300 N Michigan Avenue

300 N MICHIGAN AVENUE

Traffic Impact Study

September 2018 Updated January 2019

Prepared for: Sterling Bay

INTRODUCTION

Kimley-Horn and Associates, Inc. (Kimley-Horn) was retained to perform a traffic impact study for a new mixed-use building proposed at 300 N. Michigan Avenue in Chicago, Illinois. The subject site, located at the northwest corner of Michigan Avenue and Wacker Place, and the surrounding roadway network are presented in Exhibit 1.

The proposed mixed-use development plan includes 290 apartment units, a 280-room micro hotel, and approximately 25,900 square feet of retail space. 29 parking spaces serving residents and limited hotel guests would be provided on-site in two lower levels of the proposed building. Public parking is not included in the development plan. Vehicular access to the parking garage is proposed via two locations as the two parking levels would not be internally connected; one on Lower Wacker Place on the south side of the site and one on MacChesney Court on the west side of the site. Curbside drop-off and pick-up accommodations are proposed along the north side of Upper Wacker Place. Loading dock access is planned via Lower Wacker Place.

This report presents and documents the study methodology, summarizes data collection and development traffic characteristics, highlights the evaluation of traffic conditions on the study intersections and roadways, and identifies recommendations to address operational impacts and integrate the proposed development into the surrounding transportation system.

300 N Michigan – Mixed Use Development Page 1 September 2018 (Revised January 2019)

E R I V R O G A C I H C

SITESITE

EXHIBIT 1 SITE LOCATION MAP

EXISTING CONDITIONS

Kimley-Horn conducted field visits to the subject site and surrounding area to collect relevant information pertaining to existing land uses in the surrounding area, the adjacent street system, multimodal conditions, lane configurations and traffic controls at nearby intersections, on-street parking and other curbside regulations, transit service, and other key roadway characteristics. This section of the report details information on these existing conditions.

Area Land Uses The subject site is located on the northwest corner of Michigan Avenue and Wacker Place. The surrounding dense urban neighborhood includes a mix of hotels and office buildings with ground floor retail and restaurants. Residential buildings are also nearby, including MILA, a relatively new apartment building located one block south of the site at Michigan Avenue and Lake Street. The subject site is immediately north of the Carbide and Carbon Building, which houses the recently opened St. Jane Hotel, and is east of Hampton Inn and Hilton Garden Inn, south of Comfort Suites.

The site is located one block south of the Chicago River, with access to the Riverwalk available on the north side of the Michigan Avenue/Wacker Drive intersection. The site is one block west of the Illinois Center, a multi-building office property, and two blocks north of Millennium Park.

Roadway Characteristics The subject site is primarily served by a multi-level street network including Michigan Avenue, Wacker Place, Wabash Avenue, Wacker Drive, Garland Court, and Lake Street on the upper level and Wacker Drive, Michigan Avenue, and Wacker Place on the lower level. General descriptions of these roadways are summarized below. Unless otherwise noted, all study area roadways are under the jurisdiction of the City of Chicago with an assumed 30 MPH speed limit, per City Ordinance. Existing lane configurations for the study intersections are presented in Exhibits 2A and 2B for Lower and Upper Level intersections, respectively.

Michigan Avenue is a north-south roadway along the east side of the site, providing three travel lanes in each direction. The west side of Michigan Avenue adjacent to the site is a no-parking zone with a bus stop and shelter. Bus loading/unloading is the only allowed curbside activity in this location. Parking is prohibited on the east side of Michigan Avenue within the study area. A Divvy bike share station is located on the east side of Michigan Avenue just north of Lake Street.

Wacker Place is an east-west roadway along the south side of the site, that provides one lane of travel in each direction. Wacker Place runs from Wabash Avenue on the west to Michigan Avenue on the east, where it becomes South Water Street continuing to the east. The north side of Wacker Place includes a mix of no parking zones and loading zones servicing adjacent hotels. The south side of Wacker Place includes a mix of loading zones and taxi stand areas. A Divvy bike share station is located on the north side of Wacker Place just east of Wabash Avenue.

Wabash Avenue is a north-south roadway one block west of the subject site that provides two lanes of travel in each direction. The east side of Wabash Avenue consists of a mix of No Parking areas

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and loading zones, including hotel valet loading zones north of Lake Street. The west side of Wabash Avenue and south of Wacker Place includes a mix of metered parking and No Parking zones.

Wacker Drive in the area near the subject site is principally an east-west roadway along the south side of the main branch of the Chicago River providing two lanes of travel in each direction. Wacker Drive curves to the northeast/southwest between Wabash Avenue and Michigan Avenue, following the curve of the river. The north side of Wacker Drive between Wabash Avenue and Michigan Avenue includes several areas designated for tour bus loading and unloading. The south side of Wacker drive includes a mix of loading zones, valet loading zones, taxi stands, and No Parking areas.

Garland Court is a minor north-south street that, in the immediate site vicinity, extends between the site at Lower Wacker Place and Lake Street. Garland Court provides one travel lane in each direction and includes a mix of loading zones and metered parking on the east side with No Parking areas and loading zones on the west side of the street. Garland Court serves as a connection between the Upper and Lower roadway networks.

Lake Street is an east-west roadway one block south of the site that provides one westbound travel lane and two eastbound travel lanes between Wabash Avenue and Michigan Avenue. Lake Street is an eastbound one-way street immediately west of Wabash Avenue and immediately east of Michigan Avenue. Lake Street includes a variety of curbside activities, including metered parking zones, standing zones, loading zones, taxi stands, and short stretches of No Parking areas.

Lower Wacker Drive is an east-west roadway that runs directly below Wacker Drive and provides two lanes of travel in each direction. Lower Wacker Drive connects Lake Shore Drive and Congress Parkway/Interstate 290.Curbside activities on Lower Wacker Drive are prohibited, with no parking or loading allowed on either side of the road within the study area.

Lower Michigan Avenue is a north-south roadway along the eastern site boundary providing two lanes of travel in each direction. Lower Michigan Avenue terminates just south of Lower Wacker Place at the loading dock for the MILA apartment building and extends north to Grand Avenue. Both sides of Lower Michigan Avenue include fenced parking areas with private gated access. No parking is allowed outside of the fenced parking areas.

Lower Wacker Place is a one-way eastbound roadway along the southern site boundary between Lower Wacker Drive and Lower Michigan Avenue, where it transitions to Sub-Level South Water Street east of Michigan Avenue as a two-way street. Lower Wacker Place provides two eastbound travel lanes adjacent to the site west of Lower Michigan Avenue.

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Non-Motorized Transportation System In addition to active transportation options including walking and biking, a range of transportation mode choices and mobility options are facilitated by several facilities and services located within the vicinity of the proposed development. A summary of options is highlighted below.

Rail The following rail Chicago Transit Authority (CTA) and Metra options are located within three blocks of the subject site:

 CTA State/Lake Station: Access to the CTA Brown, Green, Orange, Pink, Red, and Purple Lines

 CTA Wabash/Randolph Station: Access to the CTA Brown, Green, Orange, Pink, and Purple Lines

 Millennium Station: Access to the Metra Electric District (ME) and the Northern Indiana Commuter Transportation District (NICTD) South Shore (SS) Line Bus The surrounding area is well-served by multiple CTA bus routes with several stops located along Michigan Avenue adjacent to or within a block of the site. Below is a summary of available CTA Bus routes organized by the location of their stop closest to the site.

Michigan / Wacker Place Michigan / Wacker Michigan / Lake

• Route 3: King Drive • Route 2: Hyde Park Express • Route 19: United Center • Route 4: Cottage Grove • Route 10: Museum of Science Express • Route 6: Jackson Park Express and Industry • Route 20: Madison • Route 120: Ogilvie/Streeterville • Route 26: South Shore Express Express • Route 124: Navy Pier • Route 121: Union/Streeterville • Route 143: Stockton/Michigan Express Express • Route 134: Stockton/LaSalle • Route 146: Inner Drive/Michigan Express Express • Route 135: Clarendon/LaSalle • Route 147: Outer Drive Express Express • Route 148: Clarendon/Michigan • Route 136: Sheridan/LaSalle Express Express • Route 151: Sheridan • Route 146: Inner Drive/Michigan • Route 157: Streeterville/Taylor Express

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Shared Mobility Services Two DIVVY bike share stations are located within a block of the subject site as outlined below:

 Northeast corner of Wacker Place and Wabash Avenue (less than one block west of the site)  Northeast corner of Michigan Avenue and Lake Street (one block south of the site)

Given that taxi and walking trips make up nearly 50 percent of the mode split for trips to work in this area, the bike share system offers increased travel options and convenience for residents, hotel guests. The nearby stations are an enticing draw for residents providing enhanced mobility and are reasonably expected to facilitate some degree of mode shift from walking and taxi to biking for those traveling to/from other destinations in the Loop, along the lakefront, or north of the Chicago River. Pedestrian/Bike Connections The following connections, beyond the network of pedestrian sidewalk and crosswalks throughout the surrounding area, to local pedestrian and bicycle facilities are currently provided within the vicinity:

 Riverwalk - Access to the Chicago Riverwalk is most proximate via stairs at Upper Wacker Drive and Michigan Avenue.  Lakefront Trail - Access is provided via the Riverwalk and through Lakeshore East Park, Harbor Service Drive, and the harbor parking lot beneath Lake Shore Drive.

Existing Traffic Volumes Traffic volumes quantifying current levels of auto, pedestrian, and bicycle activity within the study area were collected by Kimley-Horn in August of 2018. Weekday peak period intersection traffic counts were performed at the following intersections:

Upper Level  Michigan Avenue/Wacker Drive  Michigan Avenue/Wacker Place  Michigan Avenue/Lake Street  Wabash Avenue/Wacker Drive  Wabash Avenue/Wacker Place  Wabash Avenue/Lake Street  Lake Street/Garland Court Lower Level  Lower Wacker Place/Garland Court  Michigan Avenue/Lower Wacker Place  Michigan Avenue/Lower Wacker Drive The traffic counts were performed during the weekday morning (7:00-9:00 AM) and evening (4:00- 6:00 PM) peak periods, coinciding with the peak hours of traffic activity on the adjacent roadways. The resulting traffic counts indicate that the heaviest traveled hours occur from 8:00 to 9:00 AM in the morning and from 4:45 to 5:45 PM in the evening. Existing peak hour vehicle traffic volumes are presented in Exhibits 3A and 3B, for Lower and Upper Level study intersections, respectively.

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235 (170)

- (-) (-) - 1140(1025) (335) 480 360 (355) 60 (95) (260) 280 65 (75) (345) 335 690 (560) (60) 75

80 (50) - (-)

5 (5) (90)90

985 (770)

65 (75) (75) 65

295 (220) (220) 295

170 (185) (185) 170

(65)65

(150)95 (185) 120 (185) (5) -

(135) 115 (5) 5 (520) 555

65 (35)

195 (160) 195(160) 20 (20) (20) 20 990 (900) (900) 990 70 (100) (100) 70 70 (115)

55 (40) (40) 55 155 (250) 325 (235) (235) 325 55 (75) 30 (35) (30) 40 (155) 215

(5) 5 (70) 95

(190) 270 (-)10

(50)75

(110)70 (75) 115

(775) 950 (775)

(25)25

(145) 120 (145)

5 (15) (15) 5

185 (95) (95) 185

855 (840) (840) 855

80 (55) (55) 80 25 (20) (20) 25

25 (25) (25) 25

130 (70) (70) 130

365 (315) (315) 365 /

70 (100) 60 (50) 30 (15) 105 (125) (25) 50 (70) 75 (65) 70 (360) 380 (315) 300 (130) 205

(115) 115 (185) 130

(85)70

(85)55 (855) 1030 (855)

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250 (260)

(155) 110 65 (60) (60) 65

(520) 315 985 (715) 15 (10) (285) 270

(845) 510 (-) 10

(70) 30 (70) (80)30 125 (145)

- (-) (-) -

- (-) (-) - 85 (65) (65) 85 5 (5) (5) 5 45 (95) 5 (5)

(-) - (185) 130

(315) 250

(160) 190

(45) 50

(10) 10

(-) - (-) (-) - (-)

(10)10

(15)10

(40)80

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Key Observations Kimley-Horn completed field visits to observe weekday peak period traffic conditions at the site and in the surrounding area. The following are key observations from those visits:

Upper Level • Curbside loading zones along Wacker Place had mixed levels of activity. - During the weekday evening peak period, the valet zones for the Hilton Garden Inn and Hampton Inn were typically occupied by three vehicles. In each observed case, the vehicles were not occupied. Two of the three vehicles remained curbside for more than 45 minutes. - Little activity was observed during the evening peak period at the Comfort Suites valet zone with up to one vehicle using the curbside space. - Occasional, but very limited, use of the No Parking zone between the two hotel valet zones was observed, typically for brief taxi drop-offs. - During the weekday morning, one vehicle was observed waiting in the valet zone for the Hampton Inn. Otherwise, the north side of Wacker Place was only used for a few observed taxi drop-offs/pick-ups. • Traffic conditions at the surrounding intersections reflected busy peak period traffic, but not significant congestion, residual queues extending from downstream intersections, or vehicles requiring multiple traffic signal cycles to clear the intersections. • High pedestrian volumes, not surprisingly, were observed along Michigan Avenue. Many pedestrians were observed crossing late in the “Flashing Don’t Walk” phase of traffic signals, which particularly impacts traffic conditions for vehicles attempting left and right-turning movements. However, the delay for those turning motorists did not appear to yield lasting congestion issues.

Lower Level • Several westbound vehicles along South Water Street approaching Michigan Avenue were observed to begin proceeding west through the intersection into the one-way eastbound segment of Wacker Place. Vehicles then either completed U-turns on Wacker Place or backed up within the intersection to travel north. • Do Not Enter and turn prohibition signs at the lower level are either missing, damaged, or unclear to motorists.

The westbound travel lane on South Water Street approaching Michigan Avenue aligns with the loading lane between the eastbound left-turn lane and the north curb of Wacker Place. To a motorist, this may be perceived as a westbound receiving lane for traffic which, in combination with the sign issues, may be contribute to the motorists incorrectly entering Wacker Place against its one-way westbound directional traffic flow.

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DEVELOPMENT CHARACTERISTICS

This section of the report outlines key characteristics for the proposed development, highlights mode share data exhibited in the site vicinity, and estimates the site’s trip generation and traffic patterns on the surrounding streets during weekday peak hours.

Development Plan and Site Access Land Uses A summary of the proposed mixed-use development plan for 300 N Michigan Avenue is provided below. A ground floor site plan is provided for reference in the Technical Appendix.

 Apartments 290 dwelling units  Hotel 280 rooms  Retail 25,900 square feet

It is noted that the hotel use is categorized as a micro hotel with room sizes that are smaller than traditional hotel rooms. While the quality of rooms features and materials are high, micro hotels cater to travelers who focus more on exploring their destination than spending significant amounts of time in their hotel rooms and using a range of amenities. Micro hotel guests are also generally visiting from beyond the local or regional area where a guest may drive; thus, micro hotel guests are typically more likely to arrive from out of town via air or rail transportation and access the hotel using public transportation, taxi, or Transportation Network Companies (TNCs) such as Uber, Lyft, and Via. Site Access and Circulation The development plan includes a combined 29 parking spaces on two levels for residents and limited hotel guests who may have a car, on-site in the lower two floors of the proposed building. Public parking is not included in the development plan. Vehicles will access the parking garage via Lower Wacker Place and MacChesney Court. It is expected that apartment residents would use the both garage entrances, while hotel valet, to the extent needed. would use the MacChesney Court garage entrance.

A curbside loading zone for drop-off/pick-up activity is proposed along the north side of Upper Wacker Place. This zone would serve drop-off/pick-up activity for personal vehicles; taxis; TNCs; valet service for the hotel; and other short-term curbside needs. The proposed site plan currently contemplates a standing zone along the north curb of Upper Wacker Place for guests to comfortably get in and out of vehicles without blocking westbound traffic flow along Wacker Place.

Exhibits 4A and 4B illustrate the access routes between the site access driveways and the surrounding roadway network for Upper and Lower levels, respectively.

Loading/Delivery Loading and delivery activities will be serviced in a two-bay loading dock proposed via Lower Wacker Place. Truck turning maneuvers entering and exiting the loading dock are illustrated in the Technical Appendix.

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EXHIBIT 4A CIRCULATION ROUTES UPPER LEVEL

EXHIBIT 4B CIRCULATION ROUTES LOWER LEVEL

Trip Generation Typically, traffic impact studies include trip generation estimates based on rates published in the Institute of Transportation Engineers (ITE) manual titled Trip Generation, Tenth Edition. It is worth noting, however, that these rates generally represent, and are derived from, data collected in largely auto-oriented areas that exhibit few, if any, non-auto modes of transportation (such as transit, walking, and biking). Due to the dense urban context, availability of multiple convenient public transportation and shared mobility options, and nature of the land uses in the site area, more non-auto activity occurs within the site vicinity than in typical auto-oriented suburban locations.

Therefore, for the residential component, mode share adjustments based on census data are applied to the conventional Trip Generation data to incorporate these non-auto factors. For the proposed hotel and retail uses, this study references local data from the River East Area Traffic and Parking Operation Review, prepared by Barton-Aschman Associates, Inc., for the City of Chicago in 1997, which directly reflects the use of non-auto trips. The trip generation equations/rates for each proposed land use is shown in Table 1.

As previously noted, micro hotels cater to a different set of travelers than guests of a typical hotel. Since micro hotel guests are generally expected to visit from locales beyond the local/regional market, they are anticipated to be less likely than guests of a traditional hotel to arrive via personal car. Since trip generation data specific to a micro hotel is not available, trip generation rates for a traditional hotel in the River East area were referenced.

Table 1. ITE/River East Trip Generation Data by Land Use Weekday ITE Land Use AM Peak PM Peak Ln(T) = 0.95 Ln(X) – 0.51 Ln(T) = 0.89 Ln(X) – 0.02 Apartment (ITE LUC 220)1 23% in/77% out 63% in/37% out Inbound: 0.152 Inbound: 0.136 Hotel2 Outbound: 0.110 Outbound: 0.142 Inbound: 0.046 Inbound: 0.394 Specialty Retail2 Outbound: 0.027 Outbound: 0.394 T - Site-generated trips X - Dwelling units 1Based upon ITE Trip Generation. 2Based upon River East Area Traffic and Parking Operation Review.

The mode split characteristics for the census tract that includes the proposed study area are presented in Table 2.

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Table 2. Mode Split Characteristics1

Mode of Transportation Population Percent

Automobile Car 1,718 23% Taxicab 230 3% Other Means 2 0% Subtotal 1,950 26%

Other Methods Public Transportation (excluding taxi) 1,247 17% Bicycle 99 1% Walk 3,431 45% Worked at Home 822 11% Subtotal 5,599 74%

Total 7,549 100% 1Includes 2012-2016 data referenced from American Community Survey 5-Year Estimates for census tract 3201, which is bound by the Chicago River to the north, Monroe and Madison Street to the south, Dearborn Street to the west, and Lakeshore Drive to the east.

Based upon the census data, it is apparent that walking (45 percent) is by far the primary mode of transportation for those traveling to work from within the community (almost twice the mode share of people who commute by car). Due to the approximately 26 percent mode share attributed to auto modes of transportation, a reduction of 74 percent was applied to ITE data for the apartment use.

In the River East study, data indicates that taxis and drop-offs were identified to represent 36 percent of retail auto trips. Based on the data shown in Table 2, taxis represent 12 percent of residential auto- trips. These percentages were incorporated into the site trip generation projections in order to estimate how many auto trips are attributable to taxis or drop-offs so that these trips could be counted separately as both entering and exiting the network. Per these assumptions and the calculations previously detailed, site-generated traffic projections are presented in Table 3.

300 N Michigan – Mixed Use Development Page 16 September 2018 (Revised January 2019)

Table 3. Site-Generated Traffic Projections AM Peak PM Peak Land Use Unit In Out Total In Out Total

Unadjusted Trips Apartments 290 units 30 100 130 95 55 150 Hotel 280 rooms 45 30 75 40 40 80 Specialty Retail 25,900 sq. ft. ------10 10 20

Subtotal UNADJUSTED 75 130 205 145 105 250

Non-Auto Mode Share Apartments -74%1 -20 -75 -95 -70 -40 -110 Hotel N/A ------Specialty Retail N/A ------Subtotal NON-AUTO 55 55 110 75 65 140

Personal Auto Trips Apartments 88%2 10 20 30 20 15 35 Hotel 18%3 10 5 15 5 5 10 Specialty Retail 66%3 ------5 5 10

Subtotal NEW PERSONAL AUTO TRIPS 20 25 45 30 25 55

Taxi Trips4 Apartments 12%2 5 5 10 5 5 10 Hotel 82%3 60 60 120 70 70 140 Specialty Retail 34%3 ------10 10 20

Subtotal NEW TAXI / TNP TRIPS 65 65 130 85 85 170

Total New Auto Trips 85 90 175 115 110 225 1 - Based on mode share provided in census data 2 - Based on taxi mode share per collective auto mode share data as summarized in Table 2 3 - Based on mode share data published in River East Area Traffic and Parking Operation Review 4 - Taxi/TNP trips are doubled to reflect both the arrival and departure trips associated with a passenger pick-up and drop-off conservatively assuming that all such trips are not combined (i.e., taxis that drop off a fare do not also pick up a fare at the same time) N/A - Not applicable. Already factored into trip generation rate.

300 N Michigan – Mixed Use Development Page 17 September 2018 (Revised January 2019)

Directional Distribution The estimated distribution of site-generated traffic for the subject site on the surrounding roadway network as it approaches and departs the site is a function of several variables, such as site access locations, characteristics of the street system, the ease with which motorists can travel over various sections of the system, and prevailing traffic volumes/patterns. As such, the directional distribution shown in Table 4 identifies the anticipated direction from which vehicles will travel to and from the site.

Table 4. Estimated Trip Distribution Portion of Site Traffic To/From Personal Auto Taxi / Drop-Off West on Lower Wacker Drive 40% -- North on Upper Michigan Avenue 30% 30% South on Upper Michigan Avenue 30% 20% West on Upper Wacker Drive -- 40% East on Upper Wacker Drive -- 10% Total 100% 100%

Site Traffic Assignment

The site traffic assignment, representing traffic volumes associated with the proposed development at the study intersections and the access driveways, is a function of the estimated trip generation (Table 3) and the directional distribution (Table 4). To build on the directional distribution percentages presented in Table 4, the following details about likely routing preferences were considered:

 For personal auto residential trips, motorists are assumed to use the garage entrance on Lower Wacker Place. Due to anticipated familiarity with the local roadway network and one- way nature of Lower Wacker Place, outbound vehicles were routed to Lower Michigan to exit the study network.  Hotel valet trips are assumed to use the garage entrance on MacChesney Court, following passenger drop-off along the curbside loading zone on Upper Wacker Place. A valet attendant would then travel counterclockwise along Wabash Avenue and Lake Street to reach the parking garage on MacChesney Court. For valet pick-up, a valet attendant would exit the parking garage on MacChesney Court and travel counterclockwise via Garland Court, Lake Street and Michigan Avenue to ultimately return to the curbside loading zone along the north side of Upper Wacker Place.  For taxi and TNC trips, vehicles are assumed to only use the proposed curbside loading zone on Upper Wacker Place. The peak hour site traffic assignment for the auto trips and taxi/TNC trips are presented in Exhibits 5 and 6, respectively.

It should be noted that individuals traveling via taxi and TNP are assumed to generate two separate trips for each arrival and departure. For example, arriving taxis generate one trip as the taxi pulls up

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to drop off and one trip as the taxi departs the site to pick up another fare. Taxi trips were assumed to originate outside of the study area, drop-off or pick-up their passenger at the curbside zone, and then continue to their destination. This is a conservative approach to the analysis as many times a taxi picks up a new fare while dropping one off, resulting in fewer trips. Also contributing to the conservative approach is that many taxis are already accounted for in the traffic counts as they circulate on Michigan Avenue, Wacker Place, Wacker Drive, and Wabash Avenue in search of a fare and do not create new trips at the nearby intersections.

Background Traffic Volumes Future no-build traffic projections were developed with consideration for two factors: background traffic growth over time unrelated to specific development projects and the addition of traffic associated with other known developments in the area.

In order to estimate the growth in the ambient levels of traffic in the study area, an annual growth rate was applied to existing traffic volumes. For the purpose of this study, a 0.5 percent annual growth rate was applied for a period of five years (to Year 2023) to account for increased background traffic volumes unrelated to specific developments or changes in traffic patterns.

With respect to other known development projects in the area, a list of these developments and the referenced traffic study for each is outlined below. Exhibits 7A and 7B illustrate traffic volumes expected for the other developments on the Lower and Upper Levels, respectively.

 210 North Stetson Avenue, based on a 2018 study by Kimley-Horn  168 North Michigan Avenue, based on a 2016 study by Kimley-Horn  Lakeshore East Parcel C (Wanda Vista), based on a 2015 study by Kimley-Horn The site trip assignments for each development listed above are excerpted in the study appendix.

Total Traffic Assignment The total traffic assignment represents future anticipated traffic volumes at the study intersections upon construction and full occupancy of the proposed development. The total traffic assignment consists of the existing traffic, background traffic, plus the site traffic assignment projected for 300 N Michigan. The total traffic volumes for the study area are illustrated in Exhibits 8A and 8B for Lower and Upper-Level study intersections, respectively.

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(10) 10 (5) - (5) 5

(5) - (5) (5) 5 (5)

(5) 5 5 (5) (5) 5 (10) 10

5 (10) 10 (10) 10 (10) 5 (10)

(10)5

5 (10) (10) 5

10 (10) (10) 10

5 (5) (5) 5 / 5 (10) (10) 10

(10) 5 (5) - (5)

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(5)10 (10)10

5 (10)

5 (10) (10) 5 (10)10

(10) 5 (15) 20

(10)5

(10)10

20 (15) (15) 20 /

(20) 10

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(25) 20 5 (10) (25) 20 (10) 5 (35) 30

(35)25 (35)30

(35) 30

55 (70) (70) 55

55 (70) (85) 65 10 (15) 65 (85)

(15)10

10 (15) (15) 10 /

(15)10

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(50) 35 45 (15) (30) 15

45 (15)

(30) 15

35 (50) (50) 35

35 (50) (50) 35 /

(20) 20 (5) 5 (10) 10

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10 (5) (10) 5

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240 (175)

- (-) (-) - 1235 (1140) (345) 490 415 (375) 65 (105) (295) 305 65 (75) (395) 365 750 (590) (100) 110

85 (50) - (-)

5 (5) (90)90

(790)1010

65 (75) (75) 65

300 (225) (225) 300

175 (190) (190) 175

(105)90

(155)95 (230) 160 (230) (5) -

(140) 120 (5) 5

(605) 620

200 (165) (165) 200 20 (20) (20) 20 1055 (975) (975) 1055 (185) 135 65 (35)

75 (115)

55 (40) (40) 55 335 (240) (240) 335 220 (235) 30 (35) 75 (105) 75 (95) 220 (345)

(5) 5 (30) 40 (195) 280 (160) 225

(70) 95

(75) 120 (-)10

(50)75

(25)25 (140)85

(795)975

(150) 120 (150)

5 (15) (15) 5

190 (95) (95) 190

910 (910) (910) 910 (60) 85

30 (30) (30) 30

25 (25) (25) 25

145 (80) (80) 145

385 (340) (340) 385 /

70 (105) 60 (50) 35 (25) 105 (130) (35) 60 (70) 75 (75) 75 (385) 405 (345) 325 (140) 215

(120) 120 (200) 145

(85)70

(95)55 (895)1065

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255 (265)

(160) 115 65 (65) (65) 65

(535) 325 1020 (740) 15 (10) (290) 275

(875) 530 (-) 10

(70) 30 (70) (85)40 140 (160)

5 (10)

- (-) (-) -

5 (10) (10) 5

- (-) (-) - 85 (70) (70) 85 5 (5) (5) 5 45 (95)

(10)10 5 (5)

(-) - (205) 155

(335) 265

(165) 195

(45) 50

(10) 10

(10)10

(15)10

(-) - (-)

(10)10 (50)85

20 (15) (15) 20 /

(20) 10 (365) 340

xx ( – )

(xx) ( – ) ! ! "#$%&# !!! "#$%&# EXHIBIT 8B FUTURE TRAFFIC PROJECTIONS LOWER LEVEL

ANALYSES

This section of the report provides an overview of the capacity analysis conducted for key intersections in the site vicinity under existing and future traffic conditions, evaluates the proposed site access/circulation patterns, reviews transportation elements of the proposed plan, and identifies recommended improvements.

Capacity Analysis Capacity analyses were conducted to assess the existing and projected future operating conditions of the study intersections during the weekday peak hours. The capacity of an intersection quantifies its ability to accommodate traffic volumes and is expressed in terms of level of service (LOS) according to the average delay per vehicle passing through the intersection. Levels of service range from A to F with LOS A as the highest (best traffic flow and least delay), LOS E as saturated or at- capacity conditions, and LOS F as the lowest (oversaturated conditions). Due to the traffic characteristics and physical constraints of urban neighborhoods in Chicago, it is not uncommon for select intersections or approaches to operate at LOS E or LOS F during peak periods.

The LOS grades shown below, which are provided in the Transportation Research Board’s Highway Capacity Manual (HCM), quantify and categorize the driver’s discomfort, frustration, fuel consumption, and travel times experienced as a result of intersection control and the resulting traffic queuing. A detailed description of each LOS rating can be found in Table 5.

Table 5. Level of Service Grading Descriptions1 Level of Service Description Minimal control delay; traffic operates at primarily free-flow conditions; unimpeded movement within traffic A stream. Minor control delay at signalized intersections; traffic operates at a fairly unimpeded level with slightly B restricted movement within traffic stream. Moderate control delay; movement within traffic stream more restricted than at LOS B; formation of queues C contributes to lower average travel speeds. Considerable control delay that may be substantially increased by small increases in flow; average travel D speeds continue to decrease. E High control delay; average travel speed no more than 33 percent of free flow speed. F Extremely high control delay; extensive queuing and high volumes create exceedingly restricted traffic flow. 1Highway Capacity Manual 2010

The range of control delay for each rating (as detailed in the HCM) is shown in Table 6. Because signalized intersections are expected to carry a larger volume of vehicles and stopping is required during red time, note that higher delays are tolerated for the corresponding LOS ratings.

300 N Michigan – Mixed Use Development Page 26 September 2018 (Revised January 2019)

Table 6. Level of Service Grading Criteria1 Average Control Delay (s/veh) at: Level of Service Unsignalized Intersections Signalized Intersections A 0 – 10 0 – 10 B > 10 – 15 > 10 – 20 C > 15 – 25 > 20 – 35 D > 25 – 35 > 35 – 55 E > 35 – 50 > 55 – 80 F2 > 50 > 80 1Highway Capacity Manual 2010 2All movements with a Volume to Capacity (v/C) ratio greater than 1 receive a rating of LOS F.

Per CDOT requirements, Synchro software was utilized to evaluate capacity of the study intersections (reported overall and by approach) for the weekday morning and evening peak hours. Table 7 summarizes the capacity analysis results for existing and future peak hour traffic conditions. Additional capacity analysis details are included in the attached Technical Appendix. Note that for the purpose of this study, it was assumed that all site access driveways would operate under minor-leg stop control.

300 N Michigan – Mixed Use Development Page 27 September 2018 (Revised January 2019)

Table 7. Intersection Capacity Analysis Existing Conditions Future Conditions AM Peak PM Peak AM Peak PM Peak Intersection Delay Delay Delay Delay LOS LOS LOS LOS (s/veh) (s/veh) (s/veh) (s/veh)

Upper Level: Michigan / Wacker Drive  Eastbound >120 F >120 F >120 F >120 F Westbound 41 D 39 D 44 D 40 D Northbound 8 A 7 A 8 A 7 A Southbound 24 C 21 C 26 C 23 C Intersection 45 D 42 D 51 D 51 D

Upper Level: Michigan / Wacker Place / S Water  Eastbound 31 C 28 C 31 C 29 C Westbound 34 C 35 D 34 C 35 D Northbound 10 B 15 B 11 B 19 B Southbound 38 D 29 C 38 D 28 C Intersection 26 C 24 C 27 C 25 C

Upper Level: Michigan / Lake  Eastbound 29 C 29 C 30 C 30 C Northbound 23 C 21 C 23 C 22 C Southbound 24 C 16 B 23 C 16 B Intersection 24 C 20 C 24 C 21 C

Upper Level: Wabash / Wacker Drive  Eastbound 27 C 31 C 27 C 30 C Westbound 28 C 29 C 27 C 27 C Northbound (Left) 13 B 15 B 19 B 24 C Southbound 21 C 15 B 22 C 17 B Intersection 24 C 24 C 25 C 25 C

Upper Level: Wabash / Wacker Place  Eastbound 29 C 24 C 31 C 24 C Westbound 12 B 11 B 12 B 12 B Northbound 25 C 24 C 25 C 24 C Southbound 16 B 17 B 16 B 16 B Intersection 21 C 18 B 21 C 18 B  - Signalized Intersection  - All-Way Stop-Controlled Intersection  - Minor-Leg Stop-Controlled Intersection

300 N Michigan – Mixed Use Development Page 28 September 2018 (Revised January 2019)

Table 7. Intersection Capacity Analysis (Continued) Existing Conditions Future Conditions Table 7. Intersection Capacity AM Peak PM Peak AM Peak PM Peak AnalysisIntersection Delay Delay Delay Delay LOS LOS LOS LOS (s/veh) (s/veh) (s/veh) (s/veh)

Lower Level: Wabash / Lake  Westbound 16 B 16 B 17 B 16 B Northbound 12 B 11 B 12 B 11 B Southbound 11 B 13 B 13 B 15 B Intersection 13 B 14 B 14 B 15 B

Lower Level: Garland / Lake  Eastbound (Left) 17 C 20 C 18 C 20 C Southbound >120 F >120 F >120 F >120 F

Lower Level: Garland / MacChesney  Eastbound (Left) 8 A 7 A 8 A 7 A Northbound 11 B 10 B 11 B 11 B Southbound 11 B 11 B 12 B 13 B

Lower Level: Wacker Place / Garage Entrance  Southbound N/A N/A N/A N/A 10 A 10 B

Lower Level: McChesney / Garage Entrance  Westbound N/A N/A N/A N/A 9 A 9 A

Lower Level: Michigan / Wacker Drive  Eastbound 59 E 48 D 65 E 53 D Westbound 24 C 31 C 25 C 32 C Northbound 40 D 34 C 44 D 36 D Southbound 46 D 35 D 58 E 44 D Intersection 39 D 38 D 44 D 43 D

Lower Level: Michigan / Wacker Place  Eastbound 14 B 13 B 14 B 14 B Westbound 26 C 27 C 26 C 27 C Northbound 10 B 11 B 10 B 11 B Southbound 15 B 15 B 15 B 15 B Intersection 15 B 16 B 15 B 16 B  - Signalized Intersection  - All-Way Stop-Controlled Intersection  - Minor-Leg Stop-Controlled Intersection

300 N Michigan – Mixed Use Development Page 29 September 2018 (Revised January 2019)

Existing Conditions Based upon review of the existing conditions capacity analysis results, most of the study intersections and key approaches operate within acceptable levels of service. The three intersections with approaches that exhibit levels of service below LOS E are the eastbound approach of Upper-Level Michigan/Wacker in the morning and evening (LOS F), the southbound approach of Garland/Lake in the morning and evening (LOS F), and the eastbound approach of Lower-Level Michigan/Wacker in the morning (LOS E).

For Upper-Level Michigan/Upper Wacker, these instances are largely attributed to inadequate green time allocated to the heavily utilized eastbound left-turn movement. Currently, the westbound pedestrian Flashing-Don’t-Walk interval (crossing the north leg of the intersection) is 22 seconds. Given the crossing distance of approximately 70 feet, this interval could be reduced to 20 seconds and allow for 2 seconds of green time to be reallocated to the eastbound left-turn movement from the westbound through movement. This adjustment would help to reduce delay at the eastbound approach.

The southbound approach at Garland/Lake experiences high amounts of delay due to heavy pedestrian volumes walking along Lake Street across Garland Court. Traffic volume at this approach is relatively low, but turns from Garland Court to Lake Street are often limited to courtesy gaps provided by pedestrians.

Future Conditions Review of future condition capacity analysis (including traffic associated with the proposed development as well as growth in non-site related traffic within the study area), relative to current conditions, indicates little change to intersection and approach delay and levels of service for the majority of the study intersections and approaches.

Curbside Operations For developed properties in an urban area such as 300 N Michigan, understanding and accommodating potential curbside demands for taxis, TNCs, valet, and other short-term pick-up/drop- off activity is a key element of the site’s access and circulation. To accommodate the curbside passenger loading needs, a standing zone is proposed along the site’s frontage on Upper Wacker Place. Currently, the site frontage is designated as No Parking with a valet loading zone associated with the Comfort Suites located around the corner on Michigan Avenue. Observations during the weekday peak hours indicated minimal use of the Comfort Suites valet zone and more often than not, no valet attendant was present. This is not to say valet activity is non-existent for the Comfort Suites, but the level of curbside activity at this location is very low.

As previously described, hotel guests parking a vehicle would utilize valet service along Upper Wacker Place in front of the hotel lobby and an attendant would deliver the car to off-site parking (since a specific parking location has not been specifically designated at this time, the traffic analysis assumes parking occurs on site with vehicles traveling counterclockwise around the block to the

300 N Michigan – Mixed Use Development Page 30 September 2018 (Revised January 2019)

parking access on MacChesney Court). Pick-up and drop-off activity for taxis, TNCs, and other short- term personal curbside needs would also occur along Upper Wacker Place.

An estimate of peak activity related to each component of the site development plan was projected based upon a M/M/S queuing model that factors random arrivals and service times for both valet and taxi/TNC activity in a defined number of curbside spaces.

Trip generation projections, detailed previously in Table 2, were utilized to estimate the number of valet and taxi/TNC trips. The average service time for vehicles being dropped off or picked up at the valet was assumed as two minutes per vehicle. This includes the time for a vehicle to enter the guest loading area, to be greeted by a valet attendant, to load/unload the vehicle, and finally for the vehicle to be driven out of the guest loading area.

Similarly, the average service time for a taxi drop-off was assumed as one minute, which includes time for the taxi to enter the guest loading area, for the guest to pay the taxi fare, to unload the vehicle, and finally for the taxi to leave the guest loading area. This is considered a conservative estimate as use of TNCs has grown with payment of a fare handled through an online transaction and not in the vehicle; thus, the service time when being dropped off is less than that of a taxi. The average service time for taxi/TNC pick-ups was assumed as 30 seconds, as less time is needed since a fare does not need to be paid. In order to further complete a conservative review of curbside demand, it was assumed that projected taxi trips would either drop off or pick up a passenger; in reality, some taxis that drop off a passenger will also pick up a new passenger, resulting in the consolidation of taxi trips to/from the site. Table 8 outlines the 85th percentile projected peak curbside activity along the Upper Wacker Place curbside loading zone adjacent to the subject site.

Based on the results of the queuing model, the proposed loading zone on Upper Wacker Place is recommended to provide space for three (3) vehicles, or 75 feet to accommodate the projected 85th percentile queues for valet and taxi/TNC drop-offs and pick-ups. To accommodate the projected curbside demands for the proposed mixed-use development, a minimum 75-foot Standing Zone designation should be established along the north curb of Wacker Place across the site frontage. The proposed site plan has been revised from a previous version to reflect this recommendation.

300 N Michigan – Mixed Use Development Page 31 September 2018 (Revised January 2019)

Table 8. 85th Percentile Projected Peak Curbside Activity Wacker Place Loading Zone (Hotel Description Valet/Taxi/TNC & Apartment Taxi/TNC)

Valet1 Number of Guests Arriving Curbside during the Peak Hour 10

Average Time per Service (minutes)2 2.00

Taxi/TNC Drop-Off3 Number of Vehicles Arriving Curbside during the Peak Hour 45

Average Time per Service (minutes) 2 1.00

Taxi/TNC Pick-Up4 Number of Vehicles Arriving Curbside during the Peak Hour 40

Average Time per Service (minutes) 2 0.50

Total Number of Vehicles Arriving Curbside during the Peak Hour 95

Weighted Average Time per Service (minutes) 0.89

Number of Curbside Service Positions 3

85th Percentile Probability Queue (vehicles)5 2.53 1 – Based on mode split rates for parking/personal auto referenced in the River East Area Traffic and Parking Operation Review, 1997 2 – Estimated by Kimley-Horn 3 – Based on mode split rates for taxi referenced in the River East Area Traffic and Parking Operation Review, 1997 (inbound trips) 4 – Based on mode split rates for taxi referenced in the River East Area Traffic and Parking Operation Review, 1997 (outbound trips) 5 – Based on M/M/S queuing model

Site Plan Review The proposed site plan is generally straightforward with building access for residents, hotel guests, retail patrons, and employees primarily provided at the upper level on Michigan Avenue and Wacker Place. The site plan for this development has considered alternative treatments, such as full- and half-depth curb setbacks, for curbside pick-up/drop-off accommodations serving the residential and hotel lobbies. Based on initial feedback from CDOT, the plan has been modified from a previous version to maintain the existing curb line on the north side of Wacker Place. This curb alignment maintains/maximizes the sidewalk width for pedestrians and, with adjacent curb lane designations, eliminates the common abuse of curb setbacks as angled or double parking when it is flanked by the Comfort Suites valet zone to the east and the Hampton Inn valet zone to the west.

300 N Michigan – Mixed Use Development Page 32 September 2018 (Revised January 2019)

Loading Dock Access Delivery and service vehicles will access the proposed loading dock at Lower-Level Wacker Place immediately east of MacChesney Court. The loading dock includes two berths; one 10-foot x 25-foot berth and one 10-foot x 50-foot berth. Trucks will approach the dock from the west on Wacker Place (or having just turned east from Garland Court), pass the dock, and reverse into their berth. When exiting, all trucks will pull out onto Wacker Place and proceed east to Lower Michigan Avenue or Sub South Water Street. AutoTurn exhibits illustrating the truck turning maneuvers are provided in the Technical Appendix.

As presented in the AutoTurn exhibits, a large WB-50 multi-unit truck is illustrated reversing into the eastern (10 feet x 50 feet) dock space. The need for such a large truck is very low, but nevertheless is able to be served off street. A more practical vehicle type that is expected to use the dock is a SU- 30 single-unit truck or DL-23 delivery truck (similar to a typical FedEx or UPS-style truck). A second AutoTurn exhibit illustrates the use of both dock spaces by these design vehicles. In the AutoTurn exhibit, a larger SU-30 truck is positioned in the larger eastern dock space. As shown, there is ample room for the SU-30 truck to remain in that space while a DL-23 truck is able to access the adjacent western dock space, despite the presence of a structural column for the upper-level street system.

Intersection Configuration and Sign Review Intersection Configuration Observations of traffic conditions at the Lower-Level Michigan Avenue/Wacker Place intersection indicates that westbound traffic along Lower-Level South Water Street often attempts to continue west across Michigan Avenue to Wacker Place, which is designated as one-way eastbound. Vehicles were observed completing a U-turn on Wacker Place, backing up into the intersection, or completing some form of a multi-point turn to the north or south on Michigan Avenue.

Installation of a curb extension, or bump-out, is recommended on the northwest corner of the intersection that extends south from the existing north curb of Wacker Place to the eastbound left- turn lane. This curb extension, combined with posting “Do Not Enter” signs, would help to visually reinforce the one-eastbound directional flow to approaching drivers from the east on South Water Street as well and the north and south on Michigan Avenue.

Traffic Control Signs Many of the traffic control signs at the Lower-level intersections of Wacker Place at Garland Court- MacChesney Court and Michigan Avenue at damaged, obstructed, or completely missing. A comprehensive installation of new traffic control signs is recommended as outlined below:

Lower-Level Wacker Place / Garland – MacChesney Court • STOP signs - Northbound Garland Court - Southbound MacChesney Court - Eastbound Wacker Place • NO RIGHT TURN signs - Northbound MacChesney Court

300 N Michigan – Mixed Use Development Page 33 September 2018 (Revised January 2019)

• NO LEFT TURN signs - Southbound Garland Court • ONE-WAY signs - North side of Wacker Place facing northbound MacChesney Court - South side of Wacker Place facing southbound Garland Court

Lower-Level Michigan Avenue / Wacker Place – South Water Street • DO NOT ENTER signs - Northwest (combined with curb bump-out described previously) and Southwest corners of intersection facing east towards westbound South Water Street • NO RIGHT TURN signs - Southbound Michigan Avenue • NO LEFT TURN signs - Northbound Michigan Avenue • LANE ASSIGNMENT ( ) sign - Westbound South Water Street

Removal of existing lane assignment signs, remnants from when Wacker Place provided two-way traffic flow, should also be completed at the Lower-Level Michigan Avenue/ Wacker Place - South Water Street intersection to avoid conflicting messages.

300 N Michigan – Mixed Use Development Page 34 September 2018 (Revised January 2019)

SUMMARY + RECOMMENDATIONS

The proposed mixed-use development plan at 300 N Michigan Avenue includes 290 residential apartment units, a 280-room micro hotel, and approximately 25,900 square feet of retail space with 29 parking spaces located in two lower levels of the building accessible via MacChesney Court and Lower Wacker Place.

Table 9 outlines the recommended improvements and revisions to the proposed site plan.

Table 9. Summary of Study Recommendations

Recommendation Anticipated Benefit(s) and/or Considerations Reduce the north leg pedestrian interval at Upper Decreases delay for the eastbound left-turn movement Michigan/Upper Wacker by 2 seconds to provide additional green time to the eastbound left-turn movement

Provide a curbside standing zone of at least 75 feet Accommodates projected taxi/TNC passenger loading, along the north side of Upper Wacker Place to serve and other short-term pick-up/drop-off activity without the proposed development encroaching on adjacent vehicular travel lanes

Install a curb extension, or bump-out, at the Block westbound access into Wacker Place’s loading lane northwest corner of Lower Michigan Avenue/Wacker Visually reinforce the one-eastbound directional flow to Place that extends south from the existing curb to the approaching drivers from the east on South Water Street westbound travel lanes as well and the north and south on Michigan Avenue Install DO NOT ENTER signs on the west leg of the intersection, facing east.

Install new traffic control, lane assignment, turn Address missing and poor-condition signs restriction, and directional flow signs at the lower- Improve driver awareness, enhance safety, and clarify level intersections of: understanding of traffic regulations • Wacker Place at Garland-MacChesney Court • Michigan Avenue

Based on Kimley-Horn’s observations, review, and analysis of traffic conditions in the area, traffic projections associated with the proposed development are not expected to cause significant impact on area traffic operation and intersection capacity. The surrounding area exhibits a highly non-auto mode share and the significant use of walking and transit for daily commutes is a key factor in limiting the impact of the proposed development on nearby intersections. The additional site-generated traffic generally yields acceptable differences in intersection capacity when comparing existing and projected future conditions. All study intersections are expected to maintain acceptable levels of service upon site occupancy.

300 N Michigan – Mixed Use Development Page 35 September 2018 (Revised January 2019)

APPENDIX

Ground Floor Site Plan

Existing Capacity Reports

Future Capacity Reports

AutoTURN Schematics

300 N Michigan – Mixed Use Development Page 36 September 2018 (Revised January 2019)

GROUND FLOOR SITE PLAN

300 N Michigan – Mixed Use Development Page 37 September 2018 (Revised January 2019)

1 2 3 4 5 6 2' - 9" 26' - 4 1/2" 23' - 2" 17' - 1 1/2" 32' - 11 1/2" 25' - 9 1/2" 3' - 4" GENERAL NOTES: F

EXISTING BUILDING

RELOCATED BUS STOP

BUS STOP

EXISTING PARTY WALL ONE-WAY TRAFFIC ONE-WAY TRAFFIC

11 1/2" A

RETAIL SERVICE MECHANICAL ELEVATOR PIT ZONE + 1' - 6" OVERHEAD 29.5 CCD 37' - 1" - 37'

11' - 11" 5' - 0"

PLANTER BED

B LINE OF HOTEL /

RESIDENTIAL TOWER ABOVE 0" - 20' 6' - 6" 6' - TOWER STAIR B C 143 SF

RETAIL D 11261 SF STAIR C RETAIL/HOTEL SERVICE

232 SF 23' - 0 7/8" 98 SF

HOTEL RESIDENTIAL SWING STORAGE MAIL ROOM 80 SF SHARED 723 SF D TC CIRCULATION 15 SF 61' - 5" BUILDING 8' - 7 1/8" 332 SF RESI RESI RESI/FM AVE MICHIGAN NORTH OPEN TO BELOW 80 SF 80 SF 88 SF E ADJACENT EXISTING 4' - 7" 5' - 1" 6' - 4 1/8" 8' - 7 1/8" F

RESIDENTIAL HOTEL LOBBY JUMP 101 78 SF ISSUES REV 23' - 0 7/8" # DATE DESCRIPTION HOTEL C HOTEL JUMP JUMP LOBBY 30' - 5 1/2" + 0' - 0" 78 SF 777 SF 28.0 CCD

G 8' - 2" 6' - 4" 6' - H -1' -2 1/2" 26.8 CCD 7" 4' - -1' -4 1/2" TOWER STAIR A -0' -4" 26.6 CCD 170 SF 27.68 CCD

ENTRANCE CANOPY ABOVE 300 NORTH MICHIGAN AVENUE

STERLING BAY / MAGELLAN DEVELOPMENT

SEAL

EAST WACKER PLACE TWO-WAY TRAFFIC

b K L A R C H I T E C T U R E L L C 225 N Columbus Drive Suite 100 Chicago, IL 60601 T 1.312.881.5999 F 1.312.469.8130 www.bklarch.com

A LEVEL 01 1 1/8" = 1'-0" PROJECT NUMBER Project Number SHEET TITLE SITE PLAN - LEVEL 1

1/7/2019 10:28:48 AM 7 6 5 4 3 2 1 A-051 © 2017 bKL ARCHITECTURE LLC. ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL AND UNPUBLISHED WORK OF bKL ARCHITECTURE LLC AND THE SAME MAY NOT BE DUPLICATED, USED, OR DISCLOSED WITHOUT THE WRITTEN CONSENT OF bKL ARCHITECTURE LLC. GENERAL NOTES: F

1 2 3 4 5 6 ONE-WAY TRAFFIC

131' - 6 1/4" 2' - 9" 26' - 4 1/2" 23' - 2" 17' - 1 1/2" 32' - 11 1/2" 25' - 9 1/2" 3' - 4 1/4" ONE-WAY TRAFFIC

11 3/4" A

RAMP 18' - 0 7/8" COMPACT SLOPE UP 5 E ROLLING OVERHEAD DOOR 1 GARAGE 6 ENTRY/EXIT PLUMBING

LL212 1" - 37' 35' - 6 5/8" 2 7

COMED 3 8

30' - 0" - 30' LL208

B EMERGENCY 4 LINE OF HOTEL / RESIDENTIAL TOWER ABOVE

SWITCHGEAR 6" 6' - LL209 C

PARKING CIRCULATION 9 LL213 D STAIR C LL206 GENERATOR

TRASH 14 STALLS 10" - 31' LL215 RETAIL/HOTEL LL204 SERVICE LL205 23' - 0 7/8" 97 SF 115' - 6 3/4" 115' 10 18' - 0" HOTEL BOH SWING 12' - 5 1/4" LL216 80 SF D 11

RESI RESI RESI/FM AVE MICHIGAN NORTH WET 80 SF 80 SF 88 SF E

TRASH LOADING 17' - 2 3/8" LL203 LL202 CIRCULATION 12 LL207 NORTH MACCHESNEY COURT MACCHESNEY NORTH F BIKE ROOM / 38' - 11 1/2" STORAGE 13 50' - 0" 3' - 0" LL201

SWITCHGEAR ISSUES 10' - 0" 10' - 0" 10' - 0"

17' - 1 7/8" LL211 REV 23' - 0 7/8" # DATE DESCRIPTION C 24' - 8 1/2" 14 30' - 2 7/8" 25' - 0" 25' - 0"

STAIR A G STAIR D S-01 ROLLING S-04 OVERHEAD DOOR ROLLING STEEL GARAGE DOOR 4" 6' - H 1' - 4" 1' -

TEMPORARY LOADING

300 NORTH MICHIGAN AVENUE

STERLING BAY / MAGELLAN DEVELOPMENT

SEAL

LOWER WACKER PLACE TWO-WAY TRAFFIC ONE-WAY TRAFFIC

b K L A R C H I T E C T U R E L L C 225 N Columbus Drive Suite 100 Chicago, IL 60601 T 1.312.881.5999 F 1.312.469.8130 www.bklarch.com

SITE PLAN - LOWER LEVEL 2 PROJECT NUMBER Project Number 1 1/8" = 1'-0" SHEET TITLE SITE PLAN - LOWER LEVEL 2

1/7/2019 10:15:02 AM 7 6 5 4 3 2 1 A-050 © 2017 bKL ARCHITECTURE LLC. ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL AND UNPUBLISHED WORK OF bKL ARCHITECTURE LLC AND THE SAME MAY NOT BE DUPLICATED, USED, OR DISCLOSED WITHOUT THE WRITTEN CONSENT OF bKL ARCHITECTURE LLC. EXISTING CAPACITY REPORTS

Weekday Morning Peak Hour

Weekday Evening Peak Hour

300 N Michigan – Mixed Use Development Page 39 September 2018 (Revised January 2019) Lanes, Volumes, Timings Existing (2018) Traffic Volumes 100: Upper Michigan Ave & Upper Wacker Dr AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 280 335 75 60 360 235 0 985 90 0 1140 480 Future Volume (vph) 280 335 75 60 360 235 0 985 90 0 1140 480 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 8 13 12 12 12 12 12 12 12 12 10 12 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Ped Bike Factor 1.00 0.68 0.81 0.99 0.97 0.90 Frt 0.850 0.941 0.987 0.956 Flt Protected 0.950 0.950 Satd. Flow (prot) 1534 3850 1583 1770 3085 0 0 4702 0 0 3939 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1529 3850 1083 1430 3085 0 0 4702 0 0 3939 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 77 8 21 146 Link Speed (mph) 30 30 30 30 Link Distance (ft) 708 508 521 413 Travel Time (s) 16.1 11.5 11.8 9.4 Confl. Peds. (#/hr) 7 320 320 7 550 652 652 550 Confl. Bikes (#/hr) 1 5 1 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 Heavy Vehicles (%) 2% 2% 2% 2% 14% 2% 2% 5% 16% 2% 5% 6% Adj. Flow (vph) 289 345 77 62 371 242 0 1015 93 0 1175 495 Shared Lane Traffic (%) Lane Group Flow (vph) 289 345 77 62 613 0 0 1108 0 0 1670 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 15 17 13 7 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.20 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.09 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12112 2 2 Detector Template Left Thru Right Left Thru Thru Thru Leading Detector (ft) 20 100 20 20 100 100 100 Trailing Detector (ft) 00000 0 0 Detector 1 Position(ft) 00000 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA NA NA

Timing Plan: Default Synchro 9 Report KAS Page 1 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 100: Upper Michigan Ave & Upper Wacker Dr AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 7 4 3 8 2 6 Permitted Phases 4 Detector Phase 74438 2 6 Switch Phase Minimum Initial (s) 6.0 5.0 5.0 6.0 5.0 5.0 5.0 Minimum Split (s) 12.0 33.0 33.0 12.0 33.0 57.0 57.0 Total Split (s) 15.0 33.0 33.0 15.0 33.0 57.0 57.0 Total Split (%) 14.3% 31.4% 31.4% 14.3% 31.4% 54.3% 54.3% Maximum Green (s) 12.0 29.0 29.0 12.0 29.0 53.0 53.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 1.0 1.0 0.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 4.0 4.0 3.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max None Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 33.0 30.0 Flash Dont Walk (s) 22.0 22.0 22.0 20.0 3.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 12.0 33.8 33.8 9.0 29.0 53.0 53.0 Actuated g/C Ratio 0.11 0.32 0.32 0.09 0.28 0.50 0.50 v/c Ratio 1.65 0.28 0.19 0.41 0.72 0.46 0.81 Control Delay 348.7 28.4 8.0 52.9 39.3 7.7 23.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 348.7 28.4 8.0 52.9 39.3 7.7 23.6 LOS F C A D D A C Approach Delay 156.4 40.5 7.7 23.6 Approach LOS F D A C Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.65 Intersection Signal Delay: 44.8 Intersection LOS: D Intersection Capacity Utilization 93.8% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 100: Upper Michigan Ave & Upper Wacker Dr

Timing Plan: Default Synchro 9 Report KAS Page 2 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (vph) 40 215 95 30 70 65 10 70 950 75 20 195 Future Volume (vph) 40 215 95 30 70 65 10 70 950 75 20 195 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 12 12 16 12 12 10 11 12 12 9 Storage Length (ft) 0 25 00000 Storage Lanes 0 1 00101 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 0.91 0.91 1.00 Ped Bike Factor 0.96 0.64 0.83 0.93 0.96 0.87 Frt 0.850 0.947 0.989 Flt Protected 0.992 0.991 0.950 0.950 Satd. Flow (prot) 0 2035 1568 0 1611 0 0 1652 4436 0 0 1593 Flt Permitted 0.933 0.911 0.950 0.950 Satd. Flow (perm) 0 1846 1002 0 1424 0 0 1532 4436 0 0 1387 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 10 1 17 Link Speed (mph) 30 30 30 Link Distance (ft) 487 411 385 Travel Time (s) 11.1 9.3 8.8 Confl. Peds. (#/hr) 430 541 541 430 674 710 710 Confl. Bikes (#/hr) 10 1 2 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 Heavy Vehicles (%) 21% 2% 3% 28% 6% 3% 2% 2% 7% 9% 2% 2% Adj. Flow (vph) 41 222 98 31 72 67 10 72 979 77 21 201 Shared Lane Traffic (%) Lane Group Flow (vph) 0 263 98 0 170 0 0 82 1056 0 0 222 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right R NA Left Left Right R NA Left Median Width(ft) 0 0 15 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.09 1.04 1.00 1.00 1.14 Turning Speed (mph) 15 9 15 9 9 15 9 9 15 Number of Detectors 12112 112 11 Detector Template Left Thru Right Left Thru Left Left Thru Left Left Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 Trailing Detector (ft) 00000 000 00 Detector 1 Position(ft) 00000 000 00 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex

Timing Plan: Default Synchro 9 Report KAS Page 3 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St AM Peak Hour

Lane Group SBT SBR Lane Configurations Traffic Volume (vph) 990 70 Future Volume (vph) 990 70 Ideal Flow (vphpl) 1900 1900 Lane Width (ft) 11 12 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) Lane Util. Factor 0.91 0.91 Ped Bike Factor 0.98 Frt 0.990 Flt Protected Satd. Flow (prot) 4591 0 Flt Permitted Satd. Flow (perm) 4591 0 Right Turn on Red Yes Satd. Flow (RTOR) 15 Link Speed (mph) 30 Link Distance (ft) 521 Travel Time (s) 11.8 Confl. Peds. (#/hr) 674 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.97 0.97 Heavy Vehicles (%) 6% 2% Adj. Flow (vph) 1021 72 Shared Lane Traffic (%) Lane Group Flow (vph) 1093 0 Enter Blocked Intersection No No Lane Alignment Left Right Median Width(ft) 15 Link Offset(ft) 0 Crosswalk Width(ft) 16 Two way Left Turn Lane Headway Factor 1.04 1.00 Turning Speed (mph) 9 Number of Detectors 2 Detector Template Thru Leading Detector (ft) 100 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 6 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Detector 2 Position(ft) 94 Detector 2 Size(ft) 6 Detector 2 Type Cl+Ex

Timing Plan: Default Synchro 9 Report KAS Page 4 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA pm+ov Perm NA Prot Prot NA Prot Prot Protected Phases 4 9! 8 9! 9 2 13 13 Permitted Phases 4 4 8 Detector Phase 44988 992 1313 Switch Phase Minimum Initial (s) 5.0 5.0 6.0 5.0 5.0 6.0 6.0 5.0 6.0 6.0 Minimum Split (s) 34.0 34.0 12.0 34.0 34.0 12.0 12.0 56.0 12.0 12.0 Total Split (s) 34.0 34.0 15.0 34.0 34.0 15.0 15.0 56.0 15.0 15.0 Total Split (%) 32.4% 32.4% 14.3% 32.4% 32.4% 14.3% 14.3% 53.3% 14.3% 14.3% Maximum Green (s) 30.0 30.0 12.0 30.0 30.0 12.0 12.0 52.0 12.0 12.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 3.0 4.0 3.0 4.0 3.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max None Max Max None None C-Max None None Walk Time (s) 8.0 8.0 8.0 8.0 36.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 30.0 43.0 30.0 12.0 52.0 12.0 Actuated g/C Ratio 0.29 0.41 0.29 0.11 0.50 0.11 v/c Ratio 0.50 0.20 0.42 0.44 0.48 1.22 Control Delay 35.2 17.9 34.1 70.9 5.5 174.0 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 Total Delay 35.2 17.9 34.1 70.9 5.6 174.0 LOS D B C E A F Approach Delay 30.5 34.1 10.3 Approach LOS C C B Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.22 Intersection Signal Delay: 26.2 Intersection LOS: C Intersection Capacity Utilization 99.8% ICU Level of Service F Analysis Period (min) 15 ! Phase conflict between lane groups.

Splits and Phases: 200: Upper Michigan Ave & Upper Wacker Place/South Water St

Timing Plan: Default Synchro 9 Report KAS Page 5 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St AM Peak Hour

Lane Group SBT SBR Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type NA Protected Phases 6 Permitted Phases Detector Phase 6 Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 56.0 Total Split (s) 56.0 Total Split (%) 53.3% Maximum Green (s) 52.0 Yellow Time (s) 3.0 All-Red Time (s) 1.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode C-Max Walk Time (s) 36.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 52.0 Actuated g/C Ratio 0.50 v/c Ratio 0.48 Control Delay 10.2 Queue Delay 0.0 Total Delay 10.2 LOS B Approach Delay 37.8 Approach LOS D Intersection Summary

Timing Plan: Default Synchro 9 Report KAS Page 6 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 300: Upper Michigan Ave & Lake Street AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 70 205 130 0 0 0 55 1030 70 5 185 855 Future Volume (vph) 70 205 130 0 0 0 55 1030 70 5 185 855 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 13 12 12 12 10 11 12 12 11 11 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 1.00 0.91 Ped Bike Factor 0.86 0.57 0.83 0.98 0.92 0.94 Frt 0.850 0.991 0.987 Flt Protected 0.987 0.950 0.950 Satd. Flow (prot) 0 3263 1605 0 0 0 1652 4427 0 0 1711 4233 Flt Permitted 0.987 0.950 0.950 Satd. Flow (perm) 0 2817 912 0 0 0 1378 4427 0 0 1582 4233 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 21 13 20 Link Speed (mph) 30 30 30 30 Link Distance (ft) 199 403 164 385 Travel Time (s) 4.5 9.2 3.7 8.8 Confl. Peds. (#/hr) 1561 806 806 1561 1093 989 989 Confl. Bikes (#/hr) 42 4 2 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 16% 2% 4% 2% 2% 2% 2% 10% 2% 2% 2% 11% Adj. Flow (vph) 74 218 138 0 0 0 59 1096 74 5 197 910 Shared Lane Traffic (%) Lane Group Flow (vph) 0 292 138 0 0 0 59 1170 0 0 202 995 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 0 0 16 16 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.04 0.96 1.00 1.00 1.00 1.09 1.04 1.00 1.00 1.04 1.04 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA pm+ov Prot NA Prot Prot NA

Timing Plan: Default Synchro 9 Report KAS Page 7 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 300: Upper Michigan Ave & Lake Street AM Peak Hour

Lane Group SBR Lane Configurations Traffic Volume (vph) 80 Future Volume (vph) 80 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Lane Util. Factor 0.91 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 1093 Confl. Bikes (#/hr) 2 Peak Hour Factor 0.94 Heavy Vehicles (%) 2% Adj. Flow (vph) 85 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type

Timing Plan: Default Synchro 9 Report KAS Page 8 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 300: Upper Michigan Ave & Lake Street AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Protected Phases 4 5 5 2 1 1 6 Permitted Phases 4 4 Detector Phase 4 4 5 5 2 1 1 6 Switch Phase Minimum Initial (s) 25.0 25.0 6.0 6.0 49.0 6.0 6.0 49.0 Minimum Split (s) 33.0 33.0 9.0 9.0 54.0 9.0 9.0 54.0 Total Split (s) 33.0 33.0 18.0 18.0 54.0 18.0 18.0 54.0 Total Split (%) 31.4% 31.4% 17.1% 17.1% 51.4% 17.1% 17.1% 51.4% Maximum Green (s) 28.0 28.0 15.0 15.0 49.0 15.0 15.0 49.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 3.0 3.0 5.0 3.0 5.0 Lead/Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max None None C-Max None None C-Max Walk Time (s) 7.0 7.0 32.0 32.0 Flash Dont Walk (s) 21.0 21.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 28.0 39.2 9.2 49.5 14.5 54.8 Actuated g/C Ratio 0.27 0.37 0.09 0.47 0.14 0.52 v/c Ratio 0.39 0.33 0.41 0.56 0.86 0.45 Control Delay 33.4 20.6 53.0 21.1 85.4 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 33.4 20.6 53.0 21.1 85.4 11.2 LOS CC DC FB Approach Delay 29.3 22.6 23.7 Approach LOS C C C Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 24.1 Intersection LOS: C Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period (min) 15

Splits and Phases: 300: Upper Michigan Ave & Lake Street

Timing Plan: Default Synchro 9 Report KAS Page 9 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 300: Upper Michigan Ave & Lake Street AM Peak Hour

Lane Group SBR Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Timing Plan: Default Synchro 9 Report KAS Page 10 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr AM Peak Hour

Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 115 555 5 5 80 690 65 120 95 65 65 295 Future Volume (vph) 115 555 5 5 80 690 65 120 95 65 65 295 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 10 11 12 12 12 12 12 11 Lane Util. Factor 1.00 0.95 0.95 0.91 1.00 0.91 0.91 1.00 0.95 0.95 0.95 0.95 Ped Bike Factor 0.95 1.00 1.00 0.99 0.93 0.92 0.92 Frt 0.999 0.987 0.939 0.952 Flt Protected 0.950 0.950 0.950 0.994 Satd. Flow (prot) 1770 3535 0 0 1652 4423 0 1770 3044 0 0 3035 Flt Permitted 0.211 0.292 0.334 0.891 Satd. Flow (perm) 375 3535 0 0 506 4423 0 581 3044 0 0 2669 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 1 20 72 95 Link Speed (mph) 30 30 30 30 Link Distance (ft) 225 708 140 436 Travel Time (s) 5.1 16.1 3.2 9.9 Confl. Peds. (#/hr) 194 13 13 194 185 281 281 Confl. Bikes (#/hr) 1 1 3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 2% 2% 2% 11% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 128 617 6 6 89 767 72 133 106 72 72 328 Shared Lane Traffic (%) Lane Group Flow (vph) 128 623 0 0 95 839 0 133 178 0 0 589 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right R NA Left Left Right Left Left Right Left Left Median Width(ft) 15 15 3 3 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.09 1.04 1.00 1.00 1.00 1.00 1.00 1.04 Turning Speed (mph) 15 9 9 15 9 15 9 15 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Left Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA pm+pt NA Perm NA

Timing Plan: Default Synchro 9 Report KAS Page 11 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr AM Peak Hour

Lane Group SBR Lane Configurations Traffic Volume (vph) 170 Future Volume (vph) 170 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Lane Util. Factor 0.95 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 185 Confl. Bikes (#/hr) 10 Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 189 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type

Timing Plan: Default Synchro 9 Report KAS Page 12 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr AM Peak Hour

Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Protected Phases 7 4 3 8 5 2 6 Permitted Phases 4 8 8 2 6 Detector Phase 7 4 8 3 8 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 5.0 5.0 6.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.0 35.0 35.0 9.0 35.0 12.0 41.0 29.0 29.0 Total Split (s) 9.0 35.0 35.0 9.0 35.0 12.0 41.0 29.0 29.0 Total Split (%) 10.6% 41.2% 41.2% 10.6% 41.2% 14.1% 48.2% 34.1% 34.1% Maximum Green (s) 6.0 30.0 30.0 6.0 30.0 7.0 37.0 26.0 26.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 2.0 2.0 0.0 2.0 2.0 1.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 3.0 5.0 5.0 4.0 3.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max C-Max C-Max C-Max Walk Time (s) 12.0 12.0 12.0 7.0 7.0 7.0 Flash Dont Walk (s) 18.0 18.0 18.0 29.0 19.0 19.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 32.0 25.2 31.4 23.4 42.6 43.6 32.6 Actuated g/C Ratio 0.38 0.30 0.37 0.28 0.50 0.51 0.38 v/c Ratio 0.54 0.60 0.36 0.68 0.34 0.11 0.54 Control Delay 23.9 28.0 18.6 29.4 17.7 6.1 20.1 Queue Delay 0.0 0.0 0.0 0.0 3.5 0.8 0.6 Total Delay 23.9 28.0 18.6 29.4 21.2 6.9 20.7 LOS C C B C C A C Approach Delay 27.3 28.3 13.0 20.7 Approach LOS C C B C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 80 (94%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.68 Intersection Signal Delay: 24.4 Intersection LOS: C Intersection Capacity Utilization 97.2% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 400: Wabash Avenue & Upper Wacker Dr

Timing Plan: Default Synchro 9 Report KAS Page 13 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr AM Peak Hour

Timing Plan: Default Synchro 9 Report KAS Page 14 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 270 115 55 0 155 0 120 25 55 325 0 Future Volume (vph) 5 270 115 55 0 155 0 120 25 55 325 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 11 12 12 12 12 11 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 1.00 0.57 0.72 0.90 0.93 Frt 0.850 0.850 0.974 Flt Protected 0.999 0.950 0.993 Satd. Flow (prot) 0 1704 1487 1736 0 1583 0 3000 0 0 3514 0 Flt Permitted 0.999 0.950 0.890 Satd. Flow (perm) 0 1704 847 1245 0 1583 0 3000 0 0 2941 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 122 165 27 Link Speed (mph) 30 30 30 30 Link Distance (ft) 218 487 375 140 Travel Time (s) 5.0 11.1 8.5 3.2 Confl. Peds. (#/hr) 5 792 792 5 182 442 442 182 Confl. Bikes (#/hr) 12 1 2 7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 4% 5% 4% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 5 287 122 59 0 165 0 128 27 59 346 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 292 122 59 0 165 0 155 0 0 405 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 2 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.09 1.04 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm Prot Prot NA Perm NA Protected Phases 12 4 4 2 6 3 Permitted Phases 12 12 6 3 Minimum Split (s) 26.0 26.0 26.0 25.0 25.0 26.0 Total Split (s) 26.0 26.0 26.0 25.0 25.0 26.0 Total Split (%) 30.6% 30.6% 30.6% 29.4% 29.4% 30.6% Maximum Green (s) 22.0 22.0 22.0 21.0 21.0 23.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 3.0 Lead/Lag Lag Lag Lead-Lag Optimize? Yes Yes Walk Time (s) 10.0 10.0 10.0 13.0 Flash Dont Walk (s) 12.0 12.0 12.0 10.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 22.0 22.0 21.0 21.0 23.0 31.0

Timing Plan: Default Synchro 9 Report KAS Page 15 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place AM Peak Hour

Lane Group Ø3 Ø6 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 3 6 Permitted Phases Minimum Split (s) 8.0 26.0 Total Split (s) 8.0 26.0 Total Split (%) 9% 31% Maximum Green (s) 4.0 23.0 Yellow Time (s) 3.0 3.0 All-Red Time (s) 1.0 0.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) 0.0 13.0 Flash Dont Walk (s) 4.0 10.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s)

Timing Plan: Default Synchro 9 Report KAS Page 16 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.26 0.26 0.25 0.25 0.27 0.36 v/c Ratio 0.66 0.39 0.14 0.32 0.19 0.38 Control Delay 36.6 9.3 26.1 6.3 24.4 13.5 Queue Delay 1.1 0.0 0.0 0.0 0.0 2.4 Total Delay 37.6 9.3 26.1 6.4 24.5 15.9 LOS D A C A C B Approach Delay 29.3 11.5 24.5 15.9 Approach LOS C B C B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 82 (96%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.66 Intersection Signal Delay: 20.8 Intersection LOS: C Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period (min) 15

Splits and Phases: 500: Wabash Avenue & Upper Wacker Place

Timing Plan: Default Synchro 9 Report KAS Page 17 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place AM Peak Hour

Lane Group Ø3 Ø6 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Timing Plan: Default Synchro 9 Report KAS Page 18 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 600: Wabash Avenue & Lake Street AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 75 300 115 60 0 70 0 0 0 130 365 0 Future Volume (vph) 75 300 115 60 0 70 0 0 0 130 365 0 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 11 11 11 12 12 12 12 12 12 11 13 12 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.60 0.53 0.63 0.72 Frt 0.850 0.928 Flt Protected 0.950 0.977 0.950 Satd. Flow (prot) 1711 3465 1531 0 1231 00001711 2026 0 Flt Permitted 0.686 0.746 0.950 Satd. Flow (perm) 741 3465 816 0 812 00001227 2026 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 77 77 Link Speed (mph) 30 30 30 30 Link Distance (ft) 203 273 301 375 Travel Time (s) 4.6 6.2 6.8 8.5 Confl. Peds. (#/hr) 1551 1302 1302 1551 507 388 388 507 Confl. Bikes (#/hr) 19 1 1 7 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 Heavy Vehicles (%) 2% 6% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 81 323 124 65 0 75 0 0 0 140 392 0 Shared Lane Traffic (%) Lane Group Flow (vph) 81 323 124 0 140 00001403920 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 0 11 11 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 0.98 1.04 1.00 1.00 1.00 1.00 1.00 1.00 1.04 0.90 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm Perm NA Perm NA Protected Phases 4 4 6 Permitted Phases 4 4 4 6 Minimum Split (s) 35.0 35.0 35.0 35.0 35.0 40.0 40.0 Total Split (s) 39.0 39.0 39.0 39.0 39.0 40.0 40.0 Total Split (%) 45.9% 45.9% 45.9% 45.9% 45.9% 47.1% 47.1% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 35.0 35.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Walk Time (s) 15.0 15.0 15.0 15.0 15.0 24.0 24.0 Flash Dont Walk (s) 15.0 15.0 15.0 15.0 15.0 11.0 11.0 Pedestrian Calls (#/hr) 00000 00 Act Effct Green (s) 34.0 34.0 34.0 34.0 35.0 35.0

Timing Plan: Default Synchro 9 Report KAS Page 19 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 600: Wabash Avenue & Lake Street AM Peak Hour

Lane Group Ø3 Ø12 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 3 12 Permitted Phases Minimum Split (s) 3.0 3.0 Total Split (s) 3.0 3.0 Total Split (%) 4% 4% Maximum Green (s) 1.0 1.0 Yellow Time (s) 2.0 2.0 All-Red Time (s) 0.0 0.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s)

Timing Plan: Default Synchro 9 Report KAS Page 20 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 600: Wabash Avenue & Lake Street AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.40 0.40 0.40 0.40 0.41 0.41 v/c Ratio 0.27 0.23 0.33 0.38 0.28 0.47 Control Delay 20.4 17.4 10.5 12.1 10.2 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.3 Total Delay 20.4 17.4 10.5 12.1 10.2 11.1 LOS C B B B B B Approach Delay 16.3 12.1 10.9 Approach LOS B B B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 79 (93%), Referenced to phase 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.47 Intersection Signal Delay: 13.4 Intersection LOS: B Intersection Capacity Utilization 91.7% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 600: Wabash Avenue & Lake Street

Timing Plan: Default Synchro 9 Report KAS Page 21 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 600: Wabash Avenue & Lake Street AM Peak Hour

Lane Group Ø3 Ø12 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Timing Plan: Default Synchro 9 Report KAS Page 22 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 700: Lake Street & Garland Ct AM Peak Hour

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 50 380 105 30 25 25 Future Volume (vph) 50 380 105 30 25 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 12 13 12 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.970 0.932 Flt Protected 0.994 0.976 Satd. Flow (prot) 0 3296 1739 0 1701 0 Flt Permitted 0.994 0.976 Satd. Flow (perm) 0 3296 1739 0 1701 0 Link Speed (mph) 30 30 30 Link Distance (ft) 273 199 495 Travel Time (s) 6.2 4.5 11.3 Confl. Peds. (#/hr) 1345 1345 274 27 Confl. Bikes (#/hr) 2 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 30% 2% 2% 4% 8% 2% Adj. Flow (vph) 55 418 115 33 27 27 Shared Lane Traffic (%) Lane Group Flow (vph) 0 473 148 0 54 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.00 0.96 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.9% ICU Level of Service A Analysis Period (min) 15

Timing Plan: Default Synchro 9 Report KAS Page 23 HCM 2010 TWSC Existing (2018) Traffic Volumes 700: Lake Street & Garland Ct AM Peak Hour

Intersection Int Delay, s/veh 2.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 380 105 30 25 25 Future Vol, veh/h 50 380 105 30 25 25 Conflicting Peds, #/hr 1345 0 0 1345 274 27 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 91 91 91 91 91 91 Heavy Vehicles, % 30 22482 Mvmt Flow 55 418 115 33 27 27

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1493 0 - 0 2070 1504 Stage 1 - - - - 1477 - Stage 2 - - - - 593 - Critical Hdwy 4.55 - - - 6.72 6.23 Critical Hdwy Stg 1 - - - - 5.52 - Critical Hdwy Stg 2 - - - - 5.92 - Follow-up Hdwy 2.485 - - - 3.576 3.319 Pot Cap-1 Maneuver 352 - - - 50 149 Stage 1 - - - - 199 - Stage 2 - - - - 502 - Platoon blocked, % - - - Mov Cap-1 Maneuver 344 - - - ~ 6 ~ -56 Mov Cap-2 Maneuver - - - - ~ 6 - Stage 1 - - - - ~ -77 - Stage 2 - - - - ~ -154 -

Approach EB WB SB HCM Control Delay, s 3.3 0 HCM LOS -

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 344 ---- HCM Lane V/C Ratio 0.16 ---- HCM Control Delay (s) 17.4 1.4 - - - HCM Lane LOS C A - - - HCM 95th %tile Q(veh) 0.6 ---- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

Timing Plan: Default Synchro 9 Report KAS Page 24 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 800: Garland Ct/Macchesney Ct & Lower Wacker Pl AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 250 50 0000180210 Future Volume (vph) 1 250 50 0000180210 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.975 0.866 Flt Protected 0.968 Satd. Flow (prot) 0 2887 000001681 0 0 1373 0 Flt Permitted 0.968 Satd. Flow (perm) 0 2887 000001681 0 0 1373 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 117 412 495 141 Travel Time (s) 2.7 9.4 11.3 3.2 Confl. Peds. (#/hr) 2 51 51 2 2 3 3 2 Confl. Bikes (#/hr) 4411 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 100% 25% 5% 2% 2% 2% 2% 2% 11% 50% 2% 2% Adj. Flow (vph) 1 281 56 0000190210 Shared Lane Traffic (%) Lane Group Flow (vph) 0 338 00000910030 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.5% ICU Level of Service A Analysis Period (min) 15

Timing Plan: Default Synchro 9 Report KAS Page 25 HCM 2010 AWSC Existing (2018) Traffic Volumes 800: Garland Ct/Macchesney Ct & Lower Wacker Pl AM Peak Hour

Intersection Intersection Delay, s/veh 9.7 Intersection LOS A

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 250 50 0000180210 Future Vol, veh/h 1 250 50 0000180210 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 100 25 522222115022 Mvmt Flow 1 281 56 0000190210 Number of Lanes 020000010010 Approach EB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach Right NB EB Conflicting Lanes Right 1 0 2 HCM Control Delay 10.2 7.7 8.9 HCM LOS B A A

Lane NBLn1 EBLn1 EBLn2 SBLn1 Vol Left, % 0% 1% 0% 67% Vol Thru, % 1% 99% 71% 33% Vol Right, % 99% 0% 29% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 81 126 175 3 LT Vol 0102 Through Vol 1 125 125 1 RT Vol 80 0 50 0 Lane Flow Rate 91 142 197 3 Geometry Grp 2772 Degree of Util (X) 0.107 0.251 0.267 0.005 Departure Headway (Hd) 4.221 6.371 4.89 5.871 Convergence, Y/N Yes Yes Yes Yes Cap 855 562 731 612 Service Time 2.221 4.126 2.645 3.881 HCM Lane V/C Ratio 0.106 0.253 0.269 0.005 HCM Control Delay 7.7 11.3 9.4 8.9 HCM Lane LOS ABAA HCM 95th-tile Q 0.4 1 1.1 0

Timing Plan: Default Synchro 9 Report KAS Page 26 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 900: Lower Michigan Ave & Lower Wacker Dr AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 270 510 10 15 985 250 30 125 30 110 65 315 Future Volume (vph) 270 510 10 15 985 250 30 125 30 110 65 315 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 11 12 12 9 11 11 12 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.97 0.96 0.93 0.97 0.93 Frt 0.998 0.850 0.850 0.850 Flt Protected 0.983 0.999 0.950 0.970 Satd. Flow (prot) 0 3229 0 0 3351 1531 1433 1418 1242 0 1675 1468 Flt Permitted 0.983 0.999 0.436 0.619 Satd. Flow (perm) 0 3227 0 0 3351 1492 633 1418 1159 0 1042 1369 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 269 52 339 Link Speed (mph) 30 30 30 30 Link Distance (ft) 382 326 614 209 Travel Time (s) 8.7 7.4 14.0 4.8 Confl. Peds. (#/hr) 3 11 11 3 34 24 24 34 Confl. Bikes (#/hr) 2 2 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 Heavy Vehicles (%) 9% 10% 10% 6% 4% 2% 26% 41% 17% 3% 12% 10% Adj. Flow (vph) 290 548 11 16 1059 269 32 134 32 118 70 339 Shared Lane Traffic (%) Lane Group Flow (vph) 0 849 0 0 1075 269 32 134 32 0 188 339 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 15 5 17 10 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.04 1.04 1.00 0.94 1.14 1.04 1.04 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Split NA Perm Perm NA Perm Perm NA Perm Protected Phases 3 3 4 4 2 6 Permitted Phases 4 2 2 6 6 Minimum Split (s) 33.0 33.0 9.0 9.0 9.0 18.0 18.0 18.0 23.0 23.0 23.0 Total Split (s) 33.0 33.0 49.0 49.0 49.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (%) 31.4% 31.4% 46.7% 46.7% 46.7% 21.9% 21.9% 21.9% 21.9% 21.9% 21.9% Maximum Green (s) 29.0 29.0 45.0 45.0 45.0 19.0 19.0 19.0 19.0 19.0 19.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Walk Time (s) 20.0 20.0 6.0 6.0 6.0 14.0 14.0 14.0 Flash Dont Walk (s) 9.0 9.0 8.0 8.0 8.0 5.0 5.0 5.0 Pedestrian Calls (#/hr) 0 0 000000 Act Effct Green (s) 29.0 45.0 45.0 19.0 19.0 19.0 19.0 19.0

Timing Plan: Default Synchro 9 Report KAS Page 27 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 900: Lower Michigan Ave & Lower Wacker Dr AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.28 0.43 0.43 0.18 0.18 0.18 0.18 0.18 v/c Ratio 0.95 0.75 0.34 0.28 0.52 0.13 1.00 0.65 Control Delay 58.5 29.3 3.6 44.6 47.2 5.7 110.5 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.5 29.3 3.6 44.6 47.2 5.7 110.5 10.6 LOS E C A D D A F B Approach Delay 58.5 24.1 40.1 46.2 Approach LOS E C D D Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 18 (17%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Pretimed Maximum v/c Ratio: 1.00 Intersection Signal Delay: 39.2 Intersection LOS: D Intersection Capacity Utilization 92.7% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 900: Lower Michigan Ave & Lower Wacker Dr

Timing Plan: Default Synchro 9 Report KAS Page 28 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 190 10 5 0 45 0 10 10 85 5 0 Future Volume (vph) 130 190 10 5 0 45 0 10 10 85 5 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 11 12 16 12 11 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Ped Bike Factor 0.94 0.98 0.78 0.99 0.99 0.99 Frt 0.992 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.957 Satd. Flow (prot) 1388 1519 0 1045 0 1020 0 1574 0 1393 2875 0 Flt Permitted 0.950 0.625 0.743 0.800 Satd. Flow (perm) 1308 1519 0 536 0 1020 0 1574 0 1077 2378 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) 5 11 Link Speed (mph) 30 30 30 30 Link Distance (ft) 412 103 90 614 Travel Time (s) 9.4 2.3 2.0 14.0 Confl. Peds. (#/hr) 32 163 163 32 31 17 17 31 Confl. Bikes (#/hr) 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 30% 22% 25% 67% 2% 53% 2% 25% 27% 14% 25% 2% Adj. Flow (vph) 138 202 11 5 0 48 0 11 11 90 5 0 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 138 213 0 5 0 48 0 22 0 45 50 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 5 16 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.04 1.00 1.04 1.00 0.85 1.00 1.04 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type custom NA Perm Prot NA Perm NA Protected Phases 3 3 10 14 2 6 Permitted Phases 10 14 2 6 Minimum Split (s) 17.0 28.0 28.0 40.0 40.0 40.0 40.0 Total Split (s) 17.0 28.0 28.0 40.0 40.0 40.0 40.0 Total Split (%) 20.0% 32.9% 32.9% 47.1% 47.1% 47.1% 47.1% Maximum Green (s) 14.0 23.0 23.0 36.0 36.0 36.0 36.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 2.0 2.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 14.0 5.0 5.0 28.0 28.0 28.0 28.0 Flash Dont Walk (s) 0.0 18.0 18.0 8.0 8.0 8.0 8.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 39.0 42.0 23.0 23.0 36.0 36.0 36.0

Timing Plan: Default Synchro 9 Report KAS Page 29 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St AM Peak Hour

Lane Group Ø10 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 10 Permitted Phases Minimum Split (s) 28.0 Total Split (s) 28.0 Total Split (%) 33% Maximum Green (s) 23.0 Yellow Time (s) 3.0 All-Red Time (s) 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Walk Time (s) 5.0 Flash Dont Walk (s) 18.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s)

Timing Plan: Default Synchro 9 Report KAS Page 30 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.46 0.49 0.27 0.27 0.42 0.42 0.42 v/c Ratio 0.23 0.28 0.03 0.17 0.03 0.10 0.05 Control Delay 13.3 13.6 23.8 25.8 10.1 15.6 14.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.3 13.6 23.8 25.8 10.1 15.6 14.7 LOS B B C C B B B Approach Delay 13.5 25.6 10.1 15.1 Approach LOS B C B B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.28 Intersection Signal Delay: 14.9 Intersection LOS: B Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St

Timing Plan: Default Synchro 9 Report KAS Page 31 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St AM Peak Hour

Lane Group Ø10 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Timing Plan: Default Synchro 9 Report KAS Page 32

Lanes, Volumes, Timings Existing (2018) Traffic Volumes 100: Upper Michigan Ave & Upper Wacker Dr PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 260 345 60 95 355 170 0 770 90 0 1025 335 Future Volume (vph) 260 345 60 95 355 170 0 770 90 0 1025 335 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 8 13 12 12 12 12 12 12 12 12 10 12 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Ped Bike Factor 1.00 0.56 0.73 0.99 0.95 0.87 Frt 0.850 0.951 0.984 0.963 Flt Protected 0.950 0.950 Satd. Flow (prot) 1534 3636 1583 1770 3301 0 0 4434 0 0 3851 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1530 3636 885 1299 3301 0 0 4434 0 0 3851 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 63 8 28 113 Link Speed (mph) 30 30 30 30 Link Distance (ft) 708 508 521 413 Travel Time (s) 16.1 11.5 11.8 9.4 Confl. Peds. (#/hr) 5 909 909 5 1555 2106 2106 1555 Confl. Bikes (#/hr) 1 2 7 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 8% 2% 2% 4% 2% 2% 8% 19% 2% 5% 5% Adj. Flow (vph) 271 359 63 99 370 177 0 802 94 0 1068 349 Shared Lane Traffic (%) Lane Group Flow (vph) 271 359 63 99 547 0 0 896 0 0 1417 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 15 17 13 7 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.20 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.09 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12112 2 2 Detector Template Left Thru Right Left Thru Thru Thru Leading Detector (ft) 20 100 20 20 100 100 100 Trailing Detector (ft) 00000 0 0 Detector 1 Position(ft) 00000 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA NA NA

Timing Plan: Default Synchro 9 Report KAS Page 1 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 100: Upper Michigan Ave & Upper Wacker Dr PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 7 4 3 8 2 6 Permitted Phases 4 Detector Phase 74438 2 6 Switch Phase Minimum Initial (s) 6.0 5.0 5.0 6.0 5.0 5.0 5.0 Minimum Split (s) 12.0 33.0 33.0 12.0 33.0 57.0 57.0 Total Split (s) 15.0 33.0 33.0 15.0 33.0 57.0 57.0 Total Split (%) 14.3% 31.4% 31.4% 14.3% 31.4% 54.3% 54.3% Maximum Green (s) 12.0 29.0 29.0 12.0 29.0 53.0 53.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 1.0 1.0 0.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 4.0 4.0 3.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max None Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 33.0 30.0 Flash Dont Walk (s) 22.0 22.0 22.0 20.0 3.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 12.0 32.7 32.7 10.3 29.0 53.0 53.0 Actuated g/C Ratio 0.11 0.31 0.31 0.10 0.28 0.50 0.50 v/c Ratio 1.55 0.32 0.20 0.57 0.60 0.40 0.71 Control Delay 306.3 29.8 9.2 58.1 35.6 6.7 20.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 306.3 29.8 9.2 58.1 35.6 6.7 20.7 LOS F C A E D A C Approach Delay 136.1 39.1 6.7 20.7 Approach LOS F D A C Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.55 Intersection Signal Delay: 42.4 Intersection LOS: D Intersection Capacity Utilization 92.7% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 100: Upper Michigan Ave & Upper Wacker Dr

Timing Plan: Default Synchro 9 Report KAS Page 2 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 30 155 70 35 115 35 110 775 50 20 160 900 Future Volume (vph) 30 155 70 35 115 35 110 775 50 20 160 900 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 12 12 16 12 10 11 12 12 9 11 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 1.00 0.91 Ped Bike Factor 0.96 0.60 0.88 0.90 0.95 0.78 0.96 Frt 0.850 0.974 0.991 0.985 Flt Protected 0.992 0.991 0.950 0.950 Satd. Flow (prot) 0 2012 1583 0 1732 0 1652 4310 0 0 1593 4494 Flt Permitted 0.931 0.914 0.950 0.950 Satd. Flow (perm) 0 1816 949 0 1514 0 1489 4310 0 0 1246 4494 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 10 14 26 Link Speed (mph) 30 30 30 30 Link Distance (ft) 487 411 385 521 Travel Time (s) 11.1 9.3 8.8 11.8 Confl. Peds. (#/hr) 624 744 744 624 1489 1552 1552 Confl. Bikes (#/hr) 3 14 8 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 Heavy Vehicles (%) 28% 2% 2% 35% 7% 2% 2% 10% 10% 2% 2% 5% Adj. Flow (vph) 32 167 75 38 124 38 118 833 54 22 172 968 Shared Lane Traffic (%) Lane Group Flow (vph) 0 199 75 0 200 0 118 887 0 0 194 1076 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 0 0 15 15 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 0.85 1.00 1.00 0.85 1.00 1.09 1.04 1.00 1.00 1.14 1.04 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 12112 12 112 Detector Template Left Thru Right Left Thru Left Thru Left Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 00000 00 000 Detector 1 Position(ft) 00000 00 000 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA pm+ov Perm NA Prot NA Prot Prot NA

Timing Plan: Default Synchro 9 Report KAS Page 3 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St PM Peak Hour

Lane Group SBR Lane Configurations Traffic Volume (vph) 100 Future Volume (vph) 100 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Lane Util. Factor 0.91 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 1489 Confl. Bikes (#/hr) 5 Peak Hour Factor 0.93 Heavy Vehicles (%) 5% Adj. Flow (vph) 108 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type

Timing Plan: Default Synchro 9 Report KAS Page 4 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Protected Phases 4 9 8 9 2 13 13 6 Permitted Phases 4 4 8 Detector Phase 44988 92 13136 Switch Phase Minimum Initial (s) 5.0 5.0 6.0 5.0 5.0 6.0 5.0 6.0 6.0 5.0 Minimum Split (s) 34.0 34.0 12.0 34.0 34.0 12.0 56.0 12.0 12.0 56.0 Total Split (s) 34.0 34.0 15.0 34.0 34.0 15.0 56.0 15.0 15.0 56.0 Total Split (%) 32.4% 32.4% 14.3% 32.4% 32.4% 14.3% 53.3% 14.3% 14.3% 53.3% Maximum Green (s) 30.0 30.0 12.0 30.0 30.0 12.0 52.0 12.0 12.0 52.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 0.0 1.0 1.0 0.0 1.0 0.0 0.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 3.0 4.0 3.0 4.0 3.0 4.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max None Max Max None C-Max None None C-Max Walk Time (s) 8.0 8.0 8.0 8.0 36.0 36.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 30.0 43.0 30.0 12.0 52.0 12.0 52.0 Actuated g/C Ratio 0.29 0.41 0.29 0.11 0.50 0.11 0.50 v/c Ratio 0.38 0.16 0.46 0.63 0.41 1.07 0.48 Control Delay 32.8 16.8 35.1 79.4 6.3 130.9 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.8 16.8 35.1 79.4 6.3 130.9 10.0 LOS C B D E A F A Approach Delay 28.4 35.1 14.9 28.5 Approach LOS C D B C Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.07 Intersection Signal Delay: 24.0 Intersection LOS: C Intersection Capacity Utilization 100.3% ICU Level of Service G Analysis Period (min) 15

Splits and Phases: 200: Upper Michigan Ave & Upper Wacker Place/South Water St

Timing Plan: Default Synchro 9 Report KAS Page 5 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St PM Peak Hour

Timing Plan: Default Synchro 9 Report KAS Page 6 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 300: Upper Michigan Ave & Lake Street PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 65 130 185 0 0 0 85 855 85 15 95 840 Future Volume (vph) 65 130 185 0 0 0 85 855 85 15 95 840 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 13 12 12 12 10 11 12 12 11 11 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 1.00 0.91 Ped Bike Factor 0.82 0.47 0.75 0.95 0.86 0.94 Frt 0.850 0.986 0.991 Flt Protected 0.984 0.950 0.950 Satd. Flow (prot) 0 3122 1605 0 0 0 1652 4302 0 0 1696 4322 Flt Permitted 0.984 0.950 0.950 Satd. Flow (perm) 0 2560 756 0 0 0 1239 4302 0 0 1458 4322 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 21 21 13 Link Speed (mph) 30 30 30 30 Link Distance (ft) 199 403 164 385 Travel Time (s) 4.5 9.2 3.7 8.8 Confl. Peds. (#/hr) 1656 1272 1272 1656 3000 2121 2121 Confl. Bikes (#/hr) 17 14 8 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 Heavy Vehicles (%) 26% 2% 4% 2% 2% 2% 2% 10% 2% 2% 3% 9% Adj. Flow (vph) 67 134 191 0 0 0 88 881 88 15 98 866 Shared Lane Traffic (%) Lane Group Flow (vph) 0 201 191 0 0 0 88 969 0 0 113 923 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 0 0 16 16 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.04 0.96 1.00 1.00 1.00 1.09 1.04 1.00 1.00 1.04 1.04 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA pm+ov Prot NA Prot Prot NA

Timing Plan: Default Synchro 9 Report KAS Page 7 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 300: Upper Michigan Ave & Lake Street PM Peak Hour

Lane Group SBR Lane Configurations Traffic Volume (vph) 55 Future Volume (vph) 55 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Lane Util. Factor 0.91 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 3000 Confl. Bikes (#/hr) 2 Peak Hour Factor 0.97 Heavy Vehicles (%) 2% Adj. Flow (vph) 57 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type

Timing Plan: Default Synchro 9 Report KAS Page 8 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 300: Upper Michigan Ave & Lake Street PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Protected Phases 4 5 5 2 1 1 6 Permitted Phases 4 4 Detector Phase 4 4 5 5 2 1 1 6 Switch Phase Minimum Initial (s) 25.0 25.0 6.0 6.0 49.0 6.0 6.0 49.0 Minimum Split (s) 33.0 33.0 9.0 9.0 54.0 9.0 9.0 54.0 Total Split (s) 33.0 33.0 18.0 18.0 54.0 18.0 18.0 54.0 Total Split (%) 31.4% 31.4% 17.1% 17.1% 51.4% 17.1% 17.1% 51.4% Maximum Green (s) 28.0 28.0 15.0 15.0 49.0 15.0 15.0 49.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 3.0 3.0 5.0 3.0 5.0 Lead/Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max None None C-Max None None C-Max Walk Time (s) 7.0 7.0 32.0 32.0 Flash Dont Walk (s) 21.0 21.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 28.0 40.9 10.9 52.2 11.8 53.1 Actuated g/C Ratio 0.27 0.39 0.10 0.50 0.11 0.51 v/c Ratio 0.29 0.48 0.52 0.45 0.59 0.42 Control Delay 32.1 25.3 54.6 18.0 67.5 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 32.1 25.3 54.6 18.0 67.5 9.6 LOS C C D B E A Approach Delay 28.8 21.0 15.9 Approach LOS C C B Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 20.1 Intersection LOS: C Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 300: Upper Michigan Ave & Lake Street

Timing Plan: Default Synchro 9 Report KAS Page 9 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 300: Upper Michigan Ave & Lake Street PM Peak Hour

Timing Plan: Default Synchro 9 Report KAS Page 10 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr PM Peak Hour

Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 135 520 5 5 50 560 75 185 150 65 75 220 Future Volume (vph) 135 520 5 5 50 560 75 185 150 65 75 220 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 10 11 12 12 12 12 12 11 Lane Util. Factor 1.00 0.95 0.95 0.91 1.00 0.91 0.91 1.00 0.95 0.95 0.95 0.95 Ped Bike Factor 0.88 1.00 1.00 0.96 0.87 0.90 0.85 Frt 0.999 0.982 0.954 0.942 Flt Protected 0.950 0.950 0.950 0.992 Satd. Flow (prot) 1770 3403 0 0 1652 4515 0 1736 3043 0 0 2805 Flt Permitted 0.265 0.306 0.388 0.861 Satd. Flow (perm) 435 3403 0 0 530 4515 0 618 3043 0 0 2347 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 1 31 71 166 Link Speed (mph) 30 30 30 30 Link Distance (ft) 225 708 140 436 Travel Time (s) 5.1 16.1 3.2 9.9 Confl. Peds. (#/hr) 557 9 9 557 365 538 538 Confl. Bikes (#/hr) 2 4 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 6% 2% 2% 2% 5% 2% 4% 2% 2% 2% 2% Adj. Flow (vph) 147 565 5 5 54 609 82 201 163 71 82 239 Shared Lane Traffic (%) Lane Group Flow (vph) 147 570 0 0 59 691 0 201 234 0 0 522 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right R NA Left Left Right Left Left Right Left Left Median Width(ft) 15 15 3 3 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.09 1.04 1.00 1.00 1.00 1.00 1.00 1.04 Turning Speed (mph) 15 9 9 15 9 15 9 15 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Left Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA custom pm+pt NA pm+pt NA Perm NA

Timing Plan: Default Synchro 9 Report KAS Page 11 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr PM Peak Hour

Lane Group SBR Lane Configurations Traffic Volume (vph) 185 Future Volume (vph) 185 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Lane Util. Factor 0.95 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 365 Confl. Bikes (#/hr) 3 Peak Hour Factor 0.92 Heavy Vehicles (%) 2% Adj. Flow (vph) 201 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type

Timing Plan: Default Synchro 9 Report KAS Page 12 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr PM Peak Hour

Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Protected Phases 7 4 3 8 5 2 6 Permitted Phases 4 3 8 2 6 Detector Phase 7 4 3 3 8 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 5.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.0 35.0 9.0 9.0 35.0 12.0 41.0 29.0 29.0 Total Split (s) 9.0 35.0 9.0 9.0 35.0 12.0 41.0 29.0 29.0 Total Split (%) 10.6% 41.2% 10.6% 10.6% 41.2% 14.1% 48.2% 34.1% 34.1% Maximum Green (s) 6.0 30.0 6.0 6.0 30.0 7.0 37.0 26.0 26.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 2.0 0.0 0.0 2.0 2.0 1.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 3.0 5.0 5.0 4.0 3.0 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max C-Max C-Max C-Max Walk Time (s) 12.0 12.0 7.0 7.0 7.0 Flash Dont Walk (s) 18.0 18.0 29.0 19.0 19.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 29.1 22.3 28.5 20.5 45.5 46.5 35.5 Actuated g/C Ratio 0.34 0.26 0.34 0.24 0.54 0.55 0.42 v/c Ratio 0.60 0.64 0.23 0.62 0.48 0.14 0.49 Control Delay 28.9 31.3 18.2 29.5 19.0 6.5 14.6 Queue Delay 0.0 0.0 0.0 0.0 4.0 1.0 0.4 Total Delay 28.9 31.3 18.2 29.5 23.0 7.4 15.0 LOS C C B C C A B Approach Delay 30.8 28.6 14.6 15.0 Approach LOS C C B B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 23.8 Intersection LOS: C Intersection Capacity Utilization 98.3% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 400: Wabash Avenue & Upper Wacker Dr

Timing Plan: Default Synchro 9 Report KAS Page 13 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr PM Peak Hour

Timing Plan: Default Synchro 9 Report KAS Page 14 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 190 75 75 0 250 0 145 25 40 235 0 Future Volume (vph) 5 190 75 75 0 250 0 145 25 40 235 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 11 12 12 12 12 11 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 1.00 0.46 0.59 0.93 0.95 Frt 0.850 0.850 0.978 Flt Protected 0.999 0.950 0.993 Satd. Flow (prot) 0 1673 1531 1770 0 1568 0 3127 0 0 3485 0 Flt Permitted 0.999 0.950 0.895 Satd. Flow (perm) 0 1672 702 1049 0 1568 0 3127 0 0 2984 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 103 260 23 Link Speed (mph) 30 30 30 30 Link Distance (ft) 218 487 375 140 Travel Time (s) 5.0 11.1 8.5 3.2 Confl. Peds. (#/hr) 9 1459 1459 9 483 905 905 483 Confl. Bikes (#/hr) 3 13 11 13 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 6% 2% 2% 2% 3% 2% 2% 2% 2% 3% 2% Adj. Flow (vph) 5 198 78 78 0 260 0 151 26 42 245 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 203 78 78 0 260 0 177 0 0 287 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 2 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.09 1.04 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm Prot Prot NA Perm NA Protected Phases 12 4 4 2 6 3 Permitted Phases 12 12 6 3 Minimum Split (s) 26.0 26.0 26.0 25.0 25.0 26.0 Total Split (s) 26.0 26.0 26.0 25.0 25.0 26.0 Total Split (%) 30.6% 30.6% 30.6% 29.4% 29.4% 30.6% Maximum Green (s) 22.0 22.0 22.0 21.0 21.0 23.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 3.0 Lead/Lag Lag Lag Lead-Lag Optimize? Yes Yes Walk Time (s) 10.0 10.0 10.0 13.0 Flash Dont Walk (s) 12.0 12.0 12.0 10.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 22.0 22.0 21.0 21.0 23.0 31.0

Timing Plan: Default Synchro 9 Report KAS Page 15 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place PM Peak Hour

Timing Plan: Default Synchro 9 Report KAS Page 16 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.26 0.26 0.25 0.25 0.27 0.36 v/c Ratio 0.47 0.30 0.18 0.45 0.21 0.26 Control Delay 30.9 6.5 26.6 6.3 23.8 14.9 Queue Delay 0.4 0.0 0.0 0.1 0.0 2.2 Total Delay 31.3 6.5 26.6 6.4 23.9 17.1 LOS C A C A C B Approach Delay 24.4 11.1 23.9 17.1 Approach LOS C B C B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 3 (4%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.47 Intersection Signal Delay: 18.2 Intersection LOS: B Intersection Capacity Utilization 78.6% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 500: Wabash Avenue & Upper Wacker Place

Timing Plan: Default Synchro 9 Report KAS Page 17 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place PM Peak Hour

Lane Group Ø3 Ø6 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Timing Plan: Default Synchro 9 Report KAS Page 18 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 600: Wabash Avenue & Lake Street PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 315 115 50 0 100 0 0 0 70 315 0 Future Volume (vph) 70 315 115 50 0 100 0 0 0 70 315 0 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 11 11 11 12 12 12 12 12 12 11 13 12 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.59 0.55 0.58 0.64 Frt 0.850 0.910 Flt Protected 0.950 0.984 0.950 Satd. Flow (prot) 1711 3465 1531 0 1066 00001711 2006 0 Flt Permitted 0.668 0.812 0.950 Satd. Flow (perm) 704 3465 837 0 797 00001087 2006 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 77 104 Link Speed (mph) 30 30 30 30 Link Distance (ft) 203 273 301 375 Travel Time (s) 4.6 6.2 6.8 8.5 Confl. Peds. (#/hr) 2086 1233 1233 2086 770 856 856 770 Confl. Bikes (#/hr) 6 5 6 14 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 6% 2% 2% 2% 2% 2% 2% 2% 2% 3% 2% Adj. Flow (vph) 73 328 120 52 0 104 0 0 0 73 328 0 Shared Lane Traffic (%) Lane Group Flow (vph) 73 328 120 0 156 0000733280 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 0 11 11 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 0.98 1.04 1.00 1.00 1.00 1.00 1.00 1.00 1.04 0.90 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm Perm NA Perm NA Protected Phases 4 4 6 Permitted Phases 4 4 4 6 Minimum Split (s) 35.0 35.0 35.0 35.0 35.0 40.0 40.0 Total Split (s) 39.0 39.0 39.0 39.0 39.0 40.0 40.0 Total Split (%) 45.9% 45.9% 45.9% 45.9% 45.9% 47.1% 47.1% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 35.0 35.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Walk Time (s) 15.0 15.0 15.0 15.0 15.0 24.0 24.0 Flash Dont Walk (s) 15.0 15.0 15.0 15.0 15.0 11.0 11.0 Pedestrian Calls (#/hr) 00000 00 Act Effct Green (s) 34.0 34.0 34.0 34.0 35.0 35.0

Timing Plan: Default Synchro 9 Report KAS Page 19 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 600: Wabash Avenue & Lake Street PM Peak Hour

Timing Plan: Default Synchro 9 Report KAS Page 20 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 600: Wabash Avenue & Lake Street PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.40 0.40 0.40 0.40 0.41 0.41 v/c Ratio 0.26 0.24 0.31 0.41 0.16 0.40 Control Delay 20.3 17.5 9.9 10.6 11.9 13.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.3 Total Delay 20.3 17.5 9.9 10.6 11.9 13.5 LOS C B A B B B Approach Delay 16.1 10.6 13.2 Approach LOS B B B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 2 (2%), Referenced to phase 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.41 Intersection Signal Delay: 14.3 Intersection LOS: B Intersection Capacity Utilization 91.7% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 600: Wabash Avenue & Lake Street

Timing Plan: Default Synchro 9 Report KAS Page 21 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 600: Wabash Avenue & Lake Street PM Peak Hour

Lane Group Ø3 Ø12 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Timing Plan: Default Synchro 9 Report KAS Page 22 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 700: Lake Street & Garland Ct PM Peak Hour

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 25 360 125 15 20 25 Future Volume (vph) 25 360 125 15 20 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 12 13 12 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.986 0.926 Flt Protected 0.997 0.978 Satd. Flow (prot) 0 3411 1775 0 1743 0 Flt Permitted 0.997 0.978 Satd. Flow (perm) 0 3411 1775 0 1743 0 Link Speed (mph) 30 30 30 Link Distance (ft) 273 199 495 Travel Time (s) 6.2 4.5 11.3 Confl. Peds. (#/hr) 1831 1831 57 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 27 391 136 16 22 27 Shared Lane Traffic (%) Lane Group Flow (vph) 0 418 152 0 49 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.00 0.96 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 45.9% ICU Level of Service A Analysis Period (min) 15

Timing Plan: Default Synchro 9 Report KAS Page 23 HCM 2010 TWSC Existing (2018) Traffic Volumes 700: Lake Street & Garland Ct PM Peak Hour

Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 25 360 125 15 20 25 Future Vol, veh/h 25 360 125 15 20 25 Conflicting Peds, #/hr 1831 0 0 1831 57 52 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 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 27 391 136 16 22 27

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1983 0 - 0 2282 2027 Stage 1 - - - - 1975 - Stage 2 - - - - 307 - Critical Hdwy 4.13 - - - 6.63 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.83 - Follow-up Hdwy 2.219 - - - 3.519 3.319 Pot Cap-1 Maneuver 289 - - - 38 72 Stage 1 - - - - 117 - Stage 2 - - - - 720 - Platoon blocked, % - - - Mov Cap-1 Maneuver 276 - - - 26 ~ -61 Mov Cap-2 Maneuver - - - - 26 - Stage 1 - - - - ~ -104 - Stage 2 - - - - ~ -560 -

Approach EB WB SB HCM Control Delay, s 2.3 0 HCM LOS -

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 276 ---- HCM Lane V/C Ratio 0.098 ---- HCM Control Delay (s) 19.5 1.1 - - - HCM Lane LOS C A - - - HCM 95th %tile Q(veh) 0.3 ---- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

Timing Plan: Default Synchro 9 Report KAS Page 24 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 800: Garland Ct/Macchesney Ct & Lower Wacker Pl PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 315 45 0000140110 Future Volume (vph) 1 315 45 0000140110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.981 0.868 Flt Protected 0.976 Satd. Flow (prot) 0 3191 000001832 0 0 1818 0 Flt Permitted 0.976 Satd. Flow (perm) 0 3191 000001832 0 0 1818 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 117 412 495 141 Travel Time (s) 2.7 9.4 11.3 3.2 Confl. Peds. (#/hr) 2 32 32 2 3 6 6 3 Confl. Bikes (#/hr) 5 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 12% 4% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 1 332 47 0000142110 Shared Lane Traffic (%) Lane Group Flow (vph) 0 380 00000430020 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.4% ICU Level of Service A Analysis Period (min) 15

Timing Plan: Default Synchro 9 Report KAS Page 25 HCM 2010 AWSC Existing (2018) Traffic Volumes 800: Garland Ct/Macchesney Ct & Lower Wacker Pl PM Peak Hour

Intersection Intersection Delay, s/veh 8.7 Intersection LOS A

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 315 45 0000140110 Future Vol, veh/h 1 315 45 0000140110 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 12 4222222222 Mvmt Flow 1 332 47 0000142110 Number of Lanes 020000010010 Approach EB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach Right NB EB Conflicting Lanes Right 1 0 2 HCM Control Delay 8.9 7.4 7.9 HCM LOS A A A

Lane NBLn1 EBLn1 EBLn2 SBLn1 Vol Left, % 0% 1% 0% 50% Vol Thru, % 2% 99% 78% 50% Vol Right, % 98% 0% 22% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 41 159 203 2 LT Vol 0101 Through Vol 1 158 158 1 RT Vol 40 0 45 0 Lane Flow Rate 43 167 213 2 Geometry Grp 2772 Degree of Util (X) 0.05 0.214 0.274 0.003 Departure Headway (Hd) 4.184 4.616 4.627 4.919 Convergence, Y/N Yes Yes Yes Yes Cap 861 777 778 731 Service Time 2.184 2.341 2.352 2.922 HCM Lane V/C Ratio 0.05 0.215 0.274 0.003 HCM Control Delay 7.4 8.6 9.1 7.9 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.8 1.1 0

Timing Plan: Default Synchro 9 Report KAS Page 26 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 900: Lower Michigan Ave & Lower Wacker Dr PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 285 845 1 10 715 260 80 145 70 155 60 520 Future Volume (vph) 285 845 1 10 715 260 80 145 70 155 60 520 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 11 12 12 9 11 11 12 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.97 0.90 0.96 0.93 Frt 0.850 0.850 0.850 Flt Protected 0.988 0.999 0.950 0.965 Satd. Flow (prot) 0 3497 0 0 3317 1531 1687 1724 1309 0 1723 1495 Flt Permitted 0.988 0.999 0.421 0.590 Satd. Flow (perm) 0 3497 0 0 3316 1531 722 1724 1184 0 1007 1397 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 274 74 547 Link Speed (mph) 30 30 30 30 Link Distance (ft) 382 326 614 209 Travel Time (s) 8.7 7.4 14.0 4.8 Confl. Peds. (#/hr) 5 5 42 51 51 42 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 2% 13% 5% 2% 7% 16% 11% 2% 5% 8% Adj. Flow (vph) 300 889 1 11 753 274 84 153 74 163 63 547 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1190 0 0 764 274 84 153 74 0 226 547 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 15 5 17 10 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.04 1.04 1.00 0.94 1.14 1.04 1.04 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Split NA Perm Perm NA Perm Perm NA Perm Protected Phases 3 3 4 4 2 6 Permitted Phases 4 2 2 6 6 Minimum Split (s) 42.0 42.0 9.0 9.0 9.0 28.0 28.0 28.0 28.0 28.0 28.0 Total Split (s) 42.0 42.0 35.0 35.0 35.0 28.0 28.0 28.0 28.0 28.0 28.0 Total Split (%) 40.0% 40.0% 33.3% 33.3% 33.3% 26.7% 26.7% 26.7% 26.7% 26.7% 26.7% Maximum Green (s) 38.0 38.0 31.0 31.0 31.0 24.0 24.0 24.0 24.0 24.0 24.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Walk Time (s) 29.0 29.0 11.0 11.0 11.0 19.0 19.0 19.0 Flash Dont Walk (s) 9.0 9.0 8.0 8.0 8.0 5.0 5.0 5.0 Pedestrian Calls (#/hr) 0 0 000000 Act Effct Green (s) 38.0 31.0 31.0 24.0 24.0 24.0 24.0 24.0

Timing Plan: Default Synchro 9 Report KAS Page 27 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 900: Lower Michigan Ave & Lower Wacker Dr PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.36 0.30 0.30 0.23 0.23 0.23 0.23 0.23 v/c Ratio 0.94 0.78 0.42 0.51 0.39 0.23 0.98 0.74 Control Delay 47.7 40.5 5.7 47.8 37.8 9.7 97.2 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.7 40.5 5.7 47.8 37.8 9.7 97.2 9.9 LOS D D A D D A F A Approach Delay 47.7 31.3 33.8 35.4 Approach LOS DCCD Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 18 (17%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Pretimed Maximum v/c Ratio: 0.98 Intersection Signal Delay: 38.4 Intersection LOS: D Intersection Capacity Utilization 100.9% ICU Level of Service G Analysis Period (min) 15

Splits and Phases: 900: Lower Michigan Ave & Lower Wacker Dr

Timing Plan: Default Synchro 9 Report KAS Page 28 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 185 160 10 5 0 95 0 15 10 65 5 0 Future Volume (vph) 185 160 10 5 0 95 0 15 10 65 5 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 11 12 16 12 11 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Ped Bike Factor 0.98 0.99 0.83 0.99 0.99 0.99 Frt 0.991 0.850 0.945 Flt Protected 0.950 0.950 0.950 0.958 Satd. Flow (prot) 1583 1726 0 1454 0 1419 0 1912 0 1484 3114 0 Flt Permitted 0.950 0.643 0.740 0.816 Satd. Flow (perm) 1549 1726 0 821 0 1419 0 1912 0 1139 2619 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) 5 11 Link Speed (mph) 30 30 30 30 Link Distance (ft) 412 103 90 614 Travel Time (s) 9.4 2.3 2.0 14.0 Confl. Peds. (#/hr) 12 117 117 12 68 21 21 68 Confl. Bikes (#/hr) 4 2 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 14% 8% 2% 20% 2% 10% 2% 2% 10% 7% 2% 2% Adj. Flow (vph) 197 170 11 5 0 101 0 16 11 69 5 0 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 197 181 0 5 0 101 0 27 0 34 40 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 5 16 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.04 1.00 1.04 1.00 0.85 1.00 1.04 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type custom NA Perm Prot NA Perm NA Protected Phases 3 3 10 14 2 6 Permitted Phases 10 14 2 6 Minimum Split (s) 17.0 28.0 28.0 40.0 40.0 40.0 40.0 Total Split (s) 17.0 28.0 28.0 40.0 40.0 40.0 40.0 Total Split (%) 20.0% 32.9% 32.9% 47.1% 47.1% 47.1% 47.1% Maximum Green (s) 14.0 23.0 23.0 36.0 36.0 36.0 36.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 2.0 2.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 14.0 5.0 5.0 28.0 28.0 28.0 28.0 Flash Dont Walk (s) 0.0 18.0 18.0 8.0 8.0 8.0 8.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 39.0 42.0 23.0 23.0 36.0 36.0 36.0

Timing Plan: Default Synchro 9 Report KAS Page 29 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St PM Peak Hour

Timing Plan: Default Synchro 9 Report KAS Page 30 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.46 0.49 0.27 0.27 0.42 0.42 0.42 v/c Ratio 0.28 0.21 0.02 0.26 0.03 0.07 0.04 Control Delay 13.8 12.6 23.2 26.6 10.5 15.2 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.8 12.6 23.2 26.6 10.5 15.2 14.6 LOS B B C C B B B Approach Delay 13.2 26.5 10.5 14.8 Approach LOS B C B B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.28 Intersection Signal Delay: 15.7 Intersection LOS: B Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St

Timing Plan: Default Synchro 9 Report KAS Page 31 Lanes, Volumes, Timings Existing (2018) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St PM Peak Hour

Lane Group Ø10 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Timing Plan: Default Synchro 9 Report KAS Page 32 FUTURE CAPACITY REPORTS

Weekday Morning Peak Hour

Weekday Evening Peak Hour

300 N Michigan – Mixed Use Development Page 40 September 2018 (Revised January 2019) Lanes, Volumes, Timings Future (2023) Traffic Volumes 100: Upper Michigan Ave & Upper Wacker Dr AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 305 365 110 65 415 240 0 1010 90 0 1235 490 Future Volume (vph) 305 365 110 65 415 240 0 1010 90 0 1235 490 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 8 13 12 12 12 12 12 12 12 12 10 12 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Ped Bike Factor 1.00 0.68 0.82 0.99 0.97 0.90 Frt 0.850 0.945 0.988 0.957 Flt Protected 0.950 0.950 Satd. Flow (prot) 1534 3850 1583 1770 3090 0 0 4710 0 0 3963 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1529 3850 1083 1445 3090 0 0 4710 0 0 3963 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 96 6 20 138 Link Speed (mph) 30 30 30 30 Link Distance (ft) 708 508 521 413 Travel Time (s) 16.1 11.5 11.8 9.4 Confl. Peds. (#/hr) 7 320 320 7 550 652 652 550 Confl. Bikes (#/hr) 1 5 1 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 Heavy Vehicles (%) 2% 2% 2% 2% 14% 2% 2% 5% 16% 2% 5% 6% Adj. Flow (vph) 314 376 113 67 428 247 0 1041 93 0 1273 505 Shared Lane Traffic (%) Lane Group Flow (vph) 314 376 113 67 675 0 0 1134 0 0 1778 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 15 17 13 7 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.20 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.09 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12112 2 2 Detector Template Left Thru Right Left Thru Thru Thru Leading Detector (ft) 20 100 20 20 100 100 100 Trailing Detector (ft) 00000 0 0 Detector 1 Position(ft) 00000 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA NA NA

09/17/2018 Synchro 9 Report KAS Page 1 Lanes, Volumes, Timings Future (2023) Traffic Volumes 100: Upper Michigan Ave & Upper Wacker Dr AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 7 4 3 8 2 6 Permitted Phases 4 Detector Phase 74438 2 6 Switch Phase Minimum Initial (s) 6.0 5.0 5.0 6.0 5.0 5.0 5.0 Minimum Split (s) 12.0 33.0 33.0 12.0 33.0 57.0 57.0 Total Split (s) 15.0 33.0 33.0 15.0 33.0 57.0 57.0 Total Split (%) 14.3% 31.4% 31.4% 14.3% 31.4% 54.3% 54.3% Maximum Green (s) 12.0 29.0 29.0 12.0 29.0 53.0 53.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 1.0 1.0 0.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 4.0 4.0 3.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max None Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 33.0 30.0 Flash Dont Walk (s) 22.0 22.0 22.0 20.0 3.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 12.0 33.6 33.6 9.2 29.0 53.0 53.0 Actuated g/C Ratio 0.11 0.32 0.32 0.09 0.28 0.50 0.50 v/c Ratio 1.79 0.31 0.27 0.43 0.79 0.48 0.86 Control Delay 408.6 28.9 10.1 53.4 42.6 7.6 26.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 408.6 28.9 10.1 53.4 42.6 7.6 26.2 LOS F C B D D A C Approach Delay 174.7 43.5 7.6 26.2 Approach LOS F D A C Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.79 Intersection Signal Delay: 51.1 Intersection LOS: D Intersection Capacity Utilization 95.2% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 100: Upper Michigan Ave & Upper Wacker Dr

09/17/2018 Synchro 9 Report KAS Page 2 Lanes, Volumes, Timings Future (2023) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (vph) 40 225 95 30 75 65 5 85 975 75 20 200 Future Volume (vph) 40 225 95 30 75 65 5 85 975 75 20 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 12 12 16 12 12 10 11 12 12 9 Storage Length (ft) 0 25 00000 Storage Lanes 0 1 00101 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 0.91 0.91 1.00 Ped Bike Factor 0.97 0.64 0.84 0.94 0.96 0.88 Frt 0.850 0.948 0.989 Flt Protected 0.993 0.991 0.950 0.950 Satd. Flow (prot) 0 2039 1568 0 1621 0 0 1652 4441 0 0 1593 Flt Permitted 0.936 0.911 0.950 0.950 Satd. Flow (perm) 0 1857 1002 0 1436 0 0 1552 4441 0 0 1395 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 10 1 16 Link Speed (mph) 30 30 30 Link Distance (ft) 487 411 385 Travel Time (s) 11.1 9.3 8.8 Confl. Peds. (#/hr) 430 541 541 430 674 710 710 Confl. Bikes (#/hr) 10 1 2 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 Heavy Vehicles (%) 21% 2% 3% 28% 6% 3% 2% 2% 7% 9% 2% 2% Adj. Flow (vph) 41 232 98 31 77 67 5 88 1005 77 21 206 Shared Lane Traffic (%) Lane Group Flow (vph) 0 273 98 0 175 0 0 93 1082 0 0 227 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right R NA Left Left Right R NA Left Median Width(ft) 0 0 15 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.09 1.04 1.00 1.00 1.14 Turning Speed (mph) 15 9 15 9 9 15 9 9 15 Number of Detectors 12112 112 11 Detector Template Left Thru Right Left Thru Left Left Thru Left Left Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 Trailing Detector (ft) 00000 000 00 Detector 1 Position(ft) 00000 000 00 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex

09/17/2018 Synchro 9 Report KAS Page 3 Lanes, Volumes, Timings Future (2023) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St AM Peak Hour

Lane Group SBT SBR Lane Configurations Traffic Volume (vph) 1055 135 Future Volume (vph) 1055 135 Ideal Flow (vphpl) 1900 1900 Lane Width (ft) 11 12 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) Lane Util. Factor 0.91 0.91 Ped Bike Factor 0.96 Frt 0.983 Flt Protected Satd. Flow (prot) 4492 0 Flt Permitted Satd. Flow (perm) 4492 0 Right Turn on Red Yes Satd. Flow (RTOR) 30 Link Speed (mph) 30 Link Distance (ft) 521 Travel Time (s) 11.8 Confl. Peds. (#/hr) 674 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.97 0.97 Heavy Vehicles (%) 6% 2% Adj. Flow (vph) 1088 139 Shared Lane Traffic (%) Lane Group Flow (vph) 1227 0 Enter Blocked Intersection No No Lane Alignment Left Right Median Width(ft) 15 Link Offset(ft) 0 Crosswalk Width(ft) 16 Two way Left Turn Lane Headway Factor 1.04 1.00 Turning Speed (mph) 9 Number of Detectors 2 Detector Template Thru Leading Detector (ft) 100 Trailing Detector (ft) 0 Detector 1 Position(ft) 0 Detector 1 Size(ft) 6 Detector 1 Type Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Detector 2 Position(ft) 94 Detector 2 Size(ft) 6 Detector 2 Type Cl+Ex

09/17/2018 Synchro 9 Report KAS Page 4 Lanes, Volumes, Timings Future (2023) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA pm+ov Perm NA Prot Prot NA Prot Prot Protected Phases 4 9! 8 9! 9 2 13 13 Permitted Phases 4 4 8 Detector Phase 44988 992 1313 Switch Phase Minimum Initial (s) 5.0 5.0 6.0 5.0 5.0 6.0 6.0 5.0 6.0 6.0 Minimum Split (s) 34.0 34.0 12.0 34.0 34.0 12.0 12.0 56.0 12.0 12.0 Total Split (s) 34.0 34.0 15.0 34.0 34.0 15.0 15.0 56.0 15.0 15.0 Total Split (%) 32.4% 32.4% 14.3% 32.4% 32.4% 14.3% 14.3% 53.3% 14.3% 14.3% Maximum Green (s) 30.0 30.0 12.0 30.0 30.0 12.0 12.0 52.0 12.0 12.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 3.0 4.0 3.0 4.0 3.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max None Max Max None None C-Max None None Walk Time (s) 8.0 8.0 8.0 8.0 36.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 30.0 43.0 30.0 12.0 52.0 12.0 Actuated g/C Ratio 0.29 0.41 0.29 0.11 0.50 0.11 v/c Ratio 0.52 0.20 0.43 0.49 0.49 1.25 Control Delay 35.5 17.9 34.2 72.4 5.6 181.3 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 Total Delay 35.5 17.9 34.2 72.4 5.7 181.3 LOS D B C E A F Approach Delay 30.9 34.2 11.0 Approach LOS C C B Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.25 Intersection Signal Delay: 26.8 Intersection LOS: C Intersection Capacity Utilization 100.1% ICU Level of Service G Analysis Period (min) 15 ! Phase conflict between lane groups.

Splits and Phases: 200: Upper Michigan Ave & Upper Wacker Place/South Water St

09/17/2018 Synchro 9 Report KAS Page 5 Lanes, Volumes, Timings Future (2023) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St AM Peak Hour

Lane Group SBT SBR Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type NA Protected Phases 6 Permitted Phases Detector Phase 6 Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 56.0 Total Split (s) 56.0 Total Split (%) 53.3% Maximum Green (s) 52.0 Yellow Time (s) 3.0 All-Red Time (s) 1.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode C-Max Walk Time (s) 36.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 52.0 Actuated g/C Ratio 0.50 v/c Ratio 0.55 Control Delay 11.0 Queue Delay 0.0 Total Delay 11.0 LOS B Approach Delay 37.6 Approach LOS D Intersection Summary

09/17/2018 Synchro 9 Report KAS Page 6 Lanes, Volumes, Timings Future (2023) Traffic Volumes 300: Upper Michigan Ave & Lake Street AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 75 215 145 0 0 0 55 1065 70 190 910 85 Future Volume (vph) 75 215 145 0 0 0 55 1065 70 190 910 85 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 13 12 12 12 10 11 12 11 11 12 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 0.91 0.91 1.00 0.91 0.91 Ped Bike Factor 0.86 0.57 0.85 0.98 0.93 0.94 Frt 0.850 0.991 0.987 Flt Protected 0.987 0.950 0.950 Satd. Flow (prot) 0 3261 1605 0 0 0 1652 4430 0 1711 4234 0 Flt Permitted 0.987 0.950 0.950 Satd. Flow (perm) 0 2805 912 0 0 0 1401 4430 0 1589 4234 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 13 19 Link Speed (mph) 30 30 30 30 Link Distance (ft) 199 403 164 385 Travel Time (s) 4.5 9.2 3.7 8.8 Confl. Peds. (#/hr) 1561 806 806 1561 1093 989 989 1093 Confl. Bikes (#/hr) 42 4 2 2 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 16% 2% 4% 2% 2% 2% 2% 10% 2% 2% 11% 2% Adj. Flow (vph) 80 229 154 0 0 0 59 1133 74 202 968 90 Shared Lane Traffic (%) Lane Group Flow (vph) 0 309 154 0 0 0 59 1207 0 202 1058 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 16 16 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.04 0.96 1.00 1.00 1.00 1.09 1.04 1.00 1.04 1.04 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA pm+ov Prot NA Prot NA

09/17/2018 Synchro 9 Report KAS Page 7 Lanes, Volumes, Timings Future (2023) Traffic Volumes 300: Upper Michigan Ave & Lake Street AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 4 5 5 2 1 6 Permitted Phases 4 4 Detector Phase 4 4 5 5 2 1 6 Switch Phase Minimum Initial (s) 25.0 25.0 6.0 6.0 49.0 6.0 49.0 Minimum Split (s) 33.0 33.0 9.0 9.0 54.0 9.0 54.0 Total Split (s) 33.0 33.0 18.0 18.0 54.0 18.0 54.0 Total Split (%) 31.4% 31.4% 17.1% 17.1% 51.4% 17.1% 51.4% Maximum Green (s) 28.0 28.0 15.0 15.0 49.0 15.0 49.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 0.0 0.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 3.0 3.0 5.0 3.0 5.0 Lead/Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max None None C-Max None C-Max Walk Time (s) 7.0 7.0 32.0 32.0 Flash Dont Walk (s) 21.0 21.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 28.0 39.2 9.2 49.5 14.5 54.8 Actuated g/C Ratio 0.27 0.37 0.09 0.47 0.14 0.52 v/c Ratio 0.41 0.37 0.41 0.58 0.86 0.48 Control Delay 33.8 21.8 53.0 21.4 84.5 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 33.8 21.8 53.0 21.4 84.5 11.6 LOS CC DC FB Approach Delay 29.8 22.8 23.3 Approach LOS C C C Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 24.1 Intersection LOS: C Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period (min) 15

Splits and Phases: 300: Upper Michigan Ave & Lake Street

09/17/2018 Synchro 9 Report KAS Page 8 Lanes, Volumes, Timings Future (2023) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr AM Peak Hour

Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 120 620 5 5 85 750 65 160 95 90 65 300 Future Volume (vph) 120 620 5 5 85 750 65 160 95 90 65 300 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 10 11 12 12 12 12 12 11 Lane Util. Factor 1.00 0.95 0.95 0.91 1.00 0.91 0.91 1.00 0.95 0.95 0.95 0.95 Ped Bike Factor 0.96 1.00 1.00 0.99 0.94 0.90 0.92 Frt 0.999 0.988 0.927 0.951 Flt Protected 0.950 0.950 0.950 0.994 Satd. Flow (prot) 1770 3535 0 0 1652 4430 0 1770 2949 0 0 3030 Flt Permitted 0.195 0.257 0.319 0.887 Satd. Flow (perm) 348 3535 0 0 445 4430 0 556 2949 0 0 2655 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 1 18 100 98 Link Speed (mph) 30 30 30 30 Link Distance (ft) 225 708 140 436 Travel Time (s) 5.1 16.1 3.2 9.9 Confl. Peds. (#/hr) 194 13 13 194 185 281 281 Confl. Bikes (#/hr) 1 1 3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 2% 2% 2% 11% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 133 689 6 6 94 833 72 178 106 100 72 333 Shared Lane Traffic (%) Lane Group Flow (vph) 133 695 0 0 100 905 0 178 206 0 0 599 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right R NA Left Left Right Left Left Right Left Left Median Width(ft) 15 15 3 3 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.09 1.04 1.00 1.00 1.00 1.00 1.00 1.04 Turning Speed (mph) 15 9 9 15 9 15 9 15 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Left Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA custom pm+pt NA pm+pt NA Perm NA

09/17/2018 Synchro 9 Report KAS Page 9 Lanes, Volumes, Timings Future (2023) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr AM Peak Hour

Lane Group SBR Lane Configurations Traffic Volume (vph) 175 Future Volume (vph) 175 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Lane Util. Factor 0.95 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 185 Confl. Bikes (#/hr) 10 Peak Hour Factor 0.90 Heavy Vehicles (%) 2% Adj. Flow (vph) 194 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type

09/17/2018 Synchro 9 Report KAS Page 10 Lanes, Volumes, Timings Future (2023) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr AM Peak Hour

Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Protected Phases 7 4 3 8 5 2 6 Permitted Phases 4 3 8 2 6 Detector Phase 7 4 3 3 8 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 5.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.0 35.0 9.0 9.0 35.0 12.0 41.0 29.0 29.0 Total Split (s) 9.0 35.0 9.0 9.0 35.0 12.0 41.0 29.0 29.0 Total Split (%) 10.6% 41.2% 10.6% 10.6% 41.2% 14.1% 48.2% 34.1% 34.1% Maximum Green (s) 6.0 30.0 6.0 6.0 30.0 7.0 37.0 26.0 26.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 2.0 0.0 0.0 2.0 2.0 1.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 3.0 5.0 5.0 4.0 3.0 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max C-Max C-Max C-Max Walk Time (s) 12.0 12.0 7.0 7.0 7.0 Flash Dont Walk (s) 18.0 18.0 29.0 19.0 19.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 33.7 26.9 33.1 25.1 40.9 41.9 30.9 Actuated g/C Ratio 0.40 0.32 0.39 0.30 0.48 0.49 0.36 v/c Ratio 0.56 0.62 0.39 0.69 0.49 0.14 0.58 Control Delay 23.8 27.4 18.4 28.4 24.1 6.4 21.7 Queue Delay 0.0 0.0 0.0 0.0 8.2 0.9 0.6 Total Delay 23.8 27.4 18.4 28.4 32.3 7.2 22.3 LOS C C B C C A C Approach Delay 26.8 27.4 18.9 22.3 Approach LOS C C B C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 80 (94%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 25.0 Intersection LOS: C Intersection Capacity Utilization 97.5% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 400: Wabash Avenue & Upper Wacker Dr

09/17/2018 Synchro 9 Report KAS Page 11 Lanes, Volumes, Timings Future (2023) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr AM Peak Hour

09/17/2018 Synchro 9 Report KAS Page 12 Lanes, Volumes, Timings Future (2023) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 280 120 75 0 220 0 120 25 55 335 0 Future Volume (vph) 5 280 120 75 0 220 0 120 25 55 335 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 11 12 12 12 12 11 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 1.00 0.57 0.72 0.90 0.94 Frt 0.850 0.850 0.974 Flt Protected 0.999 0.950 0.993 Satd. Flow (prot) 0 1704 1487 1736 0 1583 0 3000 0 0 3514 0 Flt Permitted 0.999 0.950 0.891 Satd. Flow (perm) 0 1704 847 1253 0 1583 0 3000 0 0 2950 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 128 234 27 Link Speed (mph) 30 30 30 30 Link Distance (ft) 218 487 375 140 Travel Time (s) 5.0 11.1 8.5 3.2 Confl. Peds. (#/hr) 5 792 792 5 182 442 442 182 Confl. Bikes (#/hr) 12 1 2 7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 4% 5% 4% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 5 298 128 80 0 234 0 128 27 59 356 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 303 128 80 0 234 0 155 0 0 415 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 2 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.09 1.04 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm Prot Prot NA Perm NA Protected Phases 12 4 4 2 6 3 Permitted Phases 12 12 6 3 Minimum Split (s) 26.0 26.0 26.0 25.0 25.0 26.0 Total Split (s) 26.0 26.0 26.0 25.0 25.0 26.0 Total Split (%) 30.6% 30.6% 30.6% 29.4% 29.4% 30.6% Maximum Green (s) 22.0 22.0 22.0 21.0 21.0 23.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 3.0 Lead/Lag Lag Lag Lead-Lag Optimize? Yes Yes Walk Time (s) 10.0 10.0 10.0 13.0 Flash Dont Walk (s) 12.0 12.0 12.0 10.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 22.0 22.0 21.0 21.0 23.0 31.0

09/17/2018 Synchro 9 Report KAS Page 13 Lanes, Volumes, Timings Future (2023) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place AM Peak Hour

09/17/2018 Synchro 9 Report KAS Page 14 Lanes, Volumes, Timings Future (2023) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.26 0.26 0.25 0.25 0.27 0.36 v/c Ratio 0.69 0.41 0.19 0.41 0.19 0.39 Control Delay 37.7 9.3 26.7 6.2 24.5 13.0 Queue Delay 1.9 0.0 0.0 0.1 0.0 2.6 Total Delay 39.6 9.3 26.7 6.3 24.5 15.6 LOS D A C A C B Approach Delay 30.6 11.5 24.5 15.6 Approach LOS C B C B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 82 (96%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.69 Intersection Signal Delay: 20.6 Intersection LOS: C Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period (min) 15

Splits and Phases: 500: Wabash Avenue & Upper Wacker Place

09/17/2018 Synchro 9 Report KAS Page 15 Lanes, Volumes, Timings Future (2023) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place AM Peak Hour

Lane Group Ø3 Ø6 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

09/17/2018 Synchro 9 Report KAS Page 16 Lanes, Volumes, Timings Future (2023) Traffic Volumes 600: Wabash Avenue & Lake Street AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 75 325 120 60 0 70 0 0 0 145 385 0 Future Volume (vph) 75 325 120 60 0 70 0 0 0 145 385 0 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 11 11 11 12 12 12 12 12 12 11 13 12 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.60 0.53 0.63 0.72 Frt 0.850 0.928 Flt Protected 0.950 0.977 0.950 Satd. Flow (prot) 1711 3465 1531 0 1231 00001711 2026 0 Flt Permitted 0.686 0.737 0.950 Satd. Flow (perm) 741 3465 816 0 808 00001227 2026 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 77 77 Link Speed (mph) 30 30 30 30 Link Distance (ft) 203 273 301 375 Travel Time (s) 4.6 6.2 6.8 8.5 Confl. Peds. (#/hr) 1551 1302 1302 1551 507 388 388 507 Confl. Bikes (#/hr) 19 1 1 7 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 Heavy Vehicles (%) 2% 6% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 81 349 129 65 0 75 0 0 0 156 414 0 Shared Lane Traffic (%) Lane Group Flow (vph) 81 349 129 0 140 00001564140 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 0 11 11 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 0.98 1.04 1.00 1.00 1.00 1.00 1.00 1.00 1.04 0.90 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm Perm NA Perm NA Protected Phases 4 4 6 Permitted Phases 4 4 4 6 Minimum Split (s) 35.0 35.0 35.0 35.0 35.0 40.0 40.0 Total Split (s) 39.0 39.0 39.0 39.0 39.0 40.0 40.0 Total Split (%) 45.9% 45.9% 45.9% 45.9% 45.9% 47.1% 47.1% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 35.0 35.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Walk Time (s) 15.0 15.0 15.0 15.0 15.0 24.0 24.0 Flash Dont Walk (s) 15.0 15.0 15.0 15.0 15.0 11.0 11.0 Pedestrian Calls (#/hr) 00000 00 Act Effct Green (s) 34.0 34.0 34.0 34.0 35.0 35.0

09/17/2018 Synchro 9 Report KAS Page 17 Lanes, Volumes, Timings Future (2023) Traffic Volumes 600: Wabash Avenue & Lake Street AM Peak Hour

09/17/2018 Synchro 9 Report KAS Page 18 Lanes, Volumes, Timings Future (2023) Traffic Volumes 600: Wabash Avenue & Lake Street AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.40 0.40 0.40 0.40 0.41 0.41 v/c Ratio 0.27 0.25 0.35 0.38 0.31 0.50 Control Delay 20.4 17.6 11.0 12.1 11.6 12.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.3 Total Delay 20.4 17.6 11.0 12.1 11.6 12.8 LOS C B B B B B Approach Delay 16.5 12.1 12.5 Approach LOS B B B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 79 (93%), Referenced to phase 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.50 Intersection Signal Delay: 14.2 Intersection LOS: B Intersection Capacity Utilization 91.7% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 600: Wabash Avenue & Lake Street

09/17/2018 Synchro 9 Report KAS Page 19 Lanes, Volumes, Timings Future (2023) Traffic Volumes 600: Wabash Avenue & Lake Street AM Peak Hour

Lane Group Ø3 Ø12 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

09/17/2018 Synchro 9 Report KAS Page 20 Lanes, Volumes, Timings Future (2023) Traffic Volumes 700: Lake Street & Garland Ct AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 60 405 5 0 105 35 0 0 0 30 0 25 Future Volume (vph) 60 405 5 0 105 35 0 0 0 30 0 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 12 12 11 12 12 12 12 13 12 12 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.966 0.865 Flt Protected 0.994 0.950 Satd. Flow (prot) 0 3282 0 0 1731 00001727 0 0 Flt Permitted 0.994 0.950 Satd. Flow (perm) 0 3282 0 0 1731 00001727 0 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 273 199 164 495 Travel Time (s) 6.2 4.5 3.7 11.3 Confl. Peds. (#/hr) 1345 1345 274 27 Confl. Bikes (#/hr) 2 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 30% 2% 2% 2% 2% 4% 2% 2% 2% 8% 2% 2% Adj. Flow (vph) 66 445 5 0 115 38 0 0 0 33 0 27 Shared Lane Traffic (%) Lane Group Flow (vph) 0 516 0 0 153 000033270 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 13 13 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.00 1.00 1.04 1.00 1.00 1.00 1.00 0.96 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15

09/17/2018 Synchro 9 Report KAS Page 21 HCM 2010 TWSC Future (2023) Traffic Volumes 700: Lake Street & Garland Ct AM Peak Hour

Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 60 405 5 0 105 35 0 0 0 30 0 25 Future Vol, veh/h 60 405 5 0 105 35 0 0 0 30 0 25 Conflicting Peds, #/hr 1345 00001345 0 0 0 274 0 27 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------0-- Veh in Median Storage, # - 0 - - 0 -----0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 30 22224222822 Mvmt Flow 66 445 5 0 115 38 0 0 0 33 0 27

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1499 0 0 - - 0 2108 - 1507 Stage 1 ------1480 - - Stage 2 ------628-- Critical Hdwy 4.55 ----- 6.72 - 6.23 Critical Hdwy Stg 1 ------5.52 - - Critical Hdwy Stg 2 ------5.92 - - Follow-up Hdwy 2.485 ----- 3.576 - 3.319 Pot Cap-1 Maneuver 350 - - 0 - - 47 0 148 Stage 1 - - - 0 - - 199 0 - Stage 2 - - - 0 - - 482 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 342 ----- ~ 50~ -56 Mov Cap-2 Maneuver ------~ 50- Stage 1 ------~ -770- Stage 2 ------~ -139 0 -

Approach EB WB SB HCM Control Delay, s 3.9 0 HCM LOS -

Minor Lane/Major Mvmt EBL EBT EBR WBT WBR SBLn1 Capacity (veh/h) 342 ----- HCM Lane V/C Ratio 0.193 ----- HCM Control Delay (s) 18 1.8 ---- HCM Lane LOS C A ---- HCM 95th %tile Q(veh) 0.7 ----- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

09/17/2018 Synchro 9 Report KAS Page 22 Lanes, Volumes, Timings Future (2023) Traffic Volumes 800: Garland Ct/Macchesney Ct & Lower Wacker Pl AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 265 50 00001085050 Future Volume (vph) 0 265 50 00001085050 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.976 0.879 Flt Protected Satd. Flow (prot) 0 2892 000001720 0 0 1863 0 Flt Permitted Satd. Flow (perm) 0 2892 000001720 0 0 1863 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 117 122 495 92 Travel Time (s) 2.7 2.8 11.3 2.1 Confl. Peds. (#/hr) 2 51 51 2 2 3 3 2 Confl. Bikes (#/hr) 4411 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 100% 25% 5% 2% 2% 2% 2% 2% 11% 50% 2% 2% Adj. Flow (vph) 0 298 56 00001196060 Shared Lane Traffic (%) Lane Group Flow (vph) 0 354 000001070060 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 26.1% ICU Level of Service A Analysis Period (min) 15

09/17/2018 Synchro 9 Report KAS Page 23 HCM 2010 AWSC Future (2023) Traffic Volumes 800: Garland Ct/Macchesney Ct & Lower Wacker Pl AM Peak Hour

Intersection Intersection Delay, s/veh 8.9 Intersection LOS A

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 265 50 00001085050 Future Vol, veh/h 0 265 50 00001085050 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 100 25 522222115022 Mvmt Flow 0 298 56 00001196060 Number of Lanes 020000010010 Approach EB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach Right NB EB Conflicting Lanes Right 1 0 2 HCM Control Delay 9.2 7.8 7.9 HCM LOS A A A

Lane NBLn1 EBLn1 EBLn2 SBLn1 Vol Left, % 0% 0% 0% 0% Vol Thru, % 11% 100% 64% 100% Vol Right, % 89% 0% 36% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 95 177 138 5 LT Vol 0000 Through Vol 10 177 88 5 RT Vol 85 0 50 0 Lane Flow Rate 107 199 155 6 Geometry Grp 2772 Degree of Util (X) 0.125 0.282 0.195 0.008 Departure Headway (Hd) 4.223 5.122 4.528 4.877 Convergence, Y/N Yes Yes Yes Yes Cap 854 697 786 737 Service Time 2.224 2.886 2.292 2.884 HCM Lane V/C Ratio 0.125 0.286 0.197 0.008 HCM Control Delay 7.8 9.9 8.4 7.9 HCM Lane LOS AAAA HCM 95th-tile Q 0.4 1.2 0.7 0

09/17/2018 Synchro 9 Report KAS Page 24 Lanes, Volumes, Timings Future (2023) Traffic Volumes 801: Lower Wacker Pl & Residential Garage Entrance AM Peak Hour

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 10 340 0 0 20 0 Future Volume (vph) 10 340 0 0 20 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt Flt Protected 0.999 0.950 Satd. Flow (prot) 0 3536 0 0 1770 0 Flt Permitted 0.999 0.950 Satd. Flow (perm) 0 3536 0 0 1770 0 Link Speed (mph) 30 30 30 Link Distance (ft) 122 290 94 Travel Time (s) 2.8 6.6 2.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 370 0 0 22 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 381 0 0 22 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 19.7% ICU Level of Service A Analysis Period (min) 15

09/17/2018 Synchro 9 Report KAS Page 25 HCM 2010 TWSC Future (2023) Traffic Volumes 801: Lower Wacker Pl & Residential Garage Entrance AM Peak Hour

Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 10 340 0 0 20 0 Future Vol, veh/h 10 340 0 0 20 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 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 11 370 0 0 22 0

Major/Minor Major1 Minor2 Conflicting Flow All 0 0 207 - Stage 1 - - 0 - Stage 2 - - 207 - Critical Hdwy 4.14 - 6.84 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 - Pot Cap-1 Maneuver - - 762 0 Stage 1 - - - 0 Stage 2 - - 807 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 762 - Mov Cap-2 Maneuver - - 762 - Stage 1 - - - - Stage 2 - - 807 -

Approach EB SB HCM Control Delay, s 9.9 HCM LOS A

Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) - - 762 HCM Lane V/C Ratio - - 0.029 HCM Control Delay (s) - - 9.9 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - 0.1

09/17/2018 Synchro 9 Report KAS Page 26 Lanes, Volumes, Timings Future (2023) Traffic Volumes 802: Macchesney Ct & Hotel Garage Entrance AM Peak Hour

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 5 0 0 10 0 0 Future Volume (vph) 5 0 0 10 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected 0.950 Satd. Flow (prot) 1770 0 1611 0 0 1863 Flt Permitted 0.950 Satd. Flow (perm) 1770 0 1611 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 86 92 133 Travel Time (s) 2.0 2.1 3.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 5 0 0 11 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 5 0 11 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15

09/17/2018 Synchro 9 Report KAS Page 27 HCM 2010 TWSC Future (2023) Traffic Volumes 802: Macchesney Ct & Hotel Garage Entrance AM Peak Hour

Intersection Int Delay, s/veh 2.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 0 0 10 0 0 Future Vol, veh/h 5 0 0 10 0 0 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 5 0 0 11 0 0

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 6 - 0 0 11 0 Stage 1 5 ----- Stage 2 1 ----- Critical Hdwy 6.42 - - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 - - - 2.218 - Pot Cap-1 Maneuver 1015 0 - - 1608 - Stage 1 1018 0 ---- Stage 2 1022 0 ---- Platoon blocked, % - - - Mov Cap-1 Maneuver 1015 - - - 1608 - Mov Cap-2 Maneuver 1015 ----- Stage 1 1018 ----- Stage 2 1022 -----

Approach WB NB SB HCM Control Delay, s 8.6 0 0 HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 1015 1608 - HCM Lane V/C Ratio - - 0.005 - - HCM Control Delay (s) - - 8.6 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0 0 -

09/17/2018 Synchro 9 Report KAS Page 28 Lanes, Volumes, Timings Future (2023) Traffic Volumes 900: Lower Michigan Ave & Lower Wacker Dr AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 275 530 10 15 1020 255 40 140 30 115 65 325 Future Volume (vph) 275 530 10 15 1020 255 40 140 30 115 65 325 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 11 12 12 9 11 11 12 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.97 0.96 0.93 0.98 0.93 Frt 0.998 0.850 0.850 0.850 Flt Protected 0.983 0.999 0.950 0.969 Satd. Flow (prot) 0 3229 0 0 3351 1531 1433 1418 1242 0 1675 1468 Flt Permitted 0.983 0.999 0.422 0.572 Satd. Flow (perm) 0 3227 0 0 3351 1492 614 1418 1159 0 965 1369 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 266 52 349 Link Speed (mph) 30 30 30 30 Link Distance (ft) 382 326 614 209 Travel Time (s) 8.7 7.4 14.0 4.8 Confl. Peds. (#/hr) 3 11 11 3 34 24 24 34 Confl. Bikes (#/hr) 2 2 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 Heavy Vehicles (%) 9% 10% 10% 6% 4% 2% 26% 41% 17% 3% 12% 10% Adj. Flow (vph) 296 570 11 16 1097 274 43 151 32 124 70 349 Shared Lane Traffic (%) Lane Group Flow (vph) 0 877 0 0 1113 274 43 151 32 0 194 349 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 15 5 17 10 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.04 1.04 1.00 0.94 1.14 1.04 1.04 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Split NA Perm Perm NA Perm Perm NA Perm Protected Phases 3 3 4 4 2 6 Permitted Phases 4 2 2 6 6 Minimum Split (s) 33.0 33.0 9.0 9.0 9.0 18.0 18.0 18.0 23.0 23.0 23.0 Total Split (s) 33.0 33.0 49.0 49.0 49.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (%) 31.4% 31.4% 46.7% 46.7% 46.7% 21.9% 21.9% 21.9% 21.9% 21.9% 21.9% Maximum Green (s) 29.0 29.0 45.0 45.0 45.0 19.0 19.0 19.0 19.0 19.0 19.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Walk Time (s) 20.0 20.0 6.0 6.0 6.0 14.0 14.0 14.0 Flash Dont Walk (s) 9.0 9.0 8.0 8.0 8.0 5.0 5.0 5.0 Pedestrian Calls (#/hr) 0 0 000000 Act Effct Green (s) 29.0 45.0 45.0 19.0 19.0 19.0 19.0 19.0

09/17/2018 Synchro 9 Report KAS Page 29 Lanes, Volumes, Timings Future (2023) Traffic Volumes 900: Lower Michigan Ave & Lower Wacker Dr AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.28 0.43 0.43 0.18 0.18 0.18 0.18 0.18 v/c Ratio 0.98 0.78 0.35 0.39 0.59 0.13 1.11 0.65 Control Delay 64.8 30.3 3.9 49.5 49.9 5.7 143.7 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.8 30.3 3.9 49.5 49.9 5.7 143.7 10.6 LOS E C A D D A F B Approach Delay 64.8 25.1 43.6 58.2 Approach LOS E C D E Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 18 (17%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Pretimed Maximum v/c Ratio: 1.11 Intersection Signal Delay: 43.9 Intersection LOS: D Intersection Capacity Utilization 93.6% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 900: Lower Michigan Ave & Lower Wacker Dr

09/17/2018 Synchro 9 Report KAS Page 30 Lanes, Volumes, Timings Future (2023) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 155 195 10 5 0 45 0 10 10 85 5 0 Future Volume (vph) 155 195 10 5 0 45 0 10 10 85 5 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 11 12 16 12 11 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Ped Bike Factor 0.94 0.98 0.78 0.99 0.99 0.99 Frt 0.992 0.850 0.932 Flt Protected 0.950 0.950 0.950 0.957 Satd. Flow (prot) 1388 1519 0 1045 0 1020 0 1574 0 1393 2875 0 Flt Permitted 0.950 0.622 0.743 0.800 Satd. Flow (perm) 1308 1519 0 534 0 1020 0 1574 0 1077 2378 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) 4 11 Link Speed (mph) 30 30 30 30 Link Distance (ft) 290 103 90 614 Travel Time (s) 6.6 2.3 2.0 14.0 Confl. Peds. (#/hr) 32 163 163 32 31 17 17 31 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 30% 22% 25% 67% 2% 53% 2% 25% 27% 14% 25% 2% Adj. Flow (vph) 165 207 11 5 0 48 0 11 11 90 5 0 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 165 218 0 5 0 48 0 22 0 45 50 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 5 16 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.04 1.00 1.04 1.00 0.85 1.00 1.04 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type custom NA Perm Prot NA Perm NA Protected Phases 3 3 10 14 2 6 Permitted Phases 10 14 2 6 Minimum Split (s) 17.0 28.0 28.0 40.0 40.0 40.0 40.0 Total Split (s) 17.0 28.0 28.0 40.0 40.0 40.0 40.0 Total Split (%) 20.0% 32.9% 32.9% 47.1% 47.1% 47.1% 47.1% Maximum Green (s) 14.0 23.0 23.0 36.0 36.0 36.0 36.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 2.0 2.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 14.0 5.0 5.0 28.0 28.0 28.0 28.0 Flash Dont Walk (s) 0.0 18.0 18.0 8.0 8.0 8.0 8.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 39.0 42.0 23.0 23.0 36.0 36.0 36.0

09/17/2018 Synchro 9 Report KAS Page 31 Lanes, Volumes, Timings Future (2023) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St AM Peak Hour

09/17/2018 Synchro 9 Report KAS Page 32 Lanes, Volumes, Timings Future (2023) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St AM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.46 0.49 0.27 0.27 0.42 0.42 0.42 v/c Ratio 0.27 0.29 0.03 0.17 0.03 0.10 0.05 Control Delay 13.9 13.8 23.8 25.8 10.1 15.6 14.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.9 13.8 23.8 25.8 10.1 15.6 14.7 LOS B B C C B B B Approach Delay 13.8 25.6 10.1 15.1 Approach LOS B C B B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.29 Intersection Signal Delay: 15.0 Intersection LOS: B Intersection Capacity Utilization 68.6% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St

09/17/2018 Synchro 9 Report KAS Page 33 Lanes, Volumes, Timings Future (2023) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St AM Peak Hour

Lane Group Ø10 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

09/17/2018 Synchro 9 Report KAS Page 34

Lanes, Volumes, Timings Future (2023) Traffic Volumes 100: Upper Michigan Ave & Upper Wacker Dr PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 295 395 100 105 375 175 0 790 90 0 1140 345 Future Volume (vph) 295 395 100 105 375 175 0 790 90 0 1140 345 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 8 13 12 12 12 12 12 12 12 12 10 12 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Ped Bike Factor 1.00 0.56 0.75 0.99 0.95 0.87 Frt 0.850 0.952 0.985 0.965 Flt Protected 0.950 0.950 Satd. Flow (prot) 1534 3636 1583 1770 3305 0 0 4445 0 0 3893 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1530 3636 885 1332 3305 0 0 4445 0 0 3893 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 58 5 27 105 Link Speed (mph) 30 30 30 30 Link Distance (ft) 708 508 521 413 Travel Time (s) 16.1 11.5 11.8 9.4 Confl. Peds. (#/hr) 5 909 909 5 1555 2106 2106 1555 Confl. Bikes (#/hr) 1 2 7 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 8% 2% 2% 4% 2% 2% 8% 19% 2% 5% 5% Adj. Flow (vph) 307 411 104 109 391 182 0 823 94 0 1188 359 Shared Lane Traffic (%) Lane Group Flow (vph) 307 411 104 109 573 0 0 917 0 0 1547 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 15 17 13 7 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.20 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.09 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12112 2 2 Detector Template Left Thru Right Left Thru Thru Thru Leading Detector (ft) 20 100 20 20 100 100 100 Trailing Detector (ft) 00000 0 0 Detector 1 Position(ft) 00000 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA NA NA

09/24/2018 Synchro 9 Report KAS Page 1 Lanes, Volumes, Timings Future (2023) Traffic Volumes 100: Upper Michigan Ave & Upper Wacker Dr PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 7 4 3 8 2 6 Permitted Phases 4 Detector Phase 74438 2 6 Switch Phase Minimum Initial (s) 6.0 5.0 5.0 6.0 5.0 5.0 5.0 Minimum Split (s) 12.0 33.0 33.0 12.0 33.0 57.0 57.0 Total Split (s) 15.0 33.0 33.0 15.0 33.0 57.0 57.0 Total Split (%) 14.3% 31.4% 31.4% 14.3% 31.4% 54.3% 54.3% Maximum Green (s) 12.0 29.0 29.0 12.0 29.0 53.0 53.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 1.0 1.0 0.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 4.0 4.0 3.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max None Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 33.0 30.0 Flash Dont Walk (s) 22.0 22.0 22.0 20.0 3.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 12.0 30.4 30.4 10.6 29.0 53.0 53.0 Actuated g/C Ratio 0.11 0.29 0.29 0.10 0.28 0.50 0.50 v/c Ratio 1.75 0.39 0.35 0.61 0.63 0.41 0.77 Control Delay 391.7 31.6 18.7 60.0 36.5 6.6 22.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 391.7 31.6 18.7 60.0 36.5 6.6 22.6 LOS F C B E D A C Approach Delay 164.4 40.3 6.6 22.6 Approach LOS F D A C Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.75 Intersection Signal Delay: 51.3 Intersection LOS: D Intersection Capacity Utilization 94.7% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 100: Upper Michigan Ave & Upper Wacker Dr

09/24/2018 Synchro 9 Report KAS Page 2 Lanes, Volumes, Timings Future (2023) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 30 160 70 35 115 35 140 795 50 20 165 975 Future Volume (vph) 30 160 70 35 115 35 140 795 50 20 165 975 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 12 12 16 12 10 11 12 12 9 11 Storage Length (ft) 0 25 0 0 0 0 0 Storage Lanes 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 1.00 0.91 Ped Bike Factor 0.96 0.60 0.88 0.92 0.96 0.79 0.93 Frt 0.850 0.974 0.991 0.976 Flt Protected 0.992 0.991 0.950 0.950 Satd. Flow (prot) 0 2014 1583 0 1732 0 1652 4315 0 0 1593 4331 Flt Permitted 0.932 0.913 0.950 0.950 Satd. Flow (perm) 0 1821 949 0 1513 0 1523 4315 0 0 1256 4331 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 10 13 52 Link Speed (mph) 30 30 30 30 Link Distance (ft) 487 411 385 521 Travel Time (s) 11.1 9.3 8.8 11.8 Confl. Peds. (#/hr) 624 744 744 624 1489 1552 1552 Confl. Bikes (#/hr) 3 14 8 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 Heavy Vehicles (%) 28% 2% 2% 35% 7% 2% 2% 10% 10% 2% 2% 5% Adj. Flow (vph) 32 172 75 38 124 38 151 855 54 22 177 1048 Shared Lane Traffic (%) Lane Group Flow (vph) 0 204 75 0 200 0 151 909 0 0 199 1247 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 0 0 15 15 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 0.85 1.00 1.00 0.85 1.00 1.09 1.04 1.00 1.00 1.14 1.04 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 12112 12 112 Detector Template Left Thru Right Left Thru Left Thru Left Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 00000 00 000 Detector 1 Position(ft) 00000 00 000 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex

09/24/2018 Synchro 9 Report KAS Page 3 Lanes, Volumes, Timings Future (2023) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St PM Peak Hour

Lane Group SBR Lane Configurations Traffic Volume (vph) 185 Future Volume (vph) 185 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) Lane Util. Factor 0.91 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 1489 Confl. Bikes (#/hr) 5 Peak Hour Factor 0.93 Heavy Vehicles (%) 5% Adj. Flow (vph) 199 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type

09/24/2018 Synchro 9 Report KAS Page 4 Lanes, Volumes, Timings Future (2023) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA pm+ov Perm NA Prot NA Prot Prot NA Protected Phases 4 9 8 9 2 13 13 6 Permitted Phases 4 4 8 Detector Phase 44988 92 13136 Switch Phase Minimum Initial (s) 5.0 5.0 6.0 5.0 5.0 6.0 5.0 6.0 6.0 5.0 Minimum Split (s) 34.0 34.0 12.0 34.0 34.0 12.0 56.0 12.0 12.0 56.0 Total Split (s) 34.0 34.0 15.0 34.0 34.0 15.0 56.0 15.0 15.0 56.0 Total Split (%) 32.4% 32.4% 14.3% 32.4% 32.4% 14.3% 53.3% 14.3% 14.3% 53.3% Maximum Green (s) 30.0 30.0 12.0 30.0 30.0 12.0 52.0 12.0 12.0 52.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 0.0 1.0 1.0 0.0 1.0 0.0 0.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 3.0 4.0 3.0 4.0 3.0 4.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max None Max Max None C-Max None None C-Max Walk Time (s) 8.0 8.0 8.0 8.0 36.0 36.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 30.0 43.0 30.0 12.0 52.0 12.0 52.0 Actuated g/C Ratio 0.29 0.41 0.29 0.11 0.50 0.11 0.50 v/c Ratio 0.39 0.16 0.46 0.80 0.42 1.09 0.57 Control Delay 32.9 16.8 35.1 92.8 6.5 135.0 10.7 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0 Total Delay 32.9 16.8 35.1 92.8 6.6 135.0 10.7 LOS C B D F A F B Approach Delay 28.6 35.1 18.9 27.8 Approach LOS C D B C Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.09 Intersection Signal Delay: 25.2 Intersection LOS: C Intersection Capacity Utilization 100.6% ICU Level of Service G Analysis Period (min) 15

Splits and Phases: 200: Upper Michigan Ave & Upper Wacker Place/South Water St

09/24/2018 Synchro 9 Report KAS Page 5 Lanes, Volumes, Timings Future (2023) Traffic Volumes 200: Upper Michigan Ave & Upper Wacker Place/South Water St PM Peak Hour

Lane Group SBR Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

09/24/2018 Synchro 9 Report KAS Page 6 Lanes, Volumes, Timings Future (2023) Traffic Volumes 300: Upper Michigan Ave & Lake Street PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 75 140 200 0 0 0 95 895 85 15 95 910 Future Volume (vph) 75 140 200 0 0 0 95 895 85 15 95 910 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 13 12 12 12 10 11 12 12 11 11 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 1.00 0.91 Ped Bike Factor 0.81 0.47 0.78 0.95 0.87 0.94 Frt 0.850 0.987 0.991 Flt Protected 0.983 0.950 0.950 Satd. Flow (prot) 0 3108 1605 0 0 0 1652 4314 0 0 1696 4321 Flt Permitted 0.983 0.950 0.950 Satd. Flow (perm) 0 2523 756 0 0 0 1281 4314 0 0 1471 4321 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 21 20 13 Link Speed (mph) 30 30 30 30 Link Distance (ft) 199 403 164 385 Travel Time (s) 4.5 9.2 3.7 8.8 Confl. Peds. (#/hr) 1656 1272 1272 1656 3000 2121 2121 Confl. Bikes (#/hr) 17 14 8 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 Heavy Vehicles (%) 26% 2% 4% 2% 2% 2% 2% 10% 2% 2% 3% 9% Adj. Flow (vph) 77 144 206 0 0 0 98 923 88 15 98 938 Shared Lane Traffic (%) Lane Group Flow (vph) 0 221 206 0 0 0 98 1011 0 0 113 1000 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right R NA Left Left Median Width(ft) 0 0 16 16 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.04 0.96 1.00 1.00 1.00 1.09 1.04 1.00 1.00 1.04 1.04 Turning Speed (mph) 15 9 15 9 15 9 9 15 Number of Detectors 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA pm+ov Prot NA Prot Prot NA

09/24/2018 Synchro 9 Report KAS Page 7 Lanes, Volumes, Timings Future (2023) Traffic Volumes 300: Upper Michigan Ave & Lake Street PM Peak Hour

Lane Group SBR Lane Configurations Traffic Volume (vph) 60 Future Volume (vph) 60 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Lane Util. Factor 0.91 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 3000 Confl. Bikes (#/hr) 2 Peak Hour Factor 0.97 Heavy Vehicles (%) 2% Adj. Flow (vph) 62 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type

09/24/2018 Synchro 9 Report KAS Page 8 Lanes, Volumes, Timings Future (2023) Traffic Volumes 300: Upper Michigan Ave & Lake Street PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Protected Phases 4 5 5 2 1 1 6 Permitted Phases 4 4 Detector Phase 4 4 5 5 2 1 1 6 Switch Phase Minimum Initial (s) 25.0 25.0 6.0 6.0 49.0 6.0 6.0 49.0 Minimum Split (s) 33.0 33.0 9.0 9.0 54.0 9.0 9.0 54.0 Total Split (s) 33.0 33.0 18.0 18.0 54.0 18.0 18.0 54.0 Total Split (%) 31.4% 31.4% 17.1% 17.1% 51.4% 17.1% 17.1% 51.4% Maximum Green (s) 28.0 28.0 15.0 15.0 49.0 15.0 15.0 49.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 3.0 3.0 5.0 3.0 5.0 Lead/Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max None None C-Max None None C-Max Walk Time (s) 7.0 7.0 32.0 32.0 Flash Dont Walk (s) 21.0 21.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 28.0 41.3 11.3 52.2 11.8 52.7 Actuated g/C Ratio 0.27 0.39 0.11 0.50 0.11 0.50 v/c Ratio 0.33 0.51 0.55 0.47 0.59 0.46 Control Delay 32.6 26.3 55.7 18.3 66.6 10.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 32.6 26.3 55.7 18.3 66.6 10.6 LOS CC EB EB Approach Delay 29.6 21.6 16.3 Approach LOS C C B Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 20.6 Intersection LOS: C Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 300: Upper Michigan Ave & Lake Street

09/24/2018 Synchro 9 Report KAS Page 9 Lanes, Volumes, Timings Future (2023) Traffic Volumes 300: Upper Michigan Ave & Lake Street PM Peak Hour

09/24/2018 Synchro 9 Report KAS Page 10 Lanes, Volumes, Timings Future (2023) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr PM Peak Hour

Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 140 605 5 5 50 590 75 230 155 105 75 225 Future Volume (vph) 140 605 5 5 50 590 75 230 155 105 75 225 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 10 11 12 12 12 12 12 11 Lane Util. Factor 1.00 0.95 0.95 0.91 1.00 0.91 0.91 1.00 0.95 0.95 0.95 0.95 Ped Bike Factor 0.89 1.00 1.00 0.96 0.87 0.87 0.85 Frt 0.999 0.983 0.939 0.942 Flt Protected 0.950 0.950 0.950 0.992 Satd. Flow (prot) 1770 3403 0 0 1652 4527 0 1736 2886 0 0 2802 Flt Permitted 0.263 0.256 0.371 0.853 Satd. Flow (perm) 434 3403 0 0 444 4527 0 593 2886 0 0 2331 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 1 29 114 171 Link Speed (mph) 30 30 30 30 Link Distance (ft) 225 708 140 436 Travel Time (s) 5.1 16.1 3.2 9.9 Confl. Peds. (#/hr) 557 9 9 557 365 538 538 Confl. Bikes (#/hr) 2 4 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 6% 2% 2% 2% 5% 2% 4% 2% 2% 2% 2% Adj. Flow (vph) 152 658 5 5 54 641 82 250 168 114 82 245 Shared Lane Traffic (%) Lane Group Flow (vph) 152 663 0 0 59 723 0 250 282 0 0 534 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right R NA Left Left Right Left Left Right Left Left Median Width(ft) 15 15 3 3 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.09 1.04 1.00 1.00 1.00 1.00 1.00 1.04 Turning Speed (mph) 15 9 9 15 9 15 9 15 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Left Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA custom pm+pt NA pm+pt NA Perm NA

09/24/2018 Synchro 9 Report KAS Page 11 Lanes, Volumes, Timings Future (2023) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr PM Peak Hour

Lane Group SBR Lane Configurations Traffic Volume (vph) 190 Future Volume (vph) 190 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Lane Util. Factor 0.95 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 365 Confl. Bikes (#/hr) 3 Peak Hour Factor 0.92 Heavy Vehicles (%) 2% Adj. Flow (vph) 207 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type

09/24/2018 Synchro 9 Report KAS Page 12 Lanes, Volumes, Timings Future (2023) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr PM Peak Hour

Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Protected Phases 7 4 3 8 5 2 6 Permitted Phases 4 3 8 2 6 Detector Phase 7 4 3 3 8 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 5.0 6.0 6.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.0 35.0 9.0 9.0 35.0 12.0 41.0 29.0 29.0 Total Split (s) 9.0 35.0 9.0 9.0 35.0 12.0 41.0 29.0 29.0 Total Split (%) 10.6% 41.2% 10.6% 10.6% 41.2% 14.1% 48.2% 34.1% 34.1% Maximum Green (s) 6.0 30.0 6.0 6.0 30.0 7.0 37.0 26.0 26.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 2.0 0.0 0.0 2.0 2.0 1.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 3.0 5.0 5.0 4.0 3.0 Lead/Lag Lead Lag Lead Lead Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max C-Max C-Max C-Max Walk Time (s) 12.0 12.0 7.0 7.0 7.0 Flash Dont Walk (s) 18.0 18.0 29.0 19.0 19.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 31.3 24.5 30.7 22.7 43.3 44.3 33.3 Actuated g/C Ratio 0.37 0.29 0.36 0.27 0.51 0.52 0.39 v/c Ratio 0.60 0.68 0.24 0.59 0.63 0.18 0.53 Control Delay 26.5 30.3 16.7 27.4 27.2 6.6 16.3 Queue Delay 0.0 0.0 0.0 0.0 15.4 0.9 0.3 Total Delay 26.5 30.3 16.7 27.4 42.6 7.5 16.7 LOS C C B C D A B Approach Delay 29.6 26.6 24.0 16.7 Approach LOS C C C B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.68 Intersection Signal Delay: 25.0 Intersection LOS: C Intersection Capacity Utilization 98.6% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 400: Wabash Avenue & Upper Wacker Dr

09/24/2018 Synchro 9 Report KAS Page 13 Lanes, Volumes, Timings Future (2023) Traffic Volumes 400: Wabash Avenue & Upper Wacker Dr PM Peak Hour

09/24/2018 Synchro 9 Report KAS Page 14 Lanes, Volumes, Timings Future (2023) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 195 75 105 0 335 0 150 25 40 240 0 Future Volume (vph) 5 195 75 105 0 335 0 150 25 40 240 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 11 12 12 12 12 11 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 1.00 0.46 0.60 0.89 0.92 Frt 0.850 0.850 0.979 Flt Protected 0.999 0.950 0.993 Satd. Flow (prot) 0 1673 1531 1770 0 1568 0 2994 0 0 3485 0 Flt Permitted 0.999 0.950 0.895 Satd. Flow (perm) 0 1672 702 1054 0 1568 0 2994 0 0 2886 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 103 349 22 Link Speed (mph) 30 30 30 30 Link Distance (ft) 218 487 375 140 Travel Time (s) 5.0 11.1 8.5 3.2 Confl. Peds. (#/hr) 9 1459 1459 9 483 905 905 483 Confl. Bikes (#/hr) 3 13 11 13 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 6% 2% 2% 2% 3% 2% 2% 2% 2% 3% 2% Adj. Flow (vph) 5 203 78 109 0 349 0 156 26 42 250 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 208 78 109 0 349 0 182 0 0 292 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 2 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.09 1.04 1.00 1.00 1.00 1.00 1.04 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm Prot Prot NA Perm NA Protected Phases 12 4 4 2 6 3 Permitted Phases 12 12 6 3 Minimum Split (s) 26.0 26.0 26.0 25.0 25.0 26.0 Total Split (s) 26.0 26.0 26.0 25.0 25.0 26.0 Total Split (%) 30.6% 30.6% 30.6% 29.4% 29.4% 30.6% Maximum Green (s) 22.0 22.0 22.0 21.0 21.0 23.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 3.0 Lead/Lag Lag Lag Lead-Lag Optimize? Yes Yes Walk Time (s) 10.0 10.0 10.0 13.0 Flash Dont Walk (s) 12.0 12.0 12.0 10.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 22.0 22.0 21.0 21.0 23.0 31.0

09/24/2018 Synchro 9 Report KAS Page 15 Lanes, Volumes, Timings Future (2023) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place PM Peak Hour

09/24/2018 Synchro 9 Report KAS Page 16 Lanes, Volumes, Timings Future (2023) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.26 0.26 0.25 0.25 0.27 0.36 v/c Ratio 0.48 0.30 0.25 0.54 0.22 0.28 Control Delay 31.1 6.5 27.6 6.6 24.2 13.9 Queue Delay 0.0 0.0 0.0 0.3 0.0 2.2 Total Delay 31.1 6.5 27.6 6.8 24.2 16.1 LOS C A C A C B Approach Delay 24.4 11.7 24.2 16.1 Approach LOS C B C B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 3 (4%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.54 Intersection Signal Delay: 17.6 Intersection LOS: B Intersection Capacity Utilization 78.9% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 500: Wabash Avenue & Upper Wacker Place

09/24/2018 Synchro 9 Report KAS Page 17 Lanes, Volumes, Timings Future (2023) Traffic Volumes 500: Wabash Avenue & Upper Wacker Place PM Peak Hour

Lane Group Ø3 Ø6 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

09/24/2018 Synchro 9 Report KAS Page 18 Lanes, Volumes, Timings Future (2023) Traffic Volumes 600: Wabash Avenue & Lake Street PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 345 120 50 0 105 0 0 0 80 340 0 Future Volume (vph) 70 345 120 50 0 105 0 0 0 80 340 0 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 11 11 11 12 12 12 12 12 12 11 13 12 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.59 0.55 0.58 0.64 Frt 0.850 0.909 Flt Protected 0.950 0.984 0.950 Satd. Flow (prot) 1711 3465 1531 0 1055 00001711 2006 0 Flt Permitted 0.662 0.807 0.950 Satd. Flow (perm) 703 3465 837 0 790 00001087 2006 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 77 109 Link Speed (mph) 30 30 30 30 Link Distance (ft) 203 273 301 375 Travel Time (s) 4.6 6.2 6.8 8.5 Confl. Peds. (#/hr) 2086 1233 1233 2085 770 856 856 770 Confl. Bikes (#/hr) 6 5 6 14 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 6% 2% 2% 2% 2% 2% 2% 2% 2% 3% 2% Adj. Flow (vph) 73 359 125 52 0 109 0 0 0 83 354 0 Shared Lane Traffic (%) Lane Group Flow (vph) 73 359 125 0 161 0000833540 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 0 11 11 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 0.98 1.04 1.00 1.00 1.00 1.00 1.00 1.00 1.04 0.90 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm Perm NA Perm NA Protected Phases 4 4 6 Permitted Phases 4 4 4 6 Minimum Split (s) 35.0 35.0 35.0 35.0 35.0 40.0 40.0 Total Split (s) 39.0 39.0 39.0 39.0 39.0 40.0 40.0 Total Split (%) 45.9% 45.9% 45.9% 45.9% 45.9% 47.1% 47.1% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 35.0 35.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Walk Time (s) 15.0 15.0 15.0 15.0 15.0 24.0 24.0 Flash Dont Walk (s) 15.0 15.0 15.0 15.0 15.0 11.0 11.0 Pedestrian Calls (#/hr) 00000 00 Act Effct Green (s) 34.0 34.0 34.0 34.0 35.0 35.0

09/24/2018 Synchro 9 Report KAS Page 19 Lanes, Volumes, Timings Future (2023) Traffic Volumes 600: Wabash Avenue & Lake Street PM Peak Hour

09/24/2018 Synchro 9 Report KAS Page 20 Lanes, Volumes, Timings Future (2023) Traffic Volumes 600: Wabash Avenue & Lake Street PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.40 0.40 0.40 0.40 0.41 0.41 v/c Ratio 0.26 0.26 0.33 0.42 0.19 0.43 Control Delay 20.3 17.7 10.4 10.7 13.9 15.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4 Total Delay 20.3 17.7 10.4 10.7 13.9 15.7 LOS C B B B B B Approach Delay 16.4 10.7 15.4 Approach LOS B B B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 2 (2%), Referenced to phase 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.43 Intersection Signal Delay: 15.2 Intersection LOS: B Intersection Capacity Utilization 91.7% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 600: Wabash Avenue & Lake Street

09/24/2018 Synchro 9 Report KAS Page 21 Lanes, Volumes, Timings Future (2023) Traffic Volumes 600: Wabash Avenue & Lake Street PM Peak Hour

Lane Group Ø3 Ø12 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

09/24/2018 Synchro 9 Report KAS Page 22 Lanes, Volumes, Timings Future (2023) Traffic Volumes 700: Lake Street & Garland Ct PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 35 385 5 0 130 25 0 0 0 30 0 25 Future Volume (vph) 35 385 5 0 130 25 0 0 0 30 0 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 12 12 11 12 12 12 12 13 12 12 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.998 0.978 0.865 Flt Protected 0.996 0.950 Satd. Flow (prot) 0 3401 0 0 1761 00001829 0 0 Flt Permitted 0.996 0.950 Satd. Flow (perm) 0 3401 0 0 1761 00001829 0 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 273 199 173 495 Travel Time (s) 6.2 4.5 3.9 11.3 Confl. Peds. (#/hr) 1831 1831 57 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 38 418 5 0 141 27 0 0 0 33 0 27 Shared Lane Traffic (%) Lane Group Flow (vph) 0 461 0 0 168 000033270 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 13 13 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.00 1.00 1.04 1.00 1.00 1.00 1.00 0.96 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15

09/24/2018 Synchro 9 Report KAS Page 23 HCM 2010 TWSC Future (2023) Traffic Volumes 700: Lake Street & Garland Ct PM Peak Hour

Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 385 5 0 130 25 0 0 0 30 0 25 Future Vol, veh/h 35 385 5 0 130 25 0 0 0 30 0 25 Conflicting Peds, #/hr 1831 00001831 0 0 0 57 0 52 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------0-- Veh in Median Storage, # - 0 - - 0 -----0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 38 418 5 0 141 27 0 0 0 33 0 27

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1999 0 0 - - 0 2328 - 2038 Stage 1 ------1986 - - Stage 2 ------342-- Critical Hdwy 4.13 ----- 6.63 - 6.23 Critical Hdwy Stg 1 ------5.43 - - Critical Hdwy Stg 2 ------5.83 - - Follow-up Hdwy 2.219 ----- 3.519 - 3.319 Pot Cap-1 Maneuver 285 - - 0 - - 36 0 71 Stage 1 - - - 0 - - 116 0 - Stage 2 - - - 0 - - 692 0 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 272 ----- ~ 230~ -60 Mov Cap-2 Maneuver ------~ 230- Stage 1 ------~ -103 0 - Stage 2 ------~ -503 0 -

Approach EB WB SB HCM Control Delay, s 3.1 0 HCM LOS -

Minor Lane/Major Mvmt EBL EBT EBR WBT WBR SBLn1 Capacity (veh/h) 272 ----- HCM Lane V/C Ratio 0.14 ----- HCM Control Delay (s) 20.4 1.6 ---- HCM Lane LOS C A ---- HCM 95th %tile Q(veh) 0.5 ----- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

09/24/2018 Synchro 9 Report KAS Page 24 Lanes, Volumes, Timings Future (2023) Traffic Volumes 800: Garland Ct/Macchesney Ct & Lower Wacker Pl PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 335 45 000010500100 Future Volume (vph) 0 335 45 000010500100 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.982 0.888 Flt Protected Satd. Flow (prot) 0 3192 000001875 0 0 1863 0 Flt Permitted Satd. Flow (perm) 0 3192 000001875 0 0 1863 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 117 122 495 92 Travel Time (s) 2.7 2.8 11.3 2.1 Confl. Peds. (#/hr) 2 32 32 2 3 6 6 3 Confl. Bikes (#/hr) 5 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 12% 4% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 353 47 000011530110 Shared Lane Traffic (%) Lane Group Flow (vph) 0 400 000006400110 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.0% ICU Level of Service A Analysis Period (min) 15

09/24/2018 Synchro 9 Report KAS Page 25 HCM 2010 AWSC Future (2023) Traffic Volumes 800: Garland Ct/Macchesney Ct & Lower Wacker Pl PM Peak Hour

Intersection Intersection Delay, s/veh 9 Intersection LOS A

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 335 45 000010500100 Future Vol, veh/h 0 335 45 000010500100 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 12 4222222222 Mvmt Flow 0 353 47 000011530110 Number of Lanes 020000010010 Approach EB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left SB EB Conflicting Lanes Left 1 2 0 Conflicting Approach Right NB EB Conflicting Lanes Right 1 0 2 HCM Control Delay 9.2 7.7 8 HCM LOS A A A

Lane NBLn1 EBLn1 EBLn2 SBLn1 Vol Left, % 0% 0% 0% 0% Vol Thru, % 17% 100% 71% 100% Vol Right, % 83% 0% 29% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 60 223 157 10 LT Vol 0000 Through Vol 10 223 112 10 RT Vol 50 0 45 0 Lane Flow Rate 63 235 165 11 Geometry Grp 2772 Degree of Util (X) 0.076 0.315 0.206 0.014 Departure Headway (Hd) 4.334 4.831 4.494 4.896 Convergence, Y/N Yes Yes Yes Yes Cap 832 741 795 735 Service Time 2.334 2.58 2.243 2.902 HCM Lane V/C Ratio 0.076 0.317 0.208 0.015 HCM Control Delay 7.7 9.8 8.4 8 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 1.4 0.8 0

09/24/2018 Synchro 9 Report KAS Page 26 Lanes, Volumes, Timings Future (2023) Traffic Volumes 801: Lower Wacker Pl & Residential Garage Entrance PM Peak Hour

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 20 365 0 0 15 0 Future Volume (vph) 20 365 0 0 15 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt Flt Protected 0.997 0.950 Satd. Flow (prot) 0 3529 0 0 1770 0 Flt Permitted 0.997 0.950 Satd. Flow (perm) 0 3529 0 0 1770 0 Link Speed (mph) 30 30 30 Link Distance (ft) 122 290 94 Travel Time (s) 2.8 6.6 2.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 22 397 0 0 16 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 419 0 0 16 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.7% ICU Level of Service A Analysis Period (min) 15

09/24/2018 Synchro 9 Report KAS Page 27 HCM 2010 TWSC Future (2023) Traffic Volumes 801: Lower Wacker Pl & Residential Garage Entrance PM Peak Hour

Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 20 365 0 0 15 0 Future Vol, veh/h 20 365 0 0 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 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 22 397 0 0 16 0

Major/Minor Major1 Minor2 Conflicting Flow All 0 0 242 - Stage 1 - - 0 - Stage 2 - - 242 - Critical Hdwy 4.14 - 6.84 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 - Pot Cap-1 Maneuver - - 725 0 Stage 1 - - - 0 Stage 2 - - 776 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 725 - Mov Cap-2 Maneuver - - 725 - Stage 1 - - - - Stage 2 - - 776 -

Approach EB SB HCM Control Delay, s 10.1 HCM LOS B

Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) - - 725 HCM Lane V/C Ratio - - 0.022 HCM Control Delay (s) - - 10.1 HCM Lane LOS - - B HCM 95th %tile Q(veh) - - 0.1

09/24/2018 Synchro 9 Report KAS Page 28 Lanes, Volumes, Timings Future (2023) Traffic Volumes 802: Macchesney Ct & Hotel Garage Entrance PM Peak Hour

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 10 0 0 10 0 0 Future Volume (vph) 10 0 0 10 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected 0.950 Satd. Flow (prot) 1770 0 1611 0 0 1863 Flt Permitted 0.950 Satd. Flow (perm) 1770 0 1611 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 86 92 133 Travel Time (s) 2.0 2.1 3.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 0 0 11 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 11 0 11 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15

09/24/2018 Synchro 9 Report KAS Page 29 HCM 2010 TWSC Future (2023) Traffic Volumes 802: Macchesney Ct & Hotel Garage Entrance PM Peak Hour

Intersection Int Delay, s/veh 4.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 10 0 0 10 0 0 Future Vol, veh/h 10 0 0 10 0 0 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 11 0 0 11 0 0

Approach WB NB SB HCM Control Delay, s 8.6 0 0 HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 1015 1608 - HCM Lane V/C Ratio - - 0.011 - - HCM Control Delay (s) - - 8.6 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0 0 -

09/24/2018 Synchro 9 Report KAS Page 30 Lanes, Volumes, Timings Future (2023) Traffic Volumes 900: Lower Michigan Ave & Lower Wacker Dr PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 290 875 0 10 740 265 85 160 70 160 65 535 Future Volume (vph) 290 875 0 10 740 265 85 160 70 160 65 535 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 11 12 12 9 11 11 12 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.90 0.96 0.93 Frt 0.850 0.850 0.850 Flt Protected 0.988 0.999 0.950 0.966 Satd. Flow (prot) 0 3497 0 0 3317 1531 1687 1724 1309 0 1725 1495 Flt Permitted 0.988 0.999 0.402 0.562 Satd. Flow (perm) 0 3497 0 0 3317 1531 690 1724 1184 0 961 1397 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 279 74 563 Link Speed (mph) 30 30 30 30 Link Distance (ft) 382 326 614 209 Travel Time (s) 8.7 7.4 14.0 4.8 Confl. Peds. (#/hr) 5 5 42 51 51 42 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 2% 13% 5% 2% 7% 16% 11% 2% 5% 8% Adj. Flow (vph) 305 921 0 11 779 279 89 168 74 168 68 563 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1226 0 0 790 279 89 168 74 0 236 563 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 15 5 17 10 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.04 1.04 1.00 0.94 1.14 1.04 1.04 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Split NA Perm Perm NA Perm Perm NA Perm Protected Phases 3 3 4 4 2 6 Permitted Phases 4 2 2 6 6 Minimum Split (s) 42.0 42.0 9.0 9.0 9.0 28.0 28.0 28.0 28.0 28.0 28.0 Total Split (s) 42.0 42.0 35.0 35.0 35.0 28.0 28.0 28.0 28.0 28.0 28.0 Total Split (%) 40.0% 40.0% 33.3% 33.3% 33.3% 26.7% 26.7% 26.7% 26.7% 26.7% 26.7% Maximum Green (s) 38.0 38.0 31.0 31.0 31.0 24.0 24.0 24.0 24.0 24.0 24.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Walk Time (s) 29.0 29.0 11.0 11.0 11.0 19.0 19.0 19.0 Flash Dont Walk (s) 9.0 9.0 8.0 8.0 8.0 5.0 5.0 5.0 Pedestrian Calls (#/hr) 0 0 000000 Act Effct Green (s) 38.0 31.0 31.0 24.0 24.0 24.0 24.0 24.0

09/24/2018 Synchro 9 Report KAS Page 31 Lanes, Volumes, Timings Future (2023) Traffic Volumes 900: Lower Michigan Ave & Lower Wacker Dr PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.36 0.30 0.30 0.23 0.23 0.23 0.23 0.23 v/c Ratio 0.97 0.81 0.43 0.57 0.43 0.23 1.08 0.75 Control Delay 52.5 41.8 5.7 51.7 38.6 9.7 123.1 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.5 41.8 5.7 51.7 38.6 9.7 123.1 10.1 LOS D D A D D A F B Approach Delay 52.5 32.4 35.7 43.5 Approach LOS DCDD Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 18 (17%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Pretimed Maximum v/c Ratio: 1.08 Intersection Signal Delay: 42.5 Intersection LOS: D Intersection Capacity Utilization 102.5% ICU Level of Service G Analysis Period (min) 15

Splits and Phases: 900: Lower Michigan Ave & Lower Wacker Dr

09/24/2018 Synchro 9 Report KAS Page 32 Lanes, Volumes, Timings Future (2023) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 205 165 10 5 0 95 0 15 10 70 5 0 Future Volume (vph) 205 165 10 5 0 95 0 15 10 70 5 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 11 12 16 12 11 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Ped Bike Factor 0.98 0.99 0.84 0.99 0.99 0.99 Frt 0.991 0.850 0.945 Flt Protected 0.950 0.950 0.950 0.958 Satd. Flow (prot) 1583 1726 0 1454 0 1419 0 1912 0 1484 3113 0 Flt Permitted 0.950 0.640 0.740 0.812 Satd. Flow (perm) 1549 1726 0 819 0 1419 0 1912 0 1139 2606 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) 5 11 Link Speed (mph) 30 30 30 30 Link Distance (ft) 290 103 90 614 Travel Time (s) 6.6 2.3 2.0 14.0 Confl. Peds. (#/hr) 12 117 117 12 68 21 21 68 Confl. Bikes (#/hr) 4 2 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 14% 8% 2% 20% 2% 10% 2% 2% 10% 7% 2% 2% Adj. Flow (vph) 218 176 11 5 0 101 0 16 11 74 5 0 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 218 187 0 5 0 101 0 27 0 37 42 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 5 16 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.04 1.00 1.04 1.00 0.85 1.00 1.04 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type custom NA Perm Prot NA Perm NA Protected Phases 3 3 10 14 2 6 Permitted Phases 10 14 2 6 Minimum Split (s) 17.0 28.0 28.0 40.0 40.0 40.0 40.0 Total Split (s) 17.0 28.0 28.0 40.0 40.0 40.0 40.0 Total Split (%) 20.0% 32.9% 32.9% 47.1% 47.1% 47.1% 47.1% Maximum Green (s) 14.0 23.0 23.0 36.0 36.0 36.0 36.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 0.0 2.0 2.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 14.0 5.0 5.0 28.0 28.0 28.0 28.0 Flash Dont Walk (s) 0.0 18.0 18.0 8.0 8.0 8.0 8.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 39.0 42.0 23.0 23.0 36.0 36.0 36.0

09/24/2018 Synchro 9 Report KAS Page 33 Lanes, Volumes, Timings Future (2023) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St PM Peak Hour

09/24/2018 Synchro 9 Report KAS Page 34 Lanes, Volumes, Timings Future (2023) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St PM Peak Hour

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.46 0.49 0.27 0.27 0.42 0.42 0.42 v/c Ratio 0.30 0.22 0.02 0.26 0.03 0.08 0.04 Control Delay 14.1 12.7 23.4 26.6 10.5 15.3 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.1 12.7 23.4 26.6 10.5 15.3 14.6 LOS B B C C B B B Approach Delay 13.5 26.5 10.5 14.9 Approach LOS B C B B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.30 Intersection Signal Delay: 15.8 Intersection LOS: B Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St

09/24/2018 Synchro 9 Report KAS Page 35 Lanes, Volumes, Timings Future (2023) Traffic Volumes 1000: Lower Michigan Ave & Lower Wacker Pl/Lower Water St PM Peak Hour

Lane Group Ø10 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

09/24/2018 Synchro 9 Report KAS Page 36

TRUCK TURN SCHEMATICS

300 N Michigan – Mixed Use Development Page 41 September 2018 (Revised January 2019)

1 2 3 4 5 6 ONE-WAY TRAFFIC

131'-6 1/4" 2'-9" 26'-4 1/2" 23'-2" 17'-1 1/2" 32'-11 1/2" 25'-9 1/2" 3'-4 1/4" ONE-WAY TRAFFIC

11 3/4" A

RAMP COMPACT 18'-0 7/8" SLOPE UP 5 ROLLING OVERHEAD DOOR 1 GARAGE 6 ENTRY/EXIT PLUMBING 37'-1"

35'-6 5/8" LL212 2 7

COMED 3 8

30'-0" LL208

B EMERGENCY 4 LINE OF HOTEL / RESIDENTIAL TOWER ABOVE SWITCHGEAR 6'-6" LL209 C

PARKING CIRCULATION 9 LL213 GENERATOR STAIR C LL206 TRASH 14 STALLS 31'-10" LL204 LL215 RETAIL/HOTEL SERVICE LL205 23'-0 7/8"

97 SF 115'-6 3/4" 10 HOTEL 18'-0"

3'-0" BOH SWING 12'-5 1/4" LL216 80 SF D 11

RESI RESI RESI/FM NORTH MICHIGAN AVE WET 80 SF 80 SF 88 SF E

TRASH LOADING 17'-2 3/8" LL203 LL202 CIRCULATION 12 LL207 NORTH MACCHESNEY COURT F BIKE ROOM / 38'-11 1/2" STORAGE 13 50'-0" LL201

SWITCHGEAR

10'-0" 10'-0" 10'-0" 17'-1 7/8" LL211 23'-0 7/8"

24'-8 1/2" 14 30'-2 7/8" 25'-0" 25'-0"

STAIR A G STAIR D ROLLING S-01

S-04 6'-4" OVERHEAD DOOR ROLLING STEEL GARAGE DOOR H 1'-4"

TEMPORARY LOADING

LOWER WACKER PLACE 1 2 3 4 5 6 ONE-WAY TRAFFIC

131'-6 1/4" 2'-9" 26'-4 1/2" 23'-2" 17'-1 1/2" 32'-11 1/2" 25'-9 1/2" 3'-4 1/4" ONE-WAY TRAFFIC

11 3/4" A

RAMP COMPACT 18'-0 7/8" SLOPE UP 5 ROLLING OVERHEAD DOOR 1 GARAGE 6 ENTRY/EXIT PLUMBING 37'-1"

35'-6 5/8" LL212 2 7

COMED 3 8

30'-0" LL208

B EMERGENCY 4 LINE OF HOTEL / RESIDENTIAL TOWER ABOVE SWITCHGEAR 6'-6" LL209 C

PARKING CIRCULATION 9 LL213 GENERATOR STAIR C LL206 TRASH 14 STALLS 31'-10" LL204 LL215 RETAIL/HOTEL SERVICE LL205 23'-0 7/8"

97 SF 115'-6 3/4" 10 HOTEL 18'-0"

3'-0" BOH SWING 12'-5 1/4" LL216 80 SF D 11

RESI RESI RESI/FM NORTH MICHIGAN AVE WET 80 SF 80 SF 88 SF E

TRASH LOADING 17'-2 3/8" LL203 LL202 CIRCULATION 12 LL207 NORTH MACCHESNEY COURT F BIKE ROOM / 38'-11 1/2" STORAGE 13 50'-0" LL201

SWITCHGEAR

10'-0" 10'-0" 10'-0" 17'-1 7/8" LL211 23'-0 7/8"

24'-8 1/2" 14 30'-2 7/8" 25'-0" 25'-0"

STAIR A G STAIR D ROLLING S-01

S-04 6'-4" OVERHEAD DOOR ROLLING STEEL GARAGE DOOR H 1'-4"

TEMPORARY LOADING

LOWER WACKER PLACE 111 W Jackson Boulevard I Sutie 1320 I Chicago, IL I 60604 312-726-9445