Traffic Impact Study Proposed Residential Development Libertyville, Illinois

Prepared For: ILM Homes, Inc.

May 10, 2021 Table of Contents

1. Introduction ...... 3

2. Existing Conditions ...... 6 Site Location ...... 6 Existing Roadway System Characteristics ...... 6 Existing Traffic Volumes ...... 8 Crash Data Analysis ...... 10

3. Traffic Characteristics of the Proposed Development ...... 11 Proposed Site and Development Plan ...... 11 Directional Distribution ...... 11 Development Traffic Generation ...... 13

4. Projected Traffic Conditions ...... 14 Development Traffic Assignment ...... 14 Background Traffic Conditions ...... 14 Year 2027 Projected Traffic Volumes ...... 14

5. Traffic Analysis and Recommendations ...... 18 Traffic Analyses ...... 18 Discussion and Recommendations ...... 21

6. Conclusion ...... 24

Residential Development Libertyville, Illinois 1 List of Figures and Tables

Figures

Figure 1 – Site Location ...... 4 Figure 2 – Aerial View of Site ...... 5 Figure 3 – Existing Roadway Characteristics ...... 7 Figure 4 – Year 2021 Base Traffic Volumes ...... 9 Figure 5 – Directional Distribution ...... 12 Figure 6 – Site Traffic Assignment ...... 15 Figure 7 – Year 2027 No-Build Traffic Volumes ...... 16 Figure 8 – Year 2027 Total Projected Traffic Volumes ...... 17

Tables

Table 1 – IL Route 137 with IL Route 21 – Crash Summary ...... 10 Table 2 – IL Route 21 with Adler Drive – Crash Summary ...... 10 Table 3 – Estimated Site-Generated Traffic Volumes ...... 13 Table 4 – Capacity Analysis Results – IL Route 137 with IL Route 21 – Signalized ...... 19 Table 5 – Capacity Analysis Results – Unsignalized – Existing Conditions ...... 20 Table 6 – Capacity Analysis Results – Unsignalized – No-Build Conditions ...... 20 Table 7 – Capacity Analysis Results – Unsignalized – Projected Conditions ...... 20

Residential Development Libertyville, Illinois 2 1. Introduction

This report summarizes the methodologies, results, and findings of a traffic impact study conducted by Kenig, Lindgren, O’Hara, Aboona, Inc. (KLOA, Inc.) for a proposed residential development in Libertyville, Illinois. The site, which is currently vacant, is located in the southwest quadrant of the intersection of IL Route 21 and IL Route 137.

As proposed, the site will be developed with approximately 90 townhome units. Furthermore, as part of the proposed development, the existing parking lot serving Wildberry Café will be expanded to provide a total of approximately 164 parking spaces to accommodate the existing parking demand. Access to the development will be provided via a proposed circulation roadway that will extend from IL Route 137 to Adler Drive. The circulation roadway will have right- in/right-out access from IL Route 137 and will have full access from Adler Drive. This circulation roadway will provide access for the proposed development as well as the expanded parking lot serving Wildberry Café

The purpose of this study was to examine background traffic conditions, assess the impact that the proposed development will have on traffic conditions in the area, and determine if any roadway or access improvements are necessary to accommodate the traffic generated by the proposed development. Figure 1 shows the location of the site in relation to the area roadway system. Figure 2 shows an aerial view of the site. The sections of this report present the following:

• Existing roadway conditions • A description of the proposed development • Directional distribution of the development generated traffic • Vehicle trip generation for the development • Future traffic conditions including access to the development • Traffic analyses for the weekday morning and weekday evening peak hours • Recommendations with respect to adequacy of the site access and adjacent roadway system

Traffic capacity analyses were conducted for the weekday morning and weekday evening peak hours for the following conditions:

1. Year 2021 Base Conditions – Analyze the capacity of the existing roadway system using existing peak hour traffic volumes in the surrounding area, adjusted to reflect Pre-COVID- 19 traffic conditions.

2. Year 2027 Background Conditions – Analyze the capacity of the future roadway system using the projected traffic volumes that include the Year 2021 base traffic volumes and the ambient traffic growth.

3. Year 2027 Projected Conditions – Analyze the capacity of the future roadway system using the projected traffic volumes that include the Year 2021 base traffic volumes, ambient traffic growth, and the traffic estimated to be generated by the full buildout of the proposed development.

Residential Development Libertyville, Illinois 3 SITE

Site Location Figure 1 Figure 1 – Site Location

Residential Development Libertyville, Illinois 4

Aerial View of Site Location Figure 2 Figure 2 – Aerial View of Site

Residential Development Libertyville, Illinois 5 2. Existing Conditions

Existing traffic and roadway conditions were documented based on field visits and traffic counts conducted by KLOA, Inc. The following provides a detailed description of the physical characteristics of the roadways including geometry and traffic control, adjacent land uses and peak hour traffic flows along area roadways.

Site Location

The site, which is currently vacant, is located in the southwest quadrant of the intersection of IL Route 137 and IL Route 21 and is bordered by Ace Hardware Libertyville on the north, and single- family residential homes on the west and south. Land uses in the vicinity of the site are primarily commercial along IL Route 137 and IL Route 21 frontages and residential to the west and south. It should be noted that Adler Park School is located approximately 1,100 feet to the east of the site.

Existing Roadway System Characteristics

The characteristics of the existing roadways that surround the proposed development are illustrated in Figure 3 and described below.

IL Route 137 (Peterson Road/Buckley Road) is an east-west other principal arterial roadway that in the vicinity of the site provides two travel lanes in each direction separated by a center two-way left-turn lane. At its signalized intersection with IL Route 21, IL Route 137 provides dual left-turn lanes, two through lanes, and an exclusive right-turn lane on the eastbound and westbound approaches. IL Route 137 is under the jurisdiction of the Illinois Department of Transportation (IDOT). East of IL Route 21, IL Route 137 carries an average annual daily traffic (AADT) volume of 24,700 vehicles (IDOT AADT 2019) and has a posted speed limit of 45 miles per hour. West of IL Route 21 carries an AADT of 30,200 vehicles (IDOT AADT 2019) and has a posted speed limit of 40 miles per hour.

IL Route 21 (Milwaukee Avenue) is generally a north-south other principal arterial roadway that in the vicinity of the site provides two travel lanes in each direction. At its signalized intersection with IL Route 137, IL Route 21 provides dual left-turn lanes, two through lanes, and an exclusive right-turn lane on the northbound and southbound approaches. At its unsignalized intersection with Adler Drive, IL Route 21 provides a through lane and a shared through/right-turn lane on the southbound approach and an exclusive left-turn lane and two through lanes on the northbound approach. IL Route 21 is under the jurisdiction of IDOT. North of IL Route 137, IL Route 21 carries an AADT volume of 23,100 vehicles (IDOT AADT 2019) and has a posted speed limit of 45 miles per hour. South of IL Route 137, IL Route 21 carries an AADT volume of 22,900 vehicles (IDOT AADT 2019) and has a posted speed limit of 35 miles per hour.

Residential Development Libertyville, Illinois 6 M I 45 L INDEPENDENCE AV W GROVE N MOTEL 6 AUK E FOREST PRESERVE NU

EE NOT TO SCALE E ST VINCENT DE PAUL LIBERTYVILLE BP THRIFT STORE

40 PETERSON 137 BUCKLEY ROAD ROAD 45

ACE HARDWARE HOLIDAY SPLASH LIBERTYVILLE MOBIL INN HAND CAR WASH WILDBERRY EXPRESS CAFE 35

ADLER SQUARE

SITE

ADLER LEGEND PARK SCHOOL - TRAVEL LANE

- TRAFFIC SIGNAL MERRILL & MERRILL - STOP SIGN FAMILY DENTAL

XX - SPEED LIMIT

- STANDARD CROSSWALK ADLER PARK PLAZA 21 R LE AD IVE DR

Proposed Residential Development Existing Roadway Characteristics Kenig,Lindgren,O'Hara,Aboona,Inc. Libertyville, Illinois Job No: 21-023 Figure: 3 Adler Drive is an east-west local roadway that provides on travel lane in each direction. At its unsignalized intersection with IL Route 21, Adler Drive provides a shared left/right-turn lane under stop-sign control. Adler Drive is under the jurisdiction of the Village of Libertyville and has a posted speed limit of 25 miles per hour.

Existing Traffic Volumes

In order to determine current traffic conditions within the study area, KLOA, Inc. utilized traffic counts for the following intersections:

• IL Route 137 with IL Route 21 • IL Route 21 with Adler Drive • IL Route 137 with Wildberry Café Access Drive

The counts were conducted on Thursday, January 21, 2021 during the weekday morning (7:00 A.M. to 9:00 A.M.) and weekday evening (4:00 P.M. to 6:00 P.M.) peak periods. The results of the traffic counts show that the weekday morning peak hour generally occurs between 8:00 A.M. and 9:00 A.M. and the weekday evening peak hour generally occurs between 4:15 P.M. to 5:15 P.M.

Due to the ongoing COVID-19 pandemic, it is anticipated that traffic volumes within the area are not reflective of typical conditions. As such, the Year 2021 traffic counts were compared to counts previously conducted by KLOA, Inc. at the intersections of IL Route 21 with IL Route 137 and Adler Drive in 2015 which were increased by a regional growth factor (as discussed later).

The results of the comparison showed that the Year 2021 traffic volumes at the at the intersection of IL Route 137 with IL Route 21 were approximately 54 percent lower during the weekday morning peak hour and approximately 25 percent lower during the weekday evening peak hour than the Year 2015 traffic counts, increased by a regional growth factor. Additionally, the results of the comparison showed that the Year 2021 two-way traffic along IL Route 21 at its intersection with Adler Drive were also approximately 54 percent lower during the weekday morning peak hour and 25 percent lower during the weekday evening peak hour. As such, the weekday morning and weekday evening peak hour traffic volumes at all the study area intersections were increased accordingly.

It should be noted that the Year 2015 counts were conducted in October and as such, the increase in traffic takes into consideration any traffic that was generated by Adler Park School and the adjacent commercial developments which may be impacted by the ongoing COVID-19 pandemic.

Figure 4 illustrates the Year 2021 base traffic volumes.

Residential Development Libertyville, Illinois 8 LEGEND M I L 00 - AM PEAK HOUR (8:00-9:00 AM) AV W N AUK E 876116 NU (00) - PM PEAK HOUR (4:15-5:15 PM) 460

NOT TO SCALE ( EE ( 80 E 499 ( 248 ) 59 (139) ) ) 588 (1161) 203 (173) PETERSON 137 BUCKLEY ROAD ROAD

186 (409) 171 1084 (614) 413 129 ( 302 (255) 191 ( 901 ( ) 345 ) )

1177 (1754) 1357

SITE 15 1555 (1278) ( 914

(

22 (1) 17 15 ) )

( 0 )

778 25

PETERSON ROAD @ ) (20 ( ( 17 25 RI/RO ACCESS DRIVE ) 1388 (20 37 )

)

21 R LE AD IVE DR

Proposed Residential Development Year 2021 Base Traffic Volumes Kenig,Lindgren,O'Hara,Aboona,Inc. Libertyville, Illinois Job No: 21-023 Figure: 4 Crash Data Analysis

KLOA, Inc. obtained crash data1 for the most recent available five years (2015 to 2019) for the intersections of IL Route 21 with IL Route 137 and Adler Drive. The crash data for the intersections are summarized in Tables 1 and 2, respectively. A review of the crash data indicated that no fatalities were reported at the study area intersections.

Table 1 IL ROUTE 137 WITH IL ROUTE 21 – CRASH SUMMARY Type of Crash Frequency Year Angle Head On Object Rear End Sideswipe Turning Other Total 2015 4 0 1 23 6 5 0 39 2016 2 0 1 15 3 8 0 29 2017 3 0 1 27 4 10 1 46 2018 2 0 2 21 3 7 3 38 2019 2 0 1 12 5 8 0 28 Total 13 0 6 98 21 38 4 180 Average 2.6 0 1.2 19.6 4.2 7.6 < 1 36

Table 2 IL ROUTE 21 WITH ADLER DRIVE – CRASH SUMMARY Type of Crash Frequency Year Angle Head On Object Rear End Sideswipe Turning Other Total 2015 0 0 0 2 0 3 0 5 2016 0 0 0 3 0 1 0 4 2017 1 0 0 1 0 0 0 2 2018 1 0 0 4 1 0 1 7 2019 1 0 0 1 0 2 0 4 Total 3 0 0 11 1 6 1 22 Average < 1 0 0 2.2 < 1 1.2 < 1 4.4

1 IDOT DISCLAIMER: The motor vehicle crash data referenced herein was provided by the Illinois Department of Transportation. Any conclusions drawn from analysis of the aforementioned data are the sole responsibility of the data recipient(s). Residential Development Libertyville, Illinois 10 3. Traffic Characteristics of the Proposed Development

To evaluate the impact of the subject development on the area roadway system, it was necessary to quantify the number of vehicle trips the site will generate during the peak hours and then determine the directions from which the proposed traffic will approach and depart the site.

Proposed Site and Development Plan

As proposed, the site will be developed with approximately 90 townhome units. Furthermore, as part of the proposed development, the existing parking lot serving Wildberry Café will be expanded to provide a total of approximately 164 parking spaces to accommodate the existing parking demand.

Access to the development will be provided via a proposed circulation roadway that will extend from IL Route 137 to Adler Drive. The circulation roadway will have right-in/right-out access from IL Route 137 and will have full access from Adler Drive. This circulation roadway will provide access for the proposed development as well as the expanded parking lot serving Wildberry Café. Additionally, the proposed circulation roadway will allow for existing eastbound vehicles on Adler Drive to access IL Route 137 directly in lieu of turning left from Adler Drive onto IL Route 21

The circulation roadway’s right-in/right-out intersection with IL Route 137 will be located approximately 225 feet west of IL Route 21 and will be a consolidation of the existing access drives serving Wildberry Café. The circulation roadway’s approach to IL Route 137 will provide one inbound lane and one outbound lane with turning movements restricted to right-turns only via a raised triangular median and outbound movements will be under stop-sign control.

The circulations roadway’s intersection with Adler Drive will be located approximately 415 feet west of IL Route 21and will provide one inbound lane and one outbound lane with the outbound lane under stop-sign control.

Directional Distribution

The directional distribution of how traffic will approach and depart the site was estimated based on the general travel patterns through the study area derived from the peak hour traffic volumes. Figure 5 shows the established directional distribution for the site in addition to the distances, measured in feet, between the study area intersections.

Residential Development Libertyville, Illinois 11 LEGEND M I L 15 00% - PERCENT DISTRIBUTION AV W N AUK % E 00' - DISTANCE IN FEET NU

EE NOT TO SCALE E

225' 30%

PETERSON 137 BUCKLEY ROAD ROAD 25%

SITE

' 415

30

%

21 R LE AD IVE DR

Proposed Residential Development Estimated Directional Distribution Kenig,Lindgren,O'Hara,Aboona,Inc. Libertyville, Illinois Job No: 21-023 Figure: 5 Development Traffic Generation

The estimate of vehicle traffic to be generated by the proposed development is based upon the proposed land use types and sizes. Trip generation data published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition was utilized. Table 3 summarizes the estimated vehicle trip generation for each phase of the proposed development.

Table 3 ESTIMATED PEAK HOUR VEHICLE TRIP GENERATION ITE Weekday Morning Weekday Evening Daily Land Peak Hour Peak Hour Two-Way Use Code Type/Size In Out Total In Out Total Trips Multifamily Housing 220 10 35 45 35 21 56 670 (90 Units)

Residential Development Libertyville, Illinois 13 4. Projected Traffic Conditions

The total projected traffic volumes take into consideration the existing traffic volumes, increase in background traffic due to growth, and the traffic estimated to be generated by the proposed development.

Development Traffic Assignment

The estimated weekday morning and weekday evening peak hour traffic volumes that will be generated by the proposed development were assigned to the roadway system in accordance with the previously described directional distribution (Figure 5). Figure 6 illustrates the traffic assignment for the proposed development.

Background Traffic Conditions

The Year 2021 traffic volumes (Figure 4) were increased by a regional growth factor to account for the increase in existing traffic related to regional growth in the area (i.e., not attributable to any particular planned development). Based on ADT projections provided by the Chicago Metropolitan Agency for Planning (CMAP), the existing traffic volumes are projected to increase by a compound annual growth rate of approximately 0.5 percent per year. As such, traffic volumes along IL Route 137 and IL Route 21 were increased by three percent to represent Year 2027 (buildout plus five year) conditions. A copy of the CMAP projections letter is included in the Appendix. Figure 7 illustrates the Year 2027 no-build traffic volumes.

Year 2027 Projected Traffic Volumes

The new development-generated traffic (Figures 6) was added to the Year 2027 no-build traffic volumes to determine the Year 2027 total projected traffic volumes as illustrated in Figure 8. It should be noted that the traffic generated by the Wildberry Café at the existing right-in/right-out connection to IL Route 137 is included in the projected traffic volumes.

Residential Development Libertyville, Illinois 14 LEGEND M I L 00 - AM PEAK HOUR (8:00-9:00 AM) AV W N AUK E (00) - PM PEAK HOUR (4:15-5:15 PM) NU

EE NOT TO SCALE E

1

( 4 ) 3 (11) PETERSON 137 BUCKLEY ROAD ROAD 3 (9) 11 (6)

4 9 ( 4 ( 11 5 ) )

( 6 )

SITE 4

( 15

)

3

(9) ( 13 11 (6) ) 11

21 R LE AD IVE DR

Proposed Residential Development Estimated Site-Generated Traffic Volumes Kenig,Lindgren,O'Hara,Aboona,Inc. Libertyville, Illinois Job No: 21-023 Figure: 6 LEGEND M I L 00 - AM PEAK HOUR (8:00-9:00 AM) AV W N AUK E 119 - PM PEAK HOUR (4:15-5:15 PM) 901 NU (00) 474

EE NOT TO SCALE ( E ( 82 514 ( 255 ) 61 (143) ) ) 606 (1196) 209 (178) PETERSON 137 BUCKLEY ROAD ROAD

192 (421) 176 1117 (632) 425 133 ( 311 (263) 197 ( 928 ( 355 )

) )

1212 (1807) 1398

SITE 15 1602 (1316) ( 941

(

23 (1) 18 15 ) )

( 0 )

801 26

PETERSON ROAD @ ) (21 18 ( ( RI/RO ACCESS DRIVE ) 26 1430 (21 38 )

)

21 R LE AD IVE DR

Proposed Residential Development Year 2027 No-Build Traffic Volumes Kenig,Lindgren,O'Hara,Aboona,Inc. Libertyville, Illinois Job No: 21-023 Figure: 7 LEGEND M I L 00 - AM PEAK HOUR (8:00-9:00 AM) AV W N AUK E 119 - PM PEAK HOUR (4:15-5:15 PM) 902 NU (00) 474

EE NOT TO SCALE ( E ( 82 518 ( 255 ) 61 (143) ) ) 606 (1196) 212 (189) PETERSON 137 BUCKLEY ROAD ROAD

192 (421) 176 1128 (638) 429 142 ( 311 (263) 197 ( 932 ( 360 )

) )

1222 (1811) 1398

SITE 18 1602 (1316) ( 941 ( 30

26 (10) 29 ) 24 )

( 6 ( 15 ) 26) ) ( 7 ) (41 801 40 29

PETERSON ROAD @ ) (30 ( ( RI/RO ACCESS DRIVE 31 ) 37 1430 (27 49 ) ) ) (42 56

21 R LE AD IVE DR

Proposed Residential Development Year 2027 Total Projected Traffic Volumes Kenig,Lindgren,O'Hara,Aboona,Inc. Libertyville, Illinois Job No: 21-023 Figure: 8 5. Traffic Analysis and Recommendations

The following provides an evaluation conducted for the weekday morning and weekday evening peak hours. The analysis includes conducting capacity analyses to determine how well the roadway system and access drives are projected to operate and whether any roadway improvements or modifications are required.

Traffic Analyses

Roadway and adjacent or nearby intersection analyses were performed for the weekday morning and weekday evening peak hours for the Year 2021 base, Year 2027 no-build and Year 2027 total projected conditions.

The traffic analyses were performed using the methodologies outlined in the Transportation Research Board’s Highway Capacity Manual (HCM), 6th Edition and analyzed using the Synchro/SimTraffic 11 software. The analysis for the traffic-signal controlled intersections were accomplished using actual cycle lengths and phasings to determine the average overall vehicle delay and levels of service.

The analyses for the unsignalized intersections determine the average control delay to vehicles at an intersection. Control delay is the elapsed time from a vehicle joining the queue at a stop sign (includes the time required to decelerate to a stop) until its departure from the stop sign and resumption of free flow speed. The methodology analyzes each intersection approach controlled by a stop sign and considers traffic volumes on all approaches and lane characteristics.

The ability of an intersection to accommodate traffic flow is expressed in terms of level of service, which is assigned a letter from A to F based on the average control delay experienced by vehicles passing through the intersection. The Highway Capacity Manual definitions for levels of service and the corresponding control delay for signalized intersections and unsignalized intersections are included in the Appendix of this report.

Summaries of the traffic analysis results showing the level of service and overall intersection delay (measured in seconds) for the Year 2021 base, Year 2027 no-build and Year 2027 total projected conditions are presented in Tables 4 through 7. A discussion of each intersection follows. Summary sheets for the capacity analyses are included in the Appendix.

Residential Development Libertyville, Illinois 18 Table 4 CAPACITY ANALYSIS RESULTS – IL ROUTE 137 WITH IL ROUTE 21 – SIGNALIZED Eastbound Westbound Northbound Southbound Peak Hour Overall L T R L T R L T R L T R

D E C E C B E D C D D C Weekday 52.7 57.5 21.9 57.5 31.8 15.7 62.3 35.4 22.2 52.1 48.4 32.0 Morning D – 43.5 Peak Hour D – 50.1 D – 36.8 D – 37.1 D – 43.5 F C B E D B E E C E E D Weekday 99+ 27.1 13.0 68.6 39.0 17.7 72.5 68.4 31.5 70.1 60.8 41.7 Evening E – 56.4 Year 2021 Base Traffic Volumes Traffic Peak Hour E – 66.2 D – 40.4 E – 64.5 E – 55.9 D E C E C B E D C D D C Weekday 52.9 64.9 22.2 58.2 32.2 15.8 63.2 35.8 22.4 52.1 51.1 33.0 Morning D – 46.1 Build - Build Peak Hour E – 55.3 D – 37.3 D – 37.5 D – 45.4 No

27 F C B E D B E E C E E D Weekday 99+ 27.1 12.9 68.7 39.3 17.6 73.5 77.7 31.9 70.5 63.3 42.7 Evening E – 59.5 Traffic Volumes

Year 20 Peak Hour E – 69.8 D – 40.7 E – 70.6 E – 57.8 D E C E C B E D C D D C Weekday 52.9 67.8 22.2 58.4 32.2 15.8 65.4 35.9 22.4 52.1 51.5 33.0 Morning D – 47.0 Peak Hour E – 57.3 D – 37.4 D – 38.3 D – 45.7 Projected

27 F C B E D B E E C E E D Weekday 99+ 27.4 13.0 69.2 39.3 17.6 73.9 78.7 31.6 70.5 63.8 42.8 Evening E – 59.8 Traffic Volumes

Year 20 Peak Hour E – 69.8 D – 41.0 E – 71.3 E – 58.2 Letter denotes Level of Service L – Left Turns R – Right Turns Delay is measured in seconds. T – Through

Residential Development Libertyville, Illinois 19 Table 5 CAPACITY ANALYSIS RESULTS – EXISTING CONDITIONS – UNSIGNALIZED Weekday Morning Weekday Evening

Peak Hour Peak Hour Intersection LOS Delay LOS Delay IL Route 21 with Adler Drive • Eastbound Approach D 31.4 C 20.3 • Northbound Left Turn C 15.1 B 10.4 IL Route 137 with Access Drive • Northbound Approach C 16.6 -- -- LOS = Level of Service Delay is measured in seconds.

Table 6 CAPACITY ANALYSIS RESULTS – NO-BUILD CONDITIONS – UNSIGNALIZED Weekday Morning Weekday Evening

Peak Hour Peak Hour Intersection LOS Delay LOS Delay IL Route 21 with Adler Drive • Eastbound Approach D 34.4 C 21.2 • Northbound Left Turn C 15.7 B 10.5 IL Route 137 with Access Drive • Northbound Approach C 17.2 -- -- LOS = Level of Service Delay is measured in seconds.

Table 7 CAPACITY ANALYSIS RESULTS – PROJECTED CONDITIONS – UNSIGNALIZED Weekday Morning Weekday Evening

Peak Hour Peak Hour Intersection LOS Delay LOS Delay IL Route 21 with Adler Drive • Eastbound Approach E 49.2 C 23.7 • Northbound Left Turn C 15.8 B 10.7 IL Route 137 with Access Drive • Northbound Approach C 17.6 B 14.5 LOS = Level of Service Delay is measured in seconds.

Residential Development Libertyville, Illinois 20 Discussion and Recommendations

The following is an evaluation of the analyzed intersections based on the projected traffic volumes and the capacity analyses performed.

IL Route 137 with IL Route 21

The results of the capacity analysis indicate that overall, this intersection currently operates at level of service (LOS) D during the weekday morning peak hour and at LOS E during the weekday evening peak hour. Under Year 2027 no-build conditions, this intersection is projected to continue operating at LOS D during the weekday morning peak hour and at LOS E during the weekday evening peak hour with increases in delay of approximately three seconds. Under Year 2027 total projected conditions, this intersection is projected to continue operating at LOS D during the weekday morning peak hour and at LOS E during the weekday evening peak hour with increase in delay of approximately one second over no-build conditions.

It should be noted that the eastbound left-turn movement currently operates at LOS F during the weekday evening peak hour. However, this level of service is likely a result of the high existing eastbound left-turn volume, which was increased by 25 percent to estimate pre COVID-19 conditions. Given the proximity of the proposed circulation roadway’s right-in/right-out intersection with IL Route 137, it is not anticipated that site generated traffic will add to this movement and, as such, any increases in delay related to this movement are the result of ambient traffic growth in the area. This movement should be monitored in the future to determine if any traffic signal timing modifications are required to decrease the delays experienced by the eastbound left-turn movement. All other movements at the intersection are projected to operate at LOS E or better during the peak hours.

As can be seen from the results of the capacity analyses, the levels of service and delay are a result of the existing traffic volumes traversing the intersection and the three percent regional growth factor. Overall, the proposed development is only increasing the volume of traffic through the intersection by less than one percent. As such, the volume of traffic estimated to be generated by the proposed development will have a limited impact on the operations of this intersection.

IL Route 21 with Adler Drive

The results of the capacity analysis indicate that the eastbound approach currently operates at LOS D during the weekday morning peak hour and at LOS C during the weekday evening peak hour. Under Year 2027 no-build conditions, the eastbound approach is projected to continue operating at LOS D during the weekday morning peak hour and at LOS C during the weekday evening peak hour with increases in delay of approximately three and one second, respectively. Under Year 2027 total projected conditions, the eastbound approach is projected to operate at LOS E during the weekday morning peak hour and at LOS C during the weekday evening peak hour.

Residential Development Libertyville, Illinois 21 It should be noted that the level of service projected for the eastbound approach during the weekday morning peak hour is expected for a local roadway that has an unsignalized approach with a major arterial roadway such as IL Route 21. This traffic will be able to exit onto IL Route 21. However, it may experience some addition delay.

Furthermore, the results of the capacity analyses do not take into consideration gaps created in the IL Route 21 traffic stream by the signalized intersection of IL Route 21 with IL Route 137. These gaps allow vehicles to turn from Adler Drive onto IL Route 21. Additionally, the volume to capacity ratio for the eastbound approach is projected to be less than one, indicating that the approach provides sufficient capacity to accommodate the projected traffic volumes and the 95th percentile queues are projected to be two to three vehicles which is expected for a minor approach with an unsignalized intersection with a major arterial roadway.

It should be noted that result of the capacity analyses and projected traffic assignments do not take into consideration the redistribution of the existing Adler Drive traffic that may utilize the proposed circulation roadway connection to IL Route 137. This connection allows vehicles to travel eastbound on IL Route 137, as opposed to making a left turn onto IL Route 21 and then a right-turn onto IL Route 137. Conversely, the proposed connection allows for eastbound traffic on IL Route 137 (west of the proposed development) to turn right onto the circulation roadway in lieu of turning right onto IL Route 21 and then right onto Adler Drive. Therefore, the proposed connection may reduce the projected number of eastbound left-turn movements from Adler Drive onto IL Route 21 and southbound right-turning movements from IL Route 21 onto Adler Drive, thus decreasing the projected delays and queues for the eastbound approach.

The northbound left-turn movement from IL Route 21 onto Adler Drive currently operate at LOS C during the weekday morning peak hour and at LOS B during the weekday evening peak hour. Assuming the Year 2027 total traffic, the northbound left-turn movement is projected to continue operating at existing levels of service during the weekday morning and weekday evening peak hours with increases in delay of less than one second and 95th percentile queues of one to vehicles.

As such, this intersection has sufficient reserve capacity to accommodate the traffic estimated to be generated by the proposed development and no roadway or traffic control improvements will be required.

Evaluation of Proposed Circulation Roadway

The results of the capacity analysis indicate that outbound movements from the existing Wildberry Café access point with IL Route 137 currently operates at LOS C during the weekday morning peak hour. Since Wildberry Café is not in the evenings, this access drive currently doesn’t generate traffic during the weekday evening peak hour. Under Year 2027 no-build conditions, outbound movements from the existing Wildberry Café access drive onto IL Route 137 are projected to continue operating at LOS C during the weekday morning peak hour with increases in delay of less than one second.

Residential Development Libertyville, Illinois 22 As previously indicated, the proposed circulation roads intersection will be a consolidation of the existing two access drives on IL Route 137 serving Wildberry Café and the proposed intersection will be built to IDOT standards providing a raised triangular median. Turning movement at the intersection will be restricted to right-turning movements only via the raised triangular median, the raised median along IL Route 137, and via signage. Northbound right-turns onto IL Route 137 should be under stop-sign control.

Under Year 2027 total projected conditions the northbound right-turn movements onto IL Route 137, which consists of site generated traffic and existing Wildberry Café traffic, is projected to continue operating at LOS C during the weekday morning peak hour with increases in delay of one second over existing conditions. During the weekday evening peak hour, northbound right- turning movements onto IL Route 137 are projected to operate at LOS B. The 95th percentile queues for the northbound approach are projected to be one to two vehicles.

Overall, this access drive will be adequate in accommodating the traffic estimated to be generated by the proposed development, will provide efficient and flexible access, and will limit the volume of site generated traffic traversing the intersection of IL Route 21 with Adler Drive.

Residential Development Libertyville, Illinois 23 6. Conclusion

Based on existing conditions and the traffic capacity analyses for the full buildout of the development, the findings and recommendations of this study are outlined below:

• The traffic that will be generated by the proposed residential development can generally be accommodated by the area roadway system.

• The resulting levels of service, delay, and queueing for the Adler Drive approach at IL Route 21 are expected for a minor roadway that has an unsignalized intersection with a major arterial roadway.

• The proposed circulation roadway’s intersection with IL Route 137 will result in the consolidation of the two existing access drives serving Wildberry Café, and will be designed to meet IDOT standards, including the provision of a raised triangular median.

• The proposed circulation roadway’s intersection with IL Route 137 will allow for site generated traffic to access IL Route 137 directly to travel eastbound towards the I-94 expressway, reducing the volume of traffic required to turn left at the intersection of IL Route 21 with Adler Drive.

• The proposed circulation roadway will be able to be utilized by existing Adler Drive traffic, which may reduce the volume of projected eastbound left-turn movements from Adler Drive onto IL Route 21, and southbound right-turn movements from IL Route 21 onto Adler Drive.

• The proposed access system will be adequate in accommodating the traffic estimated to be generated by the proposed development, will ensure efficient and flexible access is provided, and will continue to adequately serve Wildberry Café.

Residential Development Libertyville, Illinois 24 Appendix

Traffic Count Summary Sheets Site Plan CMAP 2050 Projections Letter Level of Service Criteria Capacity Analysis Summary Sheets

Traffic Count Summary Sheets

Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: IL 137 with Milwaukee Avenue Site Code: Rosemont, Illinois, United States 60018 Start Date: 01/21/2021 (847)518-9990 Page No: 1

Turning Movement Data IL 137 IL 137 Milwaukee Avenue Milwaukee Avenue Eastbound Westbound Northbound Southbound Start Time App. App. App. App. U-Turn Left Thru Right Peds Total U-Turn Left Thru Right Peds Total U-Turn Left Thru Right Peds Total U-Turn Left Thru Right Peds Total Int. Total 7:00 AM 0 14 201 21 0 236 0 15 45 2 0 62 0 8 58 22 0 88 0 19 70 33 0 122 508 7:15 AM 0 31 187 36 0 254 0 20 57 2 0 79 0 12 67 23 0 102 0 24 100 33 0 157 592 7:30 AM 0 34 227 40 0 301 0 41 83 0 0 124 0 7 64 20 0 91 0 32 134 60 0 226 742 7:45 AM 0 25 187 38 0 250 0 37 82 3 0 122 1 15 66 26 0 108 0 29 137 65 0 231 711 Hourly Total 0 104 802 135 0 1041 0 113 267 7 0 387 1 42 255 91 0 389 0 104 441 191 0 736 2553 8:00 AM 0 20 152 49 0 221 0 51 53 9 0 113 0 5 79 26 0 110 0 24 111 53 0 188 632 8:15 AM 0 32 188 46 0 266 0 31 95 14 0 140 0 31 60 38 0 129 0 16 140 78 0 234 769 8:30 AM 0 33 176 48 0 257 0 23 117 5 0 145 0 28 79 23 0 130 0 21 157 84 0 262 794 8:45 AM 0 36 172 53 0 261 0 27 117 10 0 154 0 20 50 24 0 94 0 14 160 84 0 258 767 Hourly Total 0 121 688 196 0 1005 0 132 382 38 0 552 0 84 268 111 0 463 0 75 568 299 0 942 2962 *** BREAK *** ------4:00 PM 1 55 124 40 1 220 0 24 180 17 0 221 0 64 189 41 0 294 1 19 93 57 0 170 905 4:15 PM 0 80 135 64 0 279 0 41 201 34 0 276 0 66 189 27 0 282 0 18 113 44 0 175 1012 4:30 PM 0 68 114 46 0 228 0 25 270 25 0 320 0 67 203 58 0 328 0 19 97 47 0 163 1039 4:45 PM 0 83 118 48 0 249 1 31 244 21 0 297 0 80 153 36 0 269 0 11 111 55 0 177 992 Hourly Total 1 286 491 198 1 976 1 121 895 97 0 1114 0 277 734 162 0 1173 1 67 414 203 0 685 3948 5:00 PM 0 96 124 46 0 266 0 40 214 31 0 285 0 63 176 32 0 271 0 16 78 52 0 146 968 5:15 PM 0 56 113 32 0 201 0 46 252 32 0 330 0 68 179 41 0 288 1 6 113 66 0 186 1005 5:30 PM 0 87 103 43 0 233 0 38 211 31 0 280 0 67 158 47 0 272 1 12 89 63 0 165 950 5:45 PM 0 84 80 50 0 214 0 32 225 28 0 285 0 80 151 34 0 265 1 8 110 47 0 166 930 Hourly Total 0 323 420 171 0 914 0 156 902 122 0 1180 0 278 664 154 0 1096 3 42 390 228 0 663 3853 Grand Total 1 834 2401 700 1 3936 1 522 2446 264 0 3233 1 681 1921 518 0 3121 4 288 1813 921 0 3026 13316 Approach % 0.0 21.2 61.0 17.8 - - 0.0 16.1 75.7 8.2 - - 0.0 21.8 61.6 16.6 - - 0.1 9.5 59.9 30.4 - -- Total % 0.0 6.3 18.0 5.3 - 29.6 0.0 3.9 18.4 2.0 - 24.3 0.0 5.1 14.4 3.9 - 23.4 0.0 2.2 13.6 6.9 - 22.7 - Lights 1 783 2243 686 - 3713 1 508 2284 260 - 3053 1 661 1879 508 - 3049 4 282 1765 871 - 2922 12737 % Lights 100.0 93.9 93.4 98.0 - 94.3 100.0 97.3 93.4 98.5 - 94.4 100.0 97.1 97.8 98.1 - 97.7 100.0 97.9 97.4 94.6 - 96.6 95.7 Buses 0 14 8 4 - 26 0 6 13 0 - 19 0 5 17 5 - 27 0 2 28 21 - 51 123 % Buses 0.0 1.7 0.3 0.6 - 0.7 0.0 1.1 0.5 0.0 - 0.6 0.0 0.7 0.9 1.0 - 0.9 0.0 0.7 1.5 2.3 - 1.7 0.9 Single-Unit Trucks 0 8 56 10 - 74 0 7 47 1 - 55 0 9 14 3 - 26 0 4 11 10 - 25 180

% Single-Unit - 1.9 0.0 1.3 1.9 0.4 - 1.7 0.0 1.3 0.7 0.6 - 0.8 0.0 1.4 0.6 1.1 - 0.8 1.4 Trucks 0.0 1.0 2.3 1.4 Articulated Trucks 0 29 94 0 - 123 0 1 102 3 - 106 0 6 11 2 - 19 0 0 9 19 - 28 276

% Articulated - 3.1 0.0 0.2 4.2 1.1 - 3.3 0.0 0.9 0.6 0.4 - 0.6 0.0 0.0 0.5 2.1 - 0.9 2.1 Trucks 0.0 3.5 3.9 0.0 Bicycles on Road 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 % Bicycles on Road 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0 Pedestrians - - - - 1 ----- 0 ----- 0 ----- 0 -- % Pedestrians - - - - 100.0 ------Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: IL 137 with Milwaukee Avenue Site Code: Rosemont, Illinois, United States 60018 Start Date: 01/21/2021 (847)518-9990 Page No: 3

Turning Movement Peak Hour Data (8:00 AM) IL 137 IL 137 Milwaukee Avenue Milwaukee Avenue Eastbound Westbound Northbound Southbound Start Time App. App. App. App. U-Turn Left Thru Right Peds Total U-Turn Left Thru Right Peds Total U-Turn Left Thru Right Peds Total U-Turn Left Thru Right Peds Total Int. Total 8:00 AM 0 20 152 49 0 221 0 51 53 9 0 113 0 5 79 26 0 110 0 24 111 53 0 188 632 8:15 AM 0 32 188 46 0 266 0 31 95 14 0 140 0 31 60 38 0 129 0 16 140 78 0 234 769 8:30 AM 0 33 176 48 0 257 0 23 117 5 0 145 0 28 79 23 0 130 0 21 157 84 0 262 794 8:45 AM 0 36 172 53 0 261 0 27 117 10 0 154 0 20 50 24 0 94 0 14 160 84 0 258 767 Total 0 121 688 196 0 1005 0 132 382 38 0 552 0 84 268 111 0 463 0 75 568 299 0 942 2962 Approach % 0.0 12.0 68.5 19.5 - - 0.0 23.9 69.2 6.9 - - 0.0 18.1 57.9 24.0 - - 0.0 8.0 60.3 31.7 - -- Total % 0.0 4.1 23.2 6.6 - 33.9 0.0 4.5 12.9 1.3 - 18.6 0.0 2.8 9.0 3.7 - 15.6 0.0 2.5 19.2 10.1 - 31.8 - PHF 0.000 0.840 0.915 0.925 - 0.945 0.000 0.647 0.816 0.679 - 0.896 0.000 0.677 0.848 0.730 - 0.890 0.000 0.781 0.888 0.890 - 0.899 0.933 Lights 0 115 602 189 - 906 0 126 331 38 - 495 0 80 248 106 - 434 0 72 543 275 - 890 2725 % Lights - 95.0 87.5 96.4 - 90.1 - 95.5 86.6 100.0 - 89.7 - 95.2 92.5 95.5 - 93.7 - 96.0 95.6 92.0 - 94.5 92.0 Buses 0 0 8 3 - 11 0 3 0 0 - 3 0 0 9 3 - 12 0 1 17 16 - 34 60 % Buses - 0.0 1.2 1.5 - 1.1 - 2.3 0.0 0.0 - 0.5 - 0.0 3.4 2.7 - 2.6 - 1.3 3.0 5.4 - 3.6 2.0 Single-Unit Trucks 0 1 31 4 - 36 0 2 9 0 - 11 0 3 4 1 - 8 0 2 5 2 - 9 64 % Single-Unit Trucks - 0.8 4.5 2.0 - 3.6 - 1.5 2.4 0.0 - 2.0 - 3.6 1.5 0.9 - 1.7 - 2.7 0.9 0.7 - 1.0 2.2 Articulated Trucks 0 5 47 0 - 52 0 1 42 0 - 43 0 1 7 1 - 9 0 0 3 6 - 9 113 % Articulated Trucks - 4.1 6.8 0.0 - 5.2 - 0.8 11.0 0.0 - 7.8 - 1.2 2.6 0.9 - 1.9 - 0.0 0.5 2.0 - 1.0 3.8 Bicycles on Road 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 % Bicycles on Road - 0.0 0.0 0.0 - 0.0 - 0.0 0.0 0.0 - 0.0 - 0.0 0.0 0.0 - 0.0 - 0.0 0.0 0.0 - 0.0 0.0 Pedestrians - - - - 0 ----- 0 ----- 0 ----- 0 -- % Pedestrians ------Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: IL 137 with Milwaukee Avenue Site Code: Rosemont, Illinois, United States 60018 Start Date: 01/21/2021 (847)518-9990 Page No: 4

Turning Movement Peak Hour Data (4:15 PM) IL 137 IL 137 Milwaukee Avenue Milwaukee Avenue Eastbound Westbound Northbound Southbound Start Time App. App. App. App. U-Turn Left Thru Right Peds Total U-Turn Left Thru Right Peds Total U-Turn Left Thru Right Peds Total U-Turn Left Thru Right Peds Total Int. Total 4:15 PM 0 80 135 64 0 279 0 41 201 34 0 276 0 66 189 27 0 282 0 18 113 44 0 175 1012 4:30 PM 0 68 114 46 0 228 0 25 270 25 0 320 0 67 203 58 0 328 0 19 97 47 0 163 1039 4:45 PM 0 83 118 48 0 249 1 31 244 21 0 297 0 80 153 36 0 269 0 11 111 55 0 177 992 5:00 PM 0 96 124 46 0 266 0 40 214 31 0 285 0 63 176 32 0 271 0 16 78 52 0 146 968 Total 0 327 491 204 0 1022 1 137 929 111 0 1178 0 276 721 153 0 1150 0 64 399 198 0 661 4011 Approach % 0.0 32.0 48.0 20.0 - - 0.1 11.6 78.9 9.4 - - 0.0 24.0 62.7 13.3 - - 0.0 9.7 60.4 30.0 - -- Total % 0.0 8.2 12.2 5.1 - 25.5 0.0 3.4 23.2 2.8 - 29.4 0.0 6.9 18.0 3.8 - 28.7 0.0 1.6 9.9 4.9 - 16.5 - PHF 0.000 0.852 0.909 0.797 - 0.916 0.250 0.835 0.860 0.816 - 0.920 0.000 0.863 0.888 0.659 - 0.877 0.000 0.842 0.883 0.900 - 0.934 0.965 Lights 0 302 473 203 - 978 1 137 895 110 - 1143 0 272 714 152 - 1138 0 64 394 185 - 643 3902 % Lights - 92.4 96.3 99.5 - 95.7 100.0 100.0 96.3 99.1 - 97.0 - 98.6 99.0 99.3 - 99.0 - 100.0 98.7 93.4 - 97.3 97.3 Buses 0 10 0 0 - 10 0 0 1 0 - 1 0 0 1 1 - 2 0 0 0 0 - 0 13 % Buses - 3.1 0.0 0.0 - 1.0 0.0 0.0 0.1 0.0 - 0.1 - 0.0 0.1 0.7 - 0.2 - 0.0 0.0 0.0 - 0.0 0.3 Single-Unit Trucks 0 3 5 1 - 9 0 0 12 1 - 13 0 3 5 0 - 8 0 0 3 7 - 10 40 % Single-Unit Trucks - 0.9 1.0 0.5 - 0.9 0.0 0.0 1.3 0.9 - 1.1 - 1.1 0.7 0.0 - 0.7 - 0.0 0.8 3.5 - 1.5 1.0 Articulated Trucks 0 12 13 0 - 25 0 0 21 0 - 21 0 1 1 0 - 2 0 0 2 6 - 8 56 % Articulated Trucks - 3.7 2.6 0.0 - 2.4 0.0 0.0 2.3 0.0 - 1.8 - 0.4 0.1 0.0 - 0.2 - 0.0 0.5 3.0 - 1.2 1.4 Bicycles on Road 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 0 0 0 - 0 0 % Bicycles on Road - 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 - 0.0 - 0.0 0.0 0.0 - 0.0 - 0.0 0.0 0.0 - 0.0 0.0 Pedestrians - - - - 0 ----- 0 ----- 0 ----- 0 -- % Pedestrians ------Kenig Lindgren O'Hara Aboona, Inc. Count Name: Milwaukee Avenue with Adler 9575 W. Higgins Rd., Suite 400 Drive Site Code: Rosemont, Illinois, United States 60018 Start Date: 01/21/2021 (847)518-9990 Page No: 1

Turning Movement Data Adler Drive Milwaukee Avenue Milwaukee Avenue Eastbound Northbound Southbound Start Time U-Turn Left Right Peds App. Total U-Turn Left Thru Peds App. Total U-Turn Thru Right Peds App. Total Int. Total 7:00 AM 0 1 3 0 4 0 0 92 1 92 1 146 1 0 148 244 7:15 AM 0 3 3 0 6 0 2 130 0 132 0 199 0 0 199 337 7:30 AM 0 5 6 0 11 0 1 101 0 102 0 243 3 0 246 359 7:45 AM 0 2 6 0 8 0 0 106 0 106 1 265 0 0 266 380 Hourly Total 0 11 18 0 29 0 3 429 1 432 2 853 4 0 859 1320 8:00 AM 0 1 10 0 11 1 7 157 0 165 1 243 1 0 245 421 8:15 AM 0 3 3 0 6 0 2 113 0 115 0 224 4 0 228 349 8:30 AM 0 5 5 0 10 0 3 126 0 129 0 198 5 0 203 342 8:45 AM 0 2 6 0 8 0 3 109 0 112 0 216 0 0 216 336 Hourly Total 0 11 24 0 35 1 15 505 0 521 1 881 10 0 892 1448 *** BREAK *** ------4:00 PM 0 2 4 0 6 0 1 270 0 271 0 157 0 0 157 434 4:15 PM 0 3 4 1 7 0 6 295 0 301 1 204 4 0 209 517 4:30 PM 0 2 5 0 7 0 6 301 0 307 0 172 1 0 173 487 4:45 PM 0 5 5 0 10 0 6 268 0 274 0 172 1 0 173 457 Hourly Total 0 12 18 1 30 0 19 1134 0 1153 1 705 6 0 712 1895 5:00 PM 0 6 2 0 8 0 2 246 0 248 0 183 6 0 189 445 5:15 PM 0 1 5 2 6 0 5 295 0 300 0 155 0 0 155 461 5:30 PM 0 3 3 0 6 0 5 250 0 255 0 169 5 0 174 435 5:45 PM 0 3 2 0 5 0 6 222 0 228 0 173 3 0 176 409 Hourly Total 0 13 12 2 25 0 18 1013 0 1031 0 680 14 0 694 1750 Grand Total 0 47 72 3 119 1 55 3081 1 3137 4 3119 34 0 3157 6413 Approach % 0.0 39.5 60.5 - - 0.0 1.8 98.2 - - 0.1 98.8 1.1 - - - Total % 0.0 0.7 1.1 - 1.9 0.0 0.9 48.0 - 48.9 0.1 48.6 0.5 - 49.2 - Lights 0 46 70 - 116 1 54 3013 - 3068 4 3047 34 - 3085 6269 % Lights - 97.9 97.2 - 97.5 100.0 98.2 97.8 - 97.8 100.0 97.7 100.0 - 97.7 97.8 Buses 0 0 2 - 2 0 1 25 - 26 0 32 0 - 32 60 % Buses - 0.0 2.8 - 1.7 0.0 1.8 0.8 - 0.8 0.0 1.0 0.0 - 1.0 0.9 Single-Unit Trucks 0 1 0 - 1 0 0 28 - 28 0 27 0 - 27 56 % Single-Unit Trucks - 2.1 0.0 - 0.8 0.0 0.0 0.9 - 0.9 0.0 0.9 0.0 - 0.9 0.9 Articulated Trucks 0 0 0 - 0 0 0 15 - 15 0 13 0 - 13 28 % Articulated Trucks - 0.0 0.0 - 0.0 0.0 0.0 0.5 - 0.5 0.0 0.4 0.0 - 0.4 0.4 Bicycles on Road 0 0 0 - 0 0 0 0 - 0 0 0 0 - 0 0 % Bicycles on Road - 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 0.0 Pedestrians - - - 3 - - - - 1 - - - - 0 - - % Pedestrians - - - 100.0 - - - - 100.0 ------Kenig Lindgren O'Hara Aboona, Inc. Count Name: Milwaukee Avenue with Adler 9575 W. Higgins Rd., Suite 400 Drive Site Code: Rosemont, Illinois, United States 60018 Start Date: 01/21/2021 (847)518-9990 Page No: 2

Turning Movement Peak Hour Data (8:00 AM) Adler Drive Milwaukee Avenue Milwaukee Avenue Eastbound Northbound Southbound Start Time U-Turn Left Right Peds App. Total U-Turn Left Thru Peds App. Total U-Turn Thru Right Peds App. Total Int. Total 8:00 AM 0 1 10 0 11 1 7 157 0 165 1 243 1 0 245 421 8:15 AM 0 3 3 0 6 0 2 113 0 115 0 224 4 0 228 349 8:30 AM 0 5 5 0 10 0 3 126 0 129 0 198 5 0 203 342 8:45 AM 0 2 6 0 8 0 3 109 0 112 0 216 0 0 216 336 Total 0 11 24 0 35 1 15 505 0 521 1 881 10 0 892 1448 Approach % 0.0 31.4 68.6 - - 0.2 2.9 96.9 - - 0.1 98.8 1.1 - - - Total % 0.0 0.8 1.7 - 2.4 0.1 1.0 34.9 - 36.0 0.1 60.8 0.7 - 61.6 - PHF 0.000 0.550 0.600 - 0.795 0.250 0.536 0.804 - 0.789 0.250 0.906 0.500 - 0.910 0.860 Lights 0 10 23 - 33 1 14 473 - 488 1 853 10 - 864 1385 % Lights - 90.9 95.8 - 94.3 100.0 93.3 93.7 - 93.7 100.0 96.8 100.0 - 96.9 95.6 Buses 0 0 1 - 1 0 1 15 - 16 0 9 0 - 9 26 % Buses - 0.0 4.2 - 2.9 0.0 6.7 3.0 - 3.1 0.0 1.0 0.0 - 1.0 1.8 Single-Unit Trucks 0 1 0 - 1 0 0 9 - 9 0 10 0 - 10 20 % Single-Unit Trucks - 9.1 0.0 - 2.9 0.0 0.0 1.8 - 1.7 0.0 1.1 0.0 - 1.1 1.4 Articulated Trucks 0 0 0 - 0 0 0 8 - 8 0 9 0 - 9 17 % Articulated Trucks - 0.0 0.0 - 0.0 0.0 0.0 1.6 - 1.5 0.0 1.0 0.0 - 1.0 1.2 Bicycles on Road 0 0 0 - 0 0 0 0 - 0 0 0 0 - 0 0 % Bicycles on Road - 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 0.0 Pedestrians - - - 0 - - - - 0 - - - - 0 - - % Pedestrians ------Kenig Lindgren O'Hara Aboona, Inc. Count Name: Milwaukee Avenue with Adler 9575 W. Higgins Rd., Suite 400 Drive Site Code: Rosemont, Illinois, United States 60018 Start Date: 01/21/2021 (847)518-9990 Page No: 3

Turning Movement Peak Hour Data (4:15 PM) Adler Drive Milwaukee Avenue Milwaukee Avenue Eastbound Northbound Southbound Start Time U-Turn Left Right Peds App. Total U-Turn Left Thru Peds App. Total U-Turn Thru Right Peds App. Total Int. Total 4:15 PM 0 3 4 1 7 0 6 295 0 301 1 204 4 0 209 517 4:30 PM 0 2 5 0 7 0 6 301 0 307 0 172 1 0 173 487 4:45 PM 0 5 5 0 10 0 6 268 0 274 0 172 1 0 173 457 5:00 PM 0 6 2 0 8 0 2 246 0 248 0 183 6 0 189 445 Total 0 16 16 1 32 0 20 1110 0 1130 1 731 12 0 744 1906 Approach % 0.0 50.0 50.0 - - 0.0 1.8 98.2 - - 0.1 98.3 1.6 - - - Total % 0.0 0.8 0.8 - 1.7 0.0 1.0 58.2 - 59.3 0.1 38.4 0.6 - 39.0 - PHF 0.000 0.667 0.800 - 0.800 0.000 0.833 0.922 - 0.920 0.250 0.896 0.500 - 0.890 0.922 Lights 0 16 16 - 32 0 20 1096 - 1116 1 726 12 - 739 1887 % Lights - 100.0 100.0 - 100.0 - 100.0 98.7 - 98.8 100.0 99.3 100.0 - 99.3 99.0 Buses 0 0 0 - 0 0 0 3 - 3 0 2 0 - 2 5 % Buses - 0.0 0.0 - 0.0 - 0.0 0.3 - 0.3 0.0 0.3 0.0 - 0.3 0.3 Single-Unit Trucks 0 0 0 - 0 0 0 8 - 8 0 2 0 - 2 10 % Single-Unit Trucks - 0.0 0.0 - 0.0 - 0.0 0.7 - 0.7 0.0 0.3 0.0 - 0.3 0.5 Articulated Trucks 0 0 0 - 0 0 0 3 - 3 0 1 0 - 1 4 % Articulated Trucks - 0.0 0.0 - 0.0 - 0.0 0.3 - 0.3 0.0 0.1 0.0 - 0.1 0.2 Bicycles on Road 0 0 0 - 0 0 0 0 - 0 0 0 0 - 0 0 % Bicycles on Road - 0.0 0.0 - 0.0 - 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 0.0 Pedestrians - - - 1 - - - - 0 - - - - 0 - - % Pedestrians - - - 100.0 ------Study Name IL 137 with Access Drives Start Date Thursday, January 21, 2021 7:00 AM End Date Thursday, January 21, 2021 6:00 PM Site Code

Report Summary

Eastbound Westbound Northbound Northwestbound Northeastbound Crosswalk Time Period Class. U T BR R HR I O U HL L BL T I O U HL L R HR I O U HL L BL HR I O U HL BR R HR I O Total edestria Total Peak 1 Lights 0 908 12 2 0 922 598 0 1 0 0 597 598 920 0 0 0 2 0 2 2 0 0 0 0 9 9 14 1 1110411535 W 0 0 Specified Period % 0% 90% 100% 100% 0% 90% 88% 0% 100% 0% 0% 88% 88% 90% 0% 0% 0% 100% 0% 100% 100% 0% 0% 0% 0% 100% 100% 100% 100% 100% 100% 100% 0% 100% 100% 89% 0% 8:00 AM ‐ 9:00 AM Buses 0 14 0 0 0 14 4 0 0 00441400000000000000000000018E00 One Hour Peak % 0%1%0%0%0%1%1%0%0%0%0%1%1%1%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0% 0% 0% 0% 1% 0% 8:00 AM ‐ 9:00 AM ngle‐Unit Truc 0420004244000044444200000000000000000000086S00 % 0%4%0%0%0%4%6%0%0%0%0%6%6%4%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0% 0% 0% 0% 5% 0% ticulated Truc 0460004634000034344600000000000000000000080SE00 % 0%5%0%0%0%4%5%0%0%0%0%5%5%5%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0% 0% 0% 0% 5% 0% icycles on Roa 000000000000000000000000000000000000SW00 % 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%0%0%0%0%0%0%0% 0% 0% 0% 0% 0% Total 0 1010 12 2 0 1024 680 0 1 0 0 679 680 1022 0 0 0 2 0 2 2 0 0 0 0 9 9 14 1 1110411719 0 0 PHF 0 0.95 0.6 0.5 0 0.96 0.85 0 0.25 0 0 0.85 0.85 0.96 0 0 0 0.5 0 0.5 0.5 0 0 0 0 0.56 0.56 0.58 0.25 0.25 0.25 0.25 0 0.33 0.25 0.96 Approach % 60% 40% 40% 59% 0% 0% 1% 1% 0% 0%

Peak 2 Lights 0 952 1 0 0 953 1327 0 0 0 0 1327 1327 958 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0600602286 W 0 0 Specified Period % 0% 97% 100% 0% 0% 97% 97% 0% 0% 0% 0% 97% 97% 97% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 97% 0% 4:15 PM ‐ 5:15 PM Buses 0 1 0 001300003310000000000000000000004E00 One Hour Peak % 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%0%0%0%0%0%0%0% 0% 0% 0% 0% 0% 4:15 PM ‐ 5:15 PM ngle‐Unit Truc 0800081900001919800000000000000000000027S00 % 0%1%0%0%0%1%1%0%0%0%0%1%1%1%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0% 0% 0% 0% 1% 0% ticulated Truc 0230002324000024242300000000000000000000047SE00 % 0%2%0%0%0%2%2%0%0%0%0%2%2%2%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0% 0% 0% 0% 2% 0% icycles on Roa 000000100001100000000000000000000001SW00 % 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%0%0%0%0%0%0%0% 0% 0% 0% 0% 0% Total 0 984 1 0 0 985 1374 0 0 0 0 1374 1374 990 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0600602365 0 0 PHF 0 0.96 0.25 0 0 0.97 0.88 0 0 0 0 0.88 0.88 0.96 0 0 0 0 0 0 0 0 0 0 0 0 0 0.25 0 0 0.5 0 0 0.5 0 0.94 Approach % 42% 58% 58% 42% 0% 0% 0% 0% 0% 0% Site Plan

CMAP 2050 Projections Letter

May 3, 2021 Brendan S. May Senior Consultant Kenig, Lindgren, O’Hara and Aboona, Inc. 9575 West Higgins Road Suite 400 Rosemont, IL 60018

Subject: IL 137 (Buckley/Petersen) @ IL 21 (Milwaukee) IDOT

Dear Mr. May:

In response to a request made on your behalf and dated May 3, 2021, we have developed year 2050 average daily traffic (AADT) projections for the subject location.

ROAD SEGMENT Current AADT Year 2050 AADT IL 137 east of IL 21 24,700 30,600 IL 137 west of IL 21 30,200 35,900 IL 21 north of IL 137 23,100 25,500 Il 21 south of IL 137 22,900 25,100

Traffic projections are developed using existing AADT data provided in the request letter and the results from the December 2020 CMAP Travel Demand Analysis. The regional travel model uses CMAP 2050 socioeconomic projections and assumes the implementation of the ON TO 2050 Comprehensive Regional Plan for the Northeastern Illinois area. The provision of this data in support of your request does not constitute a CMAP endorsement of the proposed development or any subsequent developments.

If you have any questions, please call me at (312) 386-8806.

Sincerely,

Jose Rodriguez, PTP, AICP Senior Planner, Research & Analysis cc: Rios (IDOT) \2021_CY_TrafficForecast\Libertyville\la-10-21\la-10-21.docx

Level of Service Criteria

LEVEL OF SERVICE CRITERIA Signalized Intersections Average Control Level of Interpretation Delay Service (seconds per vehicle) A Favorable progression. Most vehicles arrive during the ≤10 green indication and travel through the intersection without stopping.

B Good progression, with more vehicles stopping than for >10 - 20 Level of Service A.

C Individual cycle failures (i.e., one or more queued vehicles >20 - 35 are not able to depart as a result of insufficient capacity during the cycle) may begin to appear. Number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping.

D The volume-to-capacity ratio is high and either progression >35 - 55 is ineffective or the cycle length is too long. Many vehicles stop and individual cycle failures are noticeable.

E Progression is unfavorable. The volume-to-capacity ratio is >55 - 80 high and the cycle length is long. Individual cycle failures are frequent.

F The volume-to-capacity ratio is very high, progression is >80.0 very poor, and the cycle length is long. Most cycles fail to clear the queue. Unsignalized Intersections Level of Service Average Total Delay (SEC/VEH) A 0 - 10

B > 10 - 15

C > 15 - 25

D > 25 - 35

E > 35 - 50

F > 50 Source: Highway Capacity Manual, 2010.

Capacity Analysis Summary Reports Weekday Morning Peak Hour – Existing Conditions

Lanes, Volumes, Timings 1: Illinois Route 21 & Illinois Route 137 05/04/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 186 1084 302 203 588 59 129 413 171 116 875 460 Future Volume (vph) 186 1084 302 203 588 59 129 413 171 116 875 460 Ideal Flow (vphpl) 1900 2000 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 260 200 245 150 300 300 210 345 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 290 300 240 240 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Ped Bike Factor Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 3393 1553 3367 3363 1615 3335 3551 1553 3367 3654 1495 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 3393 1553 3367 3363 1615 3335 3551 1553 3367 3654 1495 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 45 35 45 Link Distance (ft) 245 1859 842 1067 Travel Time (s) 4.2 28.2 16.4 16.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 5% 12% 4% 4% 13% 0% 5% 7% 4% 4% 4% 8% Bus Blockages (#/hr) 000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 200 1166 325 218 632 63 139 444 184 125 941 495 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 3.0 8.0 3.0 3.0 15.0 3.0 3.0 15.0 3.0 Minimum Split (s) 7.5 14.0 7.5 7.5 14.0 7.5 7.5 21.0 7.5 7.5 21.0 7.5 Total Split (s) 18.0 44.0 12.0 16.0 42.0 20.0 12.0 30.0 16.0 20.0 38.0 18.0 Total Split (%) 16.4% 40.0% 10.9% 14.5% 38.2% 18.2% 10.9% 27.3% 14.5% 18.2% 34.5% 16.4% Yellow Time (s) 3.5 4.5 3.5 3.5 4.5 3.5 3.5 4.5 3.5 3.5 4.5 3.5 All-Red Time (s) 1.0 1.5 1.0 1.0 1.5 1.0 1.0 1.5 1.0 1.0 1.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.0 4.5 4.5 6.0 4.5 4.5 6.0 4.5 4.5 6.0 4.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None None C-Min None Act Effct Green (s) 11.8 38.6 52.1 10.9 37.7 53.2 7.4 30.1 47.0 9.4 32.1 49.8 Actuated g/C Ratio 0.11 0.35 0.47 0.10 0.34 0.48 0.07 0.27 0.43 0.09 0.29 0.45

21-023 - Residential Development - Libertyville Synchro 11 Report Existing Weekday Morning Peak Hour Lanes, Volumes, Timings 1: Illinois Route 21 & Illinois Route 137 05/04/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.56 0.98 0.44 0.65 0.55 0.08 0.62 0.46 0.28 0.43 0.88 0.73 Control Delay 52.7 57.5 21.9 57.5 31.8 15.7 62.3 35.4 22.2 52.1 48.4 32.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.7 57.5 21.9 57.5 31.8 15.7 62.3 35.4 22.2 52.1 48.4 32.0 LOS DECECBEDCDDC Approach Delay 50.1 36.8 37.1 43.5 Approach LOS DDDD Queue Length 50th (ft) 69 428 150 77 191 24 50 137 82 43 333 274 Queue Length 95th (ft) 106 #583 228 117 253 47 83 193 141 72 #446 402 Internal Link Dist (ft) 165 1779 762 987 Turn Bay Length (ft) 260 200 245 150 300 300 210 345 Base Capacity (vph) 409 1191 736 352 1153 869 227 970 671 474 1064 700 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.49 0.98 0.44 0.62 0.55 0.07 0.61 0.46 0.27 0.26 0.88 0.71 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 20 (18%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 43.5 Intersection LOS: D Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Illinois Route 21 & Illinois Route 137

21-023 - Residential Development - Libertyville Synchro 11 Report Existing Weekday Morning Peak Hour HCM 6th TWSC 2: Illinois Route 21 & Adler Drive 05/04/2021

Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 17 37 25 778 1357 15 Future Vol, veh/h 17 37 25 778 1357 15 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 265 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 9 47630 Mvmt Flow 20 43 29 905 1578 17

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2098 798 1595 0 - 0 Stage 1 1587 ----- Stage 2 511 ----- Critical Hdwy 6.98 6.98 4.24 - - - Critical Hdwy Stg 1 5.98 ----- Critical Hdwy Stg 2 5.98 ----- Follow-up Hdwy 3.59 3.34 2.27 - - - Pot Cap-1 Maneuver 41 325 384 - - - Stage 1 143 ----- Stage 2 548 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 38 325 384 - - - Mov Cap-2 Maneuver 107 ----- Stage 1 132 ----- Stage 2 548 -----

Approach EB NB SB HCM Control Delay, s 31.4 0.5 0 HCM LOS D

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 384 - 198 - - HCM Lane V/C Ratio 0.076 - 0.317 - - HCM Control Delay (s) 15.1 - 31.4 - - HCM Lane LOS C - D - - HCM 95th %tile Q(veh) 0.2 - 1.3 - -

21-023 - Residential Development - Libertyville Synchro 11 Report Existing Weekday Morning Peak Hour HCM 6th TWSC 3: Acccess Drive & Illinois Route 137 05/04/2021

Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1555 22 0 1177 0 17 Future Vol, veh/h 1555 22 0 1177 0 17 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 10 0 0 12 0 0 Mvmt Flow 1620 23 0 1226 0 18

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 810 Stage 1 ------Stage 2 ------Critical Hdwy - ----6.9 Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - ----3.3 Pot Cap-1 Maneuver - - 0 - 0 327 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - ----327 Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

Approach EB WB NB HCM Control Delay, s 0 0 16.6 HCM LOS C

Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 327 - - - HCM Lane V/C Ratio 0.054 - - - HCM Control Delay (s) 16.6 - - - HCM Lane LOS C - - - HCM 95th %tile Q(veh) 0.2 - - -

21-023 - Residential Development - Libertyville Synchro 11 Report Existing Weekday Morning Peak Hour Capacity Analysis Summary Reports Weekday Evening Peak Hour – Existing Conditions

Lanes, Volumes, Timings 1: Illinois Route 21 & Illinois Route 137 05/04/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 409 614 255 173 1161 139 345 901 191 80 499 248 Future Volume (vph) 409 614 255 173 1161 139 345 901 191 80 499 248 Ideal Flow (vphpl) 1900 2000 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 260 200 245 150 300 300 210 345 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 290 300 240 240 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Ped Bike Factor Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3242 3654 1599 3502 3654 1599 3467 3762 1599 3502 3762 1509 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3242 3654 1599 3502 3654 1599 3467 3762 1599 3502 3762 1509 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 45 35 45 Link Distance (ft) 245 1859 842 1067 Travel Time (s) 4.2 28.2 16.4 16.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 8% 4% 1% 0% 4% 1% 1% 1% 1% 0% 1% 7% Bus Blockages (#/hr) 000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 422 633 263 178 1197 143 356 929 197 82 514 256 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 3.0 8.0 3.0 3.0 15.0 3.0 3.0 15.0 3.0 Minimum Split (s) 7.5 14.0 7.5 7.5 14.0 7.5 7.5 21.0 7.5 7.5 21.0 7.5 Total Split (s) 20.0 67.0 24.0 20.0 67.0 13.0 24.0 40.0 20.0 13.0 29.0 20.0 Total Split (%) 14.3% 47.9% 17.1% 14.3% 47.9% 9.3% 17.1% 28.6% 14.3% 9.3% 20.7% 14.3% Yellow Time (s) 3.5 4.5 3.5 3.5 4.5 3.5 3.5 4.5 3.5 3.5 4.5 3.5 All-Red Time (s) 1.0 1.5 1.0 1.0 1.5 1.0 1.0 1.5 1.0 1.0 1.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.0 4.5 4.5 6.0 4.5 4.5 6.0 4.5 4.5 6.0 4.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None None C-Min None Act Effct Green (s) 15.5 62.0 86.2 12.3 58.9 72.8 18.2 36.7 55.1 7.9 26.5 48.0 Actuated g/C Ratio 0.11 0.44 0.62 0.09 0.42 0.52 0.13 0.26 0.39 0.06 0.19 0.34

21-023 - Residential Development - Libertyville Synchro 11 Report Existing Weekday Evening Peak Hour Lanes, Volumes, Timings 1: Illinois Route 21 & Illinois Route 137 05/04/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 1.18 0.39 0.27 0.58 0.78 0.17 0.79 0.94 0.31 0.41 0.72 0.50 Control Delay 157.9 27.1 13.0 68.6 39.0 17.7 72.5 68.4 31.5 70.1 60.8 41.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 157.9 27.1 13.0 68.6 39.0 17.7 72.5 68.4 31.5 70.1 60.8 41.7 LOS FCBEDBEECEED Approach Delay 66.2 40.4 64.5 55.9 Approach LOS E D E E Queue Length 50th (ft) ~236 195 97 81 474 64 162 ~469 128 37 241 192 Queue Length 95th (ft) #345 255 152 119 562 103 218 #604 187 66 #322 283 Internal Link Dist (ft) 165 1779 762 987 Turn Bay Length (ft) 260 200 245 150 300 300 210 345 Base Capacity (vph) 358 1631 999 387 1592 837 482 986 664 212 711 517 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 1.18 0.39 0.26 0.46 0.75 0.17 0.74 0.94 0.30 0.39 0.72 0.50 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.18 Intersection Signal Delay: 56.4 Intersection LOS: E Intersection Capacity Utilization 86.7% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Illinois Route 21 & Illinois Route 137

21-023 - Residential Development - Libertyville Synchro 11 Report Existing Weekday Evening Peak Hour HCM 6th TWSC 2: Illinois Route 21 & Adler Drive 05/04/2021

Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 20 20 25 1388 914 15 Future Vol, veh/h 20 20 25 1388 914 15 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 265 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00110 Mvmt Flow 22 22 27 1509 993 16

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1810 505 1009 0 - 0 Stage 1 1001 ----- Stage 2 809 ----- Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 72 518 695 - - - Stage 1 321 ----- Stage 2 403 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 69 518 695 - - - Mov Cap-2 Maneuver 190 ----- Stage 1 308 ----- Stage 2 403 -----

Approach EB NB SB HCM Control Delay, s 20.3 0.2 0 HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 695 - 278 - - HCM Lane V/C Ratio 0.039 - 0.156 - - HCM Control Delay (s) 10.4 - 20.3 - - HCM Lane LOS B - C - - HCM 95th %tile Q(veh) 0.1 - 0.5 - -

21-023 - Residential Development - Libertyville Synchro 11 Report Existing Weekday Evening Peak Hour HCM 6th TWSC 3: Acccess Drive & Illinois Route 137 05/04/2021

Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1278 1 0 1754 0 0 Future Vol, veh/h 1278 1 0 1754 0 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 3 00300 Mvmt Flow 1360 1 0 1866 0 0

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 680 Stage 1 ------Stage 2 ------Critical Hdwy - ----6.9 Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - ----3.3 Pot Cap-1 Maneuver - - 0 - 0 398 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - ----398 Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) ---- HCM Lane V/C Ratio ---- HCM Control Delay (s) 0 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) ----

21-023 - Residential Development - Libertyville Synchro 11 Report Existing Weekday Evening Peak Hour Capacity Analysis Summary Reports Weekday Morning Peak Hour Year 2027 No-Build Conditions

Lanes, Volumes, Timings 1: Illinois Route 21 & Illinois Route 137 05/04/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 192 1117 311 209 606 61 133 425 176 119 901 474 Future Volume (vph) 192 1117 311 209 606 61 133 425 176 119 901 474 Ideal Flow (vphpl) 1900 2000 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 260 200 245 150 300 300 210 345 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 290 300 240 240 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Ped Bike Factor Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 3393 1553 3367 3363 1615 3335 3551 1553 3367 3654 1495 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 3393 1553 3367 3363 1615 3335 3551 1553 3367 3654 1495 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 45 35 45 Link Distance (ft) 245 1859 842 1067 Travel Time (s) 4.2 28.2 16.4 16.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 5% 12% 4% 4% 13% 0% 5% 7% 4% 4% 4% 8% Bus Blockages (#/hr) 000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 206 1201 334 225 652 66 143 457 189 128 969 510 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 3.0 8.0 3.0 3.0 15.0 3.0 3.0 15.0 3.0 Minimum Split (s) 7.5 14.0 7.5 7.5 14.0 7.5 7.5 21.0 7.5 7.5 21.0 7.5 Total Split (s) 18.0 44.0 12.0 16.0 42.0 20.0 12.0 30.0 16.0 20.0 38.0 18.0 Total Split (%) 16.4% 40.0% 10.9% 14.5% 38.2% 18.2% 10.9% 27.3% 14.5% 18.2% 34.5% 16.4% Yellow Time (s) 3.5 4.5 3.5 3.5 4.5 3.5 3.5 4.5 3.5 3.5 4.5 3.5 All-Red Time (s) 1.0 1.5 1.0 1.0 1.5 1.0 1.0 1.5 1.0 1.0 1.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.0 4.5 4.5 6.0 4.5 4.5 6.0 4.5 4.5 6.0 4.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None None C-Min None Act Effct Green (s) 11.9 38.5 52.0 11.0 37.6 53.1 7.4 30.0 46.9 9.5 32.1 49.9 Actuated g/C Ratio 0.11 0.35 0.47 0.10 0.34 0.48 0.07 0.27 0.43 0.09 0.29 0.45

21-023 - Residential Development - Libertyville Synchro 11 Report No-Build Weekday Morning Peak Hour Lanes, Volumes, Timings 1: Illinois Route 21 & Illinois Route 137 05/04/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.57 1.01 0.46 0.67 0.57 0.08 0.64 0.47 0.29 0.44 0.91 0.75 Control Delay 52.9 64.9 22.2 58.2 32.2 15.8 63.2 35.8 22.4 52.1 51.1 33.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.9 64.9 22.2 58.2 32.2 15.8 63.2 35.8 22.4 52.1 51.1 33.0 LOS DECECBEDCDDC Approach Delay 55.3 37.3 37.5 45.4 Approach LOS E D D D Queue Length 50th (ft) 71 ~476 155 79 199 25 51 142 84 44 347 285 Queue Length 95th (ft) 109 #611 235 120 262 48 #86 198 144 74 #468 421 Internal Link Dist (ft) 165 1779 762 987 Turn Bay Length (ft) 260 200 245 150 300 300 210 345 Base Capacity (vph) 409 1189 734 352 1150 868 227 967 670 474 1064 700 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.50 1.01 0.46 0.64 0.57 0.08 0.63 0.47 0.28 0.27 0.91 0.73 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 20 (18%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay: 46.1 Intersection LOS: D Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Illinois Route 21 & Illinois Route 137

21-023 - Residential Development - Libertyville Synchro 11 Report No-Build Weekday Morning Peak Hour HCM 6th TWSC 2: Illinois Route 21 & Adler Drive 05/04/2021

Intersection Int Delay, s/veh 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 18 38 26 801 1398 15 Future Vol, veh/h 18 38 26 801 1398 15 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 265 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 9 47630 Mvmt Flow 21 44 30 931 1626 17

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2161 822 1643 0 - 0 Stage 1 1635 ----- Stage 2 526 ----- Critical Hdwy 6.98 6.98 4.24 - - - Critical Hdwy Stg 1 5.98 ----- Critical Hdwy Stg 2 5.98 ----- Follow-up Hdwy 3.59 3.34 2.27 - - - Pot Cap-1 Maneuver 37 313 368 - - - Stage 1 134 ----- Stage 2 538 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 34 313 368 - - - Mov Cap-2 Maneuver 100 ----- Stage 1 123 ----- Stage 2 538 -----

Approach EB NB SB HCM Control Delay, s 34.4 0.5 0 HCM LOS D

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 368 - 186 - - HCM Lane V/C Ratio 0.082 - 0.35 - - HCM Control Delay (s) 15.7 - 34.4 - - HCM Lane LOS C - D - - HCM 95th %tile Q(veh) 0.3 - 1.5 - -

21-023 - Residential Development - Libertyville Synchro 11 Report No-Build Weekday Morning Peak Hour HCM 6th TWSC 3: Acccess Drive & Illinois Route 137 05/04/2021

Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1602 23 0 1212 0 18 Future Vol, veh/h 1602 23 0 1212 0 18 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 10 0 0 12 0 0 Mvmt Flow 1669 24 0 1263 0 19

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 835 Stage 1 ------Stage 2 ------Critical Hdwy - ----6.9 Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - ----3.3 Pot Cap-1 Maneuver - - 0 - 0 315 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - ----315 Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

Approach EB WB NB HCM Control Delay, s 0 0 17.2 HCM LOS C

Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 315 - - - HCM Lane V/C Ratio 0.06 - - - HCM Control Delay (s) 17.2 - - - HCM Lane LOS C - - - HCM 95th %tile Q(veh) 0.2 - - -

21-023 - Residential Development - Libertyville Synchro 11 Report No-Build Weekday Morning Peak Hour Capacity Analysis Summary Reports Weekday Evening Peak Hour Year 2027 No-Build Conditions

Lanes, Volumes, Timings 1: Illinois Route 21 & Illinois Route 137 05/04/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 421 632 263 178 1196 143 355 928 197 82 514 255 Future Volume (vph) 421 632 263 178 1196 143 355 928 197 82 514 255 Ideal Flow (vphpl) 1900 2000 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 260 200 245 150 300 300 210 345 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 290 300 240 240 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Ped Bike Factor Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3242 3654 1599 3502 3654 1599 3467 3762 1599 3502 3762 1509 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3242 3654 1599 3502 3654 1599 3467 3762 1599 3502 3762 1509 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 45 35 45 Link Distance (ft) 245 1859 842 1067 Travel Time (s) 4.2 28.2 16.4 16.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 8% 4% 1% 0% 4% 1% 1% 1% 1% 0% 1% 7% Bus Blockages (#/hr) 000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 434 652 271 184 1233 147 366 957 203 85 530 263 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 3.0 8.0 3.0 3.0 15.0 3.0 3.0 15.0 3.0 Minimum Split (s) 7.5 14.0 7.5 7.5 14.0 7.5 7.5 21.0 7.5 7.5 21.0 7.5 Total Split (s) 20.0 67.0 24.0 20.0 67.0 13.0 24.0 40.0 20.0 13.0 29.0 20.0 Total Split (%) 14.3% 47.9% 17.1% 14.3% 47.9% 9.3% 17.1% 28.6% 14.3% 9.3% 20.7% 14.3% Yellow Time (s) 3.5 4.5 3.5 3.5 4.5 3.5 3.5 4.5 3.5 3.5 4.5 3.5 All-Red Time (s) 1.0 1.5 1.0 1.0 1.5 1.0 1.0 1.5 1.0 1.0 1.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.0 4.5 4.5 6.0 4.5 4.5 6.0 4.5 4.5 6.0 4.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None None C-Min None Act Effct Green (s) 15.5 62.5 86.8 12.5 59.5 73.4 18.3 36.1 54.6 7.9 25.7 47.2 Actuated g/C Ratio 0.11 0.45 0.62 0.09 0.42 0.52 0.13 0.26 0.39 0.06 0.18 0.34

21-023 - Residential Development - Libertyville Synchro 11 Report No-Build Weekday Evening Peak Hour Lanes, Volumes, Timings 1: Illinois Route 21 & Illinois Route 137 05/04/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 1.21 0.40 0.27 0.59 0.79 0.18 0.81 0.99 0.33 0.43 0.77 0.52 Control Delay 169.5 27.1 12.9 68.7 39.3 17.6 73.5 77.7 31.9 70.5 63.3 42.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 169.5 27.1 12.9 68.7 39.3 17.6 73.5 77.7 31.9 70.5 63.3 42.7 LOS FCBEDBEECEED Approach Delay 69.8 40.7 70.6 57.8 Approach LOS E D E E Queue Length 50th (ft) ~247 203 101 84 496 66 167 ~497 131 39 250 198 Queue Length 95th (ft) #357 264 157 122 586 105 224 #633 193 68 #338 292 Internal Link Dist (ft) 165 1779 762 987 Turn Bay Length (ft) 260 200 245 150 300 300 210 345 Base Capacity (vph) 358 1635 1004 387 1592 845 482 968 657 212 690 508 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 1.21 0.40 0.27 0.48 0.77 0.17 0.76 0.99 0.31 0.40 0.77 0.52 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.21 Intersection Signal Delay: 59.5 Intersection LOS: E Intersection Capacity Utilization 88.6% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Illinois Route 21 & Illinois Route 137

21-023 - Residential Development - Libertyville Synchro 11 Report No-Build Weekday Evening Peak Hour HCM 6th TWSC 2: Illinois Route 21 & Adler Drive 05/04/2021

Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 21 21 26 1430 941 15 Future Vol, veh/h 21 21 26 1430 941 15 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 265 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00110 Mvmt Flow 23 23 28 1554 1023 16

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1864 520 1039 0 - 0 Stage 1 1031 ----- Stage 2 833 ----- Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 66 506 677 - - - Stage 1 309 ----- Stage 2 392 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 63 506 677 - - - Mov Cap-2 Maneuver 182 ----- Stage 1 296 ----- Stage 2 392 -----

Approach EB NB SB HCM Control Delay, s 21.2 0.2 0 HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 677 - 268 - - HCM Lane V/C Ratio 0.042 - 0.17 - - HCM Control Delay (s) 10.5 - 21.2 - - HCM Lane LOS B - C - - HCM 95th %tile Q(veh) 0.1 - 0.6 - -

21-023 - Residential Development - Libertyville Synchro 11 Report No-Build Weekday Evening Peak Hour HCM 6th TWSC 3: Acccess Drive & Illinois Route 137 05/04/2021

Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1316 1 0 1807 0 0 Future Vol, veh/h 1316 1 0 1807 0 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 3 00300 Mvmt Flow 1400 1 0 1922 0 0

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 700 Stage 1 ------Stage 2 ------Critical Hdwy - ----6.9 Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - ----3.3 Pot Cap-1 Maneuver - - 0 - 0 386 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - ----386 Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) ---- HCM Lane V/C Ratio ---- HCM Control Delay (s) 0 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) ----

21-023 - Residential Development - Libertyville Synchro 11 Report No-Build Weekday Evening Peak Hour Capacity Analysis Summary Reports Weekday Morning Peak Hour Year 2027 Projected Conditions

Lanes, Volumes, Timings 1: Illinois Route 21 & Illinois Route 137 05/04/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 192 1128 311 212 606 61 142 429 176 119 902 474 Future Volume (vph) 192 1128 311 212 606 61 142 429 176 119 902 474 Ideal Flow (vphpl) 1900 2000 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 260 200 245 150 300 300 210 345 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 290 300 240 240 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Ped Bike Factor Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 3393 1553 3367 3363 1615 3335 3551 1553 3367 3654 1495 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 3393 1553 3367 3363 1615 3335 3551 1553 3367 3654 1495 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 45 35 45 Link Distance (ft) 245 1859 842 1067 Travel Time (s) 4.2 28.2 16.4 16.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 5% 12% 4% 4% 13% 0% 5% 7% 4% 4% 4% 8% Bus Blockages (#/hr) 000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 206 1213 334 228 652 66 153 461 189 128 970 510 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 3.0 8.0 3.0 3.0 15.0 3.0 3.0 15.0 3.0 Minimum Split (s) 7.5 14.0 7.5 7.5 14.0 7.5 7.5 21.0 7.5 7.5 21.0 7.5 Total Split (s) 18.0 44.0 12.0 16.0 42.0 20.0 12.0 30.0 16.0 20.0 38.0 18.0 Total Split (%) 16.4% 40.0% 10.9% 14.5% 38.2% 18.2% 10.9% 27.3% 14.5% 18.2% 34.5% 16.4% Yellow Time (s) 3.5 4.5 3.5 3.5 4.5 3.5 3.5 4.5 3.5 3.5 4.5 3.5 All-Red Time (s) 1.0 1.5 1.0 1.0 1.5 1.0 1.0 1.5 1.0 1.0 1.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.0 4.5 4.5 6.0 4.5 4.5 6.0 4.5 4.5 6.0 4.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None None C-Min None Act Effct Green (s) 11.9 38.5 52.0 11.0 37.6 53.1 7.5 30.0 47.0 9.5 32.0 49.9 Actuated g/C Ratio 0.11 0.35 0.47 0.10 0.34 0.48 0.07 0.27 0.43 0.09 0.29 0.45

21-023 - Residential Development - Libertyville Synchro 11 Report Projected Weekday Morning Peak Hour Lanes, Volumes, Timings 1: Illinois Route 21 & Illinois Route 137 05/04/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.57 1.02 0.46 0.68 0.57 0.08 0.67 0.48 0.29 0.44 0.91 0.75 Control Delay 52.9 67.8 22.2 58.4 32.2 15.8 65.4 35.9 22.4 52.1 51.5 33.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.9 67.8 22.2 58.4 32.2 15.8 65.4 35.9 22.4 52.1 51.5 33.0 LOS DECECBEDCDDC Approach Delay 57.3 37.4 38.3 45.7 Approach LOS E D D D Queue Length 50th (ft) 71 ~485 155 80 199 25 55 143 84 44 347 285 Queue Length 95th (ft) 109 #621 235 122 262 48 #97 201 144 74 #469 421 Internal Link Dist (ft) 165 1779 762 987 Turn Bay Length (ft) 260 200 245 150 300 300 210 345 Base Capacity (vph) 409 1187 734 352 1150 868 227 967 670 474 1062 699 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.50 1.02 0.46 0.65 0.57 0.08 0.67 0.48 0.28 0.27 0.91 0.73 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 20 (18%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.02 Intersection Signal Delay: 47.0 Intersection LOS: D Intersection Capacity Utilization 80.9% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Illinois Route 21 & Illinois Route 137

21-023 - Residential Development - Libertyville Synchro 11 Report Projected Weekday Morning Peak Hour HCM 6th TWSC 2: Illinois Route 21 & Adler Drive 05/04/2021

Intersection Int Delay, s/veh 1.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 31 49 29 801 1398 18 Future Vol, veh/h 31 49 29 801 1398 18 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 265 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 9 47630 Mvmt Flow 36 57 34 931 1626 21

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2171 824 1647 0 - 0 Stage 1 1637 ----- Stage 2 534 ----- Critical Hdwy 6.98 6.98 4.24 - - - Critical Hdwy Stg 1 5.98 ----- Critical Hdwy Stg 2 5.98 ----- Follow-up Hdwy 3.59 3.34 2.27 - - - Pot Cap-1 Maneuver ~ 36 312 366 - - - Stage 1 134 ----- Stage 2 533 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 33 312 366 - - - Mov Cap-2 Maneuver 99 ----- Stage 1 122 ----- Stage 2 533 -----

Approach EB NB SB HCM Control Delay, s 49.2 0.6 0 HCM LOS E

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 366 - 170 - - HCM Lane V/C Ratio 0.092 - 0.547 - - HCM Control Delay (s) 15.8 - 49.2 - - HCM Lane LOS C - E - - HCM 95th %tile Q(veh) 0.3 - 2.8 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

21-023 - Residential Development - Libertyville Synchro 11 Report Projected Weekday Morning Peak Hour HCM 6th TWSC 3: Acccess Drive & Illinois Route 137 05/04/2021

Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1602 26 0 1222 0 29 Future Vol, veh/h 1602 26 0 1222 0 29 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 10 0 0 12 0 0 Mvmt Flow 1669 27 0 1273 0 30

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 835 Stage 1 ------Stage 2 ------Critical Hdwy - ----6.9 Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - ----3.3 Pot Cap-1 Maneuver - - 0 - 0 315 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - ----315 Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

Approach EB WB NB HCM Control Delay, s 0 0 17.6 HCM LOS C

Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 315 - - - HCM Lane V/C Ratio 0.096 - - - HCM Control Delay (s) 17.6 - - - HCM Lane LOS C - - - HCM 95th %tile Q(veh) 0.3 - - -

21-023 - Residential Development - Libertyville Synchro 11 Report Projected Weekday Morning Peak Hour HCM 6th TWSC 4: Adler Drive & Access Drive 05/04/2021

Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 56 40 7 24 0 Future Vol, veh/h 0 56 40 7 24 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 00000 Mvmt Flow 0 59 42 7 25 0

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 49 0 - 0 105 46 Stage 1 - - - - 46 - Stage 2 - - - - 59 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1571 - - - 898 1029 Stage 1 - - - - 982 - Stage 2 - - - - 969 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1571 - - - 898 1029 Mov Cap-2 Maneuver - - - - 898 - Stage 1 - - - - 982 - Stage 2 - - - - 969 -

Approach EB WB SB HCM Control Delay, s 0 0 9.1 HCM LOS A

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1571 - - - 898 HCM Lane V/C Ratio ----0.028 HCM Control Delay (s) 0 - - - 9.1 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1

21-023 - Residential Development - Libertyville Synchro 11 Report Projected Weekday Morning Peak Hour Capacity Analysis Summary Reports Weekday Evening Peak Hour Year 2027 Projected Conditions

Lanes, Volumes, Timings 1: Illinois Route 21 & Illinois Route 137 05/04/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 421 638 263 189 1196 143 360 932 197 82 518 255 Future Volume (vph) 421 638 263 189 1196 143 360 932 197 82 518 255 Ideal Flow (vphpl) 1900 2000 1900 1900 2000 1900 1900 2000 1900 1900 2000 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 260 200 245 150 300 300 210 345 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 290 300 240 240 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Ped Bike Factor Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3242 3654 1599 3502 3654 1599 3467 3762 1599 3502 3762 1509 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3242 3654 1599 3502 3654 1599 3467 3762 1599 3502 3762 1509 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 45 35 45 Link Distance (ft) 245 1859 842 1067 Travel Time (s) 4.2 28.2 16.4 16.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 8% 4% 1% 0% 4% 1% 1% 1% 1% 0% 1% 7% Bus Blockages (#/hr) 000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 434 658 271 195 1233 147 371 961 203 85 534 263 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 745381523167 Permitted Phases 4826 Detector Phase 745381523167 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 3.0 8.0 3.0 3.0 15.0 3.0 3.0 15.0 3.0 Minimum Split (s) 7.5 14.0 7.5 7.5 14.0 7.5 7.5 21.0 7.5 7.5 21.0 7.5 Total Split (s) 20.0 67.0 24.0 20.0 67.0 13.0 24.0 40.0 20.0 13.0 29.0 20.0 Total Split (%) 14.3% 47.9% 17.1% 14.3% 47.9% 9.3% 17.1% 28.6% 14.3% 9.3% 20.7% 14.3% Yellow Time (s) 3.5 4.5 3.5 3.5 4.5 3.5 3.5 4.5 3.5 3.5 4.5 3.5 All-Red Time (s) 1.0 1.5 1.0 1.0 1.5 1.0 1.0 1.5 1.0 1.0 1.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.0 4.5 4.5 6.0 4.5 4.5 6.0 4.5 4.5 6.0 4.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None None C-Min None Act Effct Green (s) 15.5 62.2 86.6 12.8 59.5 73.4 18.4 36.1 54.9 7.9 25.6 47.1 Actuated g/C Ratio 0.11 0.44 0.62 0.09 0.42 0.52 0.13 0.26 0.39 0.06 0.18 0.34

21-023 - Residential Development - Libertyville Synchro 11 Report Projected Weekday Evening Peak Hour Lanes, Volumes, Timings 1: Illinois Route 21 & Illinois Route 137 05/04/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 1.21 0.41 0.27 0.61 0.79 0.18 0.82 0.99 0.32 0.43 0.78 0.52 Control Delay 169.5 27.4 13.0 69.2 39.3 17.6 73.9 78.7 31.6 70.5 63.8 42.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 169.5 27.4 13.0 69.2 39.3 17.6 73.9 78.7 31.6 70.5 63.8 42.8 LOS FCBEDBEECEED Approach Delay 69.8 41.0 71.3 58.2 Approach LOS E D E E Queue Length 50th (ft) ~247 207 102 89 496 66 170 ~501 131 39 252 198 Queue Length 95th (ft) #357 266 157 129 586 105 227 #637 193 68 #343 292 Internal Link Dist (ft) 165 1779 762 987 Turn Bay Length (ft) 260 200 245 150 300 300 210 345 Base Capacity (vph) 358 1628 1001 387 1592 845 482 968 657 212 687 507 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 1.21 0.40 0.27 0.50 0.77 0.17 0.77 0.99 0.31 0.40 0.78 0.52 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.21 Intersection Signal Delay: 59.8 Intersection LOS: E Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 1: Illinois Route 21 & Illinois Route 137

21-023 - Residential Development - Libertyville Synchro 11 Report Projected Weekday Evening Peak Hour HCM 6th TWSC 2: Illinois Route 21 & Adler Drive 05/04/2021

Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 30 27 37 1430 941 30 Future Vol, veh/h 30 27 37 1430 941 30 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 265 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00110 Mvmt Flow 33 29 40 1554 1023 33

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1897 528 1056 0 - 0 Stage 1 1040 ----- Stage 2 857 ----- Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 63 500 667 - - - Stage 1 306 ----- Stage 2 381 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 59 500 667 - - - Mov Cap-2 Maneuver 176 ----- Stage 1 288 ----- Stage 2 381 -----

Approach EB NB SB HCM Control Delay, s 23.7 0.3 0 HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 667 - 254 - - HCM Lane V/C Ratio 0.06 - 0.244 - - HCM Control Delay (s) 10.7 - 23.7 - - HCM Lane LOS B - C - - HCM 95th %tile Q(veh) 0.2 - 0.9 - -

21-023 - Residential Development - Libertyville Synchro 11 Report Projected Weekday Evening Peak Hour HCM 6th TWSC 3: Acccess Drive & Illinois Route 137 05/04/2021

Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1316 10 0 1811 0 6 Future Vol, veh/h 1316 10 0 1811 0 6 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 3 00300 Mvmt Flow 1400 11 0 1927 0 6

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 700 Stage 1 ------Stage 2 ------Critical Hdwy - ----6.9 Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - ----3.3 Pot Cap-1 Maneuver - - 0 - 0 386 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - ----386 Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

Approach EB WB NB HCM Control Delay, s 0 0 14.5 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 386 - - - HCM Lane V/C Ratio 0.017 - - - HCM Control Delay (s) 14.5 - - - HCM Lane LOS B - - - HCM 95th %tile Q(veh) 0.1 - - -

21-023 - Residential Development - Libertyville Synchro 11 Report Projected Weekday Evening Peak Hour HCM 6th TWSC 4: Adler Drive & Access Drive 05/04/2021

Intersection Int Delay, s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 42 41 26 15 0 Future Vol, veh/h 0 42 41 26 15 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 00000 Mvmt Flow 0 44 43 27 16 0

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 70 0 - 0 101 57 Stage 1 - - - - 57 - Stage 2 - - - - 44 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1544 - - - 902 1015 Stage 1 - - - - 971 - Stage 2 - - - - 984 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1544 - - - 902 1015 Mov Cap-2 Maneuver - - - - 902 - Stage 1 - - - - 971 - Stage 2 - - - - 984 -

Approach EB WB SB HCM Control Delay, s 0 0 9.1 HCM LOS A

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1544 - - - 902 HCM Lane V/C Ratio ----0.018 HCM Control Delay (s) 0 - - - 9.1 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1

21-023 - Residential Development - Libertyville Synchro 11 Report Projected Weekday Evening Peak Hour