southbound 34 C 42 D Intersection 23 C 27 C IL 126 / Ridge Road Ø Eastbound 27 C 28 C Westbound 19 B 21 C Northbound 25 C 27 C Southbound 17 B 22 C Intersection 22 C 23 C Ridge Road / Johnson Road r Eastbound 16 C 27 D Northbound (Left) 8 A 10- A Ø Signalized Intersection r Minor-Leg Stop-Controlled Intersection All-Way Stop-Controlled Intersection Industrial Development Plainfield, Illinois Page 12 August 2018

The study intersections currently operate at an overall LOS D or better during the peak hours. The northbound and southbound approaches for Ridge Road, an SRA route, currently operate at LOS C or better, consistent with minimum standards. At the all-way stop-controlled intersection of 143rd Street/Steiner Road, the 95 th percentile queues are approximately three vehicles or less for all movements. At the minor-leg stop-controlled intersections of 143rd Street/Meadow Lane and Ridge Road/Johnson Road, the 95 th percentile queues are approximately one vehicle during the peak hours. At the signalized intersections, the 95 th percentile queues are estimated to be contained within the existing storage lanes. Industrial Development Plainfield, Illinois Page 13 August 2018

3. FUTURE CONDITIONS This section of the report outlines the proposed site plan, summarizes site-specific traffic characteristics, defines future roadway improvements, and develops future traffic projections for analysis. 3.1. Development Characteristics & Site Access The proposed development would provide a total of approximately 2,383,280 square feet of industrial warehouse/distribution space within two buildings. Steiner Road and 143rd Street would be extended across the property frontage in order to facilitate access to the subject site. Truck access to the site is proposed via one inbound driveway (Access A) from Steiner Road and one outbound driveway (Access C) to 143rd Street. Passenger vehicle access would be provided via a full-access driveway to 143rd Street (Access B). The proposed development would support the existing manufacturing facility located approximately one and one-half miles to the east, on the north side of 143rd Street between Coil Plus Drive and Van Dyke Road. 3.2. Site Trip Generation Because of the unique nature of this facility and its support of a nearby existing manufacturing facility, site-generated traffic projections are based on data provided by the facility s management. The sitegenerated traffic falls into three categories: passenger vehicles for employees, truck traffic for longdistance transport (i.e., transport truck traffic), and shuttle truck traffic traveling between the existing manufacturing facility to the east and the subject site. Site-Generated Passenger Vehicles The passenger vehicle data, summarized in Table 3.1, is based on employee shift schedules and number of employees during each shift. The facility has three shift groups between the two buildings, (referred to as Group A, Group B, and Group C for the purposes of this study) and each group s shifts operate on differing schedules. Detailed information regarding employee shift schedules is shown in Table 3.2. Industrial Development Plainfield, Illinois Page 14 August 2018

Table 3.1. Employee Shift Data Shift Day of Week Time of Day Number of Employees Group A: First Shift Monday Friday 6:00 AM 2:00 PM 50 Group A: Second Shift Monday Friday 2:00 PM 10:00 PM 25 Group A: Third Shift Monday Friday 10:00 PM 6:00 AM 25 Group B: First Shift Monday Sunday 6:00 AM 6:00 PM 47 Group B: Second Shift Monday - Sunday 6:00 PM 6:00 AM 47 Group C: First Shift Monday Friday 7:30 AM 3:30 PM 125 Group C: Second Shift Monday - Friday 3:30 PM 11:30 PM 125 Table 3.2. Employee Shift Timeline AM PM AM Shifts 6:00 AM 7:00 AM 8:00 AM 9:00 AM 10:00 AM 11:00 AM 12:00 PM 1:00 PM 2:00 PM 3:00 PM 4:00 PM 5:00 PM 6:00 PM 7:00 PM 8:00 PM 9:00 PM 10:00 PM 11:00 PM 12:00 AM Group C Group B Group A 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM Arrive Depart 50 employees 25 employees 25 employees 47 employees 47 employees 125 employees 125 employees 125 25 125 47 25 97 50 125 47 25 125 72 Shift change (see arrive and depart totals). To provide a conservative estimate of vehicle trip generation, it was assumed that each employee drives alone to and from the subject site. Therefore, each employee represents an inbound sitegenerated trip at the start of a shift and an outbound site-generated trip at the end of a shift. Based on the peak hours of the study area intersections, the arrival and departure of employees only overlaps with the beginning of Group C s First Shift during the morning peak hour. However, the shift change for Group B employees is near enough to the evening peak hour that trips associated with employees arriving and departing this shift were also included in the analysis. During the morning peak hour, 125 employees arrive for their shift. During the evening peak hour, 47 employees arrive and 47 employees depart. Industrial Development Plainfield, Illinois Page 15 August 2018

In addition to the arrival and departure of employees during shift changes, an estimate of the number of trips entering and exiting the subject site mid-shift was also calculated. It is assumed that 10 percent of the employees mid-shift would depart the site and return within the peak hour, representing a total of two trips (one inbound trip, one outbound trip). During the morning peak hour, 97 employees are mid-shift. During the evening peak hour, 150 employees are mid-shift. Combined with the employees arriving and departing during shift changes and rounded to the nearest multiple of five, a total of approximately 135 employees are estimated to arrive during the morning peak hour and approximately 10 employees are estimated to depart. In the evening peak hour, a total of approximately 60 employees are estimated to arrive and approximately 60 employees are estimated to depart (Table 3.4). The daily trip generation for passenger vehicles is based on the total number of employees who work during a given weekday or 444 employees. For each employee, a minimum of two daily trips (one inbound, one outbound) were assumed each day. For purposes of this analysis, it was assumed that each employee will leave the facility once during their shift, thereby adding two daily trips (one inbound, one outbound). Therefore, each employee represents a total of four daily trips or 1,780 trips (rounded to the nearest multiple of ten). This estimate of car trip generation is likely conservative (all employees driving + all leaving the facility once during the shift) and the associated daily volumes may never be realized. However, reviewing the impacts associated with higher than expected car traffic demonstrates the roadway network s capacity to handle background traffic volumes that may vary from day to day. Site-Generated Truck Trips (Transport + Shuttle) The transport truck traffic projections and the shuttle truck traffic projections are based on total daily truck traffic and hourly operational data provided by the facility s supply chain management. The truck traffic projections are summarized in Table 3.3. Inbound and outbound truck trips were assumed to be evenly distributed, representing a truck arrival and departure within the same peak hour. For the transport trucks, this represents an empty truck s arrival to the proposed development and the same truck s departure with cargo. For the shuttle trucks, this represents the inbound trip from the nearby manufacturing facility to the proposed development, and the outbound return trip from the proposed development to the nearby manufacturing facility. The shuttle trucks will be stored at the nearby manufacturing facility when not in use. Table 3.3. Truck Traffic Projections Truck Type Daily Total Percentage of Daily Truck Traffic AM Peak PM Peak Transport 125 7% 8% Shuttle 65 7% 8% The site-generated trips generated during the peak hours were rounded to the nearest multiple of five for the purposes of this analysis, and daily trips were rounded to the nearest multiple of ten. Projected site traffic volumes are summarized in Table 3.4. Industrial Development Plainfield, Illinois Page 16 August 2018

Table 3.4. Site-Generated Traffic Projections Weekday Trip Type AM Peak PM Peak Daily In Out Total In Out Total Passenger Vehicles 1,780 135 10 145 60 60 120 Long-Distance Trucks 250 20 20 40 20 20 40 Shuttle Trucks 130 10 10 20 10 10 20 Total 2,160 165 40 205 90 90 180 3.3. Directional Distribution The estimated distribution of site-generated traffic on the surrounding roadway network as it approaches and departs the site is a function of several variables, such as the nature of surrounding land uses, prevailing traffic volumes/patterns, characteristics of the street system, and the ease with which motorists can travel over various sections of that system. The distributions for the transport trucks are based on destination data provided by the proposed facility s supply chain management. The anticipated directional distributions for both passenger vehicles and transport trucks are outlined in Table 3.5. For the shuttle trucks, it is assumed that 100 percent of the shuttle trucks would utilize 143rd Street to travel between the proposed development and the existing manufacturing facility. Table 3.5. Estimated Trip Distribution Percentage of Site Trips Traveling to/from: Passenger Vehicles Transport Trucks North via Ridge Road 20% 5% North via Lincoln Highway 10% - East via 143rd Street 30% 15% South via Steiner Road 20% - South via Ridge Road 10% 80% West via IL 126 10% - Total 100% 100% Using the traffic volume projections and estimated trip distributions presented in Tables 3.4 and 3.5, the site traffic assignment for passenger vehicles, transport trucks, and shuttle trucks were prepared, as shown in Exhibit 3, Exhibit 4, and Exhibit 5, respectively. The total site traffic assignment is shown in Exhibit 6. Industrial Development Plainfield, Illinois Page 17 August 2018

SITE 55 (30) (10) 30 (10) 25 15 (10) (30) 5 (10) - (30) 5 55 (30) (20) 5 (10) - 40 (20) (10) 25 (5) 15 - (10) - (5) - (5) 25 (10) 5 (20) 5 (40) (5) 15 5 (10) - (10) 5 (20) (20) 55 (20) 55 80 (40) N NOT TO SCALE 30 30 STEINER ROAD JOHNSON ROAD 143RD STREET RIDGE ROAD MEADOW LANE WALLIN DRIVE LINCOLN HIGHWAY KENDALL 22 COUNTY KENDALL 11 COUNTY ACCESS A 126 xx (xx) LEGEND Weekday AM Peak (7:00 8:00am) Weekday PM Peak (4:45 5:45pm) Existing Signalized Intersection Existing Stop Sign Proposed Stop Sign Less than Five Vehicles EXHIBIT 3 SITE TRAFFIC ASSIGNMENT - CARS ACCESS C ACCESS B

SITE (20) 20 (15) 15 (5) 5 5 (5) (5) 5 5 (5) (5) 5 5 (5) (15) 15 15 (15) (15) 15 15 (15) 5 (5) 15 (15) N NOT TO SCALE 30 30 STEINER ROAD JOHNSON ROAD 143RD STREET RIDGE ROAD MEADOW LANE WALLIN DRIVE LINCOLN HIGHWAY KENDALL 22 COUNTY KENDALL 11 COUNTY ACCESS A 126 xx (xx) LEGEND Weekday AM Peak (7:00 8:00am) Weekday PM Peak (4:45 5:45pm) Existing Signalized Intersection Existing Stop Sign Proposed Stop Sign Less than Five Vehicles EXHIBIT 4 SITE TRAFFIC ASSIGNMENT - TRANSPORT TRUCKS ACCESS C ACCESS B (15) 15 (20) 20

SITE 10 (10) (10) 10 (10) 10 (10) 10 10 (10) N NOT TO SCALE 30 30 STEINER ROAD JOHNSON ROAD 143RD STREET RIDGE ROAD MEADOW LANE WALLIN DRIVE LINCOLN HIGHWAY 10 (10) 10 (10) (10) 10 (10) 10 KENDALL 22 COUNTY KENDALL 11 COUNTY ACCESS A 126 xx (xx) LEGEND Weekday AM Peak (7:00 8:00am) Weekday PM Peak (4:45 5:45pm) Existing Signalized Intersection Existing Stop Sign Proposed Stop Sign Less than Five Vehicles EXHIBIT 5 SITE TRAFFIC ASSIGNMENT - SHUTTLE TRUCKS ACCESS C ACCESS B

SITE (30) 30 80 (40) (15) 15 (45) 20 (10) - 55 (30) 15 (15) (45) 20 70 (45) (10) - (35) 20 55 (35) (20) 30 15 (20) (10) 25 (25) 45 5 (20) 5 (40) 15 (15) 15 (15) (5) 15 15 (25) 5 (10) 5 (20) (30) 30 (20) 55 - (5) 25 (10) 15 (10) (35) 70 (10) 25 - (10) N NOT TO SCALE 30 30 STEINER ROAD JOHNSON ROAD 143RD STREET RIDGE ROAD MEADOW LANE WALLIN DRIVE LINCOLN HIGHWAY KENDALL 22 COUNTY KENDALL 11 COUNTY ACCESS A 126 xx (xx) LEGEND Weekday AM Peak (7:00 8:00am) Weekday PM Peak (4:45 5:45pm) Existing Signalized Intersection Existing Stop Sign Proposed Stop Sign Less than Five Vehicles EXHIBIT 6 SITE TRAFFIC ASSIGNMENT - TOTAL ACCESS C ACCESS B

3.4. Future Capacity Analysis The proposed development is expected to be constructed by Year 2019; Kimley-Horn therefore evaluated future traffic conditions for a Year 2024 design horizon (build-plus-five conditions, per typical IDOT requirements). Background Traffic Growth and Area Improvements Based on information received from the Chicago Metropolitan Agency for Planning (CMAP), traffic growth on 143rd Street between Steiner Road and Lincoln Highway is projected at a compounded rate of 3.92 percent through Year 2040. Growth on Steiner Road between 143rd Street and IL 126 is projected at a compounded rate of 4.12 percent per year. Growth on Lincoln Highway north of 143rd Street is projected at a compounded rate of 1.71 percent per year; south of 143rd Street on Wallin Drive, the compounded growth rate is 2.37 percent. Traffic growth on IL 126 west of Wallin Drive is projected at a compounded rate of 1.99 percent per year. For purposes of this analysis, Ridge Road was assumed to have the same growth rate as IL 126 west of Wallin Drive. The resulting background traffic projections are presented in Exhibit 7. An official letter from CMAP documenting the projected Year 2040 traffic volume on the study roadways is included in the appendix. Planned area roadway and traffic control improvements are anticipated to be completed prior to the Year 2024 design horizon; and therefore, were included in the analysis of future traffic conditions. As previously mentioned, 143rd Street is planned to be extended from west of Steiner Road to Ridge Road at Johnson Road. For purposes of this study, it was assumed the 143rd Street extension would provide one travel lane in each direction with a striped center median based on the cross section described in the Village of Plainfield Comprehensive Plan Update. The existing all-way stop control at 143rd Street at Steiner Road should be reevaluated based on future traffic projections along the corridor. Even with growth in existing traffic volumes and the additional volumes from the proposed site, the intersection is unlikely to meet warrants for an all-way stop-control intersection. 2-way stop control, with stop signs on the north and south legs is currently in place at other similar intersections along the 143rd Street corridor. Based on this, minor-leg stop-control was assumed for this intersection for the purposes of this study. The west leg of 143rd Street at Steiner Road is assumed to be improved as part of the extension and provide a dedicated left-turn lane and a shared through/right-turn lane. Based on the proposed site plan and existing right-of-way restrictions, the north leg of 143rd Street at Steiner Road would provide a single shared lane with minor-leg stopcontrol installed. The 45 MPH speed limit posted east of Steiner Road was assumed for the west roadway extension. At its intersection with Ridge Road, a dedicated left-turn lane and a shared through/right-turn lane were assumed on the east leg of 143rd Street. No changes were assumed for the west leg (Johnson Road) of this intersection, however, when the east leg of the intersection is designed, modifications to the geometry of Johnson Road should be considered in order to minimize the lane offset for through vehicles. Based on final geometrics, it may be necessary to provide an eastbound left-turn lane to mitigate this offset. In addition to the 143rd Street extension, a traffic signal is planned for the intersection of 143rd Street/Meadow Lane. For the purposes of this study, the cycle length and splits were optimized based on future traffic volumes. The extension of 143rd Street east of IL 59 and redistribution of traffic associated with the extension of 143rd Street both to the west of Steiner Road and to the east of IL Industrial Development Plainfield, Illinois Page 22 August 2018

59 are not included in this analysis. Future studies associated with the improved 143rd Street corridor should reference the development traffic assumptions made within this study. Industrial Development Plainfield, Illinois Page 23 August 2018

- (-) - (5) - (-) - (-) 10 (5) 65 (350) (5) 5 (-) - (195) 315 50 (215) 195 (390) 205 (185) (-) - (10) 15 (10) - 100 (165) 35 (320) 20 (55) (55) 15 (275) 335 (35) 65 20 (10) 10 (30) 25 (30) (25) 20 (175) 305 (5) 5 15 (35) 50 (340) 35 (215) (125) 185 (190) 260 (30) 20 20 (115) 45 (245) - (5) (5) 5 (15) 10 (140) 135 - (5) 325 (525) 100 (275) (140) 180 (130) 230 (170) 260 25 (40) 225 (450) 275 (375) - (5) 520 (865) (5) - (-) 5 295 (265) 165 (375) 65 (140) (65) 90 (520) 550 (160) 95 (35) 10 (330) 460 (85) 145 (5) - (615) 785 (25) 30 (285) 315 (35) 15 N NOT TO SCALE 30 30 STEINER ROAD JOHNSON ROAD 143RD STREET RIDGE ROAD MEADOW LANE WALLIN DRIVE LINCOLN HIGHWAY KENDALL 22 COUNTY KENDALL 11 COUNTY 126 xx (xx) LEGEND Weekday AM Peak (7:00 8:00am) Weekday PM Peak (4:45 5:45pm) Existing Signalized Intersection Existing Stop Sign Assumed Stop Sign Less than Five Vehicles EXHIBIT 7 FUTURE (2024) BACKGROUND TRAFFIC PROJECTIONS

Future Build Traffic Projections Total traffic projections for Year 2024 were calculated by adding site trips (Exhibit 6) to the background traffic volumes (Exhibit 7). Traffic projections for the Year 2024 future build scenario are illustrated in Exhibit 8. For the analysis of future traffic conditions, turn lane warrants were evaluated at the proposed site access driveways and study intersections using guidelines in the IDOT Bureau of Design and Environment (BDE) Manual. Left-turn lanes were evaluated for Steiner Road at Access A, and leftturns and right-turns were evaluated for 143rd Street at Access B. Based on the relatively low volume of turning vehicles at each of the site access driveways, turn lanes are not warranted. However, based on the assumed cross-section of 143rd Street, a dedicated left-turn lane was assumed for the eastbound approach at Access B and included in the analysis of future conditions. Turn lane warrants were also evaluated at the study intersections per the BDE Manual. At the intersection of 143rd Street/Lincoln Highway/Wallin Road, right-turn lanes are warranted on the east leg and north leg based on existing traffic volumes. As there are no known improvements plans for this intersection, the right-turn lanes were excluded from the analysis of future traffic conditions. With the addition of background growth at the signalized intersection of IL 126/Steiner Road, a right-turn lane is warranted for the west leg. Again, because no known improvement projects are planned, the right-turn lane was excluded from the analysis. At the new intersection of 143rd Street/ Ridge Road/Johnson Road, a right-turn lane is warranted on the south leg and a left-turn lane is warranted on the north leg. Based on anticipated intersection geometry, a left-turn lane should also be provided on the south leg. These turn lanes are included in the analysis of future traffic conditions. According to the BDE Manual, the recommended storage length is 265 feet with a 265-foot taper for the northbound left- and right-turn lanes. The recommended storage length for the southbound left-turn lane per the BDE Manual is 215 feet with a 220-foot taper; however, with the improvements associated with the extension of 143rd Street, the speed limit on southbound Ridge Road may be adjusted to match the northbound speed limit. With this consideration, the southbound left-turn lane should be designed with a posted speed limit of 55 MPH and therefore the recommended storage length would be 265 feet with a 265-foot taper. At Access B, a single inbound lane and two outbound lanes are recommended. Two outbound lanes are also recommended for Access C. Minor-leg stop-control is recommended for Access B and Access C. Access A would be an inbound-only driveway; and therefore, does not require minor-leg stop-control. Based on these assumptions, future capacity results for the build condition are provided in Table 3.6. Industrial Development Plainfield, Illinois Page 25 August 2018

SITE 5 (20) 5 (40) - (-) - (5) - (-) - (-) - (-) 5 (20) 80 (40) - (-) 15 (15) 65 (35) 65 (350) (15) 30 (-) - (195) 315 65 (225) 195 (390) 205 (185) 15 (15) 15 (15) (30) 30 (-) - (30) 30 (35) 70 (20) 55 (55) 35 (15) 15 100 (165) 90 (355) 20 (55) (55) 15 (275) 335 (35) 65 20 (10) 10 (30) 25 (30) (20) - (25) 20 (220) 325 (5) 5 15 (35) 120 (385) 35 (215) (135) 185 (225) 280 (30) 20 20 (115) 45 (255) - (5) (5) 5 (15) 10 (140) 135 - (5) 325 (525) 100 (275) (140) 180 (140) 255 (170) 260 25 (45) 240 (470) 275 (375) 295 (265) 165 (375) 65 (140) (65) 90 (520) 550 (160) 95 (35) 10 (350) 490 (85) 145 - (5) 520 (865) 25 (10) (-) - (-) 5 (5) - (30) 45 (285) 315 (35) 15 5 (10) - (-) 15 (25) (5) - (615) 785 (25) 45 N NOT TO SCALE 30 30 STEINER ROAD JOHNSON ROAD 143RD STREET RIDGE ROAD MEADOW LANE WALLIN DRIVE LINCOLN HIGHWAY KENDALL 22 COUNTY KENDALL 11 COUNTY ACCESS A 126 xx (xx) LEGEND Weekday AM Peak (7:00 8:00am) Weekday PM Peak (4:45 5:45pm) Existing Signalized Intersection Existing Stop Sign Proposed Stop Sign Less than Five Vehicles EXHIBIT 8 FUTURE (2024) BUILD TRAFFIC PROJECTIONS ACCESS C ACCESS B

Table 3.6. Future (Year 2024) Build Levels of Service Intersection Weekday AM Peak Weekday PM Peak Delay (s/veh) LOS Delay (s/veh) LOS 143rd Street / Steiner Road r Eastbound (Left) 8 A 8 A Westbound (Left) 8 A 8 A Northbound 10+ B 11 B Southbound 12 B 22 C 143rd Street / Meadow Lane Ø Eastbound 10+ B 11 B Westbound 8 A 9 A Northbound 17 B 21 C Southbound 15 B 18 B Intersection 11 B 12 B 143rd Street / Lincoln Highway / Wallin Road Ø Eastbound 26 C 29 C Westbound 36 D 52 D Northbound 31 C 34 C Southbound 18 B 55- D 1 Intersection 26 C 46 D IL 126 / Steiner Road Ø Eastbound 20- B 33 C Westbound 14 B 23 C Northbound 38 D 37 D Southbound 36 D 47 D Intersection 26 C 32 C IL 126 / Ridge Road Ø Eastbound 31 C 32 C Westbound 23 C 24 C Northbound 30 C 29 C Southbound 25 C 31 C Intersection 27 C 28 C Ridge Road / Johnson Road / 143rd Street Extension r Eastbound 23 C 46 E Westbound 59 F 76 F Northbound (Left) 9 A 10+ B Southbound (Left) 10- A 9 A Ø Signalized Intersection r Minor-Leg Stop-Controlled Intersection All-Way Stop-Controlled Intersection 1 Right-turn movement operates at LOS E. Industrial Development Plainfield, Illinois Page 27 August 2018

Table 3.6. Future (Year 2024) Build Levels of Service (continued) Intersection 143rd Street / Access B r Weekday AM Peak Weekday PM Peak Delay (s/veh) LOS Delay (s/veh) LOS Eastbound (Left) 8 A 7 A Southbound 9 A 9 A 143rd Street / Access C r Southbound 10- A 10- A r Minor-Leg Stop-Controlled Intersection As shown above, the roadway network is projected to perform similarly to the existing scenario with relatively minor increases in delay projected for some approaches. Overall, the existing intersections are expected to continue to operate at LOS D or better during the peak hours. Through movements on Ridge Road are projected to continue to operate at LOS C or better, consistent with minimum standards for an SRA route. At the signalized intersection of 143rd Street and Lincoln Highway/US 30/Wallin Road, the combination of background growth and site-generated traffic is expected to result in a LOS E for the southbound shared through/right-turn lane in the evening peak hour. Due to the exclusion of rightturn on red, this delay is likely conservative. The proposed development is projected to contribute approximately ten vehicles to the southbound right-turn movement which represents less than five percent of the total projected traffic volume for this movement. Similar to existing conditions, the 95 th percentile queues for the left-turn movements are anticipated to be contained within the existing storage lanes. At the intersection of 143rd Street/Steiner Road, the 95 th percentile queues are anticipated to be approximately two vehicles or less during the morning and evening peak hours, consistent with existing conditions. Delay for the minor-legs is anticipated to increase from existing conditions, however, all approaches are anticipated to operate acceptably. At IL 126/Ridge Road, the 95 th percentile queues are projected to be contained within the existing storage lanes. During the morning peak hour, the 95 th percentile queues for the westbound right-turn movement are expected to be ten vehicles (250 feet), which approaches the length of the storage lane. This analysis excludes RTOR movements; and therefore, the results of this analysis are considered conservative. At the planned new intersection of Ridge Road/Johnson Road/143rd Street Extension, the northbound and southbound left-turn movements are projected to operate at LOS B or better. During the morning peak hour, the westbound approach is projected to operate at LOS F. In the evening peak hour, the eastbound approach is projected to operate at LOS E and the westbound approach is projected to operate at LOS F. The projected delay is not uncommon for the minor-leg approach on an arterial roadway such as Ridge Road. Furthermore, the existing signal at Plainfield Road/Ridge Road, less than three-quarters of a mile to the north was not included in this analysis. Therefore, platooning vehicles from the signalized intersection could provide for gaps in traffic on Ridge Road. Industrial Development Plainfield, Illinois Page 28 August 2018

Despite the delay, the 95 th percentile queues for both Johnson Road and 143rd Street is anticipated to be two vehicles or less during the peak hours. With the introduction of a signal at 143rd Street/Meadow Lane, delay is anticipated to be reduced for the northbound and southbound approaches; 143rd Street is expected to continue to operate with acceptable delay. The 95 th percentile queues are anticipated to be contained within the existing storage lanes. The proposed site access driveways are anticipated to operate at LOS A. Because Access A is an inbound driveway only with no opposing traffic for the left-turning vehicles into the site, delay is not reported for this intersection. The 95 th percentile queues are anticipated to be one vehicle (25 feet) or less for the outbound lanes at Access B and Access C. Industrial Development Plainfield, Illinois Page 29 August 2018

RECOMMENDATIONS & CONCLUSIONS Based on an evaluation of existing and future traffic conditions, the proposed development is conservatively expected to generate approximately 205 trips during the morning peak hour and 180 trips during the evening peak hour. The projected site-generated traffic is not expected to materially impact operations at the study intersections and projected queues at the site access driveways are expected to be approximately one vehicle or less during the peak hours. Several recommendations are identified to facilitate site access upon construction and occupancy of the subject site: A single inbound lane and two outbound lanes should be provided at the proposed site Access B. A single inbound lane should be provided at the proposed Access A. Two outbound lanes should be provided at the proposed Access C. Access A and Access C should be designed to accommodate truck turning movements. Minor-leg stop-control should be posted for outbound traffic at the proposed site Access B and Access C. Minor-leg stop-control should be posted for the north leg of 143rd Street and Steiner Road. In conjunction with the extension of 143rd Street to Ridge Road, the following dedicated turn lanes should be provided: South Leg: Install left- and right-turn lanes with 265-feet of storage and a 265-foot taper North Leg: Install a left-turn lane with 265 feet of storage and a 265-foot taper Regardless of the final configuration of the intersection geometrics, several additional items should be taken into consideration when preparing roadway improvement plans for the subject development. As the design of the extension of 143rd Street and the site progresses, care should be taken with landscaping, signage, and monumentation at the site access locations to ensure that adequate horizontal and vertical sight distance is provided from the new stop bars. If alterations to the site plan or land use should occur, changes to the analysis provided within this traffic impact study may be needed. Industrial Development Plainfield, Illinois Page 30 August 2018

APPENDIX Conceptual Site Plan Existing (Year 2018) Capacity Reports Future (Year 2024) Build Capacity Reports Traffic Count Data Industrial Development Plainfield, Illinois Page 31 August 2018

Industrial Development Plainfield, Illinois August 2018 CONCEPTUAL SITE PLAN

40' DRIVE AISLE 620' 620' FUTURE ACCESS DETENTION FENCE (150) TRAILER STALLS 195' 195' (35) DOCKS (55) DOCKS DISTRIBUTION CENTER 1,050,280 SF D.I.D. OPS. MGR./ SUPPLY OFFICE 5,000 SF SPRINK/ ELEC (35) DOCKS 1694' (35) DOCKS (104) TRAILER STALLS (104) TRAILER STALLS (26) FLEET TRACTORS 195' BUILDING EXPANSION 50' 458,180 SF 325' CONNECTOR 24,750 SF (32) DOCKS 793' SPRINK/ ELEC DISTRIBUTION CENTER 491,660 SF FLEET OFF. 2,000 SF REPACK 40,000 SF SHIPPING/ 5,000 SF D.I.D. (30) DOCKS 195' D.I.D. (142) TRAILER STALLS DETENTION GUARD SHACK QUEUING 14 INBOUND 14 OUTBOUND D.I.D. GEN. PAD OUTBOUND ACCESS W/ GUARD SHACK AND GATE MAIN OFFICE 20,000 SF BUILDING EXPANSION 383,160 SF 618' MONUMENT SIGN/ FLAGS (504) CAR PARKING W. 143RD STREET FUT. DRIVE S. STEINER STREET SITE AREA (±137.44 AC.) ±5,986,791 S.F. DRIVE IN OVERHEAD DOORS 4 DOORS DETENTION (±18.51 AC.) ±806,513 SF TOTAL EXTERIOR DOCKS 222 DOCKS BUILDING AREA (INC. CONN.) 1,566,690 SF TRAILER PARKING 500 STALLS PARKING 504 CARS FLEET TRACTOR PARKING 26 STALLS CLEAR HEIGHT 36'-0" CONCEPTUAL NEW FACILITY FOR: PROJECT JUPITER PLAINFIELD, ILLINOIS SITE PLAN 217423KPH 8-10-2018 0' 50' 150' 300' 600'

EXISTING (YEAR 2018) CAPACITY REPORTS Weekday Morning Peak Hour Weekday Evening Peak Hour Industrial Development Plainfield, Illinois August 2018

HCM 2010 AWSC 100: Steiner Road & 143rd Street 08/15/2018 Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 15 2 60 10 1 5 1 265 1 1 1 Future Vol, veh/h 1 15 2 60 10 1 5 1 265 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 38 50 9 27 2 2 2 2 2 2 2 Mvmt Flow 1 16 2 63 11 1 5 1 279 1 1 1 Number of Lanes 0 1 0 1 1 0 1 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 1 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 1 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 1 2 1 HCM Control Delay 8.4 9.1 8.7 8 HCM LOS A A A A Lane NBLn1 NBLn2 EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 6% 100% 0% 33% Vol Thru, % 0% 0% 83% 0% 91% 33% Vol Right, % 0% 100% 11% 0% 9% 33% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 5 266 18 60 11 3 LT Vol 5 0 1 60 0 1 Through Vol 0 1 15 0 10 1 RT Vol 0 265 2 0 1 1 Lane Flow Rate 5 280 19 63 12 3 Geometry Grp 7 7 6 7 7 6 Degree of Util (X) 0.008 0.32 0.027 0.102 0.018 0.004 Departure Headway (Hd) 5.311 4.112 5.216 5.8 5.541 4.957 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 677 879 688 620 648 724 Service Time 3.019 1.819 3.238 3.518 3.259 2.973 HCM Lane V/C Ratio 0.007 0.319 0.028 0.102 0.019 0.004 HCM Control Delay 8.1 8.7 8.4 9.2 8.4 8 HCM Lane LOS A A A A A A HCM 95th-tile Q 0 1.4 0.1 0.3 0.1 0 Existing (2018) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 1

HCM 2010 TWSC 200: Meadow Lane & 143rd Street 08/15/2018 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 265 2 30 45 10 5 10 130 25 10 20 Future Vol, veh/h 15 265 2 30 45 10 5 10 130 25 10 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 105 - - 105 - - - - - 145 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 6 2 2 4 16 11 2 18 2 2 22 11 Mvmt Flow 16 279 2 32 47 11 5 11 137 26 11 21 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 58 0 0 281 0 0 444 433 280 501 429 53 Stage 1 - - - - - - 312 312-116 116 - Stage 2 - - - - - - 132 121-385 313 - Critical Hdwy 4.16 - - 4.14 - - 7.12 6.68 6.22 7.12 6.72 6.31 Critical Hdwy Stg 1 - - - - - - 6.12 5.68-6.12 5.72 - Critical Hdwy Stg 2 - - - - - - 6.12 5.68-6.12 5.72 - Follow-up Hdwy 2.254 - - 2.236 - - 3.518 4.162 3.318 3.518 4.198 3.399 Pot Cap-1 Maneuver 1521 - - 1270 - - 524 492 759 480 489 990 Stage 1 - - - - - - 699 630-889 763 - Stage 2 - - - - - - 871 766-638 622 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1521 - - 1270 - - 491 475 759 376 472 990 Mov Cap-2 Maneuver - - - - - - 491 475-376 472 - Stage 1 - - - - - - 692 623-880 744 - Stage 2 - - - - - - 819 747-509 615 - Approach EB WB NB SB HCM Control Delay, s 0.4 2.8 11.4 12.5 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 716 1521 - - 1270 - - 376 725 HCM Lane V/C Ratio 0.213 0.01 - - 0.025 - - 0.07 0.044 HCM Control Delay (s) 11.4 7.4 - - 7.9 - - 15.3 10.2 HCM Lane LOS B A - - A - - C B HCM 95th %tile Q(veh) 0.8 0 - - 0.1 - - 0.2 0.1 Existing (2018) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 2

HCM 2010 Signalized Intersection Summary 300: Wallin Drive/Lincoln Highway & 143rd Street 08/15/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 170 235 15 20 30 100 15 290 55 185 175 40 Future Volume (veh/h) 170 235 15 20 30 100 15 290 55 185 175 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1846 1900 1638 1360 1900 1792 1843 1900 1570 1814 1900 Adj Flow Rate, veh/h 179 247 16 21 32 105 16 305 58 195 184 42 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 3 3 16 19 19 6 2 2 21 4 4 Cap, veh/h 395 487 32 280 54 178 486 501 95 402 616 141 Arrive On Green 0.10 0.28 0.28 0.01 0.19 0.19 0.01 0.33 0.33 0.11 0.43 0.43 Sat Flow, veh/h 1774 1715 111 1560 280 918 1707 1506 286 1495 1430 326 Grp Volume(v), veh/h 179 0 263 21 0 137 16 0 363 195 0 226 Grp Sat Flow(s),veh/h/ln 1774 0 1826 1560 0 1198 1707 0 1792 1495 0 1756 Q Serve(g_s), s 5.5 0.0 8.8 0.8 0.0 7.6 0.5 0.0 12.4 5.8 0.0 6.1 Cycle Q Clear(g_c), s 5.5 0.0 8.8 0.8 0.0 7.6 0.5 0.0 12.4 5.8 0.0 6.1 Prop In Lane 1.00 0.06 1.00 0.77 1.00 0.16 1.00 0.19 Lane Grp Cap(c), veh/h 395 0 518 280 0 232 486 0 597 402 0 757 V/C Ratio(X) 0.45 0.00 0.51 0.07 0.00 0.59 0.03 0.00 0.61 0.49 0.00 0.30 Avail Cap(c_a), veh/h 611 0 1098 503 0 639 735 0 955 576 0 1056 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.2 0.0 21.9 23.3 0.0 26.8 15.9 0.0 20.4 13.7 0.0 13.6 Incr Delay (d2), s/veh 0.8 0.0 1.6 0.1 0.0 5.0 0.0 0.0 4.6 0.9 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 5.0 0.0 8.2 0.6 0.0 5.1 0.4 0.0 11.1 4.4 0.0 5.7 LnGrp Delay(d),s/veh 20.1 0.0 23.6 23.4 0.0 31.8 15.9 0.0 25.0 14.6 0.0 14.6 LnGrp LOS C C C C B C B B Approach Vol, veh/h 442 158 379 421 Approach Delay, s/veh 22.1 30.7 24.6 14.6 Approach LOS C C C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.5 30.4 4.5 26.8 4.3 37.5 11.1 20.2 Change Period (Y+Rc), s 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Max Green Setting (Gmax), s 16.5 39.0 11.5 44.0 11.5 44.0 16.5 39.0 Max Q Clear Time (g_c+i1), s 7.8 14.4 2.8 10.8 2.5 8.1 7.5 9.6 Green Ext Time (p_c), s 0.3 10.0 0.0 4.7 0.0 11.9 0.3 4.6 Intersection Summary HCM 2010 Ctrl Delay 21.5 HCM 2010 LOS C Existing (2018) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 3

HCM 2010 Signalized Intersection Summary 400: Steiner Road & IL Route 126 08/15/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 490 85 90 290 1 180 200 260 1 40 20 Future Volume (veh/h) 70 490 85 90 290 1 180 200 260 1 40 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1817 1900 1827 1697 1900 1827 1961 1863 1863 1786 1727 Adj Flow Rate, veh/h 74 516 89 95 305 1 189 211 274 1 42 21 Adj No. of Lanes 1 1 0 1 1 0 1 1 1 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 5 5 4 12 12 4 2 2 2 12 10 Cap, veh/h 585 760 131 362 865 3 392 427 345 194 204 168 Arrive On Green 0.04 0.50 0.50 0.05 0.51 0.51 0.10 0.22 0.22 0.00 0.11 0.11 Sat Flow, veh/h 1774 1511 261 1740 1690 6 1740 1961 1583 1774 1786 1468 Grp Volume(v), veh/h 74 0 605 95 0 306 189 211 274 1 42 21 Grp Sat Flow(s),veh/h/ln1774 0 1771 1740 0 1696 1740 1961 1583 1774 1786 1468 Q Serve(g_s), s 1.6 0.0 21.0 2.1 0.0 8.8 7.5 7.7 13.3 0.0 1.7 1.0 Cycle Q Clear(g_c), s 1.6 0.0 21.0 2.1 0.0 8.8 7.5 7.7 13.3 0.0 1.7 1.0 Prop In Lane 1.00 0.15 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 585 0 891 362 0 868 392 427 345 194 204 168 V/C Ratio(X) 0.13 0.00 0.68 0.26 0.00 0.35 0.48 0.49 0.79 0.01 0.21 0.13 Avail Cap(c_a), veh/h 662 0 1174 422 0 1124 392 530 428 377 482 397 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.4 0.0 15.3 11.9 0.0 11.9 26.3 27.9 30.1 31.9 32.7 32.4 Incr Delay (d2), s/veh 0.1 0.0 4.2 0.4 0.0 1.1 0.9 1.9 11.1 0.0 1.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln1.4 0.0 16.6 1.8 0.0 7.8 6.6 7.8 11.2 0.0 1.6 0.8 LnGrp Delay(d),s/veh 9.5 0.0 19.4 12.3 0.0 13.0 27.2 29.8 41.2 31.9 33.8 33.1 LnGrp LOS A B B B C C D C C C Approach Vol, veh/h 679 401 674 64 Approach Delay, s/veh 18.4 12.8 33.7 33.5 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s3.6 23.7 7.2 47.0 12.0 15.3 6.5 47.7 Change Period (Y+Rc), s 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Max Green Setting (Gmax), 8.5s 22.0 6.5 54.0 8.5 22.0 6.5 54.0 Max Q Clear Time (g_c+i1), 2.0s 15.3 4.1 23.0 9.5 3.7 3.6 10.8 Green Ext Time (p_c), s 0.0 2.4 0.0 18.0 0.0 4.5 0.0 21.8 Intersection Summary HCM 2010 Ctrl Delay 23.4 HCM 2010 LOS C Existing (2018) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 4

HCM 2010 Signalized Intersection Summary 500: Ridge Road & IL Route 126 08/15/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 275 15 60 155 275 10 410 130 240 200 20 Future Volume (veh/h) 25 275 15 60 155 275 10 410 130 240 200 20 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1827 1869 1570 1570 1835 1863 1624 1961 1696 1845 1802 1652 Adj Flow Rate, veh/h 26 289 16 63 163 289 11 432 137 253 211 21 Adj No. of Lanes 1 1 1 1 1 1 1 1 1 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 7 21 21 9 2 17 2 12 3 11 15 Cap, veh/h 344 538 395 294 574 681 417 618 514 397 764 619 Arrive On Green 0.02 0.29 0.29 0.04 0.31 0.31 0.01 0.31 0.31 0.12 0.42 0.42 Sat Flow, veh/h 1740 1869 1335 1495 1835 1583 1547 1961 1442 1757 1802 1404 Grp Volume(v), veh/h 26 289 16 63 163 289 11 432 137 253 211 21 Grp Sat Flow(s),veh/h/ln1740 1869 1335 1495 1835 1583 1547 1961 1442 1757 1802 1404 Q Serve(g_s), s 0.8 10.4 0.7 2.3 5.3 10.1 0.4 15.4 5.4 7.3 6.1 0.7 Cycle Q Clear(g_c), s 0.8 10.4 0.7 2.3 5.3 10.1 0.4 15.4 5.4 7.3 6.1 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 344 538 395 294 574 681 417 618 514 397 764 619 V/C Ratio(X) 0.08 0.54 0.04 0.21 0.28 0.42 0.03 0.70 0.27 0.64 0.28 0.03 Avail Cap(c_a), veh/h 480 798 581 411 830 902 570 911 730 423 883 711 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh19.6 23.9 20.0 19.2 20.6 15.8 18.4 24.0 18.2 16.4 15.0 12.6 Incr Delay (d2), s/veh 0.1 3.8 0.2 0.4 1.2 1.9 0.0 3.1 0.6 2.9 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln0.7 9.8 0.5 1.8 5.2 8.3 0.3 13.7 4.0 6.8 5.5 0.5 LnGrp Delay(d),s/veh 19.7 27.7 20.2 19.5 21.9 17.8 18.4 27.0 18.8 19.3 15.4 12.7 LnGrp LOS B C C B C B B C B B B B Approach Vol, veh/h 331 515 580 485 Approach Delay, s/veh 26.7 19.3 24.9 17.3 Approach LOS C B C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s6.8 28.9 4.1 39.7 4.8 30.9 12.8 31.1 Change Period (Y+Rc), s 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Max Green Setting (Gmax), 9.5s 34.0 8.5 39.0 7.5 36.0 10.5 37.0 Max Q Clear Time (g_c+i1), 4.3s 12.4 2.4 8.1 2.8 12.1 9.3 17.4 Green Ext Time (p_c), s 0.0 10.5 0.0 9.3 0.0 11.2 0.1 7.7 Intersection Summary HCM 2010 Ctrl Delay 21.8 HCM 2010 LOS C Existing (2018) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 5

HCM 2010 TWSC 600: Ridge Road & Johnson Road 08/15/2018 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 1 5 1 710 455 2 Future Vol, veh/h 1 5 1 710 455 2 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 95 95 95 95 95 95 Heavy Vehicles, % 100 67 2 2 7 2 Mvmt Flow 1 5 1 747 479 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1229 480 481 0-0 Stage 1 480 - - - - - Stage 2 749 - - - - - Critical Hdwy 7.4 6.87 4.12 - - - Critical Hdwy Stg 1 6.4 - - - - - Critical Hdwy Stg 2 6.4 - - - - - Follow-up Hdwy 4.4 3.903 2.218 - - - Pot Cap-1 Maneuver 126 473 1082 - - - Stage 1 461 - - - - - Stage 2 330 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 126 473 1082 - - - Mov Cap-2 Maneuver 126 - - - - - Stage 1 461 - - - - - Stage 2 329 - - - - - Approach EB NB SB HCM Control Delay, s 16.3 0 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1082-324 - - HCM Lane V/C Ratio 0.001-0.019 - - HCM Control Delay (s) 8.3 0 16.3 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0-0.1 - - Existing (2018) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 6

HCM 2010 AWSC 100: Steiner Road & 143rd Street 08/15/2018 Intersection Intersection Delay, s/veh 11.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 10 10 305 5 1 5 1 170 1 5 1 Future Vol, veh/h 1 10 10 305 5 1 5 1 170 1 5 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 45 9 2 100 2 25 2 2 2 2 2 Mvmt Flow 1 11 11 321 5 1 5 1 179 1 5 1 Number of Lanes 0 1 0 1 1 0 1 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 1 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 1 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 1 2 1 HCM Control Delay 8.4 13.5 9.1 8.8 HCM LOS A B A A Lane NBLn1 NBLn2 EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 5% 100% 0% 14% Vol Thru, % 0% 1% 48% 0% 83% 71% Vol Right, % 0% 99% 48% 0% 17% 14% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 5 171 21 305 6 7 LT Vol 5 0 1 305 0 1 Through Vol 0 1 10 0 5 5 RT Vol 0 170 10 0 1 1 Lane Flow Rate 5 180 22 321 6 7 Geometry Grp 7 7 6 7 7 6 Degree of Util (X) 0.009 0.242 0.032 0.493 0.012 0.012 Departure Headway (Hd) 6.437 4.839 5.18 5.523 6.576 5.724 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 557 742 688 652 544 623 Service Time 4.168 2.57 3.238 3.266 4.319 3.777 HCM Lane V/C Ratio 0.009 0.243 0.032 0.492 0.011 0.011 HCM Control Delay 9.2 9.1 8.4 13.6 9.4 8.8 HCM Lane LOS A A A B A A HCM 95th-tile Q 0 0.9 0.1 2.7 0 0 Existing (2018) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 1

HCM 2010 TWSC 200: Meadow Lane & 143rd Street 08/15/2018 Intersection Int Delay, s/veh 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 155 5 185 295 30 5 15 130 30 30 10 Future Vol, veh/h 20 155 5 185 295 30 5 15 130 30 30 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 105 - - 105 - - - - - 145 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 3 2 2 2 3 2 2 2 7 2 2 Mvmt Flow 21 163 5 195 311 32 5 16 137 32 32 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 342 0 0 168 0 0 945 940 166 1000 927 326 Stage 1 - - - - - - 208 208-716 716 - Stage 2 - - - - - - 737 732-284 211 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.17 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52-6.17 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52-6.17 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.563 4.018 3.318 Pot Cap-1 Maneuver 1217 - - 1410 - - 242 264 878 217 268 715 Stage 1 - - - - - - 794 730-413 434 - Stage 2 - - - - - - 410 427-712 728 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1217 - - 1410 - - 189 224 878 153 227 715 Mov Cap-2 Maneuver - - - - - - 189 224-153 227 - Stage 1 - - - - - - 780 717-406 374 - Stage 2 - - - - - - 319 368-578 715 - Approach EB WB NB SB HCM Control Delay, s 0.9 2.9 12.8 26.5 HCM LOS B D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 621 1217 - - 1410 - - 153 274 HCM Lane V/C Ratio 0.254 0.017 - - 0.138 - - 0.206 0.154 HCM Control Delay (s) 12.8 8 - - 8 - - 34.5 20.5 HCM Lane LOS B A - - A - - D C HCM 95th %tile Q(veh) 1 0.1 - - 0.5 - - 0.7 0.5 Existing (2018) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 2

HCM 2010 Signalized Intersection Summary 300: Wallin Drive/Lincoln Highway & 143rd Street 08/15/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 120 170 25 55 280 165 45 240 30 165 350 185 Future Volume (veh/h) 120 170 25 55 280 165 45 240 30 165 350 185 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1827 1900 1863 1779 1900 1863 1863 1900 1667 1863 1900 Adj Flow Rate, veh/h 126 179 26 58 295 174 47 253 32 174 368 195 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 4 4 2 2 2 2 2 2 14 2 2 Cap, veh/h 253 574 83 462 355 210 206 551 70 407 451 239 Arrive On Green 0.06 0.37 0.37 0.03 0.34 0.34 0.03 0.34 0.34 0.08 0.39 0.39 Sat Flow, veh/h 1774 1560 227 1774 1050 619 1774 1621 205 1587 1147 608 Grp Volume(v), veh/h 126 0 205 58 0 469 47 0 285 174 0 563 Grp Sat Flow(s),veh/h/ln 1774 0 1787 1774 0 1669 1774 0 1827 1587 0 1755 Q Serve(g_s), s 4.7 0.0 8.7 2.3 0.0 27.5 1.8 0.0 13.0 7.3 0.0 30.5 Cycle Q Clear(g_c), s 4.7 0.0 8.7 2.3 0.0 27.5 1.8 0.0 13.0 7.3 0.0 30.5 Prop In Lane 1.00 0.13 1.00 0.37 1.00 0.11 1.00 0.35 Lane Grp Cap(c), veh/h 253 0 658 462 0 565 206 0 621 407 0 690 V/C Ratio(X) 0.50 0.00 0.31 0.13 0.00 0.83 0.23 0.00 0.46 0.43 0.00 0.82 Avail Cap(c_a), veh/h 317 0 773 578 0 722 299 0 790 407 0 760 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.1 0.0 24.0 21.8 0.0 32.3 24.9 0.0 27.4 20.1 0.0 28.8 Incr Delay (d2), s/veh 1.5 0.0 0.6 0.1 0.0 8.7 0.6 0.0 2.4 0.7 0.0 10.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 4.4 0.0 7.8 2.0 0.0 20.1 1.7 0.0 11.2 5.9 0.0 23.4 LnGrp Delay(d),s/veh 25.6 0.0 24.5 22.0 0.0 41.0 25.5 0.0 29.9 20.8 0.0 39.2 LnGrp LOS C C C D C C C D Approach Vol, veh/h 331 527 332 737 Approach Delay, s/veh 25.0 38.9 29.2 34.8 Approach LOS C D C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.0 42.1 7.0 45.1 6.4 47.8 10.2 42.0 Change Period (Y+Rc), s 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Max Green Setting (Gmax), s 8.5 46.0 10.5 46.0 8.5 46.0 10.5 46.0 Max Q Clear Time (g_c+i1), s 9.3 15.0 4.3 10.7 3.8 32.5 6.7 29.5 Green Ext Time (p_c), s 0.0 17.0 0.0 9.1 0.0 9.3 0.1 6.5 Intersection Summary HCM 2010 Ctrl Delay 33.3 HCM 2010 LOS C Existing (2018) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 3

HCM 2010 Signalized Intersection Summary 400: Steiner Road & IL Route 126 08/15/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 470 140 245 465 5 140 115 170 5 215 100 Future Volume (veh/h) 55 470 140 245 465 5 140 115 170 5 215 100 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1849 1900 1863 1863 1900 1863 1961 1863 1667 1961 1863 Adj Flow Rate, veh/h 58 495 147 258 489 5 147 121 179 5 226 105 Adj No. of Lanes 1 1 0 1 1 0 1 1 1 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 3 3 2 2 2 2 2 2 14 2 2 Cap, veh/h 468 662 196 386 1005 10 251 450 364 240 330 267 Arrive On Green 0.03 0.48 0.48 0.09 0.55 0.55 0.07 0.23 0.23 0.00 0.17 0.17 Sat Flow, veh/h 1774 1370 407 1774 1841 19 1774 1961 1583 1587 1961 1583 Grp Volume(v), veh/h 58 0 642 258 0 494 147 121 179 5 226 105 Grp Sat Flow(s),veh/h/ln1774 0 1777 1774 0 1859 1774 1961 1583 1587 1961 1583 Q Serve(g_s), s 1.6 0.0 29.2 6.9 0.0 16.4 6.5 5.1 9.8 0.3 10.8 5.9 Cycle Q Clear(g_c), s 1.6 0.0 29.2 6.9 0.0 16.4 6.5 5.1 9.8 0.3 10.8 5.9 Prop In Lane 1.00 0.23 1.00 0.01 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 468 0 858 386 0 1015 251 450 364 240 330 267 V/C Ratio(X) 0.12 0.00 0.75 0.67 0.00 0.49 0.59 0.27 0.49 0.02 0.68 0.39 Avail Cap(c_a), veh/h 709 0 962 515 0 1015 251 472 381 338 472 381 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh12.8 0.0 20.9 16.8 0.0 14.0 31.6 31.5 33.3 34.3 39.0 36.9 Incr Delay (d2), s/veh 0.1 0.0 5.9 2.0 0.0 1.7 3.5 0.7 2.2 0.0 5.3 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln1.4 0.0 22.2 6.3 0.0 13.7 1.7 5.1 8.0 0.2 10.4 4.9 LnGrp Delay(d),s/veh 12.9 0.0 26.8 18.8 0.0 15.7 35.1 32.2 35.5 34.3 44.2 38.9 LnGrp LOS B C B B D C D C D D Approach Vol, veh/h 700 752 447 336 Approach Delay, s/veh 25.7 16.7 34.5 42.4 Approach LOS C B C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s3.9 28.9 12.8 54.1 10.0 22.8 6.5 60.4 Change Period (Y+Rc), s 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Max Green Setting (Gmax), 6.5s 24.0 16.5 54.0 6.5 24.0 16.5 54.0 Max Q Clear Time (g_c+i1), 2.3s 11.8 8.9 31.2 8.5 12.8 3.6 18.4 Green Ext Time (p_c), s 0.0 4.2 0.4 17.0 0.0 4.0 0.1 24.4 Intersection Summary HCM 2010 Ctrl Delay 26.9 HCM 2010 LOS C Existing (2018) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 4

HCM 2010 Signalized Intersection Summary 500: Ridge Road & IL Route 126 08/15/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 255 30 125 340 240 30 295 75 335 400 35 Future Volume (veh/h) 20 255 30 125 340 240 30 295 75 335 400 35 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1810 1942 1863 1810 1961 1863 1776 1961 1827 1863 1942 1845 Adj Flow Rate, veh/h 21 268 32 132 358 253 32 311 79 353 421 37 Adj No. of Lanes 1 1 1 1 1 1 1 1 1 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 5 3 2 5 2 2 7 2 4 2 3 3 Cap, veh/h 260 551 481 384 672 787 330 533 535 489 789 659 Arrive On Green 0.01 0.28 0.28 0.07 0.34 0.34 0.02 0.27 0.27 0.15 0.41 0.41 Sat Flow, veh/h 1723 1942 1583 1723 1961 1583 1691 1961 1553 1774 1942 1568 Grp Volume(v), veh/h 21 268 32 132 358 253 32 311 79 353 421 37 Grp Sat Flow(s),veh/h/ln1723 1942 1583 1723 1961 1583 1691 1961 1553 1774 1942 1568 Q Serve(g_s), s 0.8 10.0 1.3 4.5 12.8 8.4 1.2 12.0 3.1 12.0 14.4 1.2 Cycle Q Clear(g_c), s 0.8 10.0 1.3 4.5 12.8 8.4 1.2 12.0 3.1 12.0 14.4 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 260 551 481 384 672 787 330 533 535 489 789 659 V/C Ratio(X) 0.08 0.49 0.07 0.34 0.53 0.32 0.10 0.58 0.15 0.72 0.53 0.06 Avail Cap(c_a), veh/h 364 755 647 486 875 951 500 942 859 489 999 828 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh22.2 26.0 21.6 19.2 23.1 13.2 22.4 27.6 19.8 18.3 19.7 15.1 Incr Delay (d2), s/veh 0.1 3.1 0.3 0.5 3.0 1.1 0.1 2.2 0.3 5.1 1.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln0.7 9.8 1.1 3.9 12.0 7.0 1.0 11.1 2.5 10.7 12.6 1.0 LnGrp Delay(d),s/veh 22.3 29.1 21.9 19.7 26.1 14.2 22.5 29.7 20.1 23.5 20.9 15.1 LnGrp LOS C C C B C B C C C C C B Approach Vol, veh/h 321 743 422 811 Approach Delay, s/veh 27.9 20.9 27.4 21.7 Approach LOS C C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s9.9 30.8 5.2 41.5 4.7 36.0 17.0 29.8 Change Period (Y+Rc), s 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Max Green Setting (Gmax), 11.5s 34.0 10.5 45.0 6.5 39.0 13.5 42.0 Max Q Clear Time (g_c+i1), 6.5s 12.0 3.2 16.4 2.8 14.8 14.0 14.0 Green Ext Time (p_c), s 0.1 12.8 0.0 9.9 0.0 13.6 0.0 9.8 Intersection Summary HCM 2010 Ctrl Delay 23.4 HCM 2010 LOS C Existing (2018) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 5

HCM 2010 TWSC 600: Ridge Road & Johnson Road 08/15/2018 Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 1 5 550 770 5 Future Vol, veh/h 5 1 5 550 770 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 20 2 2 2 Mvmt Flow 5 1 5 579 811 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1402 813 816 0-0 Stage 1 813 - - - - - Stage 2 589 - - - - - Critical Hdwy 6.42 6.22 4.3 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.38 - - - Pot Cap-1 Maneuver 154 378 738 - - - Stage 1 436 - - - - - Stage 2 554 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 152 378 738 - - - Mov Cap-2 Maneuver 152 - - - - - Stage 1 436 - - - - - Stage 2 548 - - - - - Approach EB NB SB HCM Control Delay, s 27.1 0.1 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 738-169 - - HCM Lane V/C Ratio 0.007-0.037 - - HCM Control Delay (s) 9.9 0 27.1 - - HCM Lane LOS A A D - - HCM 95th %tile Q(veh) 0-0.1 - - Existing (2018) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 6

FUTURE (YEAR 2024) BUILD CAPACITY REPORTS Weekday Morning Peak Hour Weekday Evening Peak Hour Industrial Development Plainfield, Illinois August 2018

HCM 2010 TWSC 100: Steiner Road & 143rd Street 08/16/2018 Intersection Int Delay, s/veh 7.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 35 1 65 65 15 30 1 315 1 1 1 Future Vol, veh/h 15 35 1 65 65 15 30 1 315 1 1 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 215 - - 215 - - 190 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 100 59 2 9 4 100 2 2 2 2 2 2 Mvmt Flow 16 37 1 68 68 16 32 1 332 1 1 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 84 0 0 38 0 0 283 290 37 448 282 76 Stage 1 - - - - - - 69 69-213 213 - Stage 2 - - - - - - 214 221-235 69 - Critical Hdwy 5.1 - - 4.19 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52-6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52-6.12 5.52 - Follow-up Hdwy 3.1 - - 2.281 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1069 - - 1528 - - 669 620 1035 521 627 985 Stage 1 - - - - - - 941 837-789 726 - Stage 2 - - - - - - 788 720-768 837 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1069 - - 1528 - - 637 584 1035 338 590 985 Mov Cap-2 Maneuver - - - - - - 637 584-338 590 - Stage 1 - - - - - - 927 824-777 694 - Stage 2 - - - - - - 751 688-513 824 - Approach EB WB NB SB HCM Control Delay, s 2.5 3.3 10.2 11.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 637 1032 1069 - - 1528 - - 529 HCM Lane V/C Ratio 0.05 0.322 0.015 - - 0.045 - - 0.006 HCM Control Delay (s) 10.9 10.1 8.4 - - 7.5 - - 11.8 HCM Lane LOS B B A - - A - - B HCM 95th %tile Q(veh) 0.2 1.4 0 - - 0.1 - - 0 Build (2024) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 1

HCM 2010 TWSC 120: 143rd Street & Access B 08/16/2018 Intersection Int Delay, s/veh 2.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 55 30 1 80 5 5 Future Vol, veh/h 55 30 1 80 5 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 215 - - - 0 0 Veh in Median Storage, # - 0 0-0 - Grade, % - 0 0-0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 100 2 2 2 2 Mvmt Flow 58 32 1 84 5 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 85 0-0 190 43 Stage 1 - - - - 43 - Stage 2 - - - - 147 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1512 - - - 799 1027 Stage 1 - - - - 979 - Stage 2 - - - - 880 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1512 - - - 768 1027 Mov Cap-2 Maneuver - - - - 768 - Stage 1 - - - - 979 - Stage 2 - - - - 846 - Approach EB WB SB HCM Control Delay, s 4.8 0 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 1512 - - - 768 1027 HCM Lane V/C Ratio 0.038 - - - 0.007 0.005 HCM Control Delay (s) 7.5 - - - 9.7 8.5 HCM Lane LOS A - - - A A HCM 95th %tile Q(veh) 0.1 - - - 0 0 Build (2024) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 2

HCM 2010 TWSC 130: 143rd Street & Access C 08/16/2018 Intersection Int Delay, s/veh 2.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 70 5 0 15 15 Future Vol, veh/h 0 70 5 0 15 15 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 0 Veh in Median Storage, # - 0 0-0 - Grade, % - 0 0-0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 21 2 2 100 100 Mvmt Flow 0 74 5 0 16 16 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0-0 79 5 Stage 1 - - - - 5 - Stage 2 - - - - 74 - Critical Hdwy - - - - 7.4 7.2 Critical Hdwy Stg 1 - - - - 6.4 - Critical Hdwy Stg 2 - - - - 6.4 - Follow-up Hdwy - - - - 4.4 4.2 Pot Cap-1 Maneuver 0 - - 0 730 851 Stage 1 0 - - 0 813 - Stage 2 0 - - 0 750 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 730 851 Mov Cap-2 Maneuver - - - - 730 - Stage 1 - - - - 813 - Stage 2 - - - - 750 - Approach EB WB SB HCM Control Delay, s 0 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 SBLn2 Capacity (veh/h) - - 730 851 HCM Lane V/C Ratio - - 0.022 0.019 HCM Control Delay (s) - - 10 9.3 HCM Lane LOS - - B A HCM 95th %tile Q(veh) - - 0.1 0.1 Build (2024) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 3

HCM 2010 Signalized Intersection Summary 200: Meadow Lane & 143rd Street 08/16/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 325 5 35 120 15 5 10 135 25 10 20 Future Volume (veh/h) 20 325 5 35 120 15 5 10 135 25 10 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1792 1793 1900 1827 1609 1900 1976 1916 1976 1863 1655 1900 Adj Flow Rate, veh/h 21 342 5 37 126 16 5 11 142 26 11 21 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 6 6 6 4 19 19 18 18 18 2 22 22 Cap, veh/h 651 746 11 505 606 77 93 26 262 439 90 172 Arrive On Green 0.02 0.42 0.42 0.03 0.43 0.43 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1707 1763 26 1740 1400 178 21 146 1481 1229 510 974 Grp Volume(v), veh/h 21 0 347 37 0 142 158 0 0 26 0 32 Grp Sat Flow(s),veh/h/ln 1707 0 1789 1740 0 1577 1648 0 0 1229 0 1484 Q Serve(g_s), s 0.3 0.0 5.7 0.5 0.0 2.3 0.0 0.0 0.0 0.0 0.0 0.8 Cycle Q Clear(g_c), s 0.3 0.0 5.7 0.5 0.0 2.3 3.6 0.0 0.0 0.5 0.0 0.8 Prop In Lane 1.00 0.01 1.00 0.11 0.03 0.90 1.00 0.66 Lane Grp Cap(c), veh/h 651 0 757 505 0 683 382 0 0 439 0 263 V/C Ratio(X) 0.03 0.00 0.46 0.07 0.00 0.21 0.41 0.00 0.00 0.06 0.00 0.12 Avail Cap(c_a), veh/h 851 0 1901 692 0 1677 1081 0 0 963 0 896 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 6.6 0.0 8.5 6.8 0.0 7.3 15.5 0.0 0.0 14.2 0.0 14.3 Incr Delay (d2), s/veh 0.0 0.0 2.0 0.1 0.0 0.7 1.5 0.0 0.0 0.1 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.2 0.0 5.8 0.4 0.0 2.0 3.2 0.0 0.0 0.5 0.0 0.6 LnGrp Delay(d),s/veh 6.7 0.0 10.5 6.9 0.0 8.0 17.0 0.0 0.0 14.3 0.0 14.8 LnGrp LOS A B A A B B B Approach Vol, veh/h 368 179 158 58 Approach Delay, s/veh 10.3 7.8 17.0 14.6 Approach LOS B A B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 13.3 4.5 23.5 13.3 4.1 23.9 Change Period (Y+Rc), s 6.0 3.5 6.0 6.0 3.5 6.0 Max Green Setting (Gmax), s 25.0 5.5 44.0 25.0 5.5 44.0 Max Q Clear Time (g_c+i1), s 5.6 2.5 7.7 2.8 2.3 4.3 Green Ext Time (p_c), s 2.2 0.0 9.8 2.3 0.0 10.1 Intersection Summary HCM 2010 Ctrl Delay 11.4 HCM 2010 LOS B Build (2024) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 4

HCM 2010 Signalized Intersection Summary 300: Wallin Drive/Lincoln Highway & 143rd Street 08/16/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 185 280 20 20 90 100 15 335 65 205 195 65 Future Volume (veh/h) 185 280 20 20 90 100 15 335 65 205 195 65 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1766 1900 1638 1402 1900 1792 1842 1900 1570 1818 1900 Adj Flow Rate, veh/h 195 295 21 21 95 105 16 353 68 216 205 68 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 8 8 16 24 24 6 2 2 21 4 4 Cap, veh/h 369 522 37 261 140 155 458 508 98 361 577 191 Arrive On Green 0.10 0.32 0.32 0.01 0.23 0.23 0.01 0.34 0.34 0.11 0.44 0.44 Sat Flow, veh/h 1774 1629 116 1560 609 673 1707 1502 289 1495 1308 434 Grp Volume(v), veh/h 195 0 316 21 0 200 16 0 421 216 0 273 Grp Sat Flow(s),veh/h/ln1774 0 1745 1560 0 1283 1707 0 1791 1495 0 1742 Q Serve(g_s), s 7.1 0.0 13.4 0.9 0.0 12.6 0.5 0.0 18.1 7.9 0.0 9.2 Cycle Q Clear(g_c), s 7.1 0.0 13.4 0.9 0.0 12.6 0.5 0.0 18.1 7.9 0.0 9.2 Prop In Lane 1.00 0.07 1.00 0.52 1.00 0.16 1.00 0.25 Lane Grp Cap(c), veh/h 369 0 559 261 0 294 458 0 606 361 0 769 V/C Ratio(X) 0.53 0.00 0.57 0.08 0.00 0.68 0.03 0.00 0.69 0.60 0.00 0.36 Avail Cap(c_a), veh/h 513 0 864 441 0 563 660 0 786 468 0 862 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh22.1 0.0 25.1 26.0 0.0 31.3 19.0 0.0 25.4 17.4 0.0 16.4 Incr Delay (d2), s/veh 1.2 0.0 1.9 0.1 0.0 5.8 0.0 0.0 6.5 1.6 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln6.4 0.0 11.0 0.7 0.0 8.6 0.5 0.0 15.2 6.0 0.0 8.2 LnGrp Delay(d),s/veh 23.3 0.0 27.0 26.1 0.0 37.0 19.0 0.0 31.9 19.0 0.0 17.7 LnGrp LOS C C C D B C B B Approach Vol, veh/h 511 221 437 489 Approach Delay, s/veh 25.6 36.0 31.4 18.3 Approach LOS C D C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s13.6 36.1 4.7 34.5 4.5 45.2 12.8 26.4 Change Period (Y+Rc), s 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Max Green Setting (Gmax), 16.5s 39.0 11.5 44.0 11.5 44.0 16.5 39.0 Max Q Clear Time (g_c+i1), 9.9s 20.1 2.9 15.4 2.5 11.2 9.1 14.6 Green Ext Time (p_c), s 0.3 10.0 0.0 6.1 0.0 13.9 0.3 5.7 Intersection Summary HCM 2010 Ctrl Delay 26.4 HCM 2010 LOS C Build (2024) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 5

HCM 2010 Signalized Intersection Summary 400: Steiner Road & IL Route 126 08/16/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 550 95 100 325 1 180 255 260 1 45 20 Future Volume (veh/h) 90 550 95 100 325 1 180 255 260 1 45 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1817 1900 1827 1697 1900 1827 1961 1863 1863 1786 1727 Adj Flow Rate, veh/h 95 579 100 105 342 1 189 268 274 1 47 21 Adj No. of Lanes 1 1 0 1 1 0 1 1 1 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 5 5 4 12 12 4 2 2 2 12 10 Cap, veh/h 578 788 136 331 889 3 373 420 339 161 211 173 Arrive On Green 0.04 0.52 0.52 0.05 0.53 0.53 0.10 0.21 0.21 0.00 0.12 0.12 Sat Flow, veh/h 1774 1510 261 1740 1691 5 1740 1961 1583 1774 1786 1468 Grp Volume(v), veh/h 95 0 679 105 0 343 189 268 274 1 47 21 Grp Sat Flow(s),veh/h/ln1774 0 1771 1740 0 1696 1740 1961 1583 1774 1786 1468 Q Serve(g_s), s 2.2 0.0 26.1 2.4 0.0 10.6 8.2 10.9 14.5 0.0 2.1 1.1 Cycle Q Clear(g_c), s 2.2 0.0 26.1 2.4 0.0 10.6 8.2 10.9 14.5 0.0 2.1 1.1 Prop In Lane 1.00 0.15 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 578 0 924 331 0 892 373 420 339 161 211 173 V/C Ratio(X) 0.16 0.00 0.73 0.32 0.00 0.38 0.51 0.64 0.81 0.01 0.22 0.12 Avail Cap(c_a), veh/h 632 0 1089 378 0 1042 373 491 396 331 447 368 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.4 0.0 16.3 13.2 0.0 12.4 28.8 31.4 32.8 34.1 35.1 34.7 Incr Delay (d2), s/veh 0.1 0.0 5.2 0.5 0.0 1.3 1.1 3.8 13.0 0.0 1.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln1.9 0.0 20.1 2.2 0.0 9.0 7.1 10.4 12.1 0.0 2.0 0.9 LnGrp Delay(d),s/veh 9.6 0.0 21.4 13.8 0.0 13.6 29.9 35.2 45.8 34.2 36.2 35.3 LnGrp LOS A C B B C D D C D D Approach Vol, veh/h 774 448 731 69 Approach Delay, s/veh 20.0 13.7 37.8 35.9 Approach LOS B B D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s3.6 24.8 7.6 51.9 12.0 16.4 7.3 52.2 Change Period (Y+Rc), s 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Max Green Setting (Gmax), 8.5s 22.0 6.5 54.0 8.5 22.0 6.5 54.0 Max Q Clear Time (g_c+i1), 2.0s 16.5 4.4 28.1 10.2 4.1 4.2 12.6 Green Ext Time (p_c), s 0.0 2.3 0.0 17.7 0.0 5.1 0.0 24.5 Intersection Summary HCM 2010 Ctrl Delay 25.6 HCM 2010 LOS C Build (2024) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 6

HCM 2010 Signalized Intersection Summary 500: Ridge Road & IL Route 126 08/16/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 45 315 15 65 165 295 10 490 145 275 240 25 Future Volume (veh/h) 45 315 15 65 165 295 10 490 145 275 240 25 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1869 1570 1570 1835 1863 1624 1905 1696 1845 1709 1652 Adj Flow Rate, veh/h 47 332 16 68 174 311 11 516 153 289 253 26 Adj No. of Lanes 1 1 1 1 1 1 1 1 1 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 7 21 21 9 2 17 5 12 3 17 15 Cap, veh/h 339 541 397 264 561 668 416 646 553 355 765 668 Arrive On Green 0.03 0.29 0.29 0.04 0.31 0.31 0.01 0.34 0.34 0.12 0.45 0.45 Sat Flow, veh/h 1757 1869 1335 1495 1835 1583 1547 1905 1442 1757 1709 1404 Grp Volume(v), veh/h 47 332 16 68 174 311 11 516 153 289 253 26 Grp Sat Flow(s),veh/h/ln1757 1869 1335 1495 1835 1583 1547 1905 1442 1757 1709 1404 Q Serve(g_s), s 1.7 13.9 0.8 2.9 6.6 12.8 0.4 22.2 6.6 9.3 8.7 0.9 Cycle Q Clear(g_c), s 1.7 13.9 0.8 2.9 6.6 12.8 0.4 22.2 6.6 9.3 8.7 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 339 541 397 264 561 668 416 646 553 355 765 668 V/C Ratio(X) 0.14 0.61 0.04 0.26 0.31 0.47 0.03 0.80 0.28 0.81 0.33 0.04 Avail Cap(c_a), veh/h 435 704 513 355 731 815 549 780 655 355 765 668 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh21.7 27.7 22.5 22.1 24.1 18.8 19.4 27.0 19.2 19.6 16.2 12.6 Incr Delay (d2), s/veh 0.2 5.1 0.2 0.5 1.4 2.3 0.0 6.5 0.6 13.5 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln1.5 12.5 0.5 2.2 6.4 10.0 0.3 18.6 4.9 9.7 7.5 0.6 LnGrp Delay(d),s/veh 21.9 32.8 22.7 22.6 25.5 21.1 19.4 33.6 19.8 33.1 16.7 12.7 LnGrp LOS C C C C C C B C B C B B Approach Vol, veh/h 395 553 680 568 Approach Delay, s/veh 31.1 22.7 30.2 24.9 Approach LOS C C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s7.5 32.2 4.2 46.4 6.1 33.6 14.0 36.6 Change Period (Y+Rc), s 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Max Green Setting (Gmax), 9.5s 34.0 8.5 39.0 7.5 36.0 10.5 37.0 Max Q Clear Time (g_c+i1), 4.9s 15.9 2.4 10.7 3.7 14.8 11.3 24.2 Green Ext Time (p_c), s 0.0 10.3 0.0 11.2 0.0 11.5 0.0 6.5 Intersection Summary HCM 2010 Ctrl Delay 27.1 HCM 2010 LOS C Build (2024) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 7

HCM 2010 TWSC 600: Ridge Road & Johnson Road/143rd Street 08/16/2018 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 5 15 1 5 1 785 45 25 520 1 Future Vol, veh/h 1 1 5 15 1 5 1 785 45 25 520 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 215 - - 265-265 265 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 100 2 67 100 2 2 2 2 33 2 7 2 Mvmt Flow 1 1 5 16 1 5 1 826 47 26 547 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1433 1429 548 1432 1429 826 548 0 0 826 0 0 Stage 1 601 601-828 828 - - - - - - - Stage 2 832 828-604 601 - - - - - - - Critical Hdwy 8.1 6.52 6.87 8.1 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 7.1 5.52-7.1 5.52 - - - - - - - Critical Hdwy Stg 2 7.1 5.52-7.1 5.52 - - - - - - - Follow-up Hdwy 4.4 4.018 3.903 4.4 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 69 135 430 69 135 372 1021 - - 805 - - Stage 1 353 489-254 386 - - - - - - - Stage 2 253 386-352 489 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 66 131 430 66 131 372 1021 - - 805 - - Mov Cap-2 Maneuver 66 131-66 131 - - - - - - - Stage 1 353 473-254 386 - - - - - - - Stage 2 248 386-336 473 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 23.4 59.3 0 0.4 HCM LOS C F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1021 - - 203 66 285 805 - - HCM Lane V/C Ratio 0.001 - - 0.036 0.239 0.022 0.033 - - HCM Control Delay (s) 8.5 - - 23.4 75.9 17.9 9.6 - - HCM Lane LOS A - - C F C A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.8 0.1 0.1 - - Build (2024) Traffic Volumes 7:00 am 07/30/2018 AM Peak Hour Synchro 9 Report JAB Page 8

HCM 2010 TWSC 100: Steiner Road & 143rd Street 08/16/2018 Intersection Int Delay, s/veh 7.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 55 20 350 35 15 15 1 195 1 5 1 Future Vol, veh/h 15 55 20 350 35 15 15 1 195 1 5 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 215 - - 215 - - 190 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 100 35 5 2 14 100 8 2 2 2 2 2 Mvmt Flow 16 58 21 368 37 16 16 1 205 1 5 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 53 0 0 79 0 0 885 889 68 985 893 45 Stage 1 - - - - - - 100 100-782 782 - Stage 2 - - - - - - 785 789-203 111 - Critical Hdwy 5.1 - - 4.12 - - 7.18 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.18 5.52-6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.18 5.52-6.12 5.52 - Follow-up Hdwy 3.1 - - 2.218 - - 3.572 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1102 - - 1519 - - 259 282 995 227 281 1025 Stage 1 - - - - - - 892 812-387 405 - Stage 2 - - - - - - 377 402-799 804 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1102 - - 1519 - - 204 211 995 144 210 1025 Mov Cap-2 Maneuver - - - - - - 204 211-144 210 - Stage 1 - - - - - - 879 800-381 307 - Stage 2 - - - - - - 280 305-624 792 - Approach EB WB NB SB HCM Control Delay, s 1.4 7.1 10.7 21.9 HCM LOS B C Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 204 976 1102 - - 1519 - - 221 HCM Lane V/C Ratio 0.077 0.211 0.014 - - 0.243 - - 0.033 HCM Control Delay (s) 24.1 9.7 8.3 - - 8.1 - - 21.9 HCM Lane LOS C A A - - A - - C HCM 95th %tile Q(veh) 0.2 0.8 0 - - 1 - - 0.1 Build (2024) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 1

HCM 2010 TWSC 120: 143rd Street & Access B 08/16/2018 Intersection Int Delay, s/veh 4.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 20 30 1 40 40 20 Future Vol, veh/h 20 30 1 40 40 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 215 - - - 0 0 Veh in Median Storage, # - 0 0-0 - Grade, % - 0 0-0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 100 2 2 2 2 Mvmt Flow 21 32 1 42 42 21 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 43 0-0 96 22 Stage 1 - - - - 22 - Stage 2 - - - - 74 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1566 - - - 903 1055 Stage 1 - - - - 1001 - Stage 2 - - - - 949 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1566 - - - 891 1055 Mov Cap-2 Maneuver - - - - 891 - Stage 1 - - - - 1001 - Stage 2 - - - - 936 - Approach EB WB SB HCM Control Delay, s 2.9 0 9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 1566 - - - 891 1055 HCM Lane V/C Ratio 0.013 - - - 0.047 0.02 HCM Control Delay (s) 7.3 - - - 9.2 8.5 HCM Lane LOS A - - - A A HCM 95th %tile Q(veh) 0 - - - 0.1 0.1 Build (2024) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 2

HCM 2010 TWSC 130: 143rd Street & Access C 08/16/2018 Intersection Int Delay, s/veh 3.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 35 20 0 15 15 Future Vol, veh/h 0 35 20 0 15 15 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 0 Veh in Median Storage, # - 0 0-0 - Grade, % - 0 0-0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 43 2 2 100 100 Mvmt Flow 0 37 21 0 16 16 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0-0 58 21 Stage 1 - - - - 21 - Stage 2 - - - - 37 - Critical Hdwy - - - - 7.4 7.2 Critical Hdwy Stg 1 - - - - 6.4 - Critical Hdwy Stg 2 - - - - 6.4 - Follow-up Hdwy - - - - 4.4 4.2 Pot Cap-1 Maneuver 0 - - 0 752 832 Stage 1 0 - - 0 798 - Stage 2 0 - - 0 784 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 752 832 Mov Cap-2 Maneuver - - - - 752 - Stage 1 - - - - 798 - Stage 2 - - - - 784 - Approach EB WB SB HCM Control Delay, s 0 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 SBLn2 Capacity (veh/h) - - 752 832 HCM Lane V/C Ratio - - 0.021 0.019 HCM Control Delay (s) - - 9.9 9.4 HCM Lane LOS - - A A HCM 95th %tile Q(veh) - - 0.1 0.1 Build (2024) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 3

HCM 2010 Signalized Intersection Summary 200: Meadow Lane & 143rd Street 08/16/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 220 5 215 385 35 5 15 140 30 30 10 Future Volume (veh/h) 25 220 5 215 385 35 5 15 140 30 30 10 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1745 1900 1863 1812 1900 1976 1937 1976 1776 1863 1900 Adj Flow Rate, veh/h 26 232 5 226 405 37 5 16 147 32 32 11 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 9 9 2 5 5 2 2 2 7 2 2 Cap, veh/h 486 683 15 690 806 74 79 33 255 372 231 79 Arrive On Green 0.02 0.40 0.40 0.11 0.49 0.49 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1774 1702 37 1774 1637 150 19 190 1463 1161 1326 456 Grp Volume(v), veh/h 26 0 237 226 0 442 168 0 0 32 0 43 Grp Sat Flow(s),veh/h/ln 1774 0 1739 1774 0 1786 1672 0 0 1161 0 1782 Q Serve(g_s), s 0.4 0.0 4.6 3.2 0.0 8.2 0.0 0.0 0.0 0.0 0.0 1.0 Cycle Q Clear(g_c), s 0.4 0.0 4.6 3.2 0.0 8.2 4.5 0.0 0.0 0.9 0.0 1.0 Prop In Lane 1.00 0.02 1.00 0.08 0.03 0.87 1.00 0.26 Lane Grp Cap(c), veh/h 486 0 698 690 0 880 367 0 0 372 0 311 V/C Ratio(X) 0.05 0.00 0.34 0.33 0.00 0.50 0.46 0.00 0.00 0.09 0.00 0.14 Avail Cap(c_a), veh/h 616 0 1237 1019 0 1633 922 0 0 760 0 905 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 8.6 0.0 10.2 6.2 0.0 8.4 18.6 0.0 0.0 17.2 0.0 17.2 Incr Delay (d2), s/veh 0.0 0.0 1.3 0.3 0.0 2.0 1.9 0.0 0.0 0.2 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.4 0.0 4.4 2.8 0.0 7.9 4.1 0.0 0.0 0.7 0.0 0.9 LnGrp Delay(d),s/veh 8.6 0.0 11.5 6.5 0.0 10.5 20.5 0.0 0.0 17.4 0.0 17.6 LnGrp LOS A B A B C B B Approach Vol, veh/h 263 668 168 75 Approach Delay, s/veh 11.2 9.1 20.5 17.5 Approach LOS B A C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 14.6 8.9 25.8 14.6 4.4 30.2 Change Period (Y+Rc), s 6.0 3.5 6.0 6.0 3.5 6.0 Max Green Setting (Gmax), s 25.0 14.5 35.0 25.0 4.5 45.0 Max Q Clear Time (g_c+i1), s 6.5 5.2 6.6 3.0 2.4 10.2 Green Ext Time (p_c), s 2.4 0.4 12.6 2.6 0.0 14.0 Intersection Summary HCM 2010 Ctrl Delay 11.8 HCM 2010 LOS B Build (2024) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 4

HCM 2010 Signalized Intersection Summary 300: Wallin Drive/Lincoln Highway & 143rd Street 08/16/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 135 225 30 55 355 165 55 275 35 185 390 225 Future Volume (veh/h) 135 225 30 55 355 165 55 275 35 185 390 225 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1739 1900 1863 1756 1900 1863 1863 1900 1667 1863 1900 Adj Flow Rate, veh/h 142 237 32 58 374 174 58 289 37 195 411 237 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 10 10 2 5 5 2 2 2 14 2 2 Cap, veh/h 215 589 80 426 408 190 134 559 72 363 426 246 Arrive On Green 0.07 0.39 0.39 0.03 0.36 0.36 0.03 0.35 0.35 0.07 0.38 0.38 Sat Flow, veh/h 1774 1500 203 1774 1135 528 1774 1619 207 1587 1110 640 Grp Volume(v), veh/h 142 0 269 58 0 548 58 0 326 195 0 648 Grp Sat Flow(s),veh/h/ln1774 0 1703 1774 0 1663 1774 0 1826 1587 0 1750 Q Serve(g_s), s 5.8 0.0 13.6 2.5 0.0 37.7 2.5 0.0 17.0 8.5 0.0 43.4 Cycle Q Clear(g_c), s 5.8 0.0 13.6 2.5 0.0 37.7 2.5 0.0 17.0 8.5 0.0 43.4 Prop In Lane 1.00 0.12 1.00 0.32 1.00 0.11 1.00 0.37 Lane Grp Cap(c), veh/h 215 0 669 426 0 598 134 0 630 363 0 671 V/C Ratio(X) 0.66 0.00 0.40 0.14 0.00 0.92 0.43 0.00 0.52 0.54 0.00 0.97 Avail Cap(c_a), veh/h 254 0 669 524 0 639 203 0 702 363 0 673 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh28.0 0.0 26.2 23.3 0.0 36.6 30.7 0.0 31.2 25.3 0.0 36.1 Incr Delay (d2), s/veh 4.9 0.0 0.8 0.1 0.0 18.6 2.2 0.0 3.0 1.6 0.0 27.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln5.6 0.0 10.8 2.2 0.0 27.7 2.4 0.0 14.1 3.4 0.0 34.3 LnGrp Delay(d),s/veh 32.9 0.0 27.0 23.4 0.0 55.2 32.9 0.0 34.3 26.9 0.0 63.2 LnGrp LOS C C C E C C C E Approach Vol, veh/h 411 606 384 843 Approach Delay, s/veh 29.1 52.2 34.0 54.8 Approach LOS C D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s12.0 47.3 7.3 53.0 7.4 51.9 11.3 49.0 Change Period (Y+Rc), s 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Max Green Setting (Gmax), 8.5s 46.0 10.5 46.0 8.5 46.0 10.5 46.0 Max Q Clear Time (g_c+i1), 10.5s 19.0 4.5 15.6 4.5 45.4 7.8 39.7 Green Ext Time (p_c), s 0.0 17.8 0.0 11.0 0.0 0.5 0.1 3.4 Intersection Summary HCM 2010 Ctrl Delay 45.8 HCM 2010 LOS D Build (2024) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 5

HCM 2010 Signalized Intersection Summary 400: Steiner Road & IL Route 126 08/16/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 520 160 275 525 5 140 140 170 5 255 115 Future Volume (veh/h) 65 520 160 275 525 5 140 140 170 5 255 115 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1849 1900 1863 1863 1900 1863 1961 1863 1667 1961 1863 Adj Flow Rate, veh/h 68 547 168 289 553 5 147 147 179 5 268 121 Adj No. of Lanes 1 1 0 1 1 0 1 1 1 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 3 3 2 2 2 2 2 2 14 2 2 Cap, veh/h 424 646 199 339 1002 9 227 464 375 239 350 283 Arrive On Green 0.03 0.48 0.48 0.10 0.54 0.54 0.06 0.24 0.24 0.00 0.18 0.18 Sat Flow, veh/h 1774 1358 417 1774 1843 17 1774 1961 1583 1587 1961 1583 Grp Volume(v), veh/h 68 0 715 289 0 558 147 147 179 5 268 121 Grp Sat Flow(s),veh/h/ln1774 0 1775 1774 0 1860 1774 1961 1583 1587 1961 1583 Q Serve(g_s), s 2.0 0.0 37.0 8.2 0.0 20.5 6.5 6.5 10.2 0.3 13.6 7.1 Cycle Q Clear(g_c), s 2.0 0.0 37.0 8.2 0.0 20.5 6.5 6.5 10.2 0.3 13.6 7.1 Prop In Lane 1.00 0.23 1.00 0.01 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 424 0 845 339 0 1011 227 464 375 239 350 283 V/C Ratio(X) 0.16 0.00 0.85 0.85 0.00 0.55 0.65 0.32 0.48 0.02 0.77 0.43 Avail Cap(c_a), veh/h 644 0 916 438 0 1011 227 464 375 332 450 363 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh14.0 0.0 24.1 21.0 0.0 15.6 33.6 32.9 34.3 35.1 40.9 38.2 Incr Delay (d2), s/veh 0.2 0.0 10.2 12.1 0.0 2.2 6.2 0.8 2.0 0.0 8.7 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln1.8 0.0 27.9 9.0 0.0 16.4 2.5 6.5 8.2 0.2 12.9 5.9 LnGrp Delay(d),s/veh 14.2 0.0 34.3 33.1 0.0 17.7 39.8 33.8 36.4 35.1 49.6 40.4 LnGrp LOS B C C B D C D D D D Approach Vol, veh/h 783 847 473 394 Approach Delay, s/veh 32.5 23.0 36.6 46.6 Approach LOS C C D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s3.9 30.8 14.1 55.8 10.0 24.7 7.1 62.9 Change Period (Y+Rc), s 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Max Green Setting (Gmax), 6.5s 24.0 16.5 54.0 6.5 24.0 16.5 54.0 Max Q Clear Time (g_c+i1), 2.3s 12.2 10.2 39.0 8.5 15.6 4.0 22.5 Green Ext Time (p_c), s 0.0 4.7 0.4 10.8 0.0 3.1 0.1 24.5 Intersection Summary HCM 2010 Ctrl Delay 32.3 HCM 2010 LOS C Build (2024) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 6

HCM 2010 Signalized Intersection Summary 500: Ridge Road & IL Route 126 08/16/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 285 35 140 375 265 35 350 85 375 470 45 Future Volume (veh/h) 30 285 35 140 375 265 35 350 85 375 470 45 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1827 1942 1863 1810 1961 1863 1776 1905 1827 1863 1887 1845 Adj Flow Rate, veh/h 32 300 37 147 395 279 37 368 89 395 495 47 Adj No. of Lanes 1 1 1 1 1 1 1 1 1 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 4 3 2 5 2 2 7 5 4 2 6 3 Cap, veh/h 240 551 485 363 671 763 287 575 589 448 790 687 Arrive On Green 0.02 0.28 0.28 0.08 0.34 0.34 0.02 0.30 0.30 0.14 0.42 0.42 Sat Flow, veh/h 1740 1942 1583 1723 1961 1583 1691 1905 1553 1774 1887 1568 Grp Volume(v), veh/h 32 300 37 147 395 279 37 368 89 395 495 47 Grp Sat Flow(s),veh/h/ln1740 1942 1583 1723 1961 1583 1691 1905 1553 1774 1887 1568 Q Serve(g_s), s 1.3 12.6 1.6 5.6 16.0 10.7 1.5 16.2 3.6 13.5 20.0 1.7 Cycle Q Clear(g_c), s 1.3 12.6 1.6 5.6 16.0 10.7 1.5 16.2 3.6 13.5 20.0 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 240 551 485 363 671 763 287 575 589 448 790 687 V/C Ratio(X) 0.13 0.54 0.08 0.40 0.59 0.37 0.13 0.64 0.15 0.88 0.63 0.07 Avail Cap(c_a), veh/h 323 684 593 434 792 861 432 828 796 448 879 761 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh24.5 29.3 23.8 21.4 26.2 15.7 22.9 29.2 19.7 22.5 22.1 15.7 Incr Delay (d2), s/veh 0.2 3.8 0.3 0.7 3.8 1.4 0.2 2.5 0.3 18.3 2.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln1.1 11.8 1.3 4.8 14.4 8.6 1.2 13.8 2.9 10.3 16.1 1.3 LnGrp Delay(d),s/veh 24.7 33.1 24.1 22.2 29.9 17.1 23.1 31.7 20.0 40.8 24.1 15.8 LnGrp LOS C C C C C B C C B D C B Approach Vol, veh/h 369 821 494 937 Approach Delay, s/veh 31.5 24.2 29.0 30.7 Approach LOS C C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s11.0 33.4 5.7 46.4 5.4 39.1 17.0 35.1 Change Period (Y+Rc), s 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Max Green Setting (Gmax), 11.5s 34.0 10.5 45.0 6.5 39.0 13.5 42.0 Max Q Clear Time (g_c+i1), 7.6s 14.6 3.5 22.0 3.3 18.0 15.5 18.2 Green Ext Time (p_c), s 0.1 12.8 0.0 10.8 0.0 13.6 0.0 11.0 Intersection Summary HCM 2010 Ctrl Delay 28.4 HCM 2010 LOS C Build (2024) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 7

HCM 2010 TWSC 600: Ridge Road & Johnson Road/143rd Street 08/16/2018 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 1 1 25 1 10 5 615 25 10 865 5 Future Vol, veh/h 5 1 1 25 1 10 5 615 25 10 865 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 215 - - 265-265 265 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 60 2 2 20 2 60 2 2 2 Mvmt Flow 5 1 1 26 1 11 5 647 26 11 911 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1598 1592 913 1593 1595 647 916 0 0 647 0 0 Stage 1 934 934-658 658 - - - - - - - Stage 2 664 658-935 937 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.7 6.52 6.22 4.3 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52-6.7 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52-6.7 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 4.04 4.018 3.318 2.38 - - 2.218 - - Pot Cap-1 Maneuver 86 107 331 63 107 471 675 - - 939 - - Stage 1 319 345-370 461 - - - - - - - Stage 2 450 461-253 343 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 82 105 331 61 105 471 675 - - 939 - - Mov Cap-2 Maneuver 82 105-61 105 - - - - - - - Stage 1 317 341-367 458 - - - - - - - Stage 2 436 458-248 339 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 46.1 76.2 0.1 0.1 HCM LOS E F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 675 - - 95 61 358 939 - - HCM Lane V/C Ratio 0.008 - - 0.078 0.431 0.032 0.011 - - HCM Control Delay (s) 10.4 - - 46.1 102.9 15.4 8.9 - - HCM Lane LOS B - - E F C A - - HCM 95th %tile Q(veh) 0 - - 0.2 1.6 0.1 0 - - Build (2024) Traffic Volumes 4:45 pm 07/30/2018 PM Peak Hour Synchro 9 Report JAB Page 8

Industrial Development Plainfield, Illinois August 2018 TRAFFIC COUNT DATA

Study Name 01 143rd & Steiner Date Thursday, July 19, 2018 Report Summary Eastbound Westbound Northbound Southbound Crosswalk Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total s on CroedestrianTotal Weekday Lights 0 0 8 1 9 12 0 50 8 0 58 273 0 4 0 265 269 51 0 0 0 0 0 0 336 W 0 0 0 AM Peak Hour % 0% 0% 62% 50% 60% 80% 0% 91% 73% 0% 88% 98% 0% 100% 0% 100% 100% 89% 0% 0% 0% 0% 0% 0% 96% 0% 0% 6:00 AM - 9:00 AM Mediums 0 0 0 0 0 0 0 5 0 0 5 1 0 0 0 1 1 5 0 0 0 0 0 0 6 E 0 0 0 One Hour Peak % 0% 0% 0% 0% 0% 0% 0% 9% 0% 0% 8% 0% 0% 0% 0% 0% 0% 9% 0% 0% 0% 0% 0% 0% 2% 0% 0% 7:00 AM - 8:00 AM rticulated Truc 0 0 5 1 6 3 0 0 3 0 3 5 0 0 0 0 0 1 0 0 0 0 0 0 9 S 0 0 0 % 0% 0% 38% 50% 40% 20% 0% 0% 27% 0% 5% 2% 0% 0% 0% 0% 0% 2% 0% 0% 0% 0% 0% 0% 3% 0% 0% Total 0 0 13 2 15 15 0 55 11 0 66 279 0 4 0 266 270 57 0 0 0 0 0 0 351 N 0 0 0 PHF 0 0 0.54 0.5 0.62 0.75 0 0.69 0.55 0 0.75 0.85 0 0.5 0 0.85 0.87 0.68 0 0 0 0 0 0 0.9 0% 0% HV % 0% 0% 38% 50% 40% 20% 0% 9% 27% 0% 12% 2% 0% 0% 0% 0% 0% 11% 0% 0% 0% 0% 0% 0% 4% 0 0 0 icycles on Roa 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Weekday Lights 0 0 6 10 16 4 0 305 0 0 305 172 0 3 0 166 169 322 0 0 7 1 8 0 498 W 0 0 0 PM Peak Hour % 0% 0% 55% 91% 73% 50% 0% 100% 0% 0% 99% 97% 0% 75% 0% 99% 99% 100% 0% 0% 100% 100% 100% 0% 98% 0% 0% 3:00 PM - 6:00 PM Mediums 0 0 1 0 1 2 0 0 2 0 2 2 0 0 0 1 1 0 0 0 0 0 0 0 4 E 0 0 0 One Hour Peak % 0% 0% 9% 0% 5% 25% 0% 0% 67% 0% 1% 1% 0% 0% 0% 1% 1% 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 4:45 PM - 5:45 PM rticulated Truc 0 0 4 1 5 2 0 0 1 0 1 4 0 1 0 0 1 1 0 0 0 0 0 0 7 S 0 0 0 % 0% 0% 36% 9% 23% 25% 0% 0% 33% 0% 0% 2% 0% 25% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% Total 0 0 11 11 22 8 0 305 3 0 308 178 0 4 0 167 171 323 0 0 7 1 8 0 509 N 0 0 0 PHF 0 0 0.69 0.55 0.79 0.5 0 0.91 0.38 0 0.92 0.77 0 0.33 0 0.74 0.75 0.9 0 0 0.44 0.25 0.5 0 0.89 0% 0% HV % 0% 0% 45% 9% 27% 50% 0% 0% 100% 0% 1% 3% 0% 25% 0% 1% 1% 0% 0% 0% 0% 0% 0% 0% 2% 0 0 0 icycles on Roa 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 0 0 0 0 0 0 0 1

Study Name 02 143rd & Meadow Date Thursday, July 19, 2018 Report Summary Eastbound Westbound Northbound Southbound Crosswalk Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total s on CroedestrianTotal Weekday Lights 0 15 255 2 272 59 0 26 38 8 72 408 0 4 9 128 141 35 0 25 7 17 49 32 534 W 1 2 3 AM Peak Hour % 0% 94% 98% 100% 97% 87% 0% 96% 84% 89% 89% 98% 0% 100% 82% 98% 97% 92% 0% 100% 78% 89% 92% 89% 96% 33% 67% 6:00 AM - 9:00 AM Mediums 0 1 2 0 3 6 0 1 4 1 6 4 0 0 2 2 4 3 0 0 2 2 4 4 17 E 0 0 0 One Hour Peak % 0% 6% 1% 0% 1% 9% 0% 4% 9% 11% 7% 1% 0% 0% 18% 2% 3% 8% 0% 0% 22% 11% 8% 11% 3% 0% 0% 7:00 AM - 8:00 AM rticulated Truc 0 0 4 0 4 3 0 0 3 0 3 4 0 0 0 0 0 0 0 0 0 0 0 0 7 S 0 0 0 % 0% 0% 2% 0% 1% 4% 0% 0% 7% 0% 4% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% Total 0 16 261 2 279 68 0 27 45 9 81 416 0 4 11 130 145 38 0 25 9 19 53 36 558 N 0 1 1 PHF 0 0.67 0.91 0.25 0.93 0.85 0 0.75 0.8 0.45 0.88 0.91 0 0.33 0.55 0.77 0.81 0.73 0 0.89 0.45 0.79 0.74 0.6 0.94 0% 100% HV % 0% 6% 2% 0% 3% 13% 0% 4% 16% 11% 11% 2% 0% 0% 18% 2% 3% 8% 0% 0% 22% 11% 8% 11% 4% 1 3 4 icycles on Roa 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Weekday Lights 0 22 140 7 169 296 0 185 281 28 494 293 0 3 17 127 147 222 0 26 30 12 68 67 878 W 0 1 1 PM Peak Hour % 0% 100% 97% 100% 97% 99% 0% 100% 99% 97% 99% 97% 0% 100% 100% 98% 99% 100% 0% 93% 100% 100% 97% 99% 99% 0% 100% 3:00 PM - 6:00 PM Mediums 0 0 4 0 4 2 0 0 2 1 3 8 0 0 0 2 2 0 0 2 0 0 2 1 11 E 1 1 2 One Hour Peak % 0% 0% 3% 0% 2% 1% 0% 0% 1% 3% 1% 3% 0% 0% 0% 2% 1% 0% 0% 7% 0% 0% 3% 1% 1% 50% 50% 4:45 PM - 5:45 PM rticulated Truc 0 0 1 0 1 1 0 0 1 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 2 S 1 0 1 % 0% 0% 1% 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 0% Total 0 22 145 7 174 299 0 185 284 29 498 302 0 3 17 129 149 222 0 28 30 12 70 68 891 N 0 0 0 PHF 0 0.55 0.81 0.58 0.76 0.89 0 0.84 0.9 0.66 0.89 0.87 0 0.75 0.47 0.83 0.91 0.91 0 0.7 0.68 0.75 0.92 0.63 0.9 0% 0% HV % 0% 0% 3% 0% 3% 1% 0% 0% 1% 3% 1% 3% 0% 0% 0% 2% 1% 0% 0% 7% 0% 0% 3% 1% 1% 2 2 4 icycles on Roa 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Study Name 03 143rd & Wallin Date Thursday, July 19, 2018 Report Summary Eastbound Westbound Northbound Southbound Crosswalk Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total s on CroedestrianTotal Weekday Lights 0 167 222 14 403 78 0 16 26 54 96 416 0 15 284 49 348 196 0 145 166 37 348 505 1195 W 0 0 0 AM Peak Hour % 0% 98% 97% 100% 98% 89% 0% 84% 81% 54% 64% 89% 0% 94% 98% 91% 97% 95% 0% 79% 96% 93% 88% 90% 91% 0% 0% 6:00 AM - 9:00 AM Mediums 0 1 3 0 4 8 0 2 6 8 16 13 0 0 4 1 5 6 0 9 4 2 15 13 40 E 0 0 0 One Hour Peak % 0% 1% 1% 0% 1% 9% 0% 11% 19% 8% 11% 3% 0% 0% 1% 2% 1% 3% 0% 5% 2% 5% 4% 2% 3% 0% 0% 7:00 AM - 8:00 AM rticulated Truc 0 2 3 0 5 2 0 1 0 38 39 36 0 1 2 4 7 4 0 29 3 1 33 42 84 S 0 0 0 % 0% 1% 1% 0% 1% 2% 0% 5% 0% 38% 26% 8% 0% 6% 1% 7% 2% 2% 0% 16% 2% 3% 8% 8% 6% 0% 0% Total 0 170 228 14 412 88 0 19 32 100 151 465 0 16 290 54 360 206 0 183 173 40 396 560 1319 N 0 0 0 PHF 0 0.79 0.88 0.7 0.85 0.96 0 0.59 0.73 0.78 0.86 0.97 0 0.67 0.92 0.68 0.97 0.71 0 0.85 0.69 0.83 0.91 0.92 0.91 0% 0% HV % 0% 2% 3% 0% 2% 11% 0% 16% 19% 46% 36% 11% 0% 6% 2% 9% 3% 5% 0% 21% 4% 8% 12% 10% 9% 0 0 0 icycles on Roa 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Weekday Lights 0 117 160 26 303 487 0 54 270 140 464 329 0 46 240 28 314 426 0 141 346 171 658 497 1739 W 0 0 0 PM Peak Hour % 0% 99% 96% 96% 97% 99% 0% 98% 99% 85% 94% 92% 0% 98% 99% 100% 99% 98% 0% 86% 98% 98% 95% 95% 96% 0% 0% 3:00 PM - 6:00 PM Mediums 0 1 3 1 5 5 0 0 2 7 9 8 0 1 0 0 1 3 0 5 2 2 9 8 24 E 0 0 0 One Hour Peak % 0% 1% 2% 4% 2% 1% 0% 0% 1% 4% 2% 2% 0% 2% 0% 0% 0% 1% 0% 3% 1% 1% 1% 2% 1% 0% 0% 4:45 PM - 5:45 PM rticulated Truc 0 0 3 0 3 1 0 1 0 18 19 21 0 0 2 0 2 5 0 18 4 1 23 20 47 S 0 0 0 % 0% 0% 2% 0% 1% 0% 0% 2% 0% 11% 4% 6% 0% 0% 1% 0% 1% 1% 0% 11% 1% 1% 3% 4% 3% 0% 0% Total 0 118 166 27 311 493 0 55 272 165 492 358 0 47 242 28 317 434 0 164 352 174 690 525 1810 N 0 0 0 PHF 0 0.84 0.8 0.56 0.83 0.86 0 0.92 0.85 0.79 0.91 0.85 0 0.59 0.88 0.78 0.83 0.9 0 0.87 0.87 0.85 0.96 0.91 0.9 0% 0% HV % 0% 1% 4% 4% 3% 1% 0% 2% 1% 15% 6% 8% 0% 2% 1% 0% 1% 2% 0% 14% 2% 2% 5% 5% 4% 0 0 0 icycles on Roa 0 0 1 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1

Study Name 07 IL 126 & Steiner/Drauden Date Thursday, July 19, 2018 Report Summary Eastbound Westbound Northbound Southbound Crosswalk Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total s on CroedestrianTotal Weekday Lights 0 70 464 83 617 422 0 85 241 1 327 724 0 162 195 259 616 197 0 1 29 19 49 266 1609 W 0 0 0 AM Peak Hour % 0% 100% 95% 100% 96% 91% 0% 96% 88% 100% 90% 96% 0% 96% 99% 99% 98% 96% 0% 100% 88% 90% 89% 99% 95% 0% 0% 6:00 AM - 9:00 AM Mediums 0 0 13 0 13 29 0 4 22 0 26 15 0 6 2 2 10 8 0 0 4 1 5 2 54 E 0 0 0 One Hour Peak % 0% 0% 3% 0% 2% 6% 0% 4% 8% 0% 7% 2% 0% 4% 1% 1% 2% 4% 0% 0% 12% 5% 9% 1% 3% 0% 0% 7:00 AM - 8:00 AM rticulated Truc 0 0 11 0 11 11 0 0 10 0 10 12 0 0 0 1 1 0 0 0 0 1 1 0 23 S 0 0 0 % 0% 0% 2% 0% 2% 2% 0% 0% 4% 0% 3% 2% 0% 0% 0% 0% 0% 0% 0% 0% 0% 5% 2% 0% 1% 0% 0% Total 0 70 488 83 641 462 0 89 273 1 363 751 0 168 197 262 627 205 0 1 33 21 55 268 1686 N 0 0 0 PHF 0 0.8 0.91 0.59 0.91 0.88 0 0.72 0.91 0.25 0.86 0.94 0 0.78 0.9 0.92 0.91 0.79 0 0.25 0.69 0.66 0.72 0.86 0.92 0% 0% HV % 0% 0% 5% 0% 4% 9% 0% 4% 12% 0% 10% 4% 0% 4% 1% 1% 2% 4% 0% 0% 12% 10% 11% 1% 5% 0 0 0 icycles on Roa 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Weekday Lights 0 47 407 122 576 726 0 243 482 4 729 580 0 141 121 167 429 568 0 6 203 103 312 172 2046 W 0 0 0 PM Peak Hour % 0% 98% 97% 98% 97% 99% 0% 99% 99% 100% 99% 98% 0% 99% 99% 99% 99% 99% 0% 86% 100% 99% 99% 99% 99% 0% 0% 3:00 PM - 6:00 PM Mediums 0 0 9 3 12 5 0 2 4 0 6 10 0 0 1 1 2 5 0 0 0 1 1 1 21 E 0 0 0 One Hour Peak % 0% 0% 2% 2% 2% 1% 0% 1% 1% 0% 1% 2% 0% 0% 1% 1% 0% 1% 0% 0% 0% 1% 0% 1% 1% 0% 0% 4:45 PM - 5:45 PM rticulated Truc 0 1 2 0 3 5 0 1 3 0 4 3 0 2 0 0 2 1 0 1 0 0 1 1 10 S 0 0 0 % 0% 2% 0% 0% 1% 1% 0% 0% 1% 0% 1% 1% 0% 1% 0% 0% 0% 0% 0% 14% 0% 0% 0% 1% 0% 0% 0% Total 0 48 418 125 591 736 0 246 489 4 739 593 0 143 122 168 433 574 0 7 203 104 314 174 2077 N 0 0 0 PHF 0 0.63 0.89 0.76 0.94 0.85 0 0.89 0.86 0.5 0.87 0.94 0 0.73 0.75 0.98 0.82 0.93 0 0.58 0.94 0.87 0.9 0.77 0.96 0% 0% HV % 0% 2% 3% 2% 3% 1% 0% 1% 1% 0% 1% 2% 0% 1% 1% 1% 1% 1% 0% 14% 0% 1% 1% 1% 1% 0 0 0 icycles on Roa 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 1 1

Study Name 10 IL 126 & Ridge Date Thursday, August 09, 2018 Report Summary Eastbound Westbound Northbound Southbound Crosswalk Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total s on CroedestrianTotal Weekday Lights 0 25 252 11 288 179 0 52 152 283 487 598 0 10 401 116 527 240 0 230 177 17 424 709 1726 W 0 0 0 AM Peak Hour % 0% 96% 93% 79% 93% 90% 0% 79% 91% 98% 93% 93% 0% 83% 98% 88% 95% 86% 0% 97% 89% 85% 93% 98% 94% 0% 0% 6:00 AM - 9:00 AM Mediums 0 1 8 2 11 11 0 2 8 6 16 13 0 1 4 1 6 15 0 4 11 2 17 11 50 E 0 0 0 One Hour Peak % 0% 4% 3% 14% 4% 6% 0% 3% 5% 2% 3% 2% 0% 8% 1% 1% 1% 5% 0% 2% 6% 10% 4% 2% 3% 0% 0% 7:00 AM - 8:00 AM rticulated Truc 0 0 11 1 12 9 0 12 7 0 19 29 0 1 5 15 21 24 0 3 11 1 15 5 67 S 0 0 0 % 0% 0% 4% 7% 4% 5% 0% 18% 4% 0% 4% 5% 0% 8% 1% 11% 4% 9% 0% 1% 6% 5% 3% 1% 4% 0% 0% Total 0 26 271 14 311 199 0 66 167 289 522 640 0 12 410 132 554 279 0 237 199 20 456 725 1843 N 0 0 0 PHF 0 0.72 0.87 0.7 0.9 0.87 0 0.87 0.91 0.84 0.91 0.93 0 0.6 0.96 0.85 0.96 0.96 0 0.93 0.96 0.83 0.94 0.92 0.95 0% 0% HV % 0% 4% 7% 21% 7% 10% 0% 21% 9% 2% 7% 7% 0% 17% 2% 12% 5% 14% 0% 3% 11% 15% 7% 2% 6% 0 0 0 icycles on Roa 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Weekday Lights 0 20 277 32 329 379 0 115 318 226 659 729 0 28 290 79 397 537 0 373 390 33 796 536 2181 W 0 0 0 PM Peak Hour % 0% 95% 97% 100% 97% 97% 0% 95% 98% 98% 97% 98% 0% 93% 99% 96% 98% 97% 0% 99% 97% 97% 98% 98% 98% 0% 0% 3:00 PM - 6:00 PM Mediums 0 1 5 0 6 5 0 2 2 2 6 8 0 2 1 0 3 6 0 3 4 1 8 4 23 E 0 0 0 One Hour Peak % 0% 5% 2% 0% 2% 1% 0% 2% 1% 1% 1% 1% 0% 7% 0% 0% 1% 1% 0% 1% 1% 3% 1% 1% 1% 0% 0% 4:45 PM - 5:45 PM rticulated Truc 0 0 3 0 3 5 0 4 5 2 11 7 0 0 3 3 6 11 0 1 7 0 8 5 28 S 0 0 0 % 0% 0% 1% 0% 1% 1% 0% 3% 2% 1% 2% 1% 0% 0% 1% 4% 1% 2% 0% 0% 2% 0% 1% 1% 1% 0% 0% Total 0 21 285 32 338 389 0 121 325 230 676 744 0 30 294 82 406 554 0 377 401 34 812 545 2232 N 0 0 0 PHF 0 0.66 0.78 0.67 0.84 0.92 0 0.86 0.91 0.86 0.95 0.89 0 0.94 0.89 0.79 0.87 0.88 0 0.9 0.86 0.85 0.88 0.87 0.92 0% 0% HV % 0% 5% 3% 0% 3% 3% 0% 5% 2% 2% 3% 2% 0% 7% 1% 4% 2% 3% 0% 1% 3% 3% 2% 2% 2% 0 0 0 icycles on Roa 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Study Name 11 Ridge & Johnson Date Thursday, August 09, 2018 Report Summary Eastbound Northbound Southbound Crosswalk Time Period Class. U L R I O U L T I O U T R I O Total s on Croedestria Total Weekday Lights 0 0 1 1 3 0 1 706 707 418 0 417 2 419 706 1127 W 0 0 0 AM Peak Hour % 0% 0% 33% 25% 100% 0% 100% 98% 98% 93% 0% 93% 100% 93% 98% 96% 0% 0% 6:00 AM - 9:00 AM Mediums 0 1 2 3 0 0 0 10 10 16 0 14 0 14 11 27 S 0 0 0 One Hour Peak % 0% 100% 67% 75% 0% 0% 0% 1% 1% 4% 0% 3% 0% 3% 2% 2% 0% 0% 7:00 AM - 8:00 AM ticulated Truc 0 0 0 0 0 0 0 6 6 16 0 16 0 16 6 22 N 0 0 0 % 0% 0% 0% 0% 0% 0% 0% 1% 1% 4% 0% 4% 0% 4% 1% 2% 0% 0% Total 0 1 3 4 3 0 1 722 723 450 0 447 2 449 723 1176 0 0 0 PHF 0 0.25 0.38 0.5 0.38 0 0.25 0.92 0.92 0.9 0 0.91 0.5 0.91 0.92 0.91 HV % 0% 100% 67% 75% 0% 0% 0% 2% 2% 7% 0% 7% 0% 7% 2% 4% icycles on Roa 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Weekday Lights 0 4 1 5 9 0 4 537 541 796 0 795 5 800 541 1346 W 0 0 0 PM Peak Hour % 0% 100% 100% 100% 90% 0% 80% 99% 99% 98% 0% 98% 100% 98% 99% 98% 0% 0% 3:00 PM - 6:00 PM Mediums 0 0 0 0 1 0 1 2 3 9 0 9 0 9 2 12 S 0 0 0 One Hour Peak % 0% 0% 0% 0% 10% 0% 20% 0% 1% 1% 0% 1% 0% 1% 0% 1% 0% 0% 4:45 PM - 5:45 PM ticulated Truc 0 0 0 0 0 0 0 5 5 8 0 8 0 8 5 13 N 0 0 0 % 0% 0% 0% 0% 0% 0% 0% 1% 1% 1% 0% 1% 0% 1% 1% 1% 0% 0% Total 0 4 1 5 10 0 5 544 549 813 0 812 5 817 548 1371 0 0 0 PHF 0 0.5 0.25 0.62 0.62 0 0.42 0.87 0.87 0.9 0 0.9 0.42 0.9 0.86 0.91 HV % 0% 0% 0% 0% 10% 0% 20% 1% 1% 2% 0% 2% 0% 2% 1% 2% icycles on Roa 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1001 Warrenville Road I Suite 350 I Lisle, IL I 60532 630-487-5550