Traffic Impact Study. Chicago, Illinois. May 2017 RETAIL UPPER N COLUMBUS US DRIVE. Parcel O, LLC. Prepared for: EXISTING SIDEWALK EXISTING PLA

0F 0E LAKESHORE EAST PARCEL O Traffic Impact Study EXISTING SIDEWALK EXISTING PLA Chicago, Illinois May 2017 NEW PLANTER NEW PLANTERS Prepared for: Parcel O, LLC UPPER N COLUMBUS US DRIVE RETAIL NEW PLANTERS

INTRODUCTION Kimley-Horn and Associates, Inc. (Kimley-Horn) was retained by Parcel O, LLC, to perform a traffic impact study for Parcel O at Lakeshore East in Chicago, Illinois. The proposed site is located in the western portion of the Lakeshore East development, between Columbus Drive and Park Drive, immediately south of the Aqua building and north of the Blue Cross Blue Shield (BCBS) building. An aerial view of the study location and the surrounding roadway network is presented in Exhibit 1. The subject development plan includes apartments, a micro/pod hotel, a full-service hotel, two restaurants, an event space, and ground-floor retail. As part of the development, the existing Aqua parking garage would be expanded south into Parcel O, adding 180 parking spaces. Access would be provided to the site via existing access driveways serving the Aqua garage located on South Plaza Drive (the access road north of Aqua), Intermediate Columbus Drive, Intermediate Wacker Drive, and Lower Wacker Drive. Additionally, an entrance-only access serving the residential parking is planned on Park Drive. This report presents and documents Kimley-Horn s data collection, summarizes the evaluation of traffic conditions on the surrounding roadways, identifies recommendations to address operational impacts, details the potential impact of site-generated traffic on the adjacent roadway network, and offers comments regarding site access and circulation. Lakeshore East Parcel O Chicago, Illinois Page 1 June 2016 - Updated May 2017

LEGEND NORTH Proposed Site SOUTH WATER STREET LAKE SHORE DRIVE SOUTH PLAZA SOUTH WATER STREET BENTON PLACE ONE-WAY SITE LOCATION EXHIBIT 1 HARBOR DRIVE WESTSHORE DRIVE FIELD BLVD WACKER DRIVE AQUA PARK DRIVE SITE (PARCEL O) BLUE CROSS BLUE SHIELD PARCEL C RANDOLPH STREET COLUMBUS DRIVE STETSON DRIVE

Existing Conditions Kimley-Horn referenced recent studies for the area to collect relevant information pertaining to existing land uses in the surrounding area, the adjacent street system, current traffic volumes and 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 As shown in Exhibit 1, Parcel O is located immediately south of the Aqua building, in the western portion of the Lakeshore East development. The site is bound by Columbus Drive on the west and Park Drive on the east. The surrounding Lakeshore East development includes a variety of land uses and densities throughout several buildings including hotel, office, commercial retail/restaurant, and high- and low-rise residential uses. Roadway Characteristics The following information regarding the existing roadway network is documented within the Lakeshore East study area. All study area roadways are under the jurisdiction of the City of Chicago. Upper Wacker Drive is a divided east-west major arterial that generally provides two lanes in each direction. The roadway provides access to Intermediate Wacker Drive in the eastbound direction and from Intermediate Wacker Drive in the westbound direction prior to terminating approximately 800 feet east of Columbus Drive. Parking is prohibited along the majority of the roadway; however, approximately six metered parking spots are provided along the eastern portion of the roadway on the north and south sides of the roadway. Additionally, a taxi stand, accommodating approximately four vehicles is provided just east of Columbus Drive. At its signalized intersection with Upper Columbus Drive the east leg provides an exclusive left-turn lane, two through lanes, and two receiving lanes. The west leg provides a shared left-turn/through lane, a shared through/right-turn lane and two receiving lanes. Upper Columbus Drive is a north-south roadway that terminates at Wacker Drive and generally provides three lanes in each direction. The east and west sides of the roadway accommodate a variety of curbside activity, including metered parking, taxi stands, fire department use, loading zones, and CTA bus stops. At its signalized intersection with Upper Wacker Drive the south leg provides dual left- and right-turn lanes with two receiving lanes. At its all-way stop-controlled intersection with Upper South Water Street, the north leg provides a shared left-turn/through lane, a shared through/right-turn lane, a raised center median, and two receiving lanes. The south leg provides an exclusive left-turn lane, a through lane, a shared through/right-turn lane, a raised center median, and two receiving lanes. At its intersection with the Aon Center Drop-off/Pick-Up Area, the north leg provides a shared left-turn/through lane, a shared through/right-turn lane, a raised center median, and two receiving lanes. The south leg provides a striped out area for a future/potential left-turn lane, a shared left-turn/through lane, a shared through/right-turn lane, a raised center median, and two receiving lanes. At its signalized T-intersection with Upper Randolph Street, the north leg provides an exclusive left- and two receiving lanes. Lakeshore East Parcel O Chicago, Illinois Page 3 June 2016 - Updated May 2017

Upper Randolph Street is an east-west roadway that terminates at Harbor Drive and generally provides two lanes in each direction through the study area. A bike lane provided in each direction between Columbus Drive and Field Drive. Metered parking is provided along the south side of the roadway between Columbus and Field, while parking is generally prohibited along the north side of the roadway and east of Field Drive. CTA bus stops, loading zones, and a taxi stand area also provided. At its signalized T-intersection with Upper Columbus Drive, the east leg provides a through lane, a shared through/right-turn lane, and two receiving lanes, while the west leg provides an exclusive left-turn lane, two through lanes, and two receiving lanes. Intermediate Columbus Drive is a north-south major arterial roadway generally providing three lanes in each direction through the study area and provides a connection over the Chicago River. At its signalized intersection with Intermediate South Water Street/303 East Wacker Drive parking garage/aon parking garage, the north and south legs provide a single left-turn lane, two through lanes, a right-turn lane, and three receiving lanes. Parking is prohibited along both sides of the roadway. South of Wacker Drive the roadway reduces from three to two southbound lanes. Upper South Water Street is an east-west local street that provides a connection between the upper and intermediate level roadways (via a bi-directional ramp) as well as between Columbus Drive and Stetson Avenue on the upper level (through one-way roadway pairs). All-way stop-control is provided at its intersection with Upper Columbus Drive. The eastbound-only roadway and ramp up from the intermediate level provides a shared left-turn/through/right-turn lane and the westbound-only roadway and ramp down to the intermediate level provide a single receiving lane. Parking is prohibited along the two-lane ramp. Intermediate South Water Street is an east-west local street that provides a connection between the intermediate and sub level roadways (via a bi-directional ramp) as well as between Columbus Drive and Stetson Avenue on the intermediate level (through one-way roadway pairs). At its signalized intersection with Intermediate Columbus Drive, the eastbound-only roadway provides an exclusive left-turn lane, and a shared/right-turn lane, the eastbound-only ramp up from the intermediate level provides a shared left-turn/through/right-turn lane, the westbound-only roadway and ramp down to the intermediate level provide a single receiving lane. Parking is prohibited along the two-lane ramp and one-way roadways. Park Drive is a north-south segment of a local one-way street on the west side of the Park at Lakeshore East and adjacent to the site. This 21-foot wide street circulates counterclockwise around the park with a single travel lane and room to bypass curbside activity. No Parking signas are posted along Park Drive and three marked crosswalks with continental striping are provided on this street segment. Lakeshore East Parcel O Chicago, Illinois Page 4 June 2016 - Updated May 2017

Non-Motorized Transportation System Facilities and services accommodating numerous transportation mode choices are available within the vicinity of the Lakeshore East development. Rail The following rail transportation options are located within an approximately ten- to fifteen-minute walk to/from the site: CTA State/Lake Station: Access to the CTA Brown, Green, Orange, Pink, Red, and Purple Line CTA Wabash/Randolph Station: Access to the CTA Brown, Green, Orange, Pink, and Purple Line CTA Dearborn/Washington Station: Access to the CTA Blue Line CTA State/Lake Station: Access to the CTA Red Line Millennium Station: Access to the Metra Electric District (ME) and the Northern Indiana Commuter Transportation District (NICTD) South Shore (SS) Line Bus Additionally, the surrounding area is served by multiple CTA bus routes with stops located within a five- to ten-minute walk to/from the site: Route 6: Jackson Park Express Provides service between 79 th /South Shore to Wacker/Columbus Nearest stop located at Upper Wacker/Columbus Drive Route 124: Navy Pier Provides service between Union/Ogilvie State and Navy Pier Nearest stop located at Upper Wacker/Columbus Drive Route 20: Columbus Provides service between Madison/Austin and Randolph/Columbus Drive Nearest stop located at Columbus/Randolph Route 4: Cottage Grove Provides service between 95 th /St. Lawrence and Columbus/South Water Nearest stop located at Columbus/Randolph Route 60: Blue Island/26th Provides service between Cicero/24 th Place and Harbor/Randolph Nearest stop located at Columbus/Randolph Lakeshore East Parcel O Chicago, Illinois Page 5 June 2016 - Updated May 2017

DIVVY Three DIVVY bike share stations are located within reasonable walking distance of the subject site such that people will likely consider making a shared bike trip. These station locations are outlined below: Upper Randolph Street/Columbus Drive (in front of the Blue Cross Blue Shield building) Stetson Avenue/South Water Street (west side of intersection) South Water Street/Field Boulevard (Lower level, just south of South Water Street within the Lake Shore East Park) Since taxi and walking trips make up nearly 50 percent of the mode spilt for trips to work in this area, the bike share system offers increased travel options and convenience. The nearby stations are an enticing draw for residents within the site and hotel guests looking to explore the City. The bike share stations are reasonably expected to facilitate some degree of mode shift from walking and taxi to biking for those traveling to other destinations in the Loop, along the lakefront, or north of the Chicago River. Pedestrian/Bike Connections Existing connections are also provided within the vicinity to the following pedestrian/bike features: Riverwalk - Access is provided via Lower-level Wacker/Field Boulevard Lakefront Trail - Access is provided via the Riverwalk (Lower-level Wacker/Field Boulevard) and the Harbor Service Drive under Lakeshore Drive Pedway System - Access is available north of the site at Aqua, south of the site at the Blue Cross Blue Shield (BCBS) pedway access, and east of the site at the Village Market pedway access. Existing Traffic Volumes To establish existing turning movement volumes at the study intersections, volumes included in a December 2013 Kenig, Lindgren, O Hara, Aboona, Inc. (KLOA) draft study titled, Transportation Study for Lakeshore East Planned Development Parcel O, were supplemented with count data provided by CDOT for the Upper Columbus Drive/South Water Drive intersection (collected by Fish Transportation Group in June 2016). The KLOA data indicates that peak traffic conditions take place within the study area from 8:00-9:00AM and 4:45-5:45PM. These turning movement volumes are shown for the study intersections on the upper-, and intermediate-level roadways on Exhibits 2A and 2B, respectively. Non-vehicular volumes (pedestrians and bikes) are shown on Exhibits 3A and 3B. Lakeshore East Parcel O Chicago, Illinois Page 6 June 2016 - Updated May 2017

UPPER WACKER DRIVE 490 (150) 200 (105) 30 (25) N NOT TO SCALE (40) 40 (230) 450 (115) 180 35 (15) 55 (25) 280 (165) 20 (15) (-) 10 (110) 95 (160) 260 ONE-WAY SOUTH WATER STREET ONE-WAY (30) 25 (60) 45 (10) 5 (200) 175 15 (25) 5 (-) 10 (10) xx (xx) - LEGEND Weekday AM Peak Hour (8:00-9:00am) Weekday PM Peak Hour (4:45-5:45pm) Existing Signalized Intersection Existing Stop Sign Less than Five Vehicles (30) 20 (10) 5 (25) 40 (5) - (125) 120 50 (15) LAKE STREET 465 (455) 45 (5) 15 (15) (15) 35 (5) 25 200 (165) 305 (310) (5) - (55) 160 (265) 270 5 (-) UPPER COLUMBUS DRIVE (45) 25 (35) 110 (5) 5 (5) 15 (200) 290 10 (30) 5 (10) (5) 10 (220) 365 230 (180) 240 (290) 5 (10) SITE UPPER RANDOLPH STREET EXHIBIT 2A EXISTING TRAFFIC VOLUMES (UPPER)

N NOT TO SCALE 25 (10) 55 (25) 755 (960) 10 (5) 25 (5) ONE-WAY WB SOUTH WATER STREET RAMPS SOUTH WATER STREET RAMPS ONE-WAY EB SOUTH WATER STREET RAMPS (15) 15 (60) 20 (-) 10 (145) 60 (10) 20 (25) 15 (-) 5 (5) 20 (95) 50 (35) 85 (55) 100 - (35) - (5) - (10) 10 (30) - (5) 5 (35) (-) 5 (5) 90 (1305) 1000 303 E. WACKER GARAGE AQUA PARKING GARAGE xx (xx) - LEGEND Weekday AM Peak Hour (8:00-9:00am) Weekday PM Peak Hour (4:45-5:45pm) Existing Signalized Intersection Less than Five Vehicles INTERMEDIATE COLUMBUS DRIVE NOTE: The intersection of Intermediate-Level Columbus Drive with South Water Street and the parking garages for 303 E. Wacker Drive and Aqua operate with one controller as a single traffic signal. EXHIBIT 2B EXISTING TRAFFIC VOLUMES (INTERMEDIATE)

UPPER WACKER DRIVE (0) 2 295 (103) 216 (237) 0 (1) N NOT TO SCALE 115 (210) SOUTH WATER STREET 2 (2) (2) 5 86 (167) ONE-WAY 334 (223) ONE-WAY UPPER COLUMBUS DRIVE 157 (179) 190 (266) LEGEND xx LEGEND (xx) xx (xx) - Weekday AM Peak Hour (8:00-9:00am) Weekday AM Peak Weekday PM Peak Hour (8:00 9:00am) Hour (4:45-5:45pm) Weekday PM Peak Existing Signalized Hour (4:45-5:45pm) Intersection Existing Signalized Existing Stop Sign Intersection Crossing Existing Pedestrians Stop Sign Less Bicycle than Volumes Five Vehicles LAKE STREET (0) 0 (19) 3 449 (285) 116 (133) 150 (147) 0 (1) (7) 4 122 (281) 277 (298) 149 (89) 0 (1) 0 (3) SITE UPPER RANDOLPH STREET EXHIBIT 3A EXISTING NON-VEHICULAR TRAFFIC VOLUMES (UPPER)

N NOT TO SCALE ONE-WAY WB SOUTH WATER STREET RAMPS 0 (0) SOUTH WATER STREET RAMPS 13 (28) 22 (37) 303 E. WACKER GARAGE ONE-WAY EB SOUTH WATER STREET RAMPS AQUA PARKING GARAGE 2 (1) LEGEND xx LEGEND (xx) (xx) - Weekday AM Peak Hour (8:00-9:00am) Weekday AM PM Peak Hour (8:00 (4:45-9:00am) 5:45pm) Weekday Existing Signalized PM Peak Hour Intersection (4:45-5:45pm) Existing Crossing Signalized Intersection Pedestrians Less Bicycle than Volumes Five Vehicles INTERMEDIATE COLUMBUS DRIVE NOTE: The intersection of Intermediate-Level Columbus Drive with South Water Street and the parking garages for 303 E. Wacker Drive and Aqua operate with one controller as a single traffic signal. EXHIBIT 3B EXISTING NON-VEHICULAR TRAFFIC VOLUMES (INTERMEDIATE)

FUTURE CONDITIONS This section of the report outlines the proposed site plan, summarizes site-specific traffic characteristics, and develops future traffic projections for analysis. Development Characteristics & Site Access The proposed development plan for Parcel O includes the following uses: Apartments 643 units Micro/Pod Hotel 322 rooms Full-Service Hotel 247 rooms Restaurant 8,765 square feet Retail 14,102 square feet As part of the development, a garage with 180 parking spaces would be provided. Access to the garage would be provided to the site via existing access driveways serving the Aqua garage located on South Plaza Drive, the access road north of Aqua, Intermediate Columbus Drive, Intermediate Wacker Drive, and Lower Wacker Drive. Additionally, an entrance-only access serving residents is planned on Park Drive. The access and circulation features of Parcel O are illustrated on Exhibit 4 and include the following key components: Apartments The residential lobby, serving as the primary pedestrian entrance for the apartment portion of the site, would be located on the intermediate level providing access to the existing Lakeshore East Park. A publicly accessible elevator would be provided to link the residential lobby to Upper Columbus Drive and South Plaza Drive. Residential pick-up/drop-off activity (e.g., drop-off/pick-up, taxis, food delivery, etc.) is planned occur on Park Drive along the site frontage. A supplemental access driveway to the parking garage is being considered via Park Drive. This entrance-only access would serve residential traffic only. While the access is not necessary to mitigate traffic impacts elsewhere, this driveway would provide additional ease and circulation options for residents. Residential pick-up and drop-off patterns are shown on Exhibit 4. Hotels At this time, a 322-room micro/pod hotel and a 248-room full-service hotel are planned to be included as part of Parcel O. Micro/Pod-style hotels, such as the one proposed, offer relatively small, but wellappointed rooms that are generally geared for urban travelers focusing their experiences more on exploring the city and less on their accommodations. The full-service hotel would be an upscale, fourstar hotel with luxury accommodations. Hotel guest pick-up/drop-off activity would occur along the south curb of South Plaza Drive. Lakeshore East Parcel O Chicago, Illinois Page 11 June 2016 - Updated May 2017

Aqua Event PARK DRIVE Event Attendant Parking for Radisson BLU and Parcel O Event Spaces (up to 4 cars) COLUMBUS DRIVE TO AQUA PEDWAY THE PARK AT LA K E SH O RE E AS T RADISSON BLU BALLROOM SO U TH PL A Z A Residential LEGEND Hotel Route POTENTIAL VALET OR CAB STAGING AREA BENTON PLACE Residential Event Route To/From Attendant Parking TO BCBS PEDWAY Pedway Elevator Hotel, Events, and Restaurant Guest TO VILLAGE MARKET PEDWAY (up to 6 cars) PARCEL O: HOTEL / RESIDENTIAL / EVENT ACCESS ROUTES EXHIBIT 4

Event Space Event space is proposed to be included as part of the hotel component of the development. Typically, events in this type of space would occur during evenings and on weekends. Thus, the peak event activity is not anticipated to coincide with peak hour traffic in the area; however, event activity could coincide with hotel guest arrival and restaurant activity. During major events at the proposed event space, as well as at the Aqua Radisson Blu Hotel event space, attendant parking drop-off and retrieval activity is planned to occur within the Aqua/Parcel O parking garage. Guest vehicles would be routed to the garage from South Plaza Drive and leave their car with an attendant within the garage. Approximately 890 feet (+/- 36 cars) of vehicle stacking would be available for vehicles using attendant parking for events at Parcel O and approximately 490 feet (+/- 20 cars) of vehicle stacking would be provided for vehicles using attendant parking for an event at the Aqua Radisson Blu Hotel. Additional vehicle stacking capacity would also be available (approximately two cars) on South Plaza Drive prior to extending back to Upper Columbus Drive. Guests would receive their vehicles from an attendant within the garage and exit using any of the five existing Aqua garage access locations. Pedway Connections The proposed plan for Parcel O includes connections to the existing Pedway system in order to link both Parcel O and Aqua to the south and improve overall pedestrian circulation through the Lakeshore East area. The proposed plan includes extending the Pedway via an open, but marked and dedicated route, through the Aqua/Parcel O parking garage with connections to the BCBS Pedway (located on the southwest corner of Parcel O) and to the Village Market Pedway (located on the southeast corner of the site). In addition to the connections to the existing Pedway, vertical circulation/access is planned via a new elevator near the southwest corner of the site to connect the intermediate and upper levels of Columbus Drive (the only such connection between Randolph Street and Wacker Drive). 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, Ninth 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 urban context, availability of multiple convenient public transportation options, and nature of the land uses in the site area, it is assumed that more non-auto activity would occur within Lakeshore East than in typical auto-oriented suburban locations. Therefore, for hotel, retail and restaurant uses, this study references 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. For the apartment component, mode share adjustments are applied to the conventional Trip Generation data to incorporate these non-auto factors. Specific peak hour trip generation information is not included for the proposed event space/ballroom as the peak hour trips generated by these spaces is assumed to be included in the trip generation rates for the hotel use. It should be noted that peak event activity primarily occurring on Friday evenings and weekends, is not anticipated to occur during the peak hour of the surrounding roadway network. The trip generation equations/rates for each proposed land use is shown in Table 1. Lakeshore East Parcel O Chicago, Illinois Page 13 June 2016 - Updated May 2017

Table 1. ITE/River East Trip Generation Data by Land Use ITE Land Use Apartments (LUC 220) 1 Hotel 2 AM Peak Ln(T) = 0. 8 Ln(X) + 0. 26 17% in/83% out 0. 263 58% in/42% out Restaurant 2 N/A 3 Retail 2 0. 074 62% in/38% out Weekday T - Site-generated trips X - Dwelling units 1 - Based upon ITE trip generation data 2 - Based upon River East Area Traffic and Parking Operation Review trip generation data for auto only trips 3 - Restaurant is not anticipated to be open during the morning peak period. PM Peak Ln(T) = 0. 82 Ln(X) + 0. 32 67% in/33% out 0. 278 49% in/51% out 1. 716 53% in/47% out 0. 789 50% in/50% out The mode split characteristics for the census tract that includes Lakeshore East are presented in Table 2. Table 2. Mode Split Characteristics 1 Mode of Transportation Population Percent Automobile Car 1,814 30% Subtotal 1,814 30% Other Methods Public Transportation (excluding taxi) 955 16% Taxicab 339 6% Bicycle 43 1% Walk 2,627 43% Other Means 67 1% Worked at Home 195 3% Subtotal 4,226 64% Total 6,040 100% 1 Includes 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 (43 percent) is the primary mode of transportation for those traveling to work from within the Lakeshore East community and residents in the northeastern portion of the Loop. Due to the 30 percent mode share attributed to personal autos, a reduction of 70 percent was applied to ITE data for the apartment. Lakeshore East Parcel O Chicago, Illinois Page 14 June 2016 - Updated May 2017

In the River East study, data indicates that taxis were identified to represent 81 percent of hotel autotrips, 27 percent of the restaurant auto-trips, and 32 percent of retail auto-trips. All other hotel, retail, and restaurant trips were assumed to be personal auto trips. For the purposes of this study, all personal auto trips to the hotel and restaurant were assumed to utilize the attendant parking service located on South Plaza Drive. Per these assumptions and the calculations detailed previously, sitegenerated traffic projections are presented in Table 3. Table 3. Site-Generated Traffic Projections Land Use Unit Weekday AM Peak PM Peak In Out Total In Out Total Total Trips Apartment 643 units 40 190 230 185 90 275 Hotel 2 569 units 85 65 150 80 80 160 Restaurant 2 8,765 sq. ft. 0 0 0 10 5 15 Retail 14,102 sq. ft. 5 0 5 5 5 10 Less 70% for Non-Auto Modes of Transportation 1-25 -135-160 -130-65 -195 Total New Auto Trips 105 120 225 150 115 265 Personal Auto Trips Apartment 94% 3 15 55 70 55 25 80 Hotel 19% 25 5 30 15 15 30 Restaurant 73% 3 0 0 0 10 5 15 Retail 68% 3 5 0 5 5 5 10 Total New Personal Auto Trips 45 60 105 85 50 135 Cab Trips Apartment 6% 3 0 0 0 0 0 0 Hotel 81% 60 60 120 65 65 130 Restaurant 27% 3 0 0 0 0 0 0 Retail 32% 3 0 0 0 0 0 0 Total New Cab Trips 60 60 120 65 65 130 1 - Applied to Apartment use only 2 - Based upon River East trip generation data for auto only trips 3 - Volumes adjusted to account for rounding and minimum volumes of cab trips. 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 (to/from the Upper, Intermediate, and Lower-Level roadways), 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. Lakeshore East Parcel O Chicago, Illinois Page 15 June 2016 - Updated May 2017

Table 4. Estimated Trip Distribution To/From Portion of Site Traffic Hotel/Restaurant/Retail Residential Apartment Personal Auto Cab Personal Auto Upper-Level 100% 100% 0% West via Upper Wacker Drive 25% 30% 0% East via Upper Wacker Drive 5% 10% 0% West via Upper South Water Street 10% 0% 0% West via Lower South Water Street 10% 0% 0% West via Upper Randolph Drive 50% 60% 0% Intermediate -Level 0% 0% 100% West via Lower South Water Street 0% 0% 20% North via Intermediate Columbus Drive 0% 0% 40% South via Intermediate Columbus Drive 0% 0% 40% Total 100% 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). The peak hour site traffic assignment for the upperand intermediate -level roadways is presented in Exhibits 5A and 5B, respectively. All residential trips were assumed to park within the garage and enter on the Intermediate-Level, while all restaurant, hotel, and retail trips were assumed to arrive and depart the site on the Upper-Level. It should be noted that guests traveling via taxi to/from the restaurant, hotel, and retail portion of the development will generate two separate trips for each arrival and departure. For arriving guests, one trip as their taxi pulls up to drop them off and one trip as the taxi departs the site to pick up another fare. Similarly, when guests leave, one trip is generated as the taxi pulls up to retrieve the guest and another as the taxi departs towards the guest s destination. Taxi trips were assumed to originate outside of the study area, drop-off or pick-up their passenger at the South Plaza Drive curbside, 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 and fewer trips would be realized. Also, the analysis assumes that all taxis are new to the surrounding area when practically speaking, several taxis are already driving through the study area in search of a fare, would already be included in the existing traffic counts, and would not be additional traffic. Lakeshore East Parcel O Chicago, Illinois Page 16 June 2016 - Updated May 2017

UPPER WACKER DRIVE 10 (10) N NOT TO SCALE (50) 50 (45) 40 (10) 10 60 (60) ONE-WAY SOUTH WATER STREET ONE-WAY (5) 5 xx (xx) - LEGEND Weekday AM Peak Hour (8:00-9:00am) Weekday PM Peak Hour (4:45-5:45pm) Existing Signalized Intersection Existing Stop Sign Less than Five Vehicles (5) 5 LAKE STREET 70 (70) 75 (90) (90) 80 UPPER COLUMBUS DRIVE (5) - (5) - (55) 50 50 (65) 75 (90) (90) 80 SITE UPPER RANDOLPH STREET EXHIBIT 5A SITE TRAFFIC ASSIGNMENT (UPPER)

N NOT TO SCALE 5 (25) ONE-WAY WB SOUTH WATER STREET RAMPS SOUTH WATER STREET RAMPS (10) 5 303 E. WACKER GARAGE ONE-WAY EB SOUTH WATER STREET RAMPS 25 (10) 10 (5) 20 (10) AQUA PARKING GARAGE (20) 5 xx (xx) - LEGEND Weekday AM Peak Hour (8:00-9:00am) Weekday PM Peak Hour (4:45-5:45pm) Existing Signalized Intersection Less than Five Vehicles INTERMEDIATE COLUMBUS DRIVE NOTE: The intersection of Intermediate-Level Columbus Drive with South Water Street and the parking garages for 303 E. Wacker Drive and Aqua operate with one controller as a single traffic signal. EXHIBIT 5B SITE TRAFFIC ASSIGNMENT (INTERMEDIATE)

Background Traffic Volumes Background traffic volumes were developed in order to understand impacts related to parcels yet to be constructed, but planned within the Lakeshore East community. As such, site-generated traffic volumes were referenced from three studies previously completed for planned sites within the Lakeshore East development. For Lakeshore East parcels I, J, K, and L, site-generated volumes were referenced from a May 2014 study prepared by KLOA titled, Transportation Study for Lakeshore East Planned Development Amendment. Traffic volumes related to GEMs and Coast were referenced from a May 23, 2012 memorandum completed by KLOA with the subject: Traffic Study, Proposed GEMS School with assumptions for extending traffic projections from its study area through the study intersections of this study. To account for traffic volumes related to the Wanda Vista development, the November 2015 study completed by Kimley-Horn was referenced. The peak hour traffic volumes for each individual site were combined at each of the study intersections to develop the background traffic volumes for the upper- and intermediate-level roadways and are presented in Exhibits 6A and 6B, respectively. 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 (Exhibits 2A and 2B), background traffic (Exhibits 6A and 6B) plus the site traffic assignment (Exhibits 5A and 5B). To be conservative, trips were not assigned to the entryonly driveway from Park Drive. The total traffic volumes for the upper- and intermediate-level roadways are illustrated in Exhibits 7A and 7B, respectively. Lakeshore East Parcel O Chicago, Illinois Page 19 June 2016 - Updated May 2017

UPPER WACKER DRIVE 75 (25) 30 (35) 45 (50) N NOT TO SCALE (45) 20 (45) 25 30 (35) ONE-WAY SOUTH WATER STREET ONE-WAY 25 (45) xx (xx) - LEGEND Weekday AM Peak Hour (8:00-9:00am) Weekday PM Peak Hour (4:45-5:45pm) Existing Signalized Intersection Existing Stop Sign Less than Five Vehicles LAKE STREET 30 (35) 15 (20) 15 (15) (35) 15 (130) 200 UPPER COLUMBUS DRIVE (45) 25 (45) 25 10 (10) 210 (100) SITE UPPER RANDOLPH STREET EXHIBIT 6A BACKGROUND TRAFFIC VOLUMES (UPPER)

N NOT TO SCALE 15 (5) ONE-WAY WB SOUTH WATER STREET RAMPS SOUTH WATER STREET RAMPS ONE-WAY EB SOUTH WATER STREET RAMPS (30) 60 (30) 60 (40) 75 (10) - 303 E. WACKER GARAGE AQUA PARKING GARAGE xx (xx) - LEGEND Weekday AM Peak Hour (8:00-9:00am) Weekday PM Peak Hour (4:45-5:45pm) Existing Signalized Intersection Less than Five Vehicles INTERMEDIATE COLUMBUS DRIVE NOTE: The intersection of Intermediate-Level Columbus Drive with South Water Street and the parking garages for 303 E. Wacker Drive and Aqua operate with one controller as a single traffic signal. EXHIBIT 6B BACKGROUND TRAFFIC VOLUMES (INTERMEDIATE)

UPPER WACKER DRIVE 565 (175) 240 (150) 75 (75) N NOT TO SCALE (40) 40 (275) 470 (165) 230 35 (15) 55 (25) (-) 10 (155) 135 (215) 295 370 (260) 20 (15) ONE-WAY SOUTH WATER STREET ONE-WAY (30) 25 (60) 45 (10) 5 (205) 180 45 (60) 10 (10) xx (xx) - LEGEND Weekday AM Peak Hour (8:00-9:00am) Weekday PM Peak Hour (4:45-5:45pm) Existing Signalized Intersection Existing Stop Sign Less than Five Vehicles (30) 20 (10) 5 (25) 40 (5) - (130) 125 50 (15) LAKE STREET 495 (490) 115 (75) (15) 35 (5) 25 15 (15) 290 (275) 320 (325) (5) - (180) 255 (395) 470 5 (-) UPPER COLUMBUS DRIVE (1) 1 (5) 65 (5) 15 (5) 5 (45) 25 (340) 410 60 (95) 80 (100) (95) 90 (265) 390 240 (190) 450 (390) 5 (10) SITE UPPER RANDOLPH STREET EXHIBIT 7A TOTAL TRAFFIC VOLUMES (UPPER)

N NOT TO SCALE 25 (10) 55 (25) 775 (990) 10 (5) 25 (5) ONE-WAY WB SOUTH WATER STREET RAMPS SOUTH WATER STREET RAMPS ONE-WAY EB SOUTH WATER STREET RAMPS (15) 15 (105) 95 (10) 15 (175) 120 (10) 20 (25) 15 (-) 5 (5) 20 (95) 50 (35) 85 (95) 175 - (35) - (5) - (10) 35 (40) 10 (5) - (5) 25 (45) (-) 5 (1315) 1000 (25) 95 303 E. WACKER GARAGE AQUA PARKING GARAGE xx (xx) - LEGEND Weekday AM Peak Hour (8:00-9:00am) Weekday PM Peak Hour (4:45-5:45pm) Existing Signalized Intersection Less than Five Vehicles INTERMEDIATE COLUMBUS DRIVE NOTE: The intersection of Intermediate-Level Columbus Drive with South Water Street and the parking garages for 303 E. Wacker Drive and Aqua operate with one controller as a single traffic signal. EXHIBIT 7B TOTAL TRAFFIC VOLUMES (INTERMEDIATE)

ANALYSES This section of the report evaluates the proposed site access/circulation and summarizes the analysis of the base and future traffic conditions at the study intersections. Site Access/Circulation Evaluation The proposed site plan was reviewed with regards to site access and circulation for the proposed development. Key characteristics of the plan and its transportation attributes are detailed on Exhibit 4 and are summarized below. Pick-Up/Drop-Off Areas Hotel/Restaurant It is recommended that an attendant or other appropriate employee be placed on South Plaza Drive at the garage ramps to sort and guide guests to their appropriate location while events are taking place and event attendant parking traffic is directed into the Aqua garage. During these times, attendant parking activity for events would occur within the garage and for hotel guests along the curb on South Plaza Drive near the hotel entrances. If conditions become congested, hotel attendant parking retrieval could also occur within the garage, so that the only arrival attendant parking service is provided for hotel and restaurant guests along the South Plaza Drive curbside. With the existing plan, the available vehicle stacking within the parking garage (approximately 890 feet or 36 cars for the proposed event space and approximately 490 feet or 20 cars for the Aqua Radisson Blu Hotel event space) is sufficient. Additionally, prior to reaching the garage ramps, at least two vehicles would be able to queue on South Plaza Drive before extending onto Upper Columbus Drive. It should be noted that, if needed, additional vehicle queueing could occur in the outside lane along Upper Columbus Drive without significantly impacting traffic during peak event arrival periods. The available stacking for Aqua Radisson Blu Hotel and Parcel O events, combined with the potential to actively manage the garage ramps with two inbound lanes (diverting any exiting traffic to four other existing exits), and an employee guiding traffic on South Plaza Drive, is expected to adequately handle hotel, restaurant, and event traffic conditions on site and limit any impacts on Upper Columbus Drive. Residential Park Drive is currently wide enough (21 feet) to accommodate a standing zone along the site frontage to accommodate residential activities such as pick-up/drop-off (cab or otherwise), loading/unloading, and delivery services while maintaining adequate width for vehicles to comfortably bypass curbside activity. Based on observations of curbside activity around Lakeshore East Park (including in front of Parcel O), and a preference to maintain the existing landscaped parkway by avoiding a curb setback, residential-oriented curbside activity could be accommodated along Park Drive within the existing roadway width. Lakeshore East Parcel O Chicago, Illinois Page 24 June 2016 - Updated May 2017

Pedestrian Connections The proposed improvements to the existing pedway system will help to provide additional circulation options and access for pedestrians within the Lakeshore East area. The new vertical circulation/access planned will provide the first vertical connection along Columbus Drive between Randolph Street and Wacker Drive. Capacity Analysis Capacity analyses were conducted to assess the base and 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 A B C Description Minimal control delay; traffic operates at primarily free-flow conditions; unimpeded movement within traffic stream. Minor control delay at signalized intersections; traffic operates at a fairly unimpeded level with slightly restricted movement within traffic stream. Moderate control delay; movement within traffic stream more restricted than at LOS B; formation of queues contributes to lower average travel speeds. D E Considerable control delay that may be substantially increased by small increases in flow; average travel speeds continue to decrease. High control delay; average travel speed no more than 33 percent of free flow speed. F Extremely high control delay; extensive queuing and high volumes create exceedingly restricted traffic flow. 1 Highway Capacity Manual 2010 The range of control delay for each rating (as detailed in the HCM) is shown in Table 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. Lakeshore East Parcel O Chicago, Illinois Page 25 June 2016 - Updated May 2017

Table 6. Level of Service Grading Criteria 1 Level of Service Unsignalized Intersections Average Control Delay (s/veh) at: Signalized Intersections A 0 10 0 10 B > 10 15 > 10 20 C > 15 25 > 20 35 D > 25 35 > 35 55 E > 35 50 > 55 80 F 2 > 50 > 80 1 Highway Capacity Manual 2010 2 All movements with a Volume to Capacity (v/c) ratio greater than 1 receive a rating of LOS F. 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 base and future peak hour traffic conditions. Additional capacity analysis details are included in the attached appendix. Lakeshore East Parcel O Chicago, Illinois Page 26 June 2016 - Updated May 2017

Table 7. Intersection Capacity Analysis Intersection Existing Conditions Future Conditions Weekday AM Peak Hour Weekday PM Peak Hour Weekday AM Peak Hour Weekday PM Peak Hour Delay (s/veh) LOS Delay (s/veh) LOS Delay (s/veh) LOS Delay (s/veh) LOS Upper Columbus Drive / Randolph Drive Eastbound Approach 15 B 13 B 26 C 17 B Westbound Approach 14 B 16 B 18 B 18 B Southbound Approach 12 B 13 B 15 B 14 B Overall Intersection 14 B 14 B 20- B 16 B Upper Columbus Drive / South Water Street / Radisson 1 Eastbound Approach (South Water Street Ramps) 12 B 11 B 13 B 14 B Eastbound Approach (EB South Water Street) 11 B 10+ B 12 B 11 B Westbound Approach 10- A 9 A 11 B 10+ B Northbound Approach 15 B 12 B 24 C 18 C Southbound Approach 11 B 10- A 13 B 11 B Upper Columbus Drive / Lake Street / South Plaza Drive 2 Eastbound Approach >120 F >120 F >120 F >120 F Westbound Approach 61 F 40 E >120 F >120 F Northbound (Left-Turn) / Approach 2 <1 A <1 A <1 A <1 A Southbound (Left-Turn) / Approach 2 3 A <1 A 3 C 2 A - Signalized Intersection - All-Way Stop-Controlled Intersection - Minor-Leg Stop-Controlled Intersection 1 - HCM methodology does not support the analysis of intersections with more than four legs or greater than two lanes on an individual approach. As such, the intersection is modeled as three individual intersections. Where more than three lanes are provided due to the turn lane available for north- and southbound traffic, the available two through lanes are reduced to one. The delay is compared for the north- and southbound approaches at each intersection and the worst delay is reported for the approach. 2 - If analyzed as an all-way stop-controlled intersection, all approaches operate at LOS B. However, results may be skewed in areas with high pedestrian activity, such as this intersection since the methodology for all-way stop control capacity does not consider pedestrian volumes. Lakeshore East Parcel O Chicago, Illinois Page 27 April 2016 - Updated May 2017

Table 7. Intersection Capacity Analysis (continued) Intersection Existing Conditions Future Conditions Weekday AM Peak Hour Weekday PM Peak Hour Weekday AM Peak Hour Weekday PM Peak Hour Delay (s/veh) LOS Delay (s/veh) LOS Delay (s/veh) LOS Delay (s/veh) LOS Upper Columbus Drive / Wacker Drive Eastbound Approach 6 A 4 A 9 A 4 A Westbound Approach 10- A 7 A 20- B 9 B Northbound Approach 12 B 15 B 14 B 19 B Overall Intersection 9 A 8 A 15 B 10+ B Intermediate Columbus Drive / South Water Street / 303 East Wacker 3 Eastbound Approach (EB South Water Street) 38 D 23 C 34 C 24 C Eastbound Approach (South Water Street Ramp) 28 C 38 D 53 D 49 D Westbound Approach (303 E Wacker) 34 C 17 B 35 D 18 B Westbound Approach (Aqua Garage) 29 C 5 A 23 C 35 D Northbound Approach 14 B 18 B 21 C 23 C Southbound Approach 7 A 14 B 20 C 34 C - Signalized Intersection - All-Way Stop-Controlled Intersection - Minor-Leg Stop-Controlled Intersection 3 - For the future scenario, the analysis includes the recommended improvement of installing a northbound left-turn phase from Intermediate-Level Columbus Drive to South Water Street. This signal modification improves the northbound left-turn capacity from LOS F to LOS D during the AM and PM peak hours. Lakeshore East Parcel O Chicago, Illinois Page 28 April 2016 - Updated May 2017

Existing Conditions Based upon the analysis results, many of the study intersections and key approaches operate well at LOS B or C with little delay during the existing analysis period. The eastbound and westbound approaches at the Upper Columbus Drive/Lake Street/South Plaza Drive intersection are shown to operate at LOS F. This poor level of service is primarily due to the conflict between vehicles and high pedestrian volumes. For the Intermediate Columbus Drive/South Water Street intersection, the northbound left-turn movement is shown to operate with significant delay during the morning and evening peak hours. In addition, the eastbound left-turn movement from Eastbound South Water Street is shown to operate at LOS E during the morning peak hour. Future Conditions Review of future condition capacity analysis (including traffic associated with the proposed development as well as growth in non-site traffic related to other nearby development sites that are planned or under construction), relative to current conditions, indicates little change of intersection and approach delay and level of services for the majority of the study intersections. However, two intersections experience increased delay in future conditions. Issues at for the northbound left-turn movement at the Intermediate Columbus Drive/South Water Street intersection are expected to worsen due to anticipated growth in non-site traffic. The identified relates to the Upper Columbus Drive/Lake Street/South Plaza Drive intersection. To mitigate changes to the intersection operations and to improve intersection capacity at both intersections, the following improvements are recommended. Intermediate Columbus Drive/South Water Street The volumes at the intersection satisfy CDOT warrants for installation of protected left-turn phasing. In addition, the northbound left-turn from Intermediate-Level Columbus Drive to both the South Water Street Ramps and Westbound Intermediate Level would operate at LOS F if no changes are implemented. To address this capacity issue, a northbound left-turn arrow should be installed with protected-permitted signal phasing. This improvement would improve the level of service for the northbound left-turn from LOS F to LOS D during the morning and evening peak hours. Upper Columbus Drive/Lake Street/South Plaza Drive Capacity analysis indicates that converting the intersection from two-way stop-control to an all-way stop improves the levels of service for the eastbound and westbound approaches of Lake Street and South Plaza Drive (Site Access) from LOS F to LOS B while maintaining acceptable levels of service for the northbound and southbound approaches of Upper-Level Columbus Drive. However, it should be noted that methodology for all-way stop control does not consider pedestrian volumes. At this location, the intersection experiences high levels of pedestrian activity and vehicles would be expected to experience higher delay than what is represented in the capacity analysis. Thus, this improvement should be considered in with Lakeshore East Parcel O Chicago, Illinois Page 29 April 2016 Updated May 2017

CDOT in coordination with other factors (e.g., multi-lane approach under stop control, other traffic calming features, vehicle speeds between intersections, etc.) along this upper-level corridor. RECOMMENDATIONS & CONCLUSIONS The proposed development for Parcel O consists of a mix of apartment units, hotel, retail, restaurant, and event space. The site will have a pick-up/drop-off area along South Plaza Drive, opposite the Aqua building, to support attendant parking, taxi, and loading/unloading activity for hotel guests, restaurant patrons, and residents. The multi-level roadway system and use of five existing Aqua parking garage access points help to distribute the auto traffic to/from the site, particularly for residents and event parking egress. Located in the southwestern portion of the Lakeshore East development, multiple non-auto commuting options are available, including convenient access to bike-share stations, CTA Bus routes, and nearby access to CTA/Metra/NICTD Rail stations. These options are reflected in the current census mode share data for the community and immediately surrounding area and help to limit auto-generated impacts of the site and other nearby buildings on the surrounding roadways. Observations of existing traffic conditions, review of previous studies for the Lakeshore East Development, analysis of existing and future condition intersection capacity, and an evaluation of proposed transportation elements of the plan suggest that the proposed development for Parcel O is not anticipated to create a significant negative impact to the existing operations on the surrounding roadway network, provided the following recommendations are incorporated into the plan. Consider Converting Upper Columbus Drive/Lake Street/South Plaza Drive to All-Way Stop Control The concept of installing stop signs at all legs of the intersection to facilitate traffic movements to/from the site and is shown to improve intersection capacity. However, the high-level of pedestrian activity along Columbus Drive and crossing at this location would likely result in less benefit than indicated in the capacity analysis. Thus, installation of an all-way stop should be coordinated with CDOT. One possible option includes monitoring how the intersection functions for both vehicle and pedestrian/bicycle traffic with the current two-way stop control after construction. If the conditions warrant after occupancy, all-way stop control could be easily installed at a low cost. Installation of a Protected Northbound Left-Turn Phase at Intermediate Columbus Drive/South Water Street Modify the traffic signal at Intermediate-Level Columbus Drive/South Water Street to add a northbound left-turn signal head with protected-permitted signal phasing. This improvement would address an anticipated traffic issue due to background traffic growth unrelated to the development of Parcel O. Lakeshore East Parcel O Chicago, Illinois Page 30 April 2016 Updated May 2017

Attendant Parking for Event Drop-off/Pick-up within the Aqua Garage Establishing an attendant parking drop-off and pick-up operation within the garage for events provides significant queuing capacity (36 vehicles for Parcel O and 20 vehicles for the Aqua Radisson Blu Hotel) during event conditions. In addition, attendants would also be helpful to directing exiting vehicles to intermediate-level garage exits to limit traffic volumes on the upper-level roadway system. Pedestrian Connections Parcel O will establish a new Pedway connection (open-air and unfinished) through the garage between Aqua on the north and both BCBS and Village Market properties on the south. A publicly accessible elevator in the southwest corner of Parcel O will create an additional vertical circulation option between intermediate and upper-level Columbus Drive with a connection to the Pedway. Event Traffic Control on South Plaza Drive During events hosted at Parcel O or the Aqua Radisson Blu Hotel, personnel should be posted on South Plaza Drive at the garage driveway to sort/direct event and hotel traffic to the appropriate locations. The main objective of the personnel would be to maintain traffic circulation for vehicles entering and exiting South Plaza Drive, guide event guests to the attendant parking within the garage, and limit the potential for vehicle queues onto Upper Columbus Drive. Utilize Two Garage Entry Lanes During Event Arrival The garage ramps at South Plaza Drive will provide reversible parking access control equipment to facilitate the use of both lanes in either direction. During peak event arrival periods, both lanes of the garage ramp may be utilized to increase attendant parking stacking capacity, if needed. With the four other garage access locations currently available to all three levels of the surrounding street system, exiting traffic could easily be diverted to multiple alternative access points. This temporary condition during the event arrival period could help to manage traffic flow and queues, if needed, without significantly impacting the ability of nonevent traffic to exit the garage. Delineate South Plaza Drive Pavement Incorporate various pavement colors, textures, and/or materials to provide better delineation zones for pedestrian and vehicular traffic along South Plaza Drive. The current configuration is somewhat uniform and tends to blend the auto and pedestrian zones, even with the use of planters. With additional traffic and curbside functions introduced with the proposed site development, visually clarifying the auto and pedestrian zones would help guide all modes through South Plaza Drive. South Plaza Drive Median Profile The proposed plan includes creating a median along South Plaza Drive east of the garage ramps to separate the eastbound and westbound travel lanes and Parcel O/Aqua dropoff/pick-up areas. While the median helps to delineate traffic flows (as recommended above), Lakeshore East Parcel O Chicago, Illinois Page 31 April 2016 Updated May 2017

a mountable median, rather than a raised planter or barrier profile, is recommended in order to accommodate emergency vehicles or potential maneuvers of other larger vehicles. Potential Modifications to Columbus Drive Curbside Designation Adjacent to Parcel O, the east side of Columbus Drive (from north to south) is currently designated for one (1) food truck, three (3) metered parking spaces with a CTA bus stop extending south to Randolph Street. Consider coordinating with the Alderman s Office to reconfigure the curbside to potentially provide two to three taxi stand spaces closest to South Plaza Drive and shifting the food truck space south. This re-designation and shuffling of spaces would allow taxis to wait on-street adjacent to the site to serve hotel guests and residents at the upper level while keeping the off-street drop-off/pick area clear for guest loading. Lakeshore East Parcel O Chicago, Illinois Page 32 April 2016 Updated May 2017

APPENDIX Site Plan Existing Capacity Reports Future Capacity Reports Lakeshore East Parcel O Chicago, Illinois Page 33 April 2016 Updated May 2017

SITE PLAN Lakeshore East Parcel O Chicago, Illinois Page 34 April 2016 Updated May 2017

EXISTING CAPACITY REPORTS Weekday Morning Peak Hour Weekday Evening Peak Hour Lakeshore East Parcel O Chicago, Illinois Page 35 April 2016 Updated May 2017

Lanes, Volumes, Timings 100: Upper Columbus Drive & Upper Wacker Drive 6/15/2016 Lane Group EBU EBT EBR WBU WBL WBT NBU NBL NBR Lane Configurations Traffic Volume (vph) 40 450 180 30 200 490 10 95 260 Future Volume (vph) 40 450 180 30 200 490 10 95 260 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 120 105 105 Storage Lanes 0 0 1 1 1 Taper Length (ft) 25 300 120 Lane Util. Factor 0.91 0.91 0.91 0.95 1.00 0.95 0.95 0.97 0.88 Ped Bike Factor 0.95 0.88 0.41 0.69 Frt 0.960 0.850 Flt Protected 0.997 0.950 0.950 Satd. Flow (prot) 0 4643 0 0 1770 3539 0 3433 2787 Flt Permitted 0.887 0.366 0.950 Satd. Flow (perm) 0 4093 0 0 598 3539 0 1395 1925 Right Turn on Red Yes Yes Satd. Flow (RTOR) 41 274 Link Speed (mph) 30 30 30 Link Distance (ft) 420 522 324 Travel Time (s) 9.5 11.9 7.4 Confl. Peds. (#/hr) 295 115 215 115 115 295 215 Confl. Bikes (#/hr) 2 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 474 189 32 211 516 11 100 274 Shared Lane Traffic (%) Lane Group Flow (vph) 0 705 0 0 243 516 0 111 274 Turn Type Perm NA Perm Perm NA Perm Prot Perm Protected Phases 4 8 2 Permitted Phases 4 8 8 2 2 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 60.0 60.0 60.0 60.0 60.0 25.0 25.0 25.0 Total Split (%) 70.6% 70.6% 70.6% 70.6% 70.6% 29.4% 29.4% 29.4% Yellow Time (s) 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 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 4.0 Lead/Lag Lead-Lag Optimize? Act Effct Green (s) 56.0 56.0 56.0 21.0 21.0 Actuated g/c Ratio 0.66 0.66 0.66 0.25 0.25 v/c Ratio 0.26 0.62 0.22 0.32 0.40 Control Delay 5.9 16.9 6.1 29.4 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 5.9 16.9 6.1 29.4 5.5 LOS A B A C A Approach Delay 5.9 9.5 12.3 Approach LOS A A B Queue Length 50th (ft) 46 66 51 25 0 Queue Length 95th (ft) 62 154 71 48 32 Internal Link Dist (ft) 340 442 244 Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 1

Lanes, Volumes, Timings 100: Upper Columbus Drive & Upper Wacker Drive 6/15/2016 Lane Group EBU EBT EBR WBU WBL WBT NBU NBL NBR Turn Bay Length (ft) 120 105 105 Base Capacity (vph) 2710 393 2331 344 681 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.26 0.62 0.22 0.32 0.40 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green Natural Cycle: 60 Control Type: Pretimed Maximum v/c Ratio: 0.62 Intersection Signal Delay: 8.7 Intersection LOS: A Intersection Capacity Utilization 55.8% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 100: Upper Columbus Drive & Upper Wacker Drive Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 2

Lanes, Volumes, Timings 600: Upper Randolph & Upper Columbus Drive 6/15/2016 Lane Group EBL EBT WBU WBT WBR SBU SBL SBR ø2 ø11 ø12 ø15 Lane Configurations Traffic Volume (vph) 160 270 5 240 230 5 305 200 Future Volume (vph) 160 270 5 240 230 5 305 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 0 0 0 0 Storage Lanes 1 0 1 1 1 Taper Length (ft) 40 25 25 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 1.00 0.95 Ped Bike Factor 0.92 1.00 0.90 0.75 0.91 Frt 0.850 0.991 0.850 Flt Protected 0.950 0.999 0.955 Satd. Flow (prot) 1770 3539 0 3536 1583 0 1750 1504 Flt Permitted 0.592 0.945 0.955 Satd. Flow (perm) 1018 3539 0 3339 1421 0 1326 1373 Right Turn on Red Yes Yes Satd. Flow (RTOR) 242 4 190 Link Speed (mph) 30 30 30 Link Distance (ft) 551 606 515 Travel Time (s) 12.5 13.8 11.7 Confl. Peds. (#/hr) 120 150 120 120 150 115 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 168 284 5 253 242 5 321 211 Shared Lane Traffic (%) 10% Lane Group Flow (vph) 168 284 0 258 242 0 347 190 Turn Type custom NA Perm NA custom Perm D.P+P pm+ov Protected Phases 14 2 15 6 4 3 14 2 11 12 15 Permitted Phases 2 14 6 6 3 4 4 3 Detector Phase 14 2 15 6 6 4 3 3 14 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 1.0 1.0 1.0 Minimum Split (s) 9.0 23.0 23.0 40.0 38.0 38.0 9.0 39.0 3.0 3.0 3.0 Total Split (s) 9.0 39.0 39.0 11.0 40.0 40.0 9.0 39.0 3.0 3.0 3.0 Total Split (%) 8.6% 37.1% 37.1% 10.5% 38.1% 38.1% 8.6% 37% 3% 3% 3% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 2.0 2.0 All-Red Time (s) 1.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 5.0 4.0 5.0 4.0 Lead/Lag Lead Lag Lead Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode Max None None None None None Max None None None None Act Effct Green (s) 16.0 14.0 9.9 16.9 18.5 29.6 Actuated g/c Ratio 0.29 0.25 0.18 0.30 0.33 0.53 v/c Ratio 0.47 0.32 0.43 0.39 0.64 0.23 Control Delay 17.4 13.9 23.5 3.4 17.8 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.4 13.9 23.5 3.4 17.8 1.7 LOS B B C A B A Approach Delay 15.2 13.8 12.1 Approach LOS B B B Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 3

Lanes, Volumes, Timings 600: Upper Randolph & Upper Columbus Drive 6/15/2016 Lane Group EBL EBT WBU WBT WBR SBU SBL SBR ø2 ø11 ø12 ø15 Queue Length 50th (ft) 33 30 39 0 76 0 Queue Length 95th (ft) 81 62 78 25 149 21 Internal Link Dist (ft) 471 526 435 Turn Bay Length (ft) 90 Base Capacity (vph) 360 2443 2062 643 1114 830 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.12 0.13 0.38 0.31 0.23 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 55.7 Natural Cycle: 135 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.64 Intersection Signal Delay: 13.6 Intersection Capacity Utilization 55.6% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 600: Upper Randolph & Upper Columbus Drive Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 4

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/15/2016 Lane Group EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Lane Configurations Traffic Volume (vph) 15 20 1 70 1 1 1 1 130 100 1000 10 Future Volume (vph) 15 20 1 70 1 1 1 1 130 100 1000 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 Storage Lanes 0 0 0 0 1 0 Taper Length (ft) 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 0.91 Ped Bike Factor 0.98 1.00 1.00 1.00 Frt 0.911 0.932 0.998 Flt Protected 0.984 0.988 0.950 Satd. Flow (prot) 0 0 1653 0 0 1715 0 0 0 1770 5073 0 Flt Permitted 0.888 0.955 0.063 Satd. Flow (perm) 0 0 1470 0 0 1657 0 0 0 117 5073 0 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 74 1 2 Link Speed (mph) 30 30 30 Link Distance (ft) 253 467 100 Travel Time (s) 5.8 10.6 2.3 Confl. Peds. (#/hr) 15 2 2 15 15 20 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 Adj. Flow (vph) 16 21 1 74 1 1 1 1 137 105 1053 11 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 112 0 0 4 0 0 0 242 1064 0 Turn Type Perm Perm NA Perm NA Perm Perm NA Protected Phases 3 7! 2 4! Permitted Phases 3 3 7! 2 4! 2 4! Detector Phase 3 3 3 7 7 2 4 2 4 2 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 Total Split (s) 23.0 23.0 23.0 23.0 23.0 Total Split (%) 21.9% 21.9% 21.9% 21.9% 21.9% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 5.0 5.0 Lead/Lag Lead Lead Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None Act Effct Green (s) 8.5 17.3 60.1 60.1 Actuated g/c Ratio 0.09 0.18 0.63 0.63 v/c Ratio 0.57 0.01 3.32 0.33 Control Delay 28.4 33.8 1091.9 0.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 28.4 33.8 1091.9 0.8 LOS C C F A Approach Delay 28.4 33.8 203.0 Approach LOS C C F Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 5

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/15/2016 Lane Group SBL SBT SBR SBR2 ø2 ø4 ø6 ø8 Lane Configurations Traffic Volume (vph) 25 765 55 25 Future Volume (vph) 25 765 55 25 Ideal Flow (vphpl) 1900 1900 1900 1900 Storage Length (ft) 50 0 Storage Lanes 1 1 Taper Length (ft) 100 Lane Util. Factor 1.00 0.95 1.00 0.95 Ped Bike Factor 1.00 0.95 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 1770 3539 1583 0 Flt Permitted 0.232 Satd. Flow (perm) 430 3539 1510 0 Right Turn on Red Yes Satd. Flow (RTOR) 73 Link Speed (mph) 30 Link Distance (ft) 465 Travel Time (s) 10.6 Confl. Peds. (#/hr) 20 15 15 Peak Hour Factor 0.95 0.95 0.95 0.95 Adj. Flow (vph) 26 805 58 26 Shared Lane Traffic (%) Lane Group Flow (vph) 26 805 84 0 Turn Type custom NA custom Protected Phases 9 6 9 9 2 4 6 8 Permitted Phases 6 6 Detector Phase 9 6 9 9 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 12.0 12.0 56.0 14.0 56.0 14.0 Total Split (%) 11.4% 11.4% 53% 13% 53% 13% Yellow Time (s) 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 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 5.0 5.0 Lead/Lag Lag Lag Lead-Lag Optimize? Yes Yes Recall Mode Max Max None None None None Act Effct Green (s) 58.1 63.1 58.1 Actuated g/c Ratio 0.61 0.66 0.61 v/c Ratio 0.07 0.34 0.09 Control Delay 7.0 8.0 2.4 Queue Delay 0.0 0.0 0.0 Total Delay 7.0 8.0 2.4 LOS A A A Approach Delay 7.4 Approach LOS A Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 6

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/15/2016 Lane Group EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Queue Length 50th (ft) 22 1 ~264 6 Queue Length 95th (ft) 74 12 #438 8 Internal Link Dist (ft) 173 387 20 Turn Bay Length (ft) Base Capacity (vph) 337 338 73 3188 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.33 0.01 3.32 0.33 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 95.6 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 3.32 Intersection Signal Delay: 117.8 Intersection LOS: F Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.! Phase conflict between lane groups. Splits and Phases: 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 7

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/15/2016 Lane Group SBL SBT SBR SBR2 ø2 ø4 ø6 ø8 Queue Length 50th (ft) 5 98 2 Queue Length 95th (ft) 16 155 19 Internal Link Dist (ft) 385 Turn Bay Length (ft) 50 Base Capacity (vph) 359 2334 951 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.07 0.34 0.09 Intersection Summary Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 8

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/15/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 40 20 50 5 1 10 0 1190 90 20 815 0 Future Volume (vph) 40 20 50 5 1 10 0 1190 90 20 815 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 215 0 0 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 75 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 1.00 0.95 1.00 Ped Bike Factor 0.99 1.00 1.00 1.00 Frt 0.893 0.913 0.989 Flt Protected 0.950 0.986 0.950 Satd. Flow (prot) 1770 1641 0 0 1677 0 0 6319 0 1770 3539 0 Flt Permitted 0.474 0.874 0.147 Satd. Flow (perm) 883 1641 0 0 1484 0 0 6319 0 273 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 53 11 21 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 441 300 100 Travel Time (s) 5.8 10.0 6.8 2.3 Confl. Peds. (#/hr) 2 2 15 20 20 15 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 Adj. Flow (vph) 42 21 53 5 1 11 0 1253 95 21 858 0 Shared Lane Traffic (%) Lane Group Flow (vph) 42 74 0 0 17 0 0 1348 0 21 858 0 Turn Type Perm NA Perm NA NA custom NA Protected Phases 4! 8 2 9 9 6 7! Permitted Phases 4! 8 6 Detector Phase 4 4 8 8 2 9 9 6 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 14.0 14.0 14.0 14.0 56.0 12.0 Total Split (%) 13.3% 13.3% 13.3% 13.3% 53.3% 11.4% Yellow Time (s) 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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None Max Act Effct Green (s) 9.0 9.0 6.7 51.1 58.1 88.5 Actuated g/c Ratio 0.09 0.09 0.07 0.53 0.61 0.93 v/c Ratio 0.51 0.37 0.15 0.40 0.08 0.26 Control Delay 64.8 23.2 29.4 13.7 3.5 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.8 23.2 29.4 13.7 3.5 0.2 LOS E C C B A A Approach Delay 38.3 29.4 13.7 0.3 Approach LOS D C B A Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 9

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/15/2016 Lane Group ø3 ø6 ø7 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (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) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 3 6 7 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 10.0 10.0 10.0 Total Split (s) 23.0 56.0 23.0 Total Split (%) 22% 53% 22% Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lead Lead-Lag Optimize? Yes Yes Recall Mode None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 10

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/15/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 24 12 4 128 1 0 Queue Length 95th (ft) #74 57 25 175 3 2 Internal Link Dist (ft) 175 361 220 20 Turn Bay Length (ft) Base Capacity (vph) 83 202 149 3384 275 3355 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 425 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.37 0.11 0.46 0.08 0.26 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 95.6 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 3.32 Intersection Signal Delay: 10.0 Intersection LOS: B Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.! Phase conflict between lane groups. Splits and Phases: 2300: EB Water Street/Aqua Parking Garage Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 11

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/15/2016 Lane Group ø3 ø6 ø7 Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 12

HCM Unsignalized Intersection Capacity Analysis 200: Upper Columbus Drive & Upper Water WB 6/15/2016 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 0 0 60 365 355 35 Future Volume (vph) 0 0 60 365 355 35 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 0 63 384 374 37 Direction, Lane # NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 63 384 249 162 Volume Left (vph) 63 0 0 0 Volume Right (vph) 0 0 0 37 Hadj (s) 0.53 0.03 0.03-0.13 Departure Headway (s) 5.4 4.9 4.9 4.7 Degree Utilization, x 0.09 0.52 0.34 0.21 Capacity (veh/h) 657 733 726 749 Control Delay (s) 7.7 11.7 9.1 7.8 Approach Delay (s) 11.2 8.6 Approach LOS B A Intersection Summary Delay 9.9 Level of Service A Intersection Capacity Utilization 22.5% ICU Level of Service A Analysis Period (min) 15 Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 1

HCM Unsignalized Intersection Capacity Analysis 300: Upper Columbus Drive & Water Street Ramp 6/15/2016 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 25 45 5 175 1 10 20 130 360 1 20 280 Future Volume (vph) 25 45 5 175 1 10 20 130 360 1 20 280 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 Hourly flow rate (vph) 0 47 5 184 1 11 21 137 379 1 21 295 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 236 33 137 380 169 206 Volume Left (vph) 47 1 137 0 21 0 Volume Right (vph) 184 21 0 1 0 58 Hadj (s) -0.39-0.34 0.53 0.03 0.10-0.16 Departure Headway (s) 5.6 6.2 6.4 5.9 6.1 5.9 Degree Utilization, x 0.37 0.06 0.24 0.62 0.29 0.33 Capacity (veh/h) 593 493 548 591 561 587 Control Delay (s) 11.9 9.6 10.2 16.7 10.4 10.6 Approach Delay (s) 11.9 9.6 15.0 10.5 Approach LOS B A B B Intersection Summary Delay 12.7 Level of Service B Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15 Movement SBR Lane Configurations Sign Control Traffic Volume (vph) 55 Future Volume (vph) 55 Peak Hour Factor 0.95 Hourly flow rate (vph) 58 Direction, Lane # Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 2

HCM Unsignalized Intersection Capacity Analysis 400: Upper Columbus Drive & Upper Water EB 6/15/2016 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 65 120 0 425 455 0 Future Volume (vph) 65 120 0 425 455 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 68 126 0 447 479 0 Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 194 224 224 240 240 Volume Left (vph) 68 0 0 0 0 Volume Right (vph) 126 0 0 0 0 Hadj (s) -0.29 0.03 0.03 0.03 0.03 Departure Headway (s) 5.6 5.7 5.7 5.7 5.7 Degree Utilization, x 0.30 0.35 0.35 0.38 0.38 Capacity (veh/h) 597 610 610 613 615 Control Delay (s) 11.0 10.6 10.6 10.9 10.9 Approach Delay (s) 11.0 10.6 10.9 Approach LOS B B B Intersection Summary Delay 10.8 Level of Service B Intersection Capacity Utilization 30.2% ICU Level of Service A Analysis Period (min) 15 Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 3

HCM Unsignalized Intersection Capacity Analysis 500: Upper Columbus Drive & Lake Street 6/15/2016 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 35 1 25 5 1 10 15 5 365 10 15 45 Future Volume (Veh/h) 35 1 25 5 1 10 15 5 365 10 15 45 Sign Control Stop Stop Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 37 1 26 5 1 11 0 5 384 11 0 47 Pedestrians 450 275 150 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 43 26 14 Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 515 px, platoon unblocked 0.00 0.00 vc, conflicting volume 1463 1740 871 1190 1760 662 0 992 0 670 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 1463 1740 871 1190 1760 662 0 992 0 670 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 0.0 4.1 0.0 4.1 tc, 2 stage (s) tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 0.0 2.2 0.0 2.2 p0 queue free % 0 97 82 87 97 95 0 99 0 93 cm capacity (veh/h) 20 33 144 37 32 244 0 396 0 676 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 64 17 197 203 292 298 Volume Left 37 5 5 0 47 0 Volume Right 26 11 0 11 0 53 csh 31 81 396 1700 676 1700 Volume to Capacity 2.05 0.21 0.01 0.12 0.07 0.17 Queue Length 95th (ft) 184 18 1 0 6 0 Control Delay (s) 760.6 61.0 0.6 0.0 2.5 0.0 Lane LOS F F A A Approach Delay (s) 760.6 61.0 0.3 1.2 Approach LOS F F Intersection Summary Average Delay 47.2 Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15 Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 4

HCM Unsignalized Intersection Capacity Analysis 500: Upper Columbus Drive & Lake Street 6/15/2016 Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 465 50 Future Volume (Veh/h) 465 50 Sign Control Free Grade 0% Peak Hour Factor 0.95 0.95 Hourly flow rate (vph) 489 53 Pedestrians 190 Lane Width (ft) 12.0 Walking Speed (ft/s) 3.5 Percent Blockage 18 Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing AM Peak Hour K-H Page 5

Lanes, Volumes, Timings 100: Upper Columbus Drive & Upper Wacker Drive 6/15/2016 Lane Group EBU EBT EBR WBU WBL WBT NBU NBL NBR Lane Configurations Traffic Volume (vph) 40 230 115 25 105 150 1 110 160 Future Volume (vph) 40 230 115 25 105 150 1 110 160 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 120 105 105 Storage Lanes 0 0 1 1 1 Taper Length (ft) 25 300 120 Lane Util. Factor 0.91 0.91 0.91 0.95 1.00 0.95 0.95 0.97 0.88 Ped Bike Factor 0.90 0.79 0.45 0.69 Frt 0.955 0.850 Flt Protected 0.995 0.950 0.950 Satd. Flow (prot) 0 4394 0 0 1770 3539 0 3433 2787 Flt Permitted 0.899 0.505 0.950 Satd. Flow (perm) 0 3922 0 0 744 3539 0 1549 1914 Right Turn on Red Yes Yes Satd. Flow (RTOR) 121 168 Link Speed (mph) 30 30 30 Link Distance (ft) 420 522 300 Travel Time (s) 9.5 11.9 6.8 Confl. Peds. (#/hr) 103 210 235 210 210 105 235 Confl. Bikes (#/hr) 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 242 121 26 111 158 1 116 168 Shared Lane Traffic (%) Lane Group Flow (vph) 0 405 0 0 137 158 0 117 168 Turn Type Perm NA Perm Perm NA Perm Prot Perm Protected Phases 4 8 2 Permitted Phases 4 8 8 2 2 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 60.0 60.0 60.0 60.0 60.0 25.0 25.0 25.0 Total Split (%) 70.6% 70.6% 70.6% 70.6% 70.6% 29.4% 29.4% 29.4% Yellow Time (s) 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 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 4.0 Lead/Lag Lead-Lag Optimize? Act Effct Green (s) 56.0 56.0 56.0 21.0 21.0 Actuated g/c Ratio 0.66 0.66 0.66 0.25 0.25 v/c Ratio 0.15 0.28 0.07 0.31 0.28 Control Delay 3.9 7.9 5.3 28.7 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 3.9 7.9 5.3 28.7 5.8 LOS A A A C A Approach Delay 3.9 6.5 15.2 Approach LOS A A B Queue Length 50th (ft) 17 27 13 26 0 Queue Length 95th (ft) 28 55 24 50 26 Internal Link Dist (ft) 340 442 220 Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 1

Lanes, Volumes, Timings 100: Upper Columbus Drive & Upper Wacker Drive 6/15/2016 Lane Group EBU EBT EBR WBU WBL WBT NBU NBL NBR Turn Bay Length (ft) 120 105 105 Base Capacity (vph) 2625 490 2331 382 599 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.15 0.28 0.07 0.31 0.28 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green Natural Cycle: 45 Control Type: Pretimed Maximum v/c Ratio: 0.31 Intersection Signal Delay: 8.0 Intersection LOS: A Intersection Capacity Utilization 47.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 100: Upper Columbus Drive & Upper Wacker Drive Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 2

Lanes, Volumes, Timings 600: Upper Randolph & Upper Columbus Drive 6/15/2016 Lane Group EBU EBL EBT WBU WBT WBR SBL SBR ø2 ø11 ø12 ø15 Lane Configurations Traffic Volume (vph) 5 55 265 10 290 180 310 165 Future Volume (vph) 5 55 265 10 290 180 310 165 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 0 0 0 0 Storage Lanes 1 0 1 1 1 Taper Length (ft) 40 25 25 Lane Util. Factor 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.80 1.00 0.78 0.91 0.90 Frt 0.850 0.850 Flt Protected 0.950 0.998 0.950 Satd. Flow (prot) 0 1770 3539 0 3532 1583 1770 1583 Flt Permitted 0.560 0.936 0.950 Satd. Flow (perm) 0 837 3539 0 3306 1229 1618 1423 Right Turn on Red Yes Yes Satd. Flow (RTOR) 189 88 Link Speed (mph) 30 30 30 Link Distance (ft) 551 606 515 Travel Time (s) 12.5 13.8 11.7 Confl. Peds. (#/hr) 135 280 90 280 90 135 Confl. Bikes (#/hr) 3 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 5 58 279 11 305 189 326 174 Shared Lane Traffic (%) Lane Group Flow (vph) 0 63 279 0 316 189 326 174 Turn Type custom custom NA Perm NA custom D.P+P pm+ov Protected Phases 14 2 15 6 4 3 14! 2 11 12 15 Permitted Phases 14! 2 14 6 6 4 4 3 Detector Phase 14 14 2 15 6 6 4 3 14 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 1.0 1.0 1.0 Minimum Split (s) 9.0 9.0 23.0 23.0 40.0 38.0 9.0 39.0 3.0 3.0 3.0 Total Split (s) 9.0 9.0 39.0 39.0 11.0 40.0 9.0 39.0 3.0 3.0 3.0 Total Split (%) 8.6% 8.6% 37.1% 37.1% 10.5% 38.1% 8.6% 37% 3% 3% 3% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 2.0 2.0 All-Red Time (s) 1.0 1.0 2.0 2.0 1.0 2.0 1.0 2.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 5.0 4.0 5.0 4.0 Lead/Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode Max Max None None None None Max None None None None Act Effct Green (s) 16.9 14.9 10.8 17.8 18.0 29.1 Actuated g/c Ratio 0.30 0.27 0.19 0.32 0.32 0.52 v/c Ratio 0.19 0.30 0.50 0.34 0.59 0.22 Control Delay 12.4 13.3 23.7 3.3 17.3 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.4 13.3 23.7 3.3 17.3 3.9 LOS B B C A B A Approach Delay 13.1 16.1 12.6 Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 3

Lanes, Volumes, Timings 600: Upper Randolph & Upper Columbus Drive 6/15/2016 Lane Group EBU EBL EBT WBU WBT WBR SBL SBR ø2 ø11 ø12 ø15 Approach LOS B B B Queue Length 50th (ft) 12 28 48 0 74 10 Queue Length 95th (ft) 35 60 93 21 144 35 Internal Link Dist (ft) 471 526 435 Turn Bay Length (ft) 90 Base Capacity (vph) 336 2423 2025 584 1116 795 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.12 0.16 0.32 0.29 0.22 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 56.1 Natural Cycle: 135 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.59 Intersection Signal Delay: 14.0 Intersection Capacity Utilization 55.6% Analysis Period (min) 15! Phase conflict between lane groups. Intersection LOS: B ICU Level of Service B Splits and Phases: 600: Upper Randolph & Upper Columbus Drive Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 4

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/15/2016 Lane Group EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Lane Configurations Traffic Volume (vph) 15 60 1 145 10 2 5 35 45 55 1365 2 Future Volume (vph) 15 60 1 145 10 2 5 35 45 55 1365 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 Storage Lanes 0 0 0 0 1 0 Taper Length (ft) 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 0.91 Ped Bike Factor 0.97 1.00 0.99 1.00 Frt 0.911 0.897 Flt Protected 0.983 0.990 0.950 Satd. Flow (prot) 0 0 1642 0 0 1654 0 0 0 1770 5085 0 Flt Permitted 0.869 0.927 0.074 Satd. Flow (perm) 0 0 1427 0 0 1547 0 0 0 137 5085 0 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 91 37 Link Speed (mph) 30 30 30 Link Distance (ft) 253 467 100 Travel Time (s) 5.8 10.6 2.3 Confl. Peds. (#/hr) 30 11 11 30 30 35 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 Adj. Flow (vph) 16 63 1 153 11 2 5 37 47 58 1437 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 233 0 0 55 0 0 0 105 1439 0 Turn Type Perm Perm NA Perm NA Perm Perm NA Protected Phases 3 7! 2 4! Permitted Phases 3 3 7! 2 4! 2 4! Detector Phase 3 3 3 7 7 2 4 2 4 2 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 Total Split (s) 34.0 34.0 34.0 34.0 34.0 Total Split (%) 32.4% 32.4% 32.4% 32.4% 32.4% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 5.0 5.0 Lead/Lag Lead Lead Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None Act Effct Green (s) 14.8 18.1 53.2 53.2 Actuated g/c Ratio 0.16 0.20 0.58 0.58 v/c Ratio 0.76 0.16 1.31 0.48 Control Delay 37.5 16.6 226.8 2.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 37.5 16.6 226.8 2.2 LOS D B F A Approach Delay 37.5 16.6 17.5 Approach LOS D B B Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 5

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/15/2016 Lane Group SBL SBT SBR SBR2 ø2 ø4 ø6 ø8 Lane Configurations Traffic Volume (vph) 5 965 25 10 Future Volume (vph) 5 965 25 10 Ideal Flow (vphpl) 1900 1900 1900 1900 Storage Length (ft) 50 0 Storage Lanes 1 1 Taper Length (ft) 100 Lane Util. Factor 1.00 0.95 1.00 0.95 Ped Bike Factor 1.00 0.91 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 1770 3539 1583 0 Flt Permitted 0.130 Satd. Flow (perm) 241 3539 1445 0 Right Turn on Red Yes Satd. Flow (RTOR) 73 Link Speed (mph) 30 Link Distance (ft) 465 Travel Time (s) 10.6 Confl. Peds. (#/hr) 35 30 30 Peak Hour Factor 0.95 0.95 0.95 0.95 Adj. Flow (vph) 5 1016 26 11 Shared Lane Traffic (%) Lane Group Flow (vph) 5 1016 37 0 Turn Type custom NA custom Protected Phases 9 6 9 9 2 4 6 8 Permitted Phases 6 6 Detector Phase 9 6 9 9 Switch Phase Minimum Initial (s) 3.0 3.0 5.0 5.0 5.0 5.0 Minimum Split (s) 8.0 8.0 10.0 10.0 10.0 10.0 Total Split (s) 8.0 8.0 48.0 15.0 48.0 15.0 Total Split (%) 7.6% 7.6% 46% 14% 46% 14% Yellow Time (s) 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 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 5.0 5.0 Lead/Lag Lag Lag Lead-Lag Optimize? Yes Yes Recall Mode Max Max None None None None Act Effct Green (s) 46.2 51.2 46.2 Actuated g/c Ratio 0.51 0.56 0.51 v/c Ratio 0.03 0.51 0.05 Control Delay 11.4 14.3 0.8 Queue Delay 0.0 0.0 0.0 Total Delay 11.4 14.3 0.8 LOS B B A Approach Delay 13.8 Approach LOS B Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 6

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/15/2016 Lane Group EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Queue Length 50th (ft) 78 9 ~70 23 Queue Length 95th (ft) 159 41 #200 26 Internal Link Dist (ft) 173 387 20 Turn Bay Length (ft) Base Capacity (vph) 518 519 80 2970 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.45 0.11 1.31 0.48 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 91.1 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.31 Intersection Signal Delay: 17.7 Intersection LOS: B Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.! Phase conflict between lane groups. Splits and Phases: 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 7

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/15/2016 Lane Group SBL SBT SBR SBR2 ø2 ø4 ø6 ø8 Queue Length 50th (ft) 1 175 0 Queue Length 95th (ft) 7 284 4 Internal Link Dist (ft) 385 Turn Bay Length (ft) 50 Base Capacity (vph) 172 1988 773 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.03 0.51 0.05 Intersection Summary Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 8

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/15/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 35 5 95 35 0 35 0 1395 5 5 1115 0 Future Volume (vph) 35 5 95 35 0 35 0 1395 5 5 1115 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 215 0 0 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 75 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 1.00 0.95 1.00 Ped Bike Factor 0.96 0.99 1.00 1.00 Frt 0.857 0.932 0.999 Flt Protected 0.950 0.976 0.950 Satd. Flow (prot) 1770 1527 0 0 1694 0 0 6400 0 1770 3539 0 Flt Permitted 0.645 0.788 0.116 Satd. Flow (perm) 1201 1527 0 0 1348 0 0 6400 0 215 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 100 125 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 441 300 100 Travel Time (s) 5.8 10.0 6.8 2.3 Confl. Peds. (#/hr) 11 11 30 35 35 30 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 Adj. Flow (vph) 37 5 100 37 0 37 0 1468 5 5 1174 0 Shared Lane Traffic (%) Lane Group Flow (vph) 37 105 0 0 74 0 0 1473 0 5 1174 0 Turn Type Perm NA Perm NA NA custom NA Protected Phases 4! 8 2 9 9 6 7! Permitted Phases 4! 8 6 Detector Phase 4 4 8 8 2 9 9 6 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 8.0 Total Split (s) 15.0 15.0 15.0 15.0 48.0 8.0 Total Split (%) 14.3% 14.3% 14.3% 14.3% 45.7% 7.6% Yellow Time (s) 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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None Max Act Effct Green (s) 10.0 10.0 9.0 43.2 46.2 75.4 Actuated g/c Ratio 0.11 0.11 0.10 0.47 0.51 0.83 v/c Ratio 0.28 0.41 0.30 0.49 0.03 0.40 Control Delay 45.6 15.0 4.8 17.7 5.2 0.6 Queue Delay 1.5 0.0 0.7 0.1 0.0 0.0 Total Delay 47.1 15.0 5.4 17.8 5.2 0.6 LOS D B A B A A Approach Delay 23.3 5.4 17.8 0.6 Approach LOS C A B A Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 9

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/15/2016 Lane Group ø3 ø6 ø7 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (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) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 3 6 7 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 10.0 10.0 10.0 Total Split (s) 34.0 48.0 34.0 Total Split (%) 32% 46% 32% Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lead Lead-Lag Optimize? Yes Yes Recall Mode None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 10

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/15/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 20 3 0 161 1 4 Queue Length 95th (ft) 55 53 10 231 m1 5 Internal Link Dist (ft) 175 361 220 20 Turn Bay Length (ft) Base Capacity (vph) 132 257 265 3033 160 3299 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 32 0 59 457 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.41 0.36 0.57 0.03 0.36 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 91.1 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.31 Intersection Signal Delay: 10.7 Intersection LOS: B Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.! Phase conflict between lane groups. Splits and Phases: 2300: EB Water Street/Aqua Parking Garage Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 11

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/15/2016 Lane Group ø3 ø6 ø7 Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 12

HCM Unsignalized Intersection Capacity Analysis 200: Upper Columbus Drive & Water Street WB 6/15/2016 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 0 0 85 270 205 15 Future Volume (vph) 0 0 85 270 205 15 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 0 89 284 216 16 Direction, Lane # NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 89 284 144 88 Volume Left (vph) 89 0 0 0 Volume Right (vph) 0 0 0 16 Hadj (s) 0.53 0.03 0.03-0.09 Departure Headway (s) 5.2 4.7 4.8 4.7 Degree Utilization, x 0.13 0.37 0.19 0.11 Capacity (veh/h) 680 756 732 753 Control Delay (s) 7.8 9.2 7.8 7.1 Approach Delay (s) 8.9 7.5 Approach LOS A A Intersection Summary Delay 8.4 Level of Service A Intersection Capacity Utilization 17.5% ICU Level of Service A Analysis Period (min) 15 Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 1

HCM Unsignalized Intersection Capacity Analysis 300: Upper Columbus Drive & Water Street Ramp/FD/Radisson 6/15/2016 Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 30 60 10 200 1 10 15 1 65 280 1 15 Future Volume (vph) 30 60 10 200 1 10 15 1 65 280 1 15 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 Hourly flow rate (vph) 0 63 11 211 1 11 16 0 68 295 1 16 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 285 28 68 296 103 113 Volume Left (vph) 63 1 68 0 16 0 Volume Right (vph) 211 16 0 1 0 26 Hadj (s) -0.37-0.30 0.53 0.03 0.11-0.13 Departure Headway (s) 5.0 5.6 6.2 5.7 6.0 5.7 Degree Utilization, x 0.40 0.04 0.12 0.47 0.17 0.18 Capacity (veh/h) 668 560 558 611 568 592 Control Delay (s) 11.3 8.8 8.8 12.4 9.0 8.8 Approach Delay (s) 11.3 8.8 11.7 8.9 Approach LOS B A B A Intersection Summary Delay 10.8 Level of Service B Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period (min) 15 Movement SBT SBR Lane Configurations Sign Control Stop Traffic Volume (vph) 165 25 Future Volume (vph) 165 25 Peak Hour Factor 0.95 0.95 Hourly flow rate (vph) 174 26 Direction, Lane # Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 2

HCM Unsignalized Intersection Capacity Analysis 400: Upper Columbus Drive & Water Street EB 6/15/2016 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 70 125 0 280 365 0 Future Volume (vph) 70 125 0 280 365 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 74 132 0 295 384 0 Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 206 148 148 192 192 Volume Left (vph) 74 0 0 0 0 Volume Right (vph) 132 0 0 0 0 Hadj (s) -0.28 0.03 0.03 0.03 0.03 Departure Headway (s) 5.1 5.5 5.5 5.4 5.4 Degree Utilization, x 0.29 0.23 0.23 0.29 0.29 Capacity (veh/h) 650 621 620 633 636 Control Delay (s) 10.3 9.0 9.0 9.5 9.5 Approach Delay (s) 10.3 9.0 9.5 Approach LOS B A A Intersection Summary Delay 9.5 Level of Service A Intersection Capacity Utilization 28.3% ICU Level of Service A Analysis Period (min) 15 Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 3

HCM Unsignalized Intersection Capacity Analysis 500: Upper Columbus Drive & Lake Street 6/15/2016 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 15 1 5 10 1 30 5 5 220 5 15 5 Future Volume (Veh/h) 15 1 5 10 1 30 5 5 220 5 15 5 Sign Control Stop Stop Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 16 1 5 11 1 32 0 5 232 5 0 5 Pedestrians 285 300 145 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 3.5 3.5 3.5 Percent Blockage 27 29 14 Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 515 px, platoon unblocked 0.00 0.00 vc, conflicting volume 1206 1329 678 944 1334 684 0 780 0 537 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 1206 1329 678 944 1334 684 0 780 0 537 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 0.0 4.1 0.0 4.1 tc, 2 stage (s) tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 0.0 2.2 0.0 2.2 p0 queue free % 59 99 98 86 99 85 0 99 0 99 cm capacity (veh/h) 39 79 248 80 78 209 0 607 0 734 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 22 44 121 121 244 256 Volume Left 16 11 5 0 5 0 Volume Right 5 32 0 5 0 16 csh 50 145 607 1700 734 1700 Volume to Capacity 0.44 0.30 0.01 0.07 0.01 0.15 Queue Length 95th (ft) 40 30 1 0 1 0 Control Delay (s) 124.5 40.3 0.5 0.0 0.3 0.0 Lane LOS F E A A Approach Delay (s) 124.5 40.3 0.3 0.1 Approach LOS F E Intersection Summary Average Delay 5.8 Intersection Capacity Utilization 48.1% ICU Level of Service A Analysis Period (min) 15 Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 4

HCM Unsignalized Intersection Capacity Analysis 500: Upper Columbus Drive & Lake Street 6/15/2016 Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 455 15 Future Volume (Veh/h) 455 15 Sign Control Free Grade 0% Peak Hour Factor 0.95 0.95 Hourly flow rate (vph) 479 16 Pedestrians 265 Lane Width (ft) 12.0 Walking Speed (ft/s) 3.5 Percent Blockage 25 Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # Lakeshore East - Parcel O 8:00 am 6/6/2016 Existing PM Peak Hour K-H Page 5

FUTURE CAPACITY REPORTS Weekday Morning Peak Hour Weekday Evening Peak Hour Lakeshore East Parcel O Chicago, Illinois Page 36 April 2016 Updated May 2017

Lanes, Volumes, Timings 100: Upper Columbus Drive & Upper Wacker Drive 6/15/2016 Lane Group EBU EBT EBR WBU WBL WBT NBU NBL NBR Lane Configurations Traffic Volume (vph) 40 470 230 75 240 565 10 135 295 Future Volume (vph) 40 470 230 75 240 565 10 135 295 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 120 105 105 Storage Lanes 0 0 1 1 1 Taper Length (ft) 25 300 120 Lane Util. Factor 0.91 0.91 0.91 0.95 1.00 0.95 0.95 0.97 0.88 Ped Bike Factor 0.94 0.89 0.41 0.69 Frt 0.953 0.850 Flt Protected 0.997 0.950 0.950 Satd. Flow (prot) 0 4573 0 0 1770 3539 0 3433 2787 Flt Permitted 0.884 0.336 0.950 Satd. Flow (perm) 0 4026 0 0 558 3539 0 1395 1925 Right Turn on Red Yes Yes Satd. Flow (RTOR) 41 311 Link Speed (mph) 30 30 30 Link Distance (ft) 420 522 324 Travel Time (s) 9.5 11.9 7.4 Confl. Peds. (#/hr) 295 115 215 115 115 295 215 Confl. Bikes (#/hr) 2 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 495 242 79 253 595 11 142 311 Shared Lane Traffic (%) Lane Group Flow (vph) 0 779 0 0 332 595 0 153 311 Turn Type NA Perm NA Perm Prot Perm Protected Phases 4 8 2 Permitted Phases 8 2 2 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 60.0 60.0 60.0 25.0 25.0 25.0 Total Split (%) 70.6% 70.6% 70.6% 29.4% 29.4% 29.4% 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 1.0 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 4.0 Lead/Lag Lead-Lag Optimize? Act Effct Green (s) 56.0 56.0 56.0 21.0 21.0 Actuated g/c Ratio 0.66 0.66 0.66 0.25 0.25 v/c Ratio 5.90dl 0.90 0.26 0.44 0.44 Control Delay 8.7 44.5 6.3 32.0 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 8.7 44.5 6.3 32.0 5.4 LOS A D A C A Approach Delay 8.7 20.0 14.2 Approach LOS A B B Queue Length 50th (ft) 65 131 60 35 0 Queue Length 95th (ft) 95 #327 83 65 34 Internal Link Dist (ft) 340 442 244 Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 1

Lanes, Volumes, Timings 100: Upper Columbus Drive & Upper Wacker Drive 6/15/2016 Lane Group EBU EBT EBR WBU WBL WBT NBU NBL NBR Turn Bay Length (ft) 120 105 105 Base Capacity (vph) 1480 367 2331 344 709 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.53 0.90 0.26 0.44 0.44 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green Natural Cycle: 90 Control Type: Pretimed Maximum v/c Ratio: 0.90 Intersection Signal Delay: 14.7 Intersection LOS: B Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. dl Defacto Left Lane. Recode with 1 though lane as a left lane. dr Defacto Right Lane. Recode with 1 though lane as a right lane. Splits and Phases: 100: Upper Columbus Drive & Upper Wacker Drive Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 2

Lanes, Volumes, Timings 600: Upper Randolph & Upper Columbus Drive 6/15/2016 Lane Group EBL EBT WBU WBT WBR SBU SBL SBR ø2 ø11 ø12 ø15 Lane Configurations Traffic Volume (vph) 255 470 5 450 240 5 320 290 Future Volume (vph) 255 470 5 450 240 5 320 290 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 0 0 0 0 Storage Lanes 1 0 1 1 1 Taper Length (ft) 40 25 25 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 1.00 0.95 Ped Bike Factor 0.95 1.00 0.90 0.76 0.91 Frt 0.850 0.988 0.850 Flt Protected 0.950 0.999 0.956 Satd. Flow (prot) 1770 3539 0 3536 1583 0 1742 1504 Flt Permitted 0.390 0.949 0.956 Satd. Flow (perm) 689 3539 0 3356 1421 0 1330 1373 Right Turn on Red Yes Yes Satd. Flow (RTOR) 253 5 114 Link Speed (mph) 30 30 30 Link Distance (ft) 551 606 515 Travel Time (s) 12.5 13.8 11.7 Confl. Peds. (#/hr) 120 150 120 120 150 115 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 268 495 5 474 253 5 337 305 Shared Lane Traffic (%) 10% Lane Group Flow (vph) 268 495 0 479 253 0 373 274 Turn Type custom NA Perm NA custom Perm D.P+P pm+ov Protected Phases 14 2 15 6 4 3 14 2 11 12 15 Permitted Phases 2 14 6 6 3 4 4 3 Detector Phase 14 2 15 6 6 4 3 3 14 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 1.0 1.0 1.0 Minimum Split (s) 9.0 23.0 23.0 40.0 38.0 38.0 9.0 39.0 3.0 3.0 3.0 Total Split (s) 9.0 39.0 39.0 11.0 40.0 40.0 9.0 39.0 3.0 3.0 3.0 Total Split (%) 8.6% 37.1% 37.1% 10.5% 38.1% 38.1% 8.6% 37% 3% 3% 3% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 2.0 2.0 All-Red Time (s) 1.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 5.0 4.0 5.0 4.0 Lead/Lag Lead Lag Lead Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode Max None None None None None Max None None None None Act Effct Green (s) 21.5 19.4 15.3 22.4 20.9 32.2 Actuated g/c Ratio 0.34 0.30 0.24 0.35 0.33 0.50 v/c Ratio 0.84 0.46 0.59 0.37 0.69 0.36 Control Delay 42.0 16.6 25.3 3.0 22.1 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.0 16.6 25.3 3.0 22.1 6.2 LOS D B C A C A Approach Delay 25.6 17.6 15.4 Approach LOS C B B Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 3

Lanes, Volumes, Timings 600: Upper Randolph & Upper Columbus Drive 6/15/2016 Lane Group EBL EBT WBU WBT WBR SBU SBL SBR ø2 ø11 ø12 ø15 Queue Length 50th (ft) 62 61 83 0 101 28 Queue Length 95th (ft) #194 117 150 28 m201 m80 Internal Link Dist (ft) 471 526 435 Turn Bay Length (ft) 90 Base Capacity (vph) 318 2153 1826 701 979 758 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.23 0.26 0.36 0.38 0.36 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 63.9 Natural Cycle: 135 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.84 Intersection Signal Delay: 19.8 Intersection LOS: B Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 600: Upper Randolph & Upper Columbus Drive Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 4

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/15/2016 Lane Group EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Lane Configurations Traffic Volume (vph) 15 170 1 225 1 1 1 1 115 290 1050 10 Future Volume (vph) 15 170 1 225 1 1 1 1 115 290 1050 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 Storage Lanes 0 0 0 0 1 0 Taper Length (ft) 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 0.91 Ped Bike Factor 0.97 1.00 1.00 1.00 Frt 0.926 0.932 0.999 Flt Protected 0.978 0.988 0.950 Satd. Flow (prot) 0 0 1673 0 0 1715 0 0 0 1770 5078 0 Flt Permitted 0.854 0.930 0.066 Satd. Flow (perm) 0 0 1432 0 0 1614 0 0 0 122 5078 0 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 50 1 2 Link Speed (mph) 30 30 30 Link Distance (ft) 253 467 100 Travel Time (s) 5.8 10.6 2.3 Confl. Peds. (#/hr) 15 2 2 15 15 20 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 Adj. Flow (vph) 16 179 1 237 1 1 1 1 121 305 1105 11 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 433 0 0 4 0 0 0 426 1116 0 Turn Type Perm Perm NA Perm NA Perm Perm NA Protected Phases 3 7! 2 4! Permitted Phases 3 3 7! 2 4! 2 4! Detector Phase 3 3 3 7 7 2 4 2 4 2 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 Total Split (s) 23.0 23.0 23.0 23.0 23.0 Total Split (%) 21.9% 21.9% 21.9% 21.9% 21.9% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 5.0 5.0 Lead/Lag Lead Lead Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None Act Effct Green (s) 18.0 17.2 60.0 60.0 Actuated g/c Ratio 0.17 0.16 0.57 0.57 v/c Ratio 1.51 0.02 6.17 0.38 Control Delay 277.7 35.2 2363.9 1.1 Queue Delay 0.6 0.0 0.0 0.0 Total Delay 278.2 35.2 2363.9 1.1 LOS F D F A Approach Delay 278.2 35.3 653.9 Approach LOS F D F Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 5

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/15/2016 Lane Group SBL SBT SBR SBR2 ø2 ø4 ø6 ø8 Lane Configurations Traffic Volume (vph) 25 785 55 25 Future Volume (vph) 25 785 55 25 Ideal Flow (vphpl) 1900 1900 1900 1900 Storage Length (ft) 50 0 Storage Lanes 1 1 Taper Length (ft) 100 Lane Util. Factor 1.00 0.95 1.00 0.95 Ped Bike Factor 1.00 0.95 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 1770 3539 1583 0 Flt Permitted 0.204 Satd. Flow (perm) 379 3539 1510 0 Right Turn on Red Yes Satd. Flow (RTOR) 73 Link Speed (mph) 30 Link Distance (ft) 465 Travel Time (s) 10.6 Confl. Peds. (#/hr) 20 15 15 Peak Hour Factor 0.95 0.95 0.95 0.95 Adj. Flow (vph) 26 826 58 26 Shared Lane Traffic (%) Lane Group Flow (vph) 26 826 84 0 Turn Type custom NA custom Protected Phases 9 6 9 9 2 4 6 8 Permitted Phases 6 6 Detector Phase 9 6 9 9 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 12.0 12.0 56.0 14.0 56.0 14.0 Total Split (%) 11.4% 11.4% 53% 13% 53% 13% Yellow Time (s) 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 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 5.0 5.0 Lead/Lag Lag Lag Lead-Lag Optimize? Yes Yes Recall Mode Max Max None None None None Act Effct Green (s) 58.0 63.0 58.0 Actuated g/c Ratio 0.55 0.60 0.55 v/c Ratio 0.09 0.39 0.10 Control Delay 9.3 11.6 3.0 Queue Delay 0.0 0.0 0.0 Total Delay 9.3 11.6 3.0 LOS A B A Approach Delay 10.8 Approach LOS B Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 6

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/15/2016 Lane Group EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Queue Length 50th (ft) ~380 2 ~559 8 Queue Length 95th (ft) #576 12 #755 8 Internal Link Dist (ft) 173 387 20 Turn Bay Length (ft) Base Capacity (vph) 286 320 69 2902 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 13 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 1.59 0.01 6.17 0.38 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 6.17 Intersection Signal Delay: 390.7 Intersection LOS: F Intersection Capacity Utilization 87.5% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.! Phase conflict between lane groups. Splits and Phases: 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 7

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/15/2016 Lane Group SBL SBT SBR SBR2 ø2 ø4 ø6 ø8 Queue Length 50th (ft) 7 141 3 Queue Length 95th (ft) 18 181 22 Internal Link Dist (ft) 385 Turn Bay Length (ft) 50 Base Capacity (vph) 302 2123 871 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.09 0.39 0.10 Intersection Summary Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 8

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/15/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 40 20 50 25 1 45 0 1380 95 25 985 0 Future Volume (vph) 40 20 50 25 1 45 0 1380 95 25 985 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 215 0 0 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 75 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 1.00 0.95 1.00 Ped Bike Factor 0.99 1.00 1.00 1.00 Frt 0.893 0.914 0.990 Flt Protected 0.950 0.983 0.950 Satd. Flow (prot) 1770 1641 0 0 1674 0 0 6327 0 1770 3539 0 Flt Permitted 0.758 0.811 0.103 Satd. Flow (perm) 1412 1641 0 0 1378 0 0 6327 0 192 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 53 47 19 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 441 300 100 Travel Time (s) 5.8 10.0 6.8 2.3 Confl. Peds. (#/hr) 2 2 15 20 20 15 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 Adj. Flow (vph) 42 21 53 26 1 47 0 1453 100 26 1037 0 Shared Lane Traffic (%) Lane Group Flow (vph) 42 74 0 0 74 0 0 1553 0 26 1037 0 Turn Type Perm NA Perm NA NA custom NA Protected Phases 4! 8 2 9 9 6 7! Permitted Phases 4! 8 6 Detector Phase 4 4 8 8 2 9 9 6 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 14.0 14.0 14.0 14.0 56.0 12.0 Total Split (%) 13.3% 13.3% 13.3% 13.3% 53.3% 11.4% Yellow Time (s) 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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None Max Act Effct Green (s) 9.0 9.0 11.9 51.0 58.0 86.2 Actuated g/c Ratio 0.09 0.09 0.11 0.49 0.55 0.82 v/c Ratio 0.35 0.39 0.37 0.50 0.12 0.36 Control Delay 53.8 25.0 25.7 18.8 8.0 1.7 Queue Delay 0.3 0.0 0.2 0.1 0.0 0.0 Total Delay 54.0 25.0 25.8 18.9 8.0 1.7 LOS D C C B A A Approach Delay 35.5 25.8 18.9 1.8 Approach LOS D C B A Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 9

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/15/2016 Lane Group ø3 ø6 ø7 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (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) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 3 6 7 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 10.0 10.0 10.0 Total Split (s) 23.0 56.0 23.0 Total Split (%) 22% 53% 22% Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lead Lead-Lag Optimize? Yes Yes Recall Mode None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 10

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/15/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 27 13 16 196 4 35 Queue Length 95th (ft) 63 58 62 229 m9 m20 Internal Link Dist (ft) 175 361 220 20 Turn Bay Length (ft) Base Capacity (vph) 121 189 207 3082 211 3026 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 5 0 9 401 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.39 0.37 0.58 0.12 0.34 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 6.17 Intersection Signal Delay: 13.3 Intersection LOS: B Intersection Capacity Utilization 46.4% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.! Phase conflict between lane groups. Splits and Phases: 2300: EB Water Street/Aqua Parking Garage Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 11

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/15/2016 Lane Group ø3 ø6 ø7 Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 12

HCM Unsignalized Intersection Capacity Analysis 200: Upper Columbus Drive & Upper Water WB 6/15/2016 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 0 0 60 440 445 35 Future Volume (vph) 0 0 60 440 445 35 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 0 63 463 468 37 Direction, Lane # NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 63 463 312 193 Volume Left (vph) 63 0 0 0 Volume Right (vph) 0 0 0 37 Hadj (s) 0.53 0.03 0.03-0.10 Departure Headway (s) 5.4 4.9 4.9 4.8 Degree Utilization, x 0.10 0.64 0.43 0.26 Capacity (veh/h) 643 721 718 734 Control Delay (s) 7.8 15.0 10.4 8.3 Approach Delay (s) 14.1 9.6 Approach LOS B A Intersection Summary Delay 11.9 Level of Service B Intersection Capacity Utilization 26.5% ICU Level of Service A Analysis Period (min) 15 Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 1

HCM Unsignalized Intersection Capacity Analysis 300: Upper Columbus Drive & Water Street Ramp 6/15/2016 Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Sign Control Stop Stop Stop Stop Traffic Volume (vph) 25 45 5 180 1 10 45 130 410 25 20 370 Future Volume (vph) 25 45 5 180 1 10 45 130 410 25 20 370 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 Hourly flow rate (vph) 0 47 5 189 1 11 47 137 432 26 21 389 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 241 59 137 458 216 253 Volume Left (vph) 47 1 137 0 21 0 Volume Right (vph) 189 47 0 26 0 58 Hadj (s) -0.40-0.44 0.53-0.01 0.08-0.13 Departure Headway (s) 6.1 6.7 6.7 6.2 6.5 6.3 Degree Utilization, x 0.41 0.11 0.26 0.79 0.39 0.44 Capacity (veh/h) 544 470 520 567 534 553 Control Delay (s) 13.3 10.5 10.9 27.2 12.3 12.9 Approach Delay (s) 13.3 10.5 23.5 12.6 Approach LOS B B C B Intersection Summary Delay 17.4 Level of Service C Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15 Movement SBR Lane Configurations Sign Control Traffic Volume (vph) 55 Future Volume (vph) 55 Peak Hour Factor 0.95 Hourly flow rate (vph) 58 Direction, Lane # Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 2

HCM Unsignalized Intersection Capacity Analysis 400: Upper Columbus Drive & Upper Water EB 6/15/2016 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 65 125 0 500 550 0 Future Volume (vph) 65 125 0 500 550 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 68 132 0 526 579 0 Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 200 263 263 290 290 Volume Left (vph) 68 0 0 0 0 Volume Right (vph) 132 0 0 0 0 Hadj (s) -0.29 0.03 0.03 0.03 0.03 Departure Headway (s) 5.9 5.9 5.9 5.9 5.9 Degree Utilization, x 0.33 0.43 0.43 0.47 0.47 Capacity (veh/h) 571 591 591 598 599 Control Delay (s) 11.7 12.2 12.2 12.8 12.8 Approach Delay (s) 11.7 12.2 12.8 Approach LOS B B B Intersection Summary Delay 12.4 Level of Service B Intersection Capacity Utilization 33.2% ICU Level of Service A Analysis Period (min) 15 Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 3

HCM Unsignalized Intersection Capacity Analysis 500: Upper Columbus Drive & Lake Street 6/15/2016 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 35 1 25 80 1 60 15 5 390 90 15 115 Future Volume (vph) 35 1 25 80 1 60 15 5 390 90 15 115 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 Hourly flow rate (vph) 37 1 26 84 1 63 0 5 411 95 0 121 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 64 148 211 301 382 314 Volume Left (vph) 37 84 5 0 121 0 Volume Right (vph) 26 63 0 95 0 53 Hadj (s) -0.09-0.11 0.05-0.19 0.19-0.08 Departure Headway (s) 6.7 6.4 6.2 6.0 6.1 5.8 Degree Utilization, x 0.12 0.26 0.36 0.50 0.65 0.51 Capacity (veh/h) 475 513 561 586 577 604 Control Delay (s) 10.7 11.7 11.5 13.5 18.5 13.5 Approach Delay (s) 10.7 11.7 12.7 16.2 Approach LOS B B B C Intersection Summary Delay 14.2 Level of Service B Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15 Movement SBT SBR Lane Configurations Sign Control Stop Traffic Volume (vph) 495 50 Future Volume (vph) 495 50 Peak Hour Factor 0.95 0.95 Hourly flow rate (vph) 521 53 Direction, Lane # Lakeshore East - Parcel O 8:00 am 6/6/2016 Future AM Peak Hour K-H Page 4

Lanes, Volumes, Timings 100: Upper Columbus Drive & Upper Wacker Drive 6/17/2016 Lane Group EBU EBT EBR WBU WBL WBT NBU NBL NBR Lane Configurations Traffic Volume (vph) 40 275 165 75 150 175 1 155 215 Future Volume (vph) 40 275 165 75 150 175 1 155 215 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 120 105 105 Storage Lanes 0 0 1 1 1 Taper Length (ft) 25 300 120 Lane Util. Factor 0.91 0.91 0.91 0.95 1.00 0.95 0.95 0.97 0.88 Ped Bike Factor 0.89 0.82 0.45 0.69 Frt 0.948 0.850 Flt Protected 0.996 0.950 0.950 Satd. Flow (prot) 0 4299 0 0 1770 3539 0 3433 2787 Flt Permitted 0.904 0.456 0.950 Satd. Flow (perm) 0 3866 0 0 695 3539 0 1549 1914 Right Turn on Red Yes Yes Satd. Flow (RTOR) 174 168 Link Speed (mph) 30 30 30 Link Distance (ft) 420 522 300 Travel Time (s) 9.5 11.9 6.8 Confl. Peds. (#/hr) 103 210 235 210 210 105 235 Confl. Bikes (#/hr) 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 289 174 79 158 184 1 163 226 Shared Lane Traffic (%) Lane Group Flow (vph) 0 505 0 0 237 184 0 164 226 Turn Type Perm NA Perm Perm NA Perm Prot Perm Protected Phases 4 8 2 Permitted Phases 4 8 8 2 2 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 60.0 60.0 60.0 60.0 60.0 25.0 25.0 25.0 Total Split (%) 70.6% 70.6% 70.6% 70.6% 70.6% 29.4% 29.4% 29.4% Yellow Time (s) 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 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 4.0 Lead/Lag Lead-Lag Optimize? Act Effct Green (s) 56.0 56.0 56.0 21.0 21.0 Actuated g/c Ratio 0.66 0.66 0.66 0.25 0.25 v/c Ratio 0.19 0.52 0.08 0.43 0.38 Control Delay 3.8 12.5 5.3 31.1 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 3.8 12.5 5.3 31.1 10.1 LOS A B A C B Approach Delay 3.8 9.4 18.9 Approach LOS A A B Queue Length 50th (ft) 21 58 16 38 13 Queue Length 95th (ft) 33 121 27 68 45 Internal Link Dist (ft) 340 442 220 Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 1

Lanes, Volumes, Timings 100: Upper Columbus Drive & Upper Wacker Drive 6/17/2016 Lane Group EBU EBT EBR WBU WBL WBT NBU NBL NBR Turn Bay Length (ft) 120 105 105 Base Capacity (vph) 2606 457 2331 382 599 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.19 0.52 0.08 0.43 0.38 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green Natural Cycle: 60 Control Type: Pretimed Maximum v/c Ratio: 0.52 Intersection Signal Delay: 10.1 Intersection LOS: B Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 100: Upper Columbus Drive & Upper Wacker Drive Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 2

Lanes, Volumes, Timings 600: Upper Randolph & Upper Columbus Drive 6/17/2016 Lane Group EBU EBL EBT WBU WBT WBR SBL SBR ø2 ø11 ø12 ø15 Lane Configurations Traffic Volume (vph) 5 180 395 10 380 190 325 275 Future Volume (vph) 5 180 395 10 380 190 325 275 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 90 0 0 0 0 Storage Lanes 1 0 1 1 1 Taper Length (ft) 40 25 25 Lane Util. Factor 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.83 1.00 0.78 0.91 0.90 Frt 0.850 0.850 Flt Protected 0.950 0.999 0.950 Satd. Flow (prot) 0 1770 3539 0 3536 1583 1770 1583 Flt Permitted 0.460 0.937 0.950 Satd. Flow (perm) 0 714 3539 0 3312 1229 1618 1423 Right Turn on Red Yes Yes Satd. Flow (RTOR) 200 78 Link Speed (mph) 30 30 30 Link Distance (ft) 551 606 515 Travel Time (s) 12.5 13.8 11.7 Confl. Peds. (#/hr) 135 280 90 280 90 135 Confl. Bikes (#/hr) 3 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 5 189 416 11 400 200 342 289 Shared Lane Traffic (%) Lane Group Flow (vph) 0 194 416 0 411 200 342 289 Turn Type custom custom NA Perm NA custom D.P+P pm+ov Protected Phases 14 2 15 6 4 3 14! 2 11 12 15 Permitted Phases 14! 2 14 6 6 4 4 3 Detector Phase 14 14 2 15 6 6 4 3 14 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 1.0 1.0 1.0 Minimum Split (s) 9.0 9.0 23.0 23.0 40.0 38.0 9.0 39.0 3.0 3.0 3.0 Total Split (s) 9.0 9.0 39.0 39.0 11.0 40.0 9.0 39.0 3.0 3.0 3.0 Total Split (%) 8.6% 8.6% 37.1% 37.1% 10.5% 38.1% 8.6% 37% 3% 3% 3% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 2.0 2.0 All-Red Time (s) 1.0 1.0 2.0 2.0 1.0 2.0 1.0 2.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 5.0 4.0 5.0 4.0 Lead/Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode Max Max None None None None Max None None None None Act Effct Green (s) 19.2 17.2 13.1 20.1 19.1 30.3 Actuated g/c Ratio 0.32 0.29 0.22 0.34 0.32 0.51 v/c Ratio 0.61 0.41 0.56 0.34 0.62 0.37 Control Delay 22.3 15.1 24.5 3.2 19.2 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.3 15.1 24.5 3.2 19.2 6.8 LOS C B C A B A Approach Delay 17.4 17.5 13.5 Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 3

Lanes, Volumes, Timings 600: Upper Randolph & Upper Columbus Drive 6/17/2016 Lane Group EBU EBL EBT WBU WBT WBR SBL SBR ø2 ø11 ø12 ø15 Approach LOS B B B Queue Length 50th (ft) 40 46 67 0 84 31 Queue Length 95th (ft) #96 91 122 23 169 81 Internal Link Dist (ft) 471 526 435 Turn Bay Length (ft) 90 Base Capacity (vph) 320 2289 1917 608 1054 774 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.18 0.21 0.33 0.32 0.37 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 59.7 Natural Cycle: 135 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.62 Intersection Signal Delay: 16.1 Intersection LOS: B Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.! Phase conflict between lane groups. Splits and Phases: 600: Upper Randolph & Upper Columbus Drive Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 4

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/17/2016 Lane Group EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Lane Configurations Traffic Volume (vph) 15 130 1 230 10 2 5 35 45 150 1380 5 Future Volume (vph) 15 130 1 230 10 2 5 35 45 150 1380 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 Storage Lanes 0 0 0 0 1 0 Taper Length (ft) 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 0.91 Ped Bike Factor 0.97 1.00 0.99 1.00 Frt 0.917 0.897 0.999 Flt Protected 0.981 0.990 0.950 Satd. Flow (prot) 0 0 1651 0 0 1654 0 0 0 1770 5079 0 Flt Permitted 0.862 0.864 0.075 Satd. Flow (perm) 0 0 1423 0 0 1442 0 0 0 139 5079 0 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 74 37 1 Link Speed (mph) 30 30 30 Link Distance (ft) 253 467 100 Travel Time (s) 5.8 10.6 2.3 Confl. Peds. (#/hr) 30 11 11 30 30 35 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 Adj. Flow (vph) 16 137 1 242 11 2 5 37 47 158 1453 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 396 0 0 55 0 0 0 205 1458 0 Turn Type Perm Perm NA Perm NA Perm Perm NA Protected Phases 3 7! 2 4! Permitted Phases 3 3 7! 2 4! 2 4! Detector Phase 3 3 3 7 7 2 4 2 4 2 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 Total Split (s) 34.0 34.0 34.0 34.0 34.0 Total Split (%) 32.4% 32.4% 32.4% 32.4% 32.4% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 5.0 5.0 Lead/Lag Lead Lead Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None Act Effct Green (s) 27.2 17.9 53.1 53.1 Actuated g/c Ratio 0.26 0.17 0.51 0.51 v/c Ratio 0.92 0.20 2.89 0.56 Control Delay 59.0 17.8 891.6 2.4 Queue Delay 8.9 0.0 0.0 0.0 Total Delay 67.9 17.8 891.6 2.4 LOS E B F A Approach Delay 67.9 17.8 112.0 Approach LOS E B F Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 5

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/17/2016 Lane Group SBL SBT SBR SBR2 ø2 ø4 ø6 ø8 Lane Configurations Traffic Volume (vph) 5 995 25 10 Future Volume (vph) 5 995 25 10 Ideal Flow (vphpl) 1900 1900 1900 1900 Storage Length (ft) 50 0 Storage Lanes 1 1 Taper Length (ft) 100 Lane Util. Factor 1.00 0.95 1.00 0.95 Ped Bike Factor 1.00 0.91 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 1770 3539 1583 0 Flt Permitted 0.106 Satd. Flow (perm) 197 3539 1445 0 Right Turn on Red Yes Satd. Flow (RTOR) 73 Link Speed (mph) 30 Link Distance (ft) 465 Travel Time (s) 10.6 Confl. Peds. (#/hr) 35 30 30 Peak Hour Factor 0.95 0.95 0.95 0.95 Adj. Flow (vph) 5 1047 26 11 Shared Lane Traffic (%) Lane Group Flow (vph) 5 1047 37 0 Turn Type custom NA custom Protected Phases 9 6 9 9 2 4 6 8 Permitted Phases 6 6 Detector Phase 9 6 9 9 Switch Phase Minimum Initial (s) 3.0 3.0 5.0 5.0 5.0 5.0 Minimum Split (s) 8.0 8.0 10.0 10.0 10.0 10.0 Total Split (s) 8.0 8.0 48.0 15.0 48.0 15.0 Total Split (%) 7.6% 7.6% 46% 14% 46% 14% Yellow Time (s) 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 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 5.0 5.0 Lead/Lag Lag Lag Lead-Lag Optimize? Yes Yes Recall Mode Max Max None None None None Act Effct Green (s) 46.1 51.1 46.1 Actuated g/c Ratio 0.45 0.49 0.45 v/c Ratio 0.04 0.60 0.05 Control Delay 14.6 20.9 0.9 Queue Delay 0.0 0.0 0.0 Total Delay 14.6 20.9 0.9 LOS B C A Approach Delay 20.2 Approach LOS C Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 6

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/17/2016 Lane Group EBL2 EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR Queue Length 50th (ft) 213 10 ~242 18 Queue Length 95th (ft) #392 41 #391 10 Internal Link Dist (ft) 173 387 20 Turn Bay Length (ft) Base Capacity (vph) 453 432 71 2609 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 40 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.96 0.13 2.89 0.56 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 103.3 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 2.89 Intersection Signal Delay: 73.7 Intersection LOS: E Intersection Capacity Utilization 80.4% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.! Phase conflict between lane groups. Splits and Phases: 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 7

Lanes, Volumes, Timings 1200: Water Street Ramps/300 E Wacker Garage & WB Water Street & Mid Columbus 6/17/2016 Lane Group SBL SBT SBR SBR2 ø2 ø4 ø6 ø8 Queue Length 50th (ft) 2 261 0 Queue Length 95th (ft) 8 328 4 Internal Link Dist (ft) 385 Turn Bay Length (ft) 50 Base Capacity (vph) 133 1749 689 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.04 0.60 0.05 Intersection Summary Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 8

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/17/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 35 5 95 45 5 45 0 1500 25 20 1215 0 Future Volume (vph) 35 5 95 45 5 45 0 1500 25 20 1215 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 215 0 0 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 75 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 1.00 0.95 1.00 Ped Bike Factor 0.96 0.99 1.00 1.00 Frt 0.857 0.936 0.998 Flt Protected 0.950 0.977 0.950 Satd. Flow (prot) 1770 1527 0 0 1703 0 0 6389 0 1770 3539 0 Flt Permitted 0.693 0.476 0.093 Satd. Flow (perm) 1291 1527 0 0 819 0 0 6389 0 173 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 100 34 3 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 441 300 100 Travel Time (s) 5.8 10.0 6.8 2.3 Confl. Peds. (#/hr) 11 11 30 35 35 30 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 Adj. Flow (vph) 37 5 100 47 5 47 0 1579 26 21 1279 0 Shared Lane Traffic (%) Lane Group Flow (vph) 37 105 0 0 99 0 0 1605 0 21 1279 0 Turn Type Perm NA Perm NA NA custom NA Protected Phases 4! 8 2 9 9 6 7! Permitted Phases 4! 8 6 Detector Phase 4 4 8 8 2 9 9 6 7 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 8.0 Total Split (s) 15.0 15.0 15.0 15.0 48.0 8.0 Total Split (%) 14.3% 14.3% 14.3% 14.3% 45.7% 7.6% Yellow Time (s) 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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None Max Act Effct Green (s) 10.0 10.0 19.3 43.1 46.1 74.0 Actuated g/c Ratio 0.10 0.10 0.19 0.42 0.45 0.72 v/c Ratio 0.30 0.44 0.55 0.60 0.17 0.50 Control Delay 51.1 16.5 40.5 24.9 9.8 2.2 Queue Delay 1.0 0.0 3.3 0.2 0.0 0.0 Total Delay 52.1 16.5 43.8 25.1 9.8 2.2 LOS D B D C A A Approach Delay 25.8 43.8 25.1 2.3 Approach LOS C D C A Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 9

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/17/2016 Lane Group ø3 ø6 ø7 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (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) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 3 6 7 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 5.0 Minimum Split (s) 10.0 10.0 10.0 Total Split (s) 34.0 48.0 34.0 Total Split (%) 32% 46% 32% Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lead Lead-Lag Optimize? Yes Yes Recall Mode None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 10

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/17/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 24 3 38 241 3 35 Queue Length 95th (ft) 57 55 #133 281 m5 21 Internal Link Dist (ft) 175 361 220 20 Turn Bay Length (ft) Base Capacity (vph) 124 238 180 2664 123 2915 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 20 0 31 334 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.44 0.66 0.69 0.17 0.44 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 103.3 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 2.89 Intersection Signal Delay: 16.3 Intersection LOS: B Intersection Capacity Utilization 54.1% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.! Phase conflict between lane groups. Splits and Phases: 2300: EB Water Street/Aqua Parking Garage Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 11

Lanes, Volumes, Timings 2300: EB Water Street/Aqua Parking Garage 6/17/2016 Lane Group ø3 ø6 ø7 Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 12

HCM Unsignalized Intersection Capacity Analysis 200: Upper Columbus Drive & Water Street WB 6/17/2016 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 0 0 90 370 300 15 Future Volume (vph) 0 0 90 370 300 15 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 0 95 389 316 16 Direction, Lane # NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 95 389 211 121 Volume Left (vph) 95 0 0 0 Volume Right (vph) 0 0 0 16 Hadj (s) 0.53 0.03 0.03-0.06 Departure Headway (s) 5.3 4.8 4.9 4.8 Degree Utilization, x 0.14 0.52 0.29 0.16 Capacity (veh/h) 667 744 719 731 Control Delay (s) 7.9 11.6 8.7 7.5 Approach Delay (s) 10.9 8.3 Approach LOS B A Intersection Summary Delay 9.8 Level of Service A Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period (min) 15 Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 1

HCM Unsignalized Intersection Capacity Analysis 300: Upper Columbus Drive & Water Street Ramp/FD/Radisson 6/17/2016 Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 30 60 10 205 1 10 60 1 70 340 45 15 Future Volume (vph) 30 60 10 205 1 10 60 1 70 340 45 15 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 Hourly flow rate (vph) 0 63 11 216 1 11 63 0 74 358 47 16 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 290 75 74 405 153 163 Volume Left (vph) 63 1 74 0 16 0 Volume Right (vph) 216 63 0 47 0 26 Hadj (s) -0.37-0.47 0.53-0.05 0.09-0.08 Departure Headway (s) 5.7 6.2 6.7 6.1 6.4 6.3 Degree Utilization, x 0.46 0.13 0.14 0.68 0.27 0.28 Capacity (veh/h) 582 482 520 569 524 538 Control Delay (s) 13.5 10.1 9.5 19.9 10.7 10.6 Approach Delay (s) 13.5 10.1 18.3 10.6 Approach LOS B B C B Intersection Summary Delay 14.5 Level of Service B Intersection Capacity Utilization 73.8% ICU Level of Service D Analysis Period (min) 15 Movement SBT SBR Lane Configurations Sign Control Stop Traffic Volume (vph) 260 25 Future Volume (vph) 260 25 Peak Hour Factor 0.95 0.95 Hourly flow rate (vph) 274 26 Direction, Lane # Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 2

HCM Unsignalized Intersection Capacity Analysis 400: Upper Columbus Drive & Water Street EB 6/17/2016 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 70 130 0 390 465 0 Future Volume (vph) 70 130 0 390 465 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 74 137 0 411 489 0 Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 211 206 206 245 245 Volume Left (vph) 74 0 0 0 0 Volume Right (vph) 137 0 0 0 0 Hadj (s) -0.29 0.03 0.03 0.03 0.03 Departure Headway (s) 5.6 5.8 5.8 5.7 5.7 Degree Utilization, x 0.33 0.33 0.33 0.39 0.39 Capacity (veh/h) 602 601 600 611 613 Control Delay (s) 11.2 10.4 10.4 11.0 11.0 Approach Delay (s) 11.2 10.4 11.0 Approach LOS B B B Intersection Summary Delay 10.8 Level of Service B Intersection Capacity Utilization 31.4% ICU Level of Service A Analysis Period (min) 15 Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 3

HCM Unsignalized Intersection Capacity Analysis 500: Upper Columbus Drive & Lake Street 6/17/2016 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Sign Control Stop Stop Stop Traffic Volume (vph) 15 1 5 100 1 95 5 5 265 95 15 75 Future Volume (vph) 15 1 5 100 1 95 5 5 265 95 15 75 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 Hourly flow rate (vph) 16 1 5 105 1 100 0 5 279 100 0 79 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 22 206 145 240 337 274 Volume Left (vph) 16 105 5 0 79 0 Volume Right (vph) 5 100 0 100 0 16 Hadj (s) 0.04-0.16 0.05-0.26 0.15-0.01 Departure Headway (s) 6.6 5.9 6.1 5.8 5.9 5.7 Degree Utilization, x 0.04 0.34 0.24 0.38 0.55 0.44 Capacity (veh/h) 472 565 568 601 597 613 Control Delay (s) 9.9 11.9 9.8 11.1 14.6 11.9 Approach Delay (s) 9.9 11.9 10.6 13.4 Approach LOS A B B B Intersection Summary Delay 12.2 Level of Service B Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15 Movement SBT SBR Lane Configurations Sign Control Stop Traffic Volume (vph) 490 15 Future Volume (vph) 490 15 Peak Hour Factor 0.95 0.95 Hourly flow rate (vph) 516 16 Direction, Lane # Lakeshore East - Parcel O 8:00 am 6/6/2016 Future PM Peak Hour K-H Page 4

0 0D 0C 0B A B C D EXISTING AQUA BUILDING RS EXISTIN ACCESS EXISTING TO PARK PARKING ISTING SIDEWALK K EXISTING DRIVEWAY NEW PLANTER R EXISTING SIDEWALK K NEW SIDEWALK K UP HOTEL B 111 West Jackson Blvd. I Suite 700 I Chicago, IL I 60604 312-726-9445 EXISTING BCBS PLAZA