Tribune Tower Redevelopment

Home , Columbus Drive (Chicago), Grand Avenue (Chicago), NBC Tower, Pioneer Court, Wrigley Building

Traffic Study

Chicago, Illinois

September 2017

Prepared for: Golub Adrian Smith + Gordon Gill Architecture Solomon Cordwell Buenz

TABLE OF CONTENTS

Introduction ...... 2 Existing Conditions ...... 4 Area Land Uses ...... 4 Existing Roadway Network ...... 4 Transit Service ...... 7 Divvy Bike Share ...... 9 Traffic, Pedestrian, and Bicycle Counts ...... 9 Observed Traffic Operation ...... 12 Development Characteristics ...... 13 Proposed Development Plan ...... 13 Land Uses ...... 13 Site Access...... 13 Loading/Delivery ...... 13 Trip Generation ...... 14 Directional Distribution ...... 17 Site Traffic Assignment ...... 17 Background Growth ...... 21 Total Traffic Projections ...... 21 Analyses ...... 23 Capacity Analysis ...... 23 Upper Michigan Avenue/Upper Illinois Street ...... 26 Columbus Drive/Lower Illinois Street...... 27 Columbus Drive/Grand Avenue ...... 27 Grand Avenue/St. Clair Street ...... 27 Curbside Loading Evaluation ...... 28 Delivery/Service Loading Dock Evaluation ...... 31 Summary ...... 32

Tribune Tower Redevelopment Page 1 September 2017

INTRODUCTION

Kimley-Horn and Associates, Inc., was retained by Adrian Smith + Gordon Gill Architecture (who is working in partnership with SCB Architecture under contract to Golub & Company) to conduct a traffic study for the proposed redevelopment of the Tribune Tower in Chicago, Illinois. As shown on Exhibit 1, the subject redevelopment would encompass the entire block bound by Michigan Avenue, Cityfront Plaza Drive, Illinois Street, and North Water Street/Pioneer Court, and would be executed in two phases. In the first phase, the landmarked Tribune Tower building on the West Parcel would be refurbished to provide 184 condominium units and approximately 69,300 square feet of retail. The second phase (to be constructed on the East Parcel as soon as in 2019) would replace an existing surface parking lot with a mixed-use tower containing 359 residential units, 228 hotel rooms, and 10,670 square feet of retail.

In order to serve the residents and hotel guests of this development, two separate on-site parking garages would be constructed (one on each parcel). Vehicular access to these garages would be provided via lower-level streets within the study area. To serve the East Parcel, the development plan includes the creation of a lower-level alley that would preserve access to several underground utilities located along the western edge of this parcel. An access driveway to the East Parcel garage would connect to this alley, which would extend south from Lower Illinois Street at St. Clair Street to Lower North Water Street. The West Parcel garage would be accessed via a single driveway to Lower North Water Street east of Lower Michigan Avenue. This access configuration is intended to minimize the site’s vehicular impact on upper-level streets and promote a safe pedestrian environment around the site’s perimeter.

This report includes an analysis of selected intersections in an area generally bound by Grand Avenue on the north, North Water Street on the south, Columbus Drive on the east, and Michigan Avenue on the west. This report documents the study methodology, summarizes data collected, presents an evaluation of the study intersections and site access/circulation, and highlights key findings and recommendations regarding transportation elements of the proposed development.

Tribune Tower Redevelopment Page 2 September 2017

NOT TO SCALE

EXHIBIT 1 MCCLURG CT MCCLURG SITE LOCATION MAP LEGEND

Proposed Redevelopment - West Parcel Proposed Redevelopment - East Parcel Study Area

NEW ST NEW

ONE WAY ONE

GRAND AVENUE GRAND

LOWER ILLINOIS ST ILLINOIS LOWER PARK DR PARK

NORTH ST WATER

COLUMBUS DR COLUMBUS

PLAZA DR PLAZA

CITYFRONT CITYFRONT

ST. CLAIR ST CLAIR ST. WAY TWO

NORTH WATER ST WATER NORTH

UPPER ILLINOIS ST ILLINOIS UPPER

MICHIGAN AVE MICHIGAN

ONE WAY ONE TWO WAY TWO

RUSH ST RUSH

HUBBARD ST HUBBARD

WABASH AVE WABASH KINZIE ST KINZIE

EXISTING CONDITIONS

Kimley-Horn visited the site to collect relevant information pertaining to site context, surrounding land uses, the adjacent street system, current traffic volumes and operating conditions, lane configurations and traffic controls at nearby intersections, and other key transportation characteristics. This section of the report details information on these existing conditions.

Area Land Uses The subject site is located along Chicago’s Magnificent Mile shopping district and is bound by Illinois Street on the north, Lower North Water Street on the south, Cityfront Plaza Drive on the east, and Michigan Avenue on the west. The western parcel is currently occupied by the historic Tribune Tower building and attached offices and retail space. The eastern parcel is currently a surface parking lot can be accessed via Lower Illinois Street and Lower North Water Street.

The surrounding area is characterized by a dense mix of destination and neighborhood retail, residential, office, and restaurant uses. To the immediate south is Pioneer Court, a pedestrian plaza that stretches along the entire south side of the subject property and extends to the Chicago River approximately 350 feet south of the site.

Existing Roadway Network The area roadways serving the proposed site primarily include Upper and Lower Michigan Avenue, Upper and Lower Illinois Street, Cityfront Plaza Drive, Columbus Drive, Grand Avenue, St. Clair Street, North Water Street, and Hubbard Street. Exhibit 2 illustrates the intersection control and lane configurations throughout the study network. Unless otherwise noted, all study area roadways are under the jurisdiction of the City of Chicago with an assumed 30 MPH speed limit, per City Ordinance.

Michigan Avenue is a two-way, north-south roadway located along the western border of the subject site. Upper Michigan Avenue provides three travel lanes in each direction with a 15-foot- wide landscaped median that allows space for dedicated left-turn lanes at intersections. Two signalized crosswalks are present on Upper Michigan Avenue directly west of the Tribune Tower, aligning with the building’s front entrance and with Pioneer Court. At the lower level, two travel lanes are provided in each direction, and support poles are located in the median of Lower Michigan Avenue through the study area. A curbside loading lane (separated from the travel lanes a two-foot wide striped buffer) is also provided on both sides of Lower Michigan Avenue to support the loading docks located along both sides of the street. Curbside parking is prohibited along Michigan Avenue at both the upper and lower levels. Michigan Avenue is under the jurisdiction of the Illinois Department of Transportation (IDOT).

Tribune Tower Redevelopment Page 4 September 2017

850925 (965)(895) 0 (1) 220235 (255)(240)97 (61) 5 (15) 5 (1)

5 (10) 20(30) 105 (125) 115 (140) 20(30) 38 (103) 4 (5) 3 (24) 4 (0) NOT TO SCALE 0 (1) 148 (391) 75 (8) 10 (1)

18 (30) (67) 37(940)(820)(25) 640575 25 65 (64) (-) 5 (6) 0(10) 5 (100)(95) 665 90 (0) 3(70)(85)(10) 105115 5 (69)(740)(845) 1 620(5) 95 - 93 (161) (420) 220 (420) (400) 205 (3) 0 (5) - (10) 15 (175) 80

(155) 60 5 (3)

3 (0)

(11) 6 2 (6)

1 (0) 3 (10)

0 (8) 205 (225)

220 (240) Lower Illinois Street at 15 (15) 15 (15) 1 (2) 54 (136) St. Clair Street and Lower Cityfront Plaza 75585 (5) (100)(90) 135140 (150)(160)

160 (155)

15820 (20) (1045)

5 (5)

140 (130)

342 (521) 339760 (955) (422)725810 (670)(600)79 (46)

55(105) 55(100)

-(5) 910-985 (10) (885)(955)

160 (245) 160

150 (235)

ST. CLAIR STREET STREET CLAIR CLAIR ST. ST. ST. CLAIR STREET CLAIR ST. 0 (1) 220230 (335)(320)7 (0) 502580 (35)(90)(50) ONE WAY 5 (5)

15 (9) 55 (59) 88 (68) (1)(15) 0 5 (10) 30 LOWER GRAND AVENUE (62)(625)(710) 59 565610 121 (149) (0) 1 101 (168) 174 (232) (175)(165)(1) 1 120115 312 (520) (833) 552 (-) 5 264 (518) 3 (0)

7 (1)

172 (318) (5) 5 (5)5 (10) 15 (40) 20 (195) 130 130 (195) (390) 175 (390) 175 (410) 190 (215) 135 (2) 0

(2) 0 0 (4)

13 (5) (15)10

50 (50) 50 (20)15 60 (20) 55 (20)

55 (65) 5 (10) (110)85 (295) 170

(745) 735 (105)80 (810) 800 (360) 210 17 (18) (3) 1 (1) 2 (0) 2 20 (30)0 (1)

(1) 0 3 (4)

0 (9)

150 (205) 830 (1070)

165 (230)

885 (1150) 15 (20) (7) 11 348 (654) 140145 (180)(190)14 (7)

20 (15)

320 (400) 300 (375) 300 (375)

UPPER MICHIGAN AVENUE ONE WAY 1 (0) 20 (12) 11 (0) 30 (15) LOWER ILLINOIS STREET (11)(145)(125) 4(10) 406015 (9)(135)(140) 4 110115

(2) 2(195)(215)(10) 120135 10143 (273) 336 (568) 5 (0) 60 (40) 60 (64) 24 (0)(15) 3 5 (630)(545)(5) 345310 5 155 (515) (85)(90)(5) 0 7075 (0) 1(300)(265)(20) 210175 25 (5) - (5) 18 (15)(-) 5 (35)(10) 15 15

(5) - (5)

PLAZA PLAZA PLAZA 95 (135)

10 (10)

LOWER LOWER LOWER 1435 (1150) 10 (20) 145 (205) 1515 (1215) 10-40 (15) (20)(65) Lower North Water Street

20 (30) 5 (5)

214 (413) *

CITYFRONT CITYFRONT 1051025170 (10)(40) (225)(150) CITYFRONT (135) 180 (155) 205 (955) 875 (845) 785 (165) 90 (165)

(175) 95 35-85 (10) (145)(90) at Lower Cityfront Plaza

(570) 300 5052085 (10) (130)(40)(65) 0 (7) 0 (1) (610) 320(610) (6) 1 UPPER ILLINOISUPPER STREET ILLINOIS STREET 25 (20)

- (-) (6) 1 (2) 1 20 (35) 10 (-) (2) 0 11 (66)

(15) 5 101 (154) 1 (0)

0 (6) 278 (694) (15)(35)(20) 15 205

(0) 1 COLUMBUS DRIVE 168 (321) EAST PARCEL (35)(40)(20)(75) 3510 60 2025 (70)(65)1 (0) GARAGE ACCESS 46 (225)

35 (25) 35 (10)

35 (10)

300 (430) 300 325 (460) 325 35 (25) (140)(210) 130 185 575 (-) (100)(95)12 (2) (-) - (5) - 57 (76) (10) -

(5) 15 (5) 5 (15) 5

*(5) 15

(30) 50 WEST PARCEL PARCEL WEST

(20) 25 (25) 40 (55) 65

70580 (-) (110)(115)2 (0) (60) 40 GARAGE ACCESS GARAGE (95) 95 (95) (30) 20 10 (-) - (-) * 2 (0)

(125) 155 8 (1)

9 (1) (230) 190

(2) 0 - (-) 15 (10) (-)- (5) - (155) 130 10 (-) - (-) (13) 4 - (-)

LOWER (5) -

55 (10) (10) (1) 0 (1115) 1400 HUBBARD STREET (1055) 1325 53 (26) 32 (29) 3575 (85) (40) 15 (5)

279 (221) 25 (40)

25235 (20) (295)

140 (190) (13) 12 - (-)5 (10) 10 (30) (10) 10 18010 (-)(285) 175 (295) 278 (350) 1525 (25)(30) (0) 5 * UPPER CITYFRONT PLAZA 131 (200) PIONEER COURT 60 (55) 15 (15) 95 (95) 900 (1230) 15 (20) 32 (34) 955 (1300) 10 (5) 45 (50) (105)(110) 7075 150220 (145)(225) 45 (55)

CROSSWALKS 30 (25)*

(125)(130) 6065 (5) - (5) - 25 (15) (-) - 3015 (15)(40)* 5575 (70)(55) 0 (1) 284 (354) (250)(10) 240 15 LEGEND (95) 120

(110) 110 (245) (5)225 - UPPER NORTH (125) 115 (665) 360 (100) 125 (710) 380 (710) LOWER NORTH (4) 0 (0) 1

(0) 1 WATER STREET

WATER STREET 52 (132) xx WeekdayLE GAME PeakND

* (115)(50)(30)(10) 95451015 (2) 0 106 (142) * 428 (689) Hour (7:45 - 8:45am) Lower Michigan Avenue at (5) 1 (10)(55)(50) 1040 xx WeekdayLE GAME PeakND (140) 125 133 (226) Weekday PM Peak Grand Avenue, Lower Illinois Street, (105) 80 (xx)xx HourExistingWeekday (7:45 Travel AM - 8:45am) Peak Lane * (5) 5 (10) 5 (10) 5 Hour (5:00 - 6:00pm) Hour (7:45 - 8:45am) Hubbard Street, and Lower North (20) 15 (80) 85 (xx) WeekdayLane Geometry PM Peak Based on

(120) 120 HourPedestrian (5:00 -Volume 6:00pm) Water Street (965)(905) 960 905 (225)(200) 120 110 (xx)xx ObservedWeekday PMUse Peak by Vehicles xx ExistingBicycleHour (5:00 on Signalized Road- 6:00pm) Volume Intersection (8) 4 CHICAGO RIVER (2) 1 Existing Service Lane Existing Signalized Intersection Existing StopSignalized Sign Intersection Existing Stop Sign - ProposedExisting Stop Stop Sign Sign Less than Five Vehicles - LessUpper-Level than Five Roadway- Vehicles

LOWER MICHIGAN AVENUE Upper-Level Roadway Upper-LevelLower-Level Roadway Lower-Level Roadway

EXHIBIT 234567 EXISITNG PEDESTRIANSITEEXISTINGSITE TRIPFUTURE TRIPEXISTING ASSIGNMENTINTERSECTION ASSIGNMENT AND TRAFFIC BICYCLETRAFFIC PROJECTIONS - -AUTO GEOMETRYTAXI VOLUMES TRIPS

Illinois Street is located along the northern site boundary at the upper and lower levels. Upper Illinois Street is a two-way roadway that extends from Michigan Avenue and terminates approximately 300 feet east of Cityfront Plaza Drive. A single travel lane is provided in each direction at the upper level. Curbside parking is generally prohibited along the south side of Upper Illinois Street; at the west end of this roadway, however, there are currently several reserved parking zones. From Michigan Avenue to the east, curbside designations are as follows:

• No Parking zone Approx. 1 vehicle length • Unmarked zone Approx. 1 vehicle length • Reserved for Colombian Consulate, 7AM-9PM Mon-Fri Approx. 1 vehicle length • No Parking – Loading Zone Approx. 2 vehicle lengths • Reserved for Italian Consulate Approx. 2 vehicle lengths • Reserved for Egyptian Consulate Approx. 1 vehicle length

Along the north side of Upper Illinois Street, curbside designations at the west end of the block include a 30-minute loading zone for approximately three vehicles, a No Parking zone at the main entrance to the Intercontinental Hotel (roughly two vehicle lengths), and a cab stand for four taxis. At the east end of the block, a 15-minute standing zone is posted with a 4:00-11:00PM time restriction. The remainder of the block is posted as a No Parking zone.

At the lower level, Illinois Street is a one-way eastbound roadway providing two travel lanes and a dedicated bike lane. Lower Illinois Street connects to Lake Shore Drive less than one half-mile east of the site. Curbside parking is prohibited on Lower Illinois Street through the study area.

Cityfront Plaza Drive is a two-way roadway with upper and lower levels that run along the eastern border of the site. At the upper level, Cityfront Plaza Drive is a boulevard section with a small park in the median. Upper Cityfront Plaza Drive provides two travel lanes in each direction, but based on the presence of curbside parking and loading activities, traffic was observed using only the inner travel lane during field visits. Curbside designations on the west side of Cityfront Plaza Drive include a zone reserved for food trucks at the north end of Pioneer Court and a 15-minute standing zone south of Pioneer Court, with the remainder designated as No Parking (including along the site frontage). On the east side of Upper Cityfront Plaza Drive, curbside parking areas are reserved for the Turkish Consulate, Lithuanian Consulate, and Media Parking, with the remainder signed as No Parking zones. The lower level of Cityfront Plaza Drive is a two-way undivided roadway with a single lane in each direction. Curbside parking is prohibited on Lower Cityfront Plaza Drive.

While the lower level portion of this roadway is signed as an extension of St. Clair Street, this segment is referred to as Lower Cityfront Plaza Drive for the purposes of this study. This designation is intended to reduce potential confusion related to the two Lower Illinois Street/St. Clair Street intersections. It should also be noted that street signs posted in the study area indicate that Upper Illinois Street along the northern edge of the Tribune Tower also has the designation of Cityfront Plaza Drive. To avoid confusion, however, this memorandum will only use the name Cityfront Plaza Drive to refer to the north-south segment located east of the subject site.

Tribune Tower Redevelopment Page 6 September 2017

North Water Street is an east-west roadway with upper and lower levels within the study area. Upper North Water Street generally provides one travel lane in each direction. At its intersection with Columbus Drive, vehicles were observed using the available pavement width as a shared left-turn/through lane and a dedicated right-turn lane, as shown on Exhibit 2. Curbside parking is generally prohibited along Upper North Water Street; on the north side of this roadway west of Columbus Drive, however, approximately half of the block is signed as a cab stand for four taxis, while the remainder is signed as No Parking – Loading Zone.

Lower North Water Street runs along the southern site boundary and provides one travel lane in each direction. Curbside parking is generally permitted on the north side of Lower North Water Street within the study area. West of Lower Michigan Avenue, Lower North Water Street converts into Kinzie Street.

Columbus Drive is a north-south major arterial roadway that provides a connection over the Chicago River. Within the study area, this roadway generally provides two or three lanes in each direction and at least one left-turn lane at intersections. Parking is prohibited along both sides of Columbus Drive. North of Grand Avenue, Columbus Drive converts into Fairbanks Court.

Grand Avenue is a one-way westbound roadway located one block north of the subject site. Three westbound travel lanes and a dedicated bike lane are provided throughout the study area. Metered parking is provided on both sides of Grand Avenue immediately west of Columbus Drive, and parking along the south side of Grand Avenue east of St. Clair Street is unrestricted. Elsewhere along Grand Avenue, curbside parking is prohibited.

St. Clair Street is a two-way, north-south roadway that extends north from Lower Illinois Street. Within the study area, this roadway provides a single travel lane in each direction. Curbside parking is prohibited along St. Clair Street, with the exception of a short metered parking zone on the west side north of Lower Illinois Street and a Loading Zone on the east side of the street immediately south of Grand Avenue for use by the Volare restaurant valet service.

Hubbard Street is a two-way, east-west roadway that is located at the lower level only within the study area. A single travel lane is provided in each direction, and metered parking is generally provided along the north side of Hubbard Street from its terminus at Lower Michigan Avenue to the west. Curbside parking is prohibited along the south curb near Lower Michigan Avenue.

Transit Service The subject site and surrounding area is well-served by public transportation options. The CTA’s Red Line Grand station is located one block north and three blocks west of the site at the corner of Grand Avenue and State Street. Approximately 0.6 miles to the southwest, CTA’s State/Lake Station provides service for the Brown, Green, Orange, Pink, and Purple Lines. Additionally, Millennium Station is located approximately four blocks south, providing access to the Metra Electric Line and the South Shore Line.

The CTA also operates several bus routes within one block of the study area along Michigan Avenue (both upper and lower levels), Illinois Street, and Grand Avenue, as listed below:

Tribune Tower Redevelopment Page 7 September 2017

 2: Hyde Park Express Weekday service along Upper Michigan Avenue between 60th/Cottage Grove and Navy Pier

 3: King Drive Daily service along Upper Michigan Avenue between 95th/St. Lawrence and Fairbanks/Huron

 10: Museum of Science & Industry Daily service along Upper Michigan Avenue between Michigan/Chestnut and the Museum of Science & Industry

 26: South Shore Express Weekday service along Upper Michigan Avenue between Chicago/Fairbanks and 103rd/Stony Island

 29: State Daily service along State Street, Grand Avenue, and Illinois Street between the 95th/Dan Ryan Red Line station and Navy Pier

 65: Grand Daily service along Grand Avenue and Illinois Street between Grand/Nordica and Navy Pier

 66: Chicago Weekday service along Chicago Avenue, Columbus Drive, Grand Avenue, and Illinois Street between Austin and Navy Pier

 120: Ogilvie/Streeterville Express Weekday service along Lower Michigan Avenue between the Ogilvie Transportation Center and Fairbanks/Chicago

 121: Union/Streeterville Express Daily service along Lower Michigan Avenue between Union Station and Fairbanks/Chicago

 124: Navy Pier Weekday service between Navy Pier, Millenium Park, Ogilvie Transportation Center, and Union Station

 143: Stockton/Michigan Express Weekday service along Michigan Avenue between Sheridan/Briar and Michigan/Congress

 146: Inner Drive/Michigan Express Daily service along Upper Michigan Avenue between the Berwyn Red Line station and the Museum Campus

 147: Outer Drive Express Daily service along Upper Michigan Avenue between Michigan/Congress and the Howard Red, Yellow, and Purple Line station

 148: Clarendon/Michigan Express Weekday service along Upper Michigan Avenue between Foster/Marine and State/Harrison

 151: Sheridan Daily service along Upper Michigan Avenue between Union Station and Clark/Devon

 157: Streeterville/Taylor Weekday service along Upper Michigan Avenue between Ogden/California and Chestnut/Lake Shore

Tribune Tower Redevelopment Page 8 September 2017

Divvy Bike Share DIVVY, the City’s bike share service, maintains the following three stations within a two-block walk of the subject site.

 Cityfront Plaza Drive / Pioneer Court - Immediately adjacent  Fairbanks Court / Grand Avenue - 1 block north and 1 block east  Rush Street / Hubbard Street - 2 blocks west

Traffic, Pedestrian, and Bicycle Counts Traffic counts were conducted in June 2017 to determine existing vehicular, bicycle, and pedestrian volumes at the following locations:

 Upper Illinois Street / Upper Michigan  Hubbard Street / Michigan Avenue Avenue  Kinzie Street–North Water Street / Lower  Illinois Street / Cityfront Plaza Drive Michigan Avenue  North Water Street / Cityfront Plaza Drive  Lower North Water Street / St. Clair Street  Columbus Drive / North Water Street  Michigan Avenue / Pioneer Court  Columbus Drive / Illinois Street (pedestrian pathway count only)  Columbus Drive / Grand Avenue  Michigan Avenue / Tribune Tower Mid-  Illinois Street / St. Clair Street Block Pedestrian Crossing  Grand Avenue / St. Clair Street (pedestrian pathway count only)  Lower Illinois Street / Lower Michigan Avenue

Counts were conducted on typical weekday dates during the morning (7:00-9:00AM) and evening (4:00-6:00PM) periods, coinciding with the peak hours of traffic activity on the adjacent roadways. Peak traffic hours were noted from 7:45-8:45AM and from 5:00-6:00PM. The vehicular turning movement counts observed during these peak hours are illustrated on Exhibit 3, and peak hour pedestrian and bicycle counts are presented on Exhibit 4. These traffic, pedestrian, and bicycle volumes will be used as the basis for analyzing existing traffic operation within the study area.

It should be noted that the proposed redevelopment will replace existing uses within the existing Tribune Tower building and a 154-space surface parking lot located on the southwest corner of Lower Illinois Street and Lower Cityfront Plaza Drive. The peak hour traffic volumes associated with these uses are included in the traffic counts collected at each of the study intersections. Because these existing traffic counts provide the basis for future traffic analysis, and no specific reduction in traffic was performed to account for the loss of these uses, the future traffic volumes included in this study should be considered conservative projections.

Tribune Tower Redevelopment Page 9 September 2017

850925 (965)(895) 0 (1) 220235 (255)(240)97 (61) 5 (15) 5 (1)

5 (10) 20(30) 105 (125) 115 (140) 20(30) 38 (103) 4 (5) 3 (24) 4 (0) NOT TO SCALE 0 (1) 148 (391) 75 (8) 10 (1)

(155) 60 5 (3)

3 (0)

(11) 6 2 (6)

1 (0) 3 (10)

0 (8) 205 (225)

220 (240) Lower Illinois Street at 15 (15) 15 (15) 1 (2) 54 (136) St. Clair Street and Lower Cityfront Plaza 75585 (5) (100)(90) 135140 (150)(160)

160 (155)

15820 (20) (1045)

5 (5)

140 (130)

342 (521) 339760 (955) (422)725810 (670)(600)79 (46)

55(105) 55(100)

-(5) 910-985 (10) (885)(955)

160 (245) 160

150 (235)

ST. CLAIR STREET STREET CLAIR CLAIR ST. ST. ST. CLAIR STREET CLAIR ST. 0 (1) 220230 (335)(320)7 (0) 502580 (35)(90)(50) ONE WAY 5 (5)

15 (9) 55 (59) 88 (68) (1)(15) 0 5 (10) 30 LOWER GRAND AVENUE (62)(625)(710) 59 565610 121 (149) (0) 1 101 (168) 174 (232) (175)(165)(1) 1 120115 312 (520) (833) 552 (-) 5 264 (518) 3 (0)

7 (1)

172 (318) (5) 5 (5)5 (10) 15 (40) 20 (195) 130 130 (195) (390) 175 (390) 175 (410) 190 (215) 135 (2) 0

(2) 0 0 (4)

13 (5) (15)10

50 (50) 50 (20)15 60 (20) 55 (20)

55 (65) 5 (10) (110)85 (295) 170

(745) 735 (105)80 (810) 800 (360) 210 17 (18) (3) 1 (1) 2 (0) 2 20 (30)0 (1)

(1) 0 3 (4)

0 (9)

150 (205) 830 (1070)

165 (230)

885 (1150) 15 (20) (7) 11 348 (654) 140145 (180)(190)14 (7)

20 (15)

320 (400) 300 (375) 300 (375)

UPPER MICHIGAN AVENUE ONE WAY 1 (0) 20 (12) 11 (0) 30 (15) LOWER ILLINOIS STREET (11)(145)(125) 4(10) 406015 (9)(135)(140) 4 110115

(5) - (5)

PLAZA PLAZA PLAZA 95 (135)

10 (10)

LOWER LOWER LOWER 1435 (1150) 10 (20) 145 (205) 1515 (1215) 10-40 (15) (20)(65) Lower North Water Street

20 (30) 5 (5)

214 (413) *

CITYFRONT CITYFRONT 1051025170 (10)(40) (225)(150) CITYFRONT (135) 180 (155) 205 (955) 875 (845) 785 (165) 90 (165)

(175) 95 35-85 (10) (145)(90) at Lower Cityfront Plaza

(570) 300 5052085 (10) (130)(40)(65) 0 (7) 0 (1) (610) 320(610) (6) 1 UPPER ILLINOISUPPER STREET ILLINOIS STREET 25 (20)

- (-) (6) 1 (2) 1 20 (35) 10 (-) (2) 0 11 (66)

(15) 5 101 (154) 1 (0)

0 (6) 278 (694) (15)(35)(20) 15 205

(0) 1 COLUMBUS DRIVE 168 (321) EAST PARCEL (35)(40)(20)(75) 3510 60 2025 (70)(65)1 (0) GARAGE ACCESS 46 (225)

35 (25) 35 (10)

35 (10)

300 (430) 300 325 (460) 325 35 (25) (140)(210) 130 185 575 (-) (100)(95)12 (2) (-) - (5) - 57 (76) (10) -

(5) 15 (5) 5 (15) 5

*(5) 15

(30) 50 WEST PARCEL PARCEL WEST

(20) 25 (25) 40 (55) 65

70580 (-) (110)(115)2 (0) (60) 40 GARAGE ACCESS GARAGE (95) 95 (95) (30) 20 10 (-) - (-) * 2 (0)

(125) 155 8 (1)

9 (1) (230) 190

(2) 0 - (-) 15 (10) (-)- (5) - (155) 130 10 (-) - (-) (13) 4 - (-)

LOWER (5) -

55 (10) (10) (1) 0 (1115) 1400 HUBBARD STREET (1055) 1325 53 (26) 32 (29) 3575 (85) (40) 15 (5)

279 (221) 25 (40)

25235 (20) (295)

CROSSWALKS 30 (25)*

(125)(130) 6065 (5) - (5) - 25 (15) (-) - 3015 (15)(40)* 5575 (70)(55) 0 (1) 284 (354) (250)(10) 240 15 LEGEND (95) 120

(110) 110 (245) (5)225 - UPPER NORTH (125) 115 (665) 360 (100) 125 (710) 380 (710) LOWER NORTH (4) 0 (0) 1

(0) 1 WATER STREET

WATER STREET 52 (132) xx WeekdayLE GAME PeakND

LOWER MICHIGAN AVENUE Upper-Level Roadway Upper-LevelLower-Level Roadway Lower-Level Roadway

EXHIBIT 234567 EXISITNG PEDESTRIANSITEEXISTINGSITE TRIPFUTURE TRIPEXISTING ASSIGNMENTINTERSECTION ASSIGNMENT AND TRAFFIC BICYCLETRAFFIC PROJECTIONS - -AUTO GEOMETRYTAXI VOLUMES TRIPS

850925 (965)(895) 0 (1) 220235 (255)(240)97 (61) 5 (15) 5 (1)

5 (10) 20(30) 105 (125) 115 (140) 20(30) 38 (103) 4 (5) 3 (24) 4 (0) NOT TO SCALE 0 (1) 148 (391) 75 (8) 10 (1)

(155) 60 5 (3)

3 (0)

(11) 6 2 (6)

1 (0) 3 (10)

0 (8) 205 (225)

220 (240) Lower Illinois Street at 15 (15) 15 (15) 1 (2) 54 (136) St. Clair Street and Lower Cityfront Plaza 75585 (5) (100)(90) 135140 (150)(160)

160 (155)

15820 (20) (1045)

5 (5)

140 (130)

342 (521) 339760 (955) (422)725810 (670)(600)79 (46)

55(105) 55(100)

-(5) 910-985 (10) (885)(955)

160 (245) 160

150 (235)

ST. CLAIR STREET STREET CLAIR CLAIR ST. ST. ST. CLAIR STREET CLAIR ST. 0 (1) 220230 (335)(320)7 (0) 502580 (35)(90)(50) ONE WAY 5 (5)

15 (9) 55 (59) 88 (68) (1)(15) 0 5 (10) 30 LOWER GRAND AVENUE (62)(625)(710) 59 565610 121 (149) (0) 1 101 (168) 174 (232) (175)(165)(1) 1 120115 312 (520) (833) 552 (-) 5 264 (518) 3 (0)

7 (1)

172 (318) (5) 5 (5)5 (10) 15 (40) 20 (195) 130 130 (195) (390) 175 (390) 175 (410) 190 (215) 135 (2) 0

(2) 0 0 (4)

13 (5) (15)10

50 (50) 50 (20)15 60 (20) 55 (20)

55 (65) 5 (10) (110)85 (295) 170

(745) 735 (105)80 (810) 800 (360) 210 17 (18) (3) 1 (1) 2 (0) 2 20 (30)0 (1)

(1) 0 3 (4)

0 (9)

150 (205) 830 (1070)

165 (230)

885 (1150) 15 (20) (7) 11 348 (654) 140145 (180)(190)14 (7)

20 (15)

320 (400) 300 (375) 300 (375)

UPPER MICHIGAN AVENUE ONE WAY 1 (0) 20 (12) 11 (0) 30 (15) LOWER ILLINOIS STREET (11)(145)(125) 4(10) 406015 (9)(135)(140) 4 110115

(5) - (5)

PLAZA PLAZA PLAZA 95 (135)

10 (10)

LOWER LOWER LOWER 1435 (1150) 10 (20) 145 (205) 1515 (1215) 10-40 (15) (20)(65) Lower North Water Street

20 (30) 5 (5)

214 (413) *

CITYFRONT CITYFRONT 1051025170 (10)(40) (225)(150) CITYFRONT (135) 180 (155) 205 (955) 875 (845) 785 (165) 90 (165)

(175) 95 35-85 (10) (145)(90) at Lower Cityfront Plaza

(570) 300 5052085 (10) (130)(40)(65) 0 (7) 0 (1) (610) 320(610) (6) 1 UPPER ILLINOISUPPER STREET ILLINOIS STREET 25 (20)

- (-) (6) 1 (2) 1 20 (35) 10 (-) (2) 0 11 (66)

(15) 5 101 (154) 1 (0)

0 (6) 278 (694) (15)(35)(20) 15 205

(0) 1 COLUMBUS DRIVE 168 (321) EAST PARCEL (35)(40)(20)(75) 3510 60 2025 (70)(65)1 (0) GARAGE ACCESS 46 (225)

35 (25) 35 (10)

35 (10)

300 (430) 300 325 (460) 325 35 (25) (140)(210) 130 185 575 (-) (100)(95)12 (2) (-) - (5) - 57 (76) (10) -

(5) 15 (5) 5 (15) 5

*(5) 15

(30) 50 WEST PARCEL PARCEL WEST

(20) 25 (25) 40 (55) 65

70580 (-) (110)(115)2 (0) (60) 40 GARAGE ACCESS GARAGE (95) 95 (95) (30) 20 10 (-) - (-) * 2 (0)

(125) 155 8 (1)

9 (1) (230) 190

(2) 0 - (-) 15 (10) (-)- (5) - (155) 130 10 (-) - (-) (13) 4 - (-)

LOWER (5) -

55 (10) (10) (1) 0 (1115) 1400 HUBBARD STREET (1055) 1325 53 (26) 32 (29) 3575 (85) (40) 15 (5)

279 (221) 25 (40)

25235 (20) (295)

CROSSWALKS 30 (25)*

(125)(130) 6065 (5) - (5) - 25 (15) (-) - 3015 (15)(40)* 5575 (70)(55) 0 (1) 284 (354) (250)(10) 240 15 LEGEND (95) 120

(110) 110 (245) (5)225 - UPPER NORTH (125) 115 (665) 360 (100) 125 (710) 380 (710) LOWER NORTH (4) 0 (0) 1

(0) 1 WATER STREET

WATER STREET 52 (132) xx WeekdayLE GAME PeakND

LOWER MICHIGAN AVENUE Upper-Level Roadway Upper-LevelLower-Level Roadway Lower-Level Roadway

EXHIBIT 234567 EXISITNG PEDESTRIANSITEEXISTINGSITE TRIPFUTURE TRIPEXISTING ASSIGNMENTINTERSECTION ASSIGNMENT AND TRAFFIC BICYCLETRAFFIC PROJECTIONS - -AUTO GEOMETRYTAXI VOLUMES TRIPS

Observed Traffic Operation During field data collection, area traffic operation was observed at the study intersections. It was noted that traffic operation is generally satisfactory during the morning peak hour with relatively little congestion and queue spillback between intersections. During the evening peak hour, however, significant congestion was noted on northbound Columbus Drive (extending through Upper North Water Street), westbound Grand Avenue (through Lower Michigan Avenue and near St. Clair Street), southbound Lower Michigan Avenue (through Hubbard Street), and northbound Michigan Avenue (through Upper Illinois Street). The congestion on Upper Michigan Avenue was observed impacting Upper Illinois Street, as well, resulting in limited space for westbound right-turning vehicles to enter Michigan Avenue during the westbound green phase. Because these instances of congestion appear to originate or extend from congested downstream intersections located outside of the study network, these observations should be kept in mind when reviewing capacity analysis results.

Tribune Tower Redevelopment Page 12 September 2017

DEVELOPMENT CHARACTERISTICS

This section of the report outlines the key characteristics for the proposed development, estimates the proposed development’s trip generation, and projects traffic patterns on the surrounding street system during peak hours.

Proposed Development Plan Land Uses A summary of the current development plans for the East and West Parcels is provided below.

 Phase I Development (West Parcel) • 184 condominium units • 69,300 square feet of retail space • 343 parking spaces

 Phase II Development (East Parcel) • 154 condominium units • 205 apartments • 228 hotel rooms • 10,760 square feet of retail space • 470 parking spaces

Site Access Vehicular access to the on-site parking garage for the West Parcel is planned via Lower North Water Street. To access the East Parcel, a new south leg is proposed for the signalized intersection of Lower Illinois Street and St. Clair Street. This south leg would serve as a new lower-level alley that runs between the new properties with a driveway for the East Parcel parking garage and 28 surface parking spaces. By creating a new south leg at the Lower Illinois Street/St. Clair Street intersection, the site access can take advantage of the existing traffic signal to assist with controlled site ingress and egress. This extension of St. Clair Street would terminate at Lower North Water Street.

With garage access available at the lower level only, the site access plan is designed to avoid vehicle- pedestrian conflicts at the site along the upper-level roadway network, which carries a substantial volume of pedestrian traffic within the study area. Routing patterns between key roadways in the area and these lower-level access driveways will be evaluated as a part of the traffic study. Also to be evaluated are valet delivery and retrieval routes between upper-level curbside drop-off/pick-up areas and on-site parking.

Loading/Delivery Accommodations for delivery/service truck activity to serve the two parcels are planned on Lower North Water Street, with loading docks for each parcel along its respective south frontage.

Tribune Tower Redevelopment Page 13 September 2017

Trip Generation Due to the highly walkable urban context, availability of multiple convenient public transportation and multimodal options, and access to a variety of nearby land uses, developments in the surrounding area generally exhibit considerable non-auto travel characteristics. To understand mode share characteristics for residents living in the site vicinity, census data was reviewed for the study area to determine the existing means of transportation to work for area residents. This data was referenced for Census Tract 814.03 (which includes the Tribune Tower site and is bound by Michigan Avenue on the west, McClurg Court and the Ogden Slip on the east, Ontario Street on the north, and the Chicago River on the south) and Census Tract 815 (located directly west of the subject parcels and bound by Michigan Avenue on the east, State Street on the west, Chicago Avenue on the north, and the Chicago River to the south). A summary of the mode split data is provided in Table 1.

Table 1. Mode Share Characteristics1

Mode of Transportation Population Percent

Auto Modes Car, truck, or van 2,309 30% Taxicab 254 3% Motorcycle 0 0% Other means 69 1% Subtotal 2,632 34%

Non-Auto Modes Public transportation (excluding taxicab) 1,128 14% Bicycle 18 < 1% Walked 3,413 44% Worked at home 657 8% Subtotal 5,216 66% Total 7,848 100% 1 – Includes data referenced from the American Community Survey 5-Year Estimates (Years 2011-2015) for Census Tracts 814.03 and 815.

Based on the census data, approximately two-thirds of nearby residents maintain non-auto commutes in the surrounding neighborhood. The largest single mode share is walking (44 percent). It is reasonable to assume that residents of the proposed site would exhibit a similar mode share to that of others in the neighborhood.

Trip generation projections for the residential components of the proposed redevelopment project were calculated based on data in the Institute of Transportation Engineers (ITE) manual titled Trip Generation, Ninth Edition. Because ITE data generally represents travel characteristics in largely auto-oriented areas, a reduction of 66.5 percent was applied to the residential trip generation projections to reflect non-auto modes of travel consistent with the census data shown in Table 1. For the remaining land uses proposed, trip generation projections were based on rates in the River East

Tribune Tower Redevelopment Page 14 September 2017

Area Traffic and Parking Operation Review, prepared by Barton-Aschman Associates, Inc. This document includes local trip generation data and includes consideration for the use of non-auto modes of travel in the vicinity of downtown Chicago.

A summary of the raw trip generation data employed for each of the proposed land uses is provided in Table 2 below. Note that trip generation data is provided in different formats in the two sources used: ITE data provides an average rate or equation for total trips along with percentages for inbound and outbound distribution, while the River East Area study provides separate average rates for inbound and outbound trips.

Table 2. Trip Generation Data Weekday Land Use Unit AM Peak PM Peak T = 0.49X + 3.73 T = 0.55X + 17.65 Apartment (ITE LUC 220)1 Per unit 20% in/80% out 65% in/35% out ln(T) = 0.80 × ln(X) + 0.26 ln(T) = 0.82 × ln(X) + 0.32 Condominium (ITE LUC 230)1 Per unit 17% in/83% out 67% in/33% out Inbound: 0.046 Inbound: 0.394 Specialty Retail2 Per 1,000 sq. ft. Outbound: 0.027 Outbound: 0.394 Inbound: 0.152 Inbound: 0.136 Hotel2 Per room Outbound: 0.110 Outbound: 0.142 1 – Based on data in the Institute of Transportation Engineers Trip Generation, Ninth Edition for the identified Land Use Codes (LUCs). 2 – Based on rates for Nordstrom in the River East Area Traffic and Parking Operation Review, prepared by Barton-Aschman Associates, Inc., in 1997.

The resulting site traffic projections for the preliminary development plan are presented in Table 3.

Tribune Tower Redevelopment Page 15 September 2017

Table 3. Site Traffic Projections AM Peak PM Peak Land Use Unit In Out Total In Out Total Total Trips Phase I – West Parcel Condominiums 184 units 15 70 85 65 35 100 Specialty Retail 69,300 sq. ft. 5 – 5 30 30 60 Less 66% for Non-Auto Modes of Transportation1 -10 -45 -55 -45 -25 -70 West Parcel Subtotal – New Auto Trips 10 25 35 50 40 90 Phase II – East Parcel Condominiums 154 units 15 60 75 55 30 85 Apartments 205 units 20 85 105 85 45 130 Hotel 228 rooms 40 25 65 30 35 65 Retail 10,670 sq. ft. – – – 5 5 10 Less 66% for Non-Auto Modes of Transportation1 -25 -95 -120 -90 -50 -140 East Parcel Subtotal – New Auto Trips 50 75 125 85 65 150 Total – New Auto Trips 60 100 160 135 105 240 Taxi/Drop-off Trips2 Phase I – West Parcel Condominiums 39% – 10 10 10 – 10 Specialty Retail 36% – – – 10 10 20 West Parcel Subtotal – Taxi/Drop-off Trips – 10 10 20 10 30 Phase II – East Parcel Condominiums 39% – 10 10 10 – 10 Apartments 39% – 10 10 10 10 20 Hotel 82% 30 20 50 20 30 50 Retail 36% – – – – – – East Parcel Subtotal – Taxi/Drop-off Trips 30 40 70 40 40 80 Subtotal – New Taxi-Drop-off Trips 30 50 80 60 50 110 Personal Auto Trips Phase I – West Parcel Condominiums 61% 5 15 20 10 10 20 Specialty Retail 64% 5 – 5 20 20 40 West Parcel Subtotal – Personal Auto Trips 10 15 25 30 30 60 Phase II – East Parcel Condominiums 61% 5 10 15 10 10 20 Apartments 61% 5 20 25 20 5 25 Hotel 18% 10 5 15 10 5 15 Retail 64% – – – 5 5 10 East Parcel Subtotal – Personal Auto Trips 20 35 55 45 25 70 Subtotal – New Personal Auto Trips 30 50 80 75 55 130 1 – Residential trips were reduced to account for 66.5% non-auto mode share, based on data for Census Tracts 814.03 and 815. 2 – Using mode split data provided in the River East Area study, trips generated by taxis, personal drop-offs, and/or valet use account for 39 percent of residential auto trips, 36 percent of retail auto trips, and 82 percent of hotel auto trips.

Tribune Tower Redevelopment Page 16 September 2017

Directional Distribution The estimated distribution of site-generated traffic on the surrounding street system as it approaches and departs a site is a function of several variables such as site access, directional flow and connectivity of area streets, the ease with which motorists can travel over various sections of the road network, and prevailing traffic volumes/patterns. The estimated trip distribution for the proposed development is heavily based on existing traffic patterns within the study area while also factoring the directionality of one-way roadways within the study area, the roadway connectivity associated with upper-level and lower-level roadways, access locations and curbside loading areas provided for each use on site, and mode type. As such, the directional distribution shown in Table 4 identifies the anticipated direction from which vehicles will travel to and from the site.

Table 4. Estimated Trip Distribution

Personal Auto Trips Roadway Orientation Taxi/Drop-off Trips Residential Trips Retail & Hotel Trips Upper Level North via Upper Michigan Avenue 10% 35% 30% South via Upper Michigan Avenue 10% 35% 30% South via Columbus Drive 15% 0% 20% Lower Level North via Columbus Drive 15% 0% 20% North via St. Clair Street 10% 0% 0% South via Lower Michigan Avenue 10% 0% 0% East via Illinois Street/Grand Avenue 15% 0% 0% West via Illinois Street/Grand Avenue 15% 30% 0% Total 100% 100% 100%

As can be seen in the preceding table, trips for the residential uses are expected to travel to and from the site via several of the study roadways, given residents’ greater familiarity and the variability in their local destinations. Hotel guests and retail customers, on the other hand, are expected to approach and depart on very few roadways, oriented primarily to major roadways along the site frontage and arterials that connect to regional interstates.

Site Traffic Assignment The site traffic assignment, representing traffic volumes associated with occupancy of the proposed development, is a function of the estimated trip generation and the directional distribution. In order to complete the site trip assignment for the proposed development, the following assumptions were identified:

 The residential portions of each parcel are planned to include a valet service for residents. For the West Parcel, this service is assumed to take place at the lower level within the on-site

Tribune Tower Redevelopment Page 17 September 2017

parking garage. All personal auto trips for the West Parcel are therefore assumed to travel to/from the parking garage access on Lower North Water Street.  For the East Parcel residential uses, it is assumed that some residents will take advantage of the valet service within the on-site garage, while others may wish to drop off or retrieve their car at the upper level. This preference would likely influence the motorist’s routing pattern to or from the site. As such, it was assumed that all residential trips traveling via Upper Michigan Avenue would utilize the residential valet service at the upper level and that valet operators would drive residents’ vehicles between the lower-level garage access and the upper level roadway network. Lay-by lanes are proposed on Upper Illinois Avenue and Upper Cityfront Plaza Drive (near the apartment and condo building entrances, respectively) to accommodate this service.  For the purposes of this study, it is assumed that personal auto trips generated by the retail uses will utilize the existing public garage that is accessed via Upper Illinois Street east of Upper Cityfront Plaza Drive. While there are many public parking options within the larger study area, the assumption utilized in this study provides a conservative analysis of how retail trips may impact the study intersections. From a practical standpoint, a portion of this traffic would reasonably be expected to park west of Michigan Avenue outside of the study area.  All personal auto trips generated by the hotel are assumed to use valet to drop off and retrieve their vehicles. This valet service would be expected to operate within proposed lay-by lanes on Upper Cityfront Plaza and Upper Illinois Street.  Taxi trips are assumed to use the proposed lay-by lanes when accessible from the given direction of travel. Some taxi pick-up/drop-off activity is also expected to occur on the north side of Upper Illinois Street and along the site frontage on Upper Michigan Avenue.  In order to get a conservative view of the development’s traffic impact, it was assumed that each taxi trip would either pick up or drop off a passenger. Because all inbound taxis also generate an outbound trip and all outbound taxis begin by entering the study area, a total of 160 taxi trips were assigned during the morning and 220 taxi trips were assigned during the evening (doubling the numbers shown in Table 3). The resulting peak hour site traffic assignment for the proposed development is presented in Exhibit 5 for personal auto trips and in Exhibit 6 for taxi trips. Note that these exhibits illustrate site-generated trips at each of the study intersections. Further discussion of how these trips will utilize the proposed lay-by lanes along the site frontage is provided later in this report.

Tribune Tower Redevelopment Page 18 September 2017

850925 (965)(895) 0 (1) 220235 (255)(240)97 (61) 5 (15) 5 (1)

5 (10) 20(30) 105 (125) 115 (140) 20(30) 38 (103) 4 (5) 3 (24) 4 (0) NOT TO SCALE 0 (1) 148 (391) 75 (8) 10 (1)

(155) 60 5 (3)

3 (0)

(11) 6 2 (6)

1 (0) 3 (10)

0 (8) 205 (225)

220 (240) Lower Illinois Street at 15 (15) 15 (15) 1 (2) 54 (136) St. Clair Street and Lower Cityfront Plaza 75585 (5) (100)(90) 135140 (150)(160)

160 (155)

15820 (20) (1045)

5 (5)

140 (130)

342 (521) 339760 (955) (422)725810 (670)(600)79 (46)

55(105) 55(100)

-(5) 910-985 (10) (885)(955)

160 (245) 160

150 (235) ST. CLAIR STREET CLAIR ST. ST. CLAIR STREET CLAIR ST. 0 (1) 220230 (335)(320)7 (0) 502580 (35)(90)(50) ONE WAY 5 (5)

15 (9) 55 (59) 88 (68) (1)(15) 0 5 (10) 30 LOWER GRAND AVENUE (62)(625)(710) 59 565610 121 (149) (0) 1 101 (168) 174 (232) (175)(165)(1) 1 120115 312 (520) (833) 552 (-) 5 264 (518) 3 (0)

7 (1)

172 (318) (5) 5 (5)5 (10) 15 (40) 20 (195) 130 130 (195) (390) 175 (390) 175 (410) 190 (215) 135 (2) 0

(2) 0 0 (4)

13 (5) (15)10

50 (50) 50 (20)15 60 (20) 55 (20)

55 (65) 5 (10) (110)85 (295) 170

(745) 735 (105)80 (810) 800 (360) 210 17 (18) (3) 1 (1) 2 (0) 2 20 (30)0 (1)

(1) 0 3 (4)

0 (9)

150 (205) 830 (1070)

165 (230)

885 (1150) 15 (20) (7) 11 348 (654) 140145 (180)(190)14 (7)

20 (15)

320 (400) 300 (375) 300 (375)

UPPER MICHIGAN AVENUE ONE WAY 1 (0) 20 (12) 11 (0) 30 (15) LOWER ILLINOIS STREET (11)(145)(125) 4(10) 406015 (9)(135)(140) 4 110115

(5) - (5)

PLAZA PLAZA 95 (135)

10 (10)

LOWER LOWER 1435 (1150) 10 (20) 145 (205) 1515 (1215) 10-40 (15) (20)(65) Lower North Water Street

20 (30) 5 (5)

214 (413) *

CITYFRONT 1051025170 (10)(40) (225)(150) CITYFRONT (135) 180 (155) 205 (955) 875 (845) 785 (165) 90 (165)

(175) 95 35-85 (10) (145)(90) at Lower Cityfront Plaza

(570) 300 5052085 (10) (130)(40)(65) 0 (7) 0 (1) (610) 320(610) (6) 1 UPPER ILLINOISUPPER STREET ILLINOIS STREET 25 (20)

- (-) (6) 1 (2) 1 20 (35) 10 (-) (2) 0 11 (66)

(15) 5 101 (154) 1 (0)

0 (6) 278 (694) (15)(35)(20) 15 205

(0) 1 COLUMBUS DRIVE 168 (321) EAST PARCEL (35)(40)(20)(75) 3510 60 2025 (70)(65)1 (0) GARAGE ACCESS 46 (225)

35 (25) 35 (10)

35 (10)

300 (430) 300 325 (460) 325 35 (25) (140)(210) 130 185 575 (-) (100)(95)12 (2) (-) - (5) - 57 (76) (10) -

(5) 15 (5) 5 (15) 5

*(5) 15

(30) 50 WEST PARCEL PARCEL WEST

(20) 25 (25) 40 (55) 65

70580 (-) (110)(115)2 (0) (60) 40 GARAGE ACCESS GARAGE (95) 95 (95) (30) 20 10 (-) - (-) * 2 (0)

(125) 155 8 (1)

9 (1) (230) 190

(2) 0 - (-) 15 (10) (-)- (5) - (155) 130 10 (-) - (-) (13) 4 - (-)

LOWER (5) -

55 (10) (10) (1) 0 (1115) 1400 HUBBARD STREET (1055) 1325 53 (26) 32 (29) 3575 (85) (40) 15 (5)

279 (221) 25 (40)

25235 (20) (295)

CROSSWALKS 30 (25)*

(125)(130) 6065 (5) - (5) - 25 (15) (-) - 3015 (15)(40)* 5575 (70)(55) 0 (1) 284 (354) (250)(10) 240 15 LEGEND (95) 120

(110) 110 (245) (5)225 - UPPER NORTH (125) 115 (665) 360 (100) 125 (710) 380 (710) LOWER NORTH (4) 0 (0) 1

(0) 1 WATER STREET

WATER STREET 52 (132) xx WeekdayLE GAME PeakND

LOWER MICHIGAN AVENUE Upper-Level Roadway Upper-LevelLower-Level Roadway Lower-Level Roadway

EXHIBIT 234567 EXISITNG PEDESTRIANSITEEXISTINGSITE TRIPFUTURE TRIPEXISTING ASSIGNMENTINTERSECTION ASSIGNMENT AND TRAFFIC BICYCLETRAFFIC PROJECTIONS - -AUTO GEOMETRYTAXI VOLUMES TRIPS

850925 (965)(895) 0 (1) 220235 (255)(240)97 (61) 5 (15) 5 (1)

5 (10) 20(30) 105 (125) 115 (140) 20(30) 38 (103) 4 (5) 3 (24) 4 (0) NOT TO SCALE 0 (1) 148 (391) 75 (8) 10 (1)

(155) 60 5 (3)

3 (0)

(11) 6 2 (6)

1 (0) 3 (10)

0 (8) 205 (225)

220 (240) Lower Illinois Street at 15 (15) 15 (15) 1 (2) 54 (136) St. Clair Street and Lower Cityfront Plaza 75585 (5) (100)(90) 135140 (150)(160)

160 (155)

15820 (20) (1045)

5 (5)

140 (130)

342 (521) 339760 (955) (422)725810 (670)(600)79 (46)

55(105) 55(100)

-(5) 910-985 (10) (885)(955)

160 (245) 160

150 (235) ST. CLAIR STREET CLAIR ST. ST. CLAIR STREET CLAIR ST. 0 (1) 220230 (335)(320)7 (0) 502580 (35)(90)(50) ONE WAY 5 (5)

15 (9) 55 (59) 88 (68) (1)(15) 0 5 (10) 30 LOWER GRAND AVENUE (62)(625)(710) 59 565610 121 (149) (0) 1 101 (168) 174 (232) (175)(165)(1) 1 120115 312 (520) (833) 552 (-) 5 264 (518) 3 (0)

7 (1)

172 (318) (5) 5 (5)5 (10) 15 (40) 20 (195) 130 130 (195) (390) 175 (390) 175 (410) 190 (215) 135 (2) 0

(2) 0 0 (4)

13 (5) (15)10

50 (50) 50 (20)15 60 (20) 55 (20)

55 (65) 5 (10) (110)85 (295) 170

(745) 735 (105)80 (810) 800 (360) 210 17 (18) (3) 1 (1) 2 (0) 2 20 (30)0 (1)

(1) 0 3 (4)

0 (9)

150 (205) 830 (1070)

165 (230)

885 (1150) 15 (20) (7) 11 348 (654) 140145 (180)(190)14 (7)

20 (15)

320 (400) 300 (375) 300 (375)

UPPER MICHIGAN AVENUE ONE WAY 1 (0) 20 (12) 11 (0) 30 (15) LOWER ILLINOIS STREET (11)(145)(125) 4(10) 406015 (9)(135)(140) 4 110115

(5) - (5)

PLAZA PLAZA 95 (135)

10 (10)

LOWER LOWER 1435 (1150) 10 (20) 145 (205) 1515 (1215) 10-40 (15) (20)(65) Lower North Water Street

20 (30) 5 (5)

214 (413) *

CITYFRONT 1051025170 (10)(40) (225)(150) CITYFRONT (135) 180 (155) 205 (955) 875 (845) 785 (165) 90 (165)

(175) 95 35-85 (10) (145)(90) at Lower Cityfront Plaza

(570) 300 5052085 (10) (130)(40)(65) 0 (7) 0 (1) (610) 320(610) (6) 1 UPPER ILLINOISUPPER STREET ILLINOIS STREET 25 (20)

- (-) (6) 1 (2) 1 20 (35) 10 (-) (2) 0 11 (66)

(15) 5 101 (154) 1 (0)

0 (6) 278 (694) (15)(35)(20) 15 205

(0) 1 COLUMBUS DRIVE 168 (321) EAST PARCEL (35)(40)(20)(75) 3510 60 2025 (70)(65)1 (0) GARAGE ACCESS 46 (225)

35 (25) 35 (10)

35 (10)

300 (430) 300 325 (460) 325 35 (25) (140)(210) 130 185 575 (-) (100)(95)12 (2) (-) - (5) - 57 (76) (10) -

(5) 15 (5) 5 (15) 5

*(5) 15

(30) 50 WEST PARCEL PARCEL WEST

(20) 25 (25) 40 (55) 65

70580 (-) (110)(115)2 (0) (60) 40 GARAGE ACCESS GARAGE (95) 95 (95) (30) 20 10 (-) - (-) * 2 (0)

(125) 155 8 (1)

9 (1) (230) 190

(2) 0 - (-) 15 (10) (-)- (5) - (155) 130 10 (-) - (-) (13) 4 - (-)

LOWER (5) -

55 (10) (10) (1) 0 (1115) 1400 HUBBARD STREET (1055) 1325 53 (26) 32 (29) 3575 (85) (40) 15 (5)

279 (221) 25 (40)

25235 (20) (295)

CROSSWALKS 30 (25)*

(125)(130) 6065 (5) - (5) - 25 (15) (-) - 3015 (15)(40)* 5575 (70)(55) 0 (1) 284 (354) (250)(10) 240 15 LEGEND (95) 120

(110) 110 (245) (5)225 - UPPER NORTH (125) 115 (665) 360 (100) 125 (710) 380 (710) LOWER NORTH (4) 0 (0) 1

(0) 1 WATER STREET

WATER STREET 52 (132) xx WeekdayLE GAME PeakND

LOWER MICHIGAN AVENUE Upper-Level Roadway Upper-LevelLower-Level Roadway Lower-Level Roadway

EXHIBIT 234567 EXISITNG PEDESTRIANSITEEXISTINGSITE TRIPFUTURE TRIPEXISTING ASSIGNMENTINTERSECTION ASSIGNMENT AND TRAFFIC BICYCLETRAFFIC PROJECTIONS - -AUTO GEOMETRYTAXI VOLUMES TRIPS

Background Growth In order to estimate the impact of future development and growth within the study area, an annual growth rate was applied to existing traffic volumes. For the purpose of this study, a 1.0 percent growth rate was applied over a period of five years (to Year 2022) to account for increased background traffic volumes. Additionally, site-specific trip projections for several nearby developments were included in future background traffic volumes, according to information included in the traffic studies performed for each development. The developments included in future traffic projections are as follows:

 Optima Chicago Center II 381 apartments, 270 hotel rooms, and 10,000 sq. ft. of office/commercial/retail space  451 E. Grand Avenue 250 apartments & 100 condominium units  465 N. Park 444 apartments Site trip assignments for each development are included in the study appendix.

Total Traffic Projections The total traffic volume projections represent existing area traffic volumes (Exhibit 3), projected trips associated with the proposed development (Exhibits 5 and 6), and anticipated increases in traffic associated with area background growth. Future traffic projections for the study area are illustrated in Exhibit 7.

Tribune Tower Redevelopment Page 21 September 2017

850925 (965)(895) 0 (1) 220235 (255)(240)97 (61) 5 (15) 5 (1)

5 (10) 20(30) 105 (125) 115 (140) 20(30) 38 (103) 4 (5) 3 (24) 4 (0) NOT TO SCALE 0 (1) 148 (391) 75 (8) 10 (1)

(155) 60 5 (3)

3 (0)

(11) 6 2 (6)

1 (0) 3 (10)

0 (8) 205 (225)

220 (240) Lower Illinois Street at 15 (15) 15 (15) 1 (2) 54 (136) St. Clair Street and Lower Cityfront Plaza 75585 (5) (100)(90) 135140 (150)(160)

160 (155)

15820 (20) (1045)

5 (5)

140 (130)

342 (521) 339760 (955) (422)725810 (670)(600)79 (46)

55(105) 55(100)

-(5) 910-985 (10) (885)(955)

160 (245) 160

150 (235) ST. CLAIR STREET CLAIR ST. ST. CLAIR STREET CLAIR ST. 0 (1) 220230 (335)(320)7 (0) 502580 (35)(90)(50) ONE WAY 5 (5)

15 (9) 55 (59) 88 (68) (1)(15) 0 5 (10) 30 LOWER GRAND AVENUE (62)(625)(710) 59 565610 121 (149) (0) 1 101 (168) 174 (232) (175)(165)(1) 1 120115 312 (520) (833) 552 (-) 5 264 (518) 3 (0)

7 (1)

172 (318) (5) 5 (5)5 (10) 15 (40) 20 (195) 130 130 (195) (390) 175 (390) 175 (410) 190 (215) 135 (2) 0

(2) 0 0 (4)

13 (5) (15)10

50 (50) 50 (20)15 60 (20) 55 (20)

55 (65) 5 (10) (110)85 (295) 170

(745) 735 (105)80 (810) 800 (360) 210 17 (18) (3) 1 (1) 2 (0) 2 20 (30)0 (1)

(1) 0 3 (4)

0 (9)

150 (205) 830 (1070)

165 (230)

885 (1150) 15 (20) (7) 11 348 (654) 140145 (180)(190)14 (7)

20 (15)

320 (400) 300 (375) 300 (375)

UPPER MICHIGAN AVENUE ONE WAY 1 (0) 20 (12) 11 (0) 30 (15) LOWER ILLINOIS STREET (11)(145)(125) 4(10) 406015 (9)(135)(140) 4 110115

(5) - (5)

PLAZA PLAZA 95 (135)

10 (10)

LOWER LOWER 1435 (1150) 10 (20) 145 (205) 1515 (1215) 10-40 (15) (20)(65) Lower North Water Street

20 (30) 5 (5)

214 (413) *

CITYFRONT 1051025170 (10)(40) (225)(150) CITYFRONT (135) 180 (155) 205 (955) 875 (845) 785 (165) 90 (165)

(175) 95 35-85 (10) (145)(90) at Lower Cityfront Plaza

(570) 300 5052085 (10) (130)(40)(65) 0 (7) 0 (1) (610) 320(610) (6) 1 UPPER ILLINOISUPPER STREET ILLINOIS STREET 25 (20)

- (-) (6) 1 (2) 1 20 (35) 10 (-) (2) 0 11 (66)

(15) 5 101 (154) 1 (0)

0 (6) 278 (694) (15)(35)(20) 15 205

(0) 1 COLUMBUS DRIVE 168 (321) EAST PARCEL (35)(40)(20)(75) 3510 60 2025 (70)(65)1 (0) GARAGE ACCESS 46 (225)

35 (25) 35 (10)

35 (10)

300 (430) 300 325 (460) 325 35 (25) (140)(210) 130 185 575 (-) (100)(95)12 (2) (-) - (5) - 57 (76) (10) -

(5) 15 (5) 5 (15) 5

*(5) 15

(30) 50 WEST PARCEL PARCEL WEST

(20) 25 (25) 40 (55) 65

70580 (-) (110)(115)2 (0) (60) 40 GARAGE ACCESS GARAGE (95) 95 (95) (30) 20 10 (-) - (-) * 2 (0)

(125) 155 8 (1)

9 (1) (230) 190

(2) 0 - (-) 15 (10) (-)- (5) - (155) 130 10 (-) - (-) (13) 4 - (-)

LOWER (5) -

55 (10) (10) (1) 0 (1115) 1400 HUBBARD STREET (1055) 1325 53 (26) 32 (29) 3575 (85) (40) 15 (5)

279 (221) 25 (40)

25235 (20) (295)

CROSSWALKS 30 (25)*

(125)(130) 6065 (5) - (5) - 25 (15) (-) - 3015 (15)(40)* 5575 (70)(55) 0 (1) 284 (354) (250)(10) 240 15 LEGEND (95) 120

(110) 110 (245) (5)225 - UPPER NORTH (125) 115 (665) 360 (100) 125 (710) 380 (710) LOWER NORTH (4) 0 (0) 1

(0) 1 WATER STREET

WATER STREET 52 (132) xx WeekdayLE GAME PeakND

LOWER MICHIGAN AVENUE Upper-Level Roadway Upper-LevelLower-Level Roadway Lower-Level Roadway

EXHIBIT 234567 EXISITNG PEDESTRIANSITEEXISTINGSITE TRIPFUTURE TRIPEXISTING ASSIGNMENTINTERSECTION ASSIGNMENT AND TRAFFIC BICYCLETRAFFIC PROJECTIONS - -AUTO GEOMETRYTAXI VOLUMES TRIPS

ANALYSES

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

Capacity Analysis 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 as it passes 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). In most cases, LOS D is considered the lowest acceptable threshold by most jurisdictions in the metropolitan area. However, due to the constrained roadways and regular urban-oriented operational challenges, intersections in some areas of the City often experience levels of service below LOS D.

Capacity analysis was performed in Synchro Version 9.1, and the results are reported in Table 5 for existing and future traffic conditions. In order to perform capacity analyses for future conditions, it was assumed that the proposed East Parcel Lower-Level Alley that would align opposite St. Clair Street at Lower Illinois Street would be incorporated into the existing traffic signal at this intersection, with northbound and southbound traffic running simultaneously. It is assumed that the northbound approach of the new Lower Illinois/St. Clair/East Parcel Lower-Level Alley intersection would provide a single lane for through and right-turn movements. Where the East Parcel Lower-Level Alley meets Lower North Water Street, it is assumed that a single approach lane will be provided and that minor- leg stop control will be posted. Similarly, it is assumed that the West Parcel Parking Garage Access will provide a single approach lane and operate under minor-leg stop control at its intersection with Lower North Water Street.

It is important to note that in urban areas, several factors may contribute to traffic operations that are not often reflected in capacity analysis results. For example, instances of double parking, loading/delivery activity, or taxis picking up or dropping off passengers while occupying a travel lane are among several events that can negatively impact traffic flow, but may not be indicative in the capacity analysis. A summary of key capacity analysis results follows the table.

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Table 5. Intersection Capacity Analysis Existing Conditions Future Conditions AM Peak PM Peak AM Peak PM Peak Intersection Delay Delay Delay Delay LOS LOS LOS LOS (s/veh) (s/veh) (s/veh) (s/veh) Upper Michigan Ave/Upper Illinois St ➢ Westbound 32 C 40 D 38 D 60 E Northbound 20- B 19 B 21 C 21 C Southbound 16 B 24 C 24 C 56 E Intersection 18 B 23 C 24 C 42 D

Upper Illinois St/Upper Cityfront Plaza ▲ Eastbound 5 A 6 A 7 A 10+ B Westbound 4 A 6 A 6 A 9 A Northbound 5 A 6 A 7 A 10- A Intersection 5 A 6 A 7 A 10- A

Upper Cityfront Plaza/Upper N Water St ▲ Westbound 5 A 6 A 7 A 7 A Southbound 6 A 7 A 8 A 11 B Intersection 6 A 7 A 7 A 9 A Columbus Dr/Upper North Water Street ➢ Eastbound 17 B 18 B 21 C 23 C Westbound 19 B 18 B 20+ C 19 B Northbound 16 B 16 B 17 B 20- B Southbound 21 C 14 B 22 C 16 B Intersection 18 B 15 B 19 B 18 B Columbus Drive/Lower Illinois St ➢ Eastbound 18 B 28 C 19 B 34 C Northbound 17 B 24 C 23 C 36 D Southbound 7 A 8 A 7 A 8 A Intersection 14 B 19 B 16 B 25 C Columbus Drive/Grand Avenue ➢ Westbound 23 C 35+ D 23 C 38 D Northbound 8 A 31 C 10- A 37 D Southbound 31 C 26 C 33 C 29 C Intersection 21 C 31 C 22 C 35- C ➢ – Signalized Intersection ▲ – Traffic Circle with Stop Control  – Minor-Leg Stop-Controlled Intersection

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Table 5. Intersection Capacity Analysis (continued) Existing Conditions Future Conditions AM Peak PM Peak AM Peak PM Peak Intersection Delay Delay Delay Delay LOS LOS LOS LOS (s/veh) (s/veh) (s/veh) (s/veh) Grand Avenue/St. Clair Street ➢ Westbound 5 A 5 A 5 A 4 A Northbound 26 C 33 C 27 C 34 C Southbound 27 C 62 E 29 C 72 E Intersection 10+ B 20- B 10- A 21 C Lower Michigan Ave/Grand Avenue ➢ Westbound 3 A 4 A 3 A 4 A Northbound 25 C 26 C 25 C 27 C Intersection 6 A 10- A 7 A 10- A Lower Michigan Ave/Lower Illinois St ➢ Eastbound 12 B 12 B 13 B 13 B Northbound 18 B 18 B 20+ C 21 C Southbound 10- A 10+ B 10- A 10+ B Intersection 13 B 14 B 14 B 15 B

Lower Illinois Street/St. Clair Street ➢ Eastbound 5 A 5 A 5 A 5 A Northbound N/A 11 B 13 B Southbound 30 C 41 D 31 C 43 D Intersection 8 A 10- A 9 A 11 B Lower Illinois St/Lower Cityfront Plaza  Northbound (Right) 13 B 22 C 14 B 27 D

Lower N Water St/Lower Cityfront Plaza ▲ Eastbound 9 A 10- A 10- A 10- A Westbound 9 A 9 A 9 A 9 A Southbound 9 A 8 A 9 A 8 A Intersection 9 A 9 A 9 A 9 A Lower N Water St/

East Parcel Lower-Level Alley  Eastbound (Left) N/A 8 A 8 A Southbound N/A 10- A 11 B Lower N Water St/

West Parcel Garage Access  Eastbound (Left) N/A 8 A 8 A Southbound N/A 12 B 12 B ➢ – Signalized Intersection ▲ – All-Way Stop-Controlled Intersection  – Minor-Leg Stop-Controlled Intersection

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Lower Michigan Ave/Lower N Water St ➢ Eastbound 12 B 12 B 13 B 12 B Westbound 19 B 19 B 19 B 20- B Northbound 21 C 23 C 21 C 24 C Southbound 15 B 16 B 16 B 16 B Intersection 18 B 19 B 18 B 20 B

Lower Michigan Ave/Hubbard St  Eastbound 12 B 14 B 12 B 15 B Northbound (Left) 9 A 9 A 9 A 9 A ➢ – Signalized Intersection  – Minor-Leg Stop-Controlled Intersection

Capacity analyses reveal that traffic operation is generally acceptable throughout the study area under existing and future conditions. It is anticipated that the intersection of Lower Illinois Street and St. Clair Street will operate acceptably with the addition of a new south leg as a part of the subject development. The remaining site access locations (including Lower North Water Street/West Parcel Garage Access and Lower North Water Street/East Parcel Lower-Level Alley) are also expected to operate with satisfactory levels of service.

As noted in the discussion of field observations of existing traffic operation, congestion on northbound Columbus Drive, northbound Upper Michigan Avenue, westbound Grand Avenue, and southbound Lower Michigan Avenue was observed through the study area during the evening peak hour, resulting in residual impacts to upstream intersections. This was particularly true at Upper Michigan Avenue/Upper Illinois Street, where westbound right-turning vehicles were sometimes unable to complete their maneuvers during the westbound green phase due to spillback on Michigan Avenue. It was noted previously that this congestion appeared to originate outside of the study network, resulting in an underestimation of delay on these corridors under both existing and future conditions. While this is important to keep in mind while reviewing Synchro capacity results, a relative comparison between existing and future conditions can still be made to evaluate the impact of background growth and traffic associated with the proposed mixed-use development at the study intersections.

While area traffic operation is shown as generally satisfactory, some instances of high delay and poor level of service are presented in Table 5. Further discussion of these intersections is provided below.

Upper Michigan Avenue/Upper Illinois Street Under existing conditions, the protected-only southbound left-turn movement at this intersection is projected at LOS E and LOS F during the morning and evening peak hours, respectively. During both peaks, the projected 95th percentile queue for this movement exceeds the available storage. In the future, delay and queuing for this movement are expected to increase with the addition of background growth, other area developments, and the proposed site, resulting in an LOS E for the overall southbound approach. Furthermore, delay on the westbound approach is expected to yield

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LOS E for this movement during the evening peak hour under future conditions. Based on a review of the existing signal timings at this location—and with consideration for the existing congestion on Upper Michigan Avenue during the evening peak—it would be difficult to reallocate green time to the southbound left turn or to the westbound approach without negatively impacting north-south traffic on Michigan Avenue and/or reducing the amount of walk time provided to heavy pedestrian traffic crossing and along Michigan Avenue. Given the priority placed on north-south throughput on Upper Michigan Avenue and on the pedestrian-oriented nature of this corridor, no changes are recommended at this intersection as a part of this study.

Columbus Drive/Lower Illinois Street Under future conditions, the eastbound right-turning movement is projected at LOS E during the evening peak hour. The overall eastbound approach remains at LOS C, and projected 95th percentile queues are not expected to spill back into the Lower Illinois Street/Lower Cityfront Plaza Drive intersection. Additionally, Columbus Drive was observed with northbound congestion during this period, suggesting that the existing green time allocated to north- and southbound traffic should not be reduced. As such, no changes are recommended at this location.

Columbus Drive/Grand Avenue During the existing evening peak hour, the westbound left-turning movement is projected at LOS E, and the northbound left-turning movement is projected at LOS F. These instances of high delay are expected to remain under future conditions, and the westbound right-turning movement is expected to worsen to LOS E. It should be noted that projected site traffic is not expected to utilize the westbound left- or right-turning movements at this intersection. As noted for the Columbus Drive/Lower Illinois Street intersection, it is assumed that the existing green time allocated to north- and southbound traffic on Columbus Drive should not be reduced due to observed congestion on this roadway during the evening peak hour. No changes are recommended for this intersection.

Grand Avenue/St. Clair Street Capacity results for the southbound approach indicate that St. Clair Street currently operates at LOS E during the evening peak hour, and this is expected to remain under future conditions. If desired, three seconds of green time could be shifted from westbound Grand Avenue to the north- south phases to alleviate this delay and achieve LOS D. These results are presented in Table 6.

Table 6. Intersection Capacity Analysis – Future Improved Conditions Future Conditions Intersection PM Peak Delay (s/veh) LOS Grand Avenue/St. Clair Street ➢ Westbound 5 A Northbound 28 C Southbound 49 D Intersection 16 B

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Curbside Loading Evaluation As shown on the proposed development plan, three curbside lay-by lanes are proposed near the building entrances for the residential and hotel uses, as described below:

 West Parcel lay-by lane on Upper Illinois Street (accommodates two vehicles)  East Parcel lay-by lane on Upper Illinois Street (accommodates seven vehicles)  East Parcel lay-by lane on Upper Cityfront Plaza Drive (accommodates four vehicles) The ability to accommodate valet, taxis, and other pick-up/drop-off activity in these areas is an important part of mitigating the potential traffic impact of the subject development. In order to quantify these curbside loading needs, an estimate of peak activity for each lay-by lane was projected based upon a M/M/S queuing model that factors random arrivals and service times for both valet and taxi activity in a defined number of curbside spaces.

In order to execute these queuing models, several assumptions were identified. The average service time for vehicles being dropped off or picked up at the valet was assumed as two minutes per vehicle. This includes the time for a vehicle to enter the guest loading area, to be greeted by a valet attendant, to load/unload the vehicle, and finally for the vehicle to be driven out of the guest loading area. Similarly, the average service time for taxi drop-off was assumed as one minute to account for the time for the taxi to enter the guest loading area, for the guest to pay the taxi fare, to unload the vehicle, and finally for the taxi to leave the guest loading area. This time is conservative, particularly considering that Transportation Network Companies (TNCs) like Uber and Lyft do not include a cash/credit transaction before exiting the vehicle. The average service time for taxi pick-ups was assumed as 30 seconds, as less time is needed since a fare does not need to be paid. In order to get a conservative review of curbside demand, it was assumed that projected taxi trips would either drop off or pick up a passenger; in reality, some taxis that drop off a passenger will also pick up a new passenger, resulting in the consolidation of taxi trips to/from the site.

Based on the trip generation projections identified previously in Table 3, curbside loading activity associated with the proposed development is illustrated in Exhibit 8. It should be noted that the volumes in this exhibit show all curbside loading activity associated with the East Parcel hotel taking place in the lay-by lane on Cityfront Plaza Drive, since the traffic circles that bookend this roadway provide increased routing flexibility for both guests and valet operators. This approach provides a worst-case evaluation for the curbside loading needs on Cityfront Plaza Drive. In order to provide a similar degree of flexibility in the East Parcel lay-by lane on Upper Illinois Street, curbside loading at this location was analyzed under two conditions: with apartment-generated loading activity only (as shown in Exhibit 8) and with loading activity for the apartment plus a portion of curbside loading demand for the hotel. Hotel-related loading activity on Upper Illinois Street was assumed to be limited only to trips that are approaching/departing via Michigan Avenue, since the lay-by lane’s placement on the south side of the street would be most convenient for those motorists. Under this condition, the East Parcel lay-by lane on Upper Illinois Street would experience 15 valeted vehicles, 10 additional taxi drop-offs, and 20 additional taxi pick-ups.

A summary of 85th percentile queuing analyses for each lay-by lane is presented in Table 7.

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(40) 25 (40) (5) 5 (5)

35 (40) 5 (20) 25 (45) 55 (65) NOT TO SCALE

UPPER ILLINOIS STREET

(45) 25 (45) (70) 50 (70) 45 (20) 5 (5) 5 (5)

5 (5) 5 (40) 25 (10) - (10) 5

55 (65) 55 (60) 45 (25) 40

WEST PARCEL EAST PARCEL CONDO ENTRANCE APARTMENTS/ (85) 85 HOTEL ACCESS UPPER CITYFRONT PLAZA HOTEL ACCESS EAST PARCEL 25 (40) 25 (5) 5 CONDO/

UPPER MICHIGAN AVENUEUPPER

(45) 50 (45) (40) 35 (40)

45 (45) UPPER NORTH WATER STREET LEGEND xx Weekday AM Peak Hour (7:45 - 8:45am) (xx) Weekday PM Peak Hour (5:00 - 6:00pm) Existing Signalized Intersection Existing Stop Sign - Less than Five Vehicles - Guest Loading Zone

EXHIBIT 8 CURBSIDE LOADING ACTIVITY

Table 7. 85th Percentile Projected Peak Curbside Activity West Parcel – East Parcel – Upper Illinois Lay-by Lane East Parcel – Description Upper Illinois Apartment Hotel + Apartment Cityfront Plaza Lay-by Lane Loading Only Loading1 Lay-by Lane

Valet2 Number of Guests Arriving Curbside – – 15 25 during the Peak Hour Average Time per Service (minutes)3 2 2 2 2

Taxi Drop-Off4 Number of Guests Arriving Curbside 10 10 20 30 during the Peak Hour Average Time per Service (minutes) 3 1 1 1 1

Taxi Pick-Up4 Number of Guests Arriving Curbside 0 10 30 30 during the Peak Hour Average Time per Service (minutes) 3 0.5 0.5 0.5 0.5

Total Number of Guests Arriving Curbside 10 20 65 85 during the Peak Hour Weighted Average Time per Service 1.00 0.75 1.00 1.12 (minutes) Number of Curbside Service Positions 2 7 7 4 85th Percentile Probability Queue 0.03 0.37 1.73 2.54 (vehicles)5 1 – To estimate potential peak demand for the East Parcel lay-by lane on Upper Illinois Street, some of the hotel loading demand shown on Exhibit 8 at the Cityfront Plaza Drive lay-by lane was assigned to this location. 2 – Based on projected weekday evening peak hour percent parking/personal auto referenced in the River East Area Traffic and Parking Operation Review, 1997 3 – Estimated by Kimley-Horn 4 – Based on projected weekday evening peak hour percent taxi referenced in the River East Area Traffic and Parking Operation Review, 1997 (inbound trips) 5 – Based on M/M/S queuing model

Based on the assumptions outlined above, the 85th percentile probability queue projections should be adequately accommodated within the proposed lay-by lanes. This evaluation includes a conservative analysis of hotel loading activity to provide flexibility for hotel valet and taxi service to use both Upper Illinois Street and Upper Cityfront Plaza Drive. To maintain adequate operation within each loading zone, it is recommended that the valet service be appropriately staffed to avoid queuing of arriving vehicles and that attendants do not park vehicles within the valet zone beyond the time needed for the drop-off/pick-up transaction.

As shown on the site plan, it is anticipated that approximately 160 feet of curbside space would be available on the south side of Upper Illinois Street between the West Parcel lay-by lane and the end of the No Parking Zone near the Upper Michigan Avenue/Upper Illinois Street intersection. If the existing curbside designations in this area were shifted into this space, the available distance would be sufficient to accommodate reserved space for the Colombian Consulate (one vehicle length), a

Tribune Tower Redevelopment Page 30 September 2017

No Parking – Loading zone (two vehicle lengths), reserved space for the Italian Consulate (two vehicle lengths), and reserved space for the Egyptian Consulate (one vehicle length). This is based on the expectation that each vehicle length is equivalent to 22 feet. The one unmarked parking space that exists on Upper Illinois Street today could be eliminated, if space requires.

Delivery/Service Loading Dock Evaluation Loading docks accommodating delivery/service trucks for the two parcels are proposed via North Water Street at the lower level on the south side of the site. Based on review of truck maneuvers for both single-unit (SU-30) and multi-unit (WB-50) design vehicles using AutoTURN software, the design of the docks allows these trucks to these access the dock areas such that no part of the vehicle would block the street. AutoTURN exhibits illustrating the truck access movements for these loading areas are included in the study appendix.

Tribune Tower Redevelopment Page 31 September 2017

SUMMARY

The proposed Tribune Tower redevelopment project would be constructed in two phases and would collectively provide a total 543 new residential units, 228 hotel rooms, and nearly 80,000 square feet of retail space between the east and west parcels. On-site parking serving the proposed uses includes 343 spaces in the West Parcel garage and 470 spaces in the East Parcel garage. Based on an evaluation of the proposed development plan and travel patterns within the study area, additional traffic associated the proposed development is not expected to significantly impact capacity of adjacent intersections with the implementation of recommended improvements identified in this report.

As noted throughout this report, vehicular access to the on-site garages would be provided via lower- level streets within the study area. This access configuration is intended to leverage the excess capacity at the lower level, minimize the site’s vehicular impact on upper-level streets, and promote a safe pedestrian environment around the site’s perimeter. The assumptions defined within this study aim to provide a conservative perspective on the potential impact of the subject development, other area developments, and background growth on traffic operation within the study area. Based on capacity analysis results, several recommendations were identified to balance the demands of vehicular traffic at specific intersections with the need to maintain throughput on main corridors (like Michigan Avenue, Columbus Drive, and Grand Avenue/Illinois Street) and to prioritize pedestrian accommodations and safety. These recommendations will be discussed with CDOT staff as part of their review so that the implementation of these changes conforms to the City’s priorities within the study area.

A summary of recommendations and anticipated benefits are summarized below in Table 8.

Tribune Tower Redevelopment Page 32 September 2017

Table 8. Study Recommendations and Benefits

Recommendation Anticipated Benefit

Modify the existing signal at the Lower Illinois Street/St. Clair Serve site traffic traveling to/from the East Parcel on-site Street intersection to incorporate a south leg for the East Parcel garage, while also preserving access to an existing access. underground utilities easement.

Post minor-leg stop control at the following new intersections: • East Parcel Lower-Level Alley/East Parcel Garage Access Provide direction to drivers regarding right-of-way at these • Lower North Water Street/East Parcel Lower-Level Alley new access locations. • Lower North Water Street/West Parcel Garage Access

Mitigate an existing congestion issue to improve At Grand Avenue/St. Clair Street, consider modifying evening southbound St. Clair Street from LOS E to LOS D during peak hour signal timings to shift three seconds of green time from the evening peak hour. This requires consideration of the westbound phase to the north-south phase. signal timing and offsets for adjacent signals along Grand Avenue to maintain vehicle progression along the corridor.

Install pedestrian countdown signals at the following intersections: Improves pedestrian comfort and awareness of available • Lower Michigan Avenue/Lower Illinois Street walk time when crossing the intersection. • Lower Michigan Avenue/Grand Avenue

Install/restripe international-style crosswalks at: • Upper Michigan Avenue/Upper Illinois Street • Lower Michigan Avenue/Lower North Water Street • Lower Michigan Avenue/Grand Avenue (south leg only) • Lower Illinois Street/Lower Cityfront Plaza Drive Increase motorist awareness of pedestrian crossings. • Lower North Water Street/Lower Cityfront Plaza Drive • Lower Illinois Street/St. Clair Street (west leg) • Signalized mid-block crossings on Upper Michigan Avenue at Tribune Tower and Pioneer Court

Use the available curbside space on the south side of Upper Illinois Street between Upper Michigan Avenue and the West Support existing curbside uses in close proximity to their Parcel residential lay-by lane to accommodate existing curbside current location. designations located in this vicinity.

Tribune Tower Redevelopment Page 33 September 2017

APPENDIX

Site Plan (East and West Parcels)

AutoTURN Exhibits for Loading Docks

Existing Capacity Reports

Future Capacity Reports

Traffic Count Data

Trip Assignment Information for Other Developments

Tribune Tower Redevelopment September 2017

SITE PLAN

East and West Parcels

Tribune Tower Redevelopment September 2017

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251$0(17$/ /2$',1*'2&. )(1&(

251$0(17$/ A )(1&( LOADING SUB-AREAUB-AREAU ‘B’ LOADING ACCESS

685)$&(3$5.,1* A PARKING 3(7<$5' ACCESS ARREAR A 6,*1 SUB-AREASU ‘A’ A LOADING :$/. ( :6,' (;,67,1* 1( ACCESS 67$,583

$5&+,7(&785$/ 251$0(17$/ 6&5((1:$// )(1&(

:$/. 6,'( PARKING 1(: 7 SUB-AREA ‘C’ ACCESS 75(( (56 :$7 LOADING 257+ :$/. 1 6,'( ACCESS ( 1(:

0’ 25’ 50’ PROPOSED SITE PLAN LOWER MICHIGAN AVE LEVEL 419-415 N. Michigan Ave., 137-209 E. Illinois St. & 458-478 N. Cityfront Plaza Dr. © 2017 SOLOMON CORDWELL BUENZ VEHICULAR ACCESS POINTS 09/25/2017 11

AUTOTURN EXHIBITS FOR LOADING DOCKS

Tribune Tower Redevelopment September 2017

S c a l e : 0 ' 1 5 ' 3 0 ' 4 5 ' 6 0 '

NORTH S H E E

T TRIBUNE TOWER EAST PARCEL 3 N U M © B SU-30 TURNING MOVEMENTS E R S c a l e : 0 ' 1 5 ' 3 0 ' 4 5 ' 6 0 '

NORTH S H E E

T TRIBUNE TOWER EAST PARCEL 2 N U M © B WB-50 TURNING MOVEMENTS E R N SLOPE 8" SLOPE 8" RESI RESIDENTIAL STORAGE DN TO DN FROM LEVEL L2 LEVEL LL CORRIDOR RAMP EL. 12'-10" EL. 12'-2"

BUILDING 4 9 EXISTING STAFF T LOWER LEVEL CARTS N. MICHIGAN AVE 21 SUPPORT ELEVATOR STORAGE 2,192 SF 123 EL. 15'-10"

BUILDING ELEVATOR LOBBY WASTE SLAB ELEVATION NEW RETAIL +12'-2" ENGINEER'S RECYCLE EL. 12'-2" SERVICE +17'-8" (CCD) ELEVATOR OFFICE VESTIBULE

RAMP TOILET MAINT. STAFF SEATING WASTE BIN LOCKER ROOM DN O.T.B.

CORR. DRY PET SPA COMED BREAK ROOM CLEANER CORRIDOR ATTENDANT ROOM 44 BIKES BIKE STORAGE 168 BIKES EL. 15'-10" VESTIBULE ©

RAISED SIDEWALK RAISED RECEIVING UP DN VEST.

AIR SHAFT UP AIR SHAFT DN EL. 12'-2" O.H. DOOR O.H. DOOR 15'-10"

EXISTING LOADING DOCK ORNAMENTAL RAMP DN DN FENCE

10x25 10x50 10x50 10x50 10x25 10x25

ORNAMENTAL FENCE

12345678910

1 2 3 4 5 6

SURFACE PARKING PET YARD

11 12

SIGN ORNAMENTAL FENCE WALK SIDE NEW EXISTING STAIR UP ARCHITECTURAL SCREEN WALL

LINE ERTY PROP WALK SIDE NEW

REET R ST WATE RTH E. NO WALK SIDE NEW TRIBUNE TOWER WEST PARCEL SU-30 TURNING MOVEMENTS (DOCK 1)

Scale: 0' 15' 30'45' 60'

NORTH SHEET NUMBER 1 N SLOPE 8" SLOPE 8" RESI RESIDENTIAL STORAGE DN TO DN FROM LEVEL L2 LEVEL LL CORRIDOR RAMP EL. 12'-10" EL. 12'-2"

BUILDING 4 9 EXISTING STAFF T LOWER LEVEL CARTS N. MICHIGAN AVE 21 SUPPORT ELEVATOR STORAGE 2,192 SF 123 EL. 15'-10"

BUILDING ELEVATOR LOBBY WASTE SLAB ELEVATION NEW RETAIL +12'-2" ENGINEER'S RECYCLE EL. 12'-2" SERVICE +17'-8" (CCD) ELEVATOR OFFICE VESTIBULE

RAMP TOILET MAINT. STAFF SEATING WASTE BIN LOCKER ROOM DN O.T.B.

CORR. DRY PET SPA COMED BREAK ROOM CLEANER CORRIDOR ATTENDANT ROOM 44 BIKES BIKE STORAGE 168 BIKES EL. 15'-10" VESTIBULE ©

RAISED SIDEWALK RAISED RECEIVING UP DN VEST.

AIR SHAFT UP AIR SHAFT DN EL. 12'-2" O.H. DOOR O.H. DOOR 15'-10"

EXISTING LOADING DOCK ORNAMENTAL RAMP DN DN FENCE

10x25 10x50 10x50 10x50 10x25 10x25

ORNAMENTAL FENCE

12345678910

1 2 3 4 5 6

SURFACE PARKING PET YARD

11 12

SIGN ORNAMENTAL FENCE WALK SIDE NEW EXISTING STAIR UP ARCHITECTURAL SCREEN WALL

LINE ERTY PROP WALK SIDE NEW

REET R ST WATE RTH E. NO WALK SIDE NEW WB-50 TURNING MOVEMENTS (DOCKS 2,4) TRIBUNE TOWER WEST PARCEL

Scale: 0' 15' 30'45' 60'

NORTH SHEET NUMBER 2

EXISTING CAPACITY REPORTS

Weekday Morning Peak Hour

Weekday Evening Peak Hour

Tribune Tower Redevelopment September 2017

Lanes, Volumes, Timings 100: Upper Michigan Ave & Upper Illinois St 09/13/2017

Lane Group WBL WBR NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 50 105 1325 95 10 95 1435 Future Volume (vph) 50 105 1325 95 10 95 1435 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 2000 Lane Width (ft) 10 10 10 10 12 9 10 Storage Length (ft) 0 25 0 125 Storage Lanes 1 1 0 1 Taper Length (ft) 25 145 Lane Util. Factor 1.00 1.00 0.91 0.91 0.91 1.00 0.91 Ped Bike Factor 0.82 0.76 0.98 0.97 Frt 0.850 0.990 Flt Protected 0.950 0.950 Satd. Flow (prot) 1381 1478 4486 0 0 1593 4763 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1129 1123 4486 0 0 1540 4763 Right Turn on Red Yes Yes Satd. Flow (RTOR) 5 16 Link Speed (mph) 30 30 30 Link Distance (ft) 675 880 779 Travel Time (s) 15.3 20.0 17.7 Confl. Peds. (#/hr) 168 214 278 278 Confl. Bikes (#/hr) 4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 22% 2% 5% 2% 2% 2% 7% Adj. Flow (vph) 53 112 1410 101 11 101 1527 Shared Lane Traffic (%) Lane Group Flow (vph) 53 112 1511 0 0 112 1527 Turn Type Perm Perm NA Prot Prot NA Protected Phases 2 1 1 6 Permitted Phases 8 8 Detector Phase 8 8 2 1 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.0 34.0 58.0 13.0 13.0 71.0 Total Split (s) 34.0 34.0 58.0 13.0 13.0 71.0 Total Split (%) 32.4% 32.4% 55.2% 12.4% 12.4% 67.6% Maximum Green (s) 29.0 29.0 54.0 10.0 10.0 67.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 1.0 0.0 0.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 3.0 4.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max C-Max None None C-Max Walk Time (s) 7.0 7.0 41.0 41.0 Flash Dont Walk (s) 22.0 22.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 29.0 29.0 54.3 9.7 67.0

Existing AM Peak Hour Synchro 9 Report SDH Page 1 Lanes, Volumes, Timings 100: Upper Michigan Ave & Upper Illinois St 09/13/2017

Lane Group WBL WBR NBT NBR SBU SBL SBT Actuated g/C Ratio 0.28 0.28 0.52 0.09 0.64 v/c Ratio 0.17 0.36 0.65 0.77 0.50 Control Delay 30.8 33.1 19.9 79.0 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 30.8 33.1 19.9 79.0 10.8 LOS C C B E B Approach Delay 32.3 19.9 15.5 Approach LOS C B B 90th %ile Green (s) 29.0 29.0 54.0 10.0 10.0 67.0 90th %ile Term Code MaxR MaxR Coord Max Max Coord 70th %ile Green (s) 29.0 29.0 54.0 10.0 10.0 67.0 70th %ile Term Code MaxR MaxR Coord Max Max Coord 50th %ile Green (s) 29.0 29.0 54.0 10.0 10.0 67.0 50th %ile Term Code MaxR MaxR Coord Max Max Coord 30th %ile Green (s) 29.0 29.0 54.0 10.0 10.0 67.0 30th %ile Term Code MaxR MaxR Coord Max Max Coord 10th %ile Green (s) 29.0 29.0 55.7 8.3 8.3 67.0 10th %ile Term Code MaxR MaxR Coord Gap Gap Coord Queue Length 50th (ft) 27 58 257 74 183 Queue Length 95th (ft) 60 110 309 #164 217 Internal Link Dist (ft) 595 800 699 Turn Bay Length (ft) 25 125 Base Capacity (vph) 311 313 2329 151 3039 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 0.17 0.36 0.65 0.74 0.50 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 6 (6%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 18.3 Intersection LOS: B Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 100: Upper Michigan Ave & Upper Illinois St

Existing AM Peak Hour Synchro 9 Report SDH Page 2 Lanes, Volumes, Timings 200: Upper Cityfront Plaza & Upper Illinois St 09/13/2017

Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 15 35 130 35 10 125 50 Future Volume (vph) 15 35 130 35 10 125 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 15 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.902 0.961 Flt Protected 0.996 0.963 0.966 Satd. Flow (prot) 0 1610 0 0 1973 1671 0 Flt Permitted 0.996 0.963 0.966 Satd. Flow (perm) 0 1610 0 0 1973 1671 0 Link Speed (mph) 30 30 30 Link Distance (ft) 675 292 501 Travel Time (s) 15.3 6.6 11.4 Confl. Peds. (#/hr) 101 46 46 101 11 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 8% 2% 2% 2% 2% 7% 2% Adj. Flow (vph) 16 38 143 38 11 137 55 Shared Lane Traffic (%) Lane Group Flow (vph) 0 197 0 0 49 192 0 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 31.2% ICU Level of Service A Analysis Period (min) 15

Existing AM Peak Hour Synchro 9 Report SDH Page 3 HCM 2010 Roundabout 200: Upper Cityfront Plaza & Upper Illinois St 09/13/2017

Intersection Intersection Delay, s/veh 5.2 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 197 49 192 Demand Flow Rate, veh/h 202 50 203 Vehicles Circulating, veh/h 39 164 56 Vehicles Exiting, veh/h 175 95 185 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 101 11 46 Ped Cap Adj 0.986 0.998 0.994 Approach Delay, s/veh 5.2 4.3 5.4 Approach LOS A A A Lane Left Left Left Designated Moves LTR LT LR Assumed Moves LTR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 202 50 203 Cap Entry Lane, veh/h 1087 959 1068 Entry HV Adj Factor 0.975 0.976 0.946 Flow Entry, veh/h 197 49 192 Cap Entry, veh/h 1045 934 1004 V/C Ratio 0.188 0.052 0.191 Control Delay, s/veh 5.2 4.3 5.4 LOS A A A 95th %tile Queue, veh 1 0 1

Existing AM Peak Hour Synchro 9 Report SDH Page 4 Lanes, Volumes, Timings 300: Upper North Water St & Upper Cityfront Plaza 09/13/2017

Lane Group EBL EBT WBU WBT WBR SBU SBL SBR Lane Configurations Traffic Volume (vph) 0 0 25 0 150 25 140 0 Future Volume (vph) 0 0 25 0 150 25 140 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.865 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 1863 0 0 1499 0 1770 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 0 1863 0 0 1499 0 1770 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 372 501 Travel Time (s) 5.8 8.5 11.4 Confl. Peds. (#/hr) 52 278 278 52 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 2% 2% 4% 2% 6% 2% 2% 2% Adj. Flow (vph) 0 0 28 0 170 28 159 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 28 170 0 187 0 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15

Existing AM Peak Hour Synchro 9 Report SDH Page 6 HCM 2010 Roundabout 300: Upper North Water St & Upper Cityfront Plaza 09/13/2017

Intersection Intersection Delay, s/veh 5.5 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 0 198 187 Demand Flow Rate, veh/h 0 209 191 Vehicles Circulating, veh/h 220 29 29 Vehicles Exiting, veh/h 0 191 209 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 52 278 Ped Cap Adj 1.000 0.993 0.882 Approach Delay, s/veh 0.0 5.3 5.7 Approach LOS - A A Lane Left Left Left Designated Moves LT R L Assumed Moves LT R L RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 0 209 191 Cap Entry Lane, veh/h 907 1098 1098 Entry HV Adj Factor 1.000 0.947 0.981 Flow Entry, veh/h 0 198 187 Cap Entry, veh/h 907 1032 950 V/C Ratio 0.000 0.192 0.197 Control Delay, s/veh 4.0 5.3 5.7 LOS A A A 95th %tile Queue, veh 0 1 1

Existing AM Peak Hour Synchro 9 Report SDH Page 7 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 45 40 80 55 30 15 5 85 905 110 45 900 Future Volume (vph) 45 40 80 55 30 15 5 85 905 110 45 900 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 11 11 11 12 9 12 12 10 12 Storage Length (ft) 0 25 0 25 80 0 115 Storage Lanes 0 1 01101 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 0.91 1.00 0.91 Ped Bike Factor 0.94 0.87 0.93 0.87 0.98 0.95 0.92 0.99 Frt 0.850 0.850 0.984 0.991 Flt Protected 0.974 0.969 0.950 0.950 Satd. Flow (prot) 0 1693 1478 0 1624 1531 0 1578 4590 0 1652 4806 Flt Permitted 0.828 0.788 0.202 0.184 Satd. Flow (perm) 0 1359 1283 0 1230 1333 0 328 4590 0 293 4806 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 51 51 34 17 Link Speed (mph) 30 30 30 30 Link Distance (ft) 372 439 247 565 Travel Time (s) 8.5 10.0 5.6 12.8 Confl. Peds. (#/hr) 131 133 133 131 106 428 428 Confl. Bikes (#/hr) 2 5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 2% 5% 18% 2% 2% 3% 6% 2% 2% 6% Adj. Flow (vph) 50 44 89 61 33 17 6 94 1006 122 50 1000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 94 89 0 94 17 0 100 1128 0 50 1067 Turn Type Perm NA Perm Perm NA Perm pm+pt pm+pt NA pm+pt NA Protected Phases 4 8 13 13 2 9 6 Permitted Phases 4 4 8 8 2 2 6 Minimum Split (s) 33.0 33.0 33.0 33.0 33.0 33.0 6.0 6.0 44.0 6.0 44.0 Total Split (s) 33.0 33.0 33.0 33.0 33.0 33.0 8.0 8.0 44.0 8.0 44.0 Total Split (%) 38.8% 38.8% 38.8% 38.8% 38.8% 38.8% 9.4% 9.4% 51.8% 9.4% 51.8% Maximum Green (s) 28.0 28.0 28.0 28.0 28.0 28.0 5.0 5.0 40.0 5.0 40.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 0.0 0.0 1.0 0.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 3.0 4.0 3.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 30.0 30.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 22.0 10.0 10.0 Pedestrian Calls (#/hr) 000000 0 0 Act Effct Green (s) 28.0 28.0 28.0 28.0 46.0 40.0 46.0 40.0 Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.54 0.47 0.54 0.47 v/c Ratio 0.21 0.20 0.23 0.04 0.40 0.52 0.21 0.47 Control Delay 22.2 11.6 22.7 0.1 13.1 16.3 14.5 21.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.2 11.6 22.7 0.1 13.1 16.3 14.5 21.2

Existing AM Peak Hour Synchro 9 Report SDH Page 9 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group SBR Lane Configurations Traffic Volume (vph) 60 Future Volume (vph) 60 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) Lane Util. Factor 0.91 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 106 Confl. Bikes (#/hr) 17 Peak Hour Factor 0.90 Heavy Vehicles (%) 6% Adj. Flow (vph) 67 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay

Existing AM Peak Hour Synchro 9 Report SDH Page 10 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT LOS CB CA BB BC Approach Delay 17.0 19.2 16.0 20.9 Approach LOS B B B C Queue Length 50th (ft) 36 14 36 0 22 143 12 136 Queue Length 95th (ft) 73 47 74 1 44 182 m26 174 Internal Link Dist (ft) 292 359 167 485 Turn Bay Length (ft) 25 25 80 115 Base Capacity (vph) 447 456 405 473 251 2178 238 2270 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.20 0.23 0.04 0.40 0.52 0.21 0.47 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 19 (22%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.52 Intersection Signal Delay: 18.3 Intersection LOS: B Intersection Capacity Utilization 100.0% ICU Level of Service F Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 400: North Columbus Drive & North Water Street

Existing AM Peak Hour Synchro 9 Report SDH Page 11 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group SBR LOS Approach Delay Approach LOS 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

Existing AM Peak Hour Synchro 9 Report SDH Page 12 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 120 310 175 00007851801508300 Future Volume (vph) 120 310 175 00007851801508300 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 11 11 10 12 12 12 12 12 12 11 11 12 Storage Length (ft) 75 75 0 0 0 0 65 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft) 75 25 25 65 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.97 0.95 1.00 Ped Bike Factor 0.78 0.84 0.94 0.91 Frt 0.850 0.972 Flt Protected 0.950 0.950 Satd. Flow (prot) 1342 3061 1396 00004528 0 2686 3465 0 Flt Permitted 0.950 0.149 Satd. Flow (perm) 1049 3061 1175 00004528 0 385 3465 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 531 445 565 251 Travel Time (s) 12.1 10.1 12.8 5.7 Confl. Peds. (#/hr) 248 155 155 248 143 336 336 143 Confl. Bikes (#/hr) 25 1 1 13 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 30% 14% 8% 2% 2% 2% 2% 3% 13% 26% 6% 2% Adj. Flow (vph) 133 344 194 00008722001679220 Shared Lane Traffic (%) Lane Group Flow (vph) 133 344 194 00001072 0 167 922 0 Turn Type Perm NA Perm NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 4 6 Minimum Split (s) 34.0 34.0 34.0 30.0 9.5 45.0 Total Split (s) 34.0 34.0 34.0 30.0 15.0 45.0 Total Split (%) 40.0% 40.0% 40.0% 35.3% 17.6% 52.9% Maximum Green (s) 29.0 29.0 29.0 26.0 11.0 41.0 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 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 4.0 4.0 4.0 Lead/Lag Lag Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Walk Time (s) 5.0 5.0 5.0 13.0 26.0 Flash Dont Walk (s) 24.0 24.0 24.0 13.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 29.0 29.0 29.0 26.0 41.0 41.0 Actuated g/C Ratio 0.34 0.34 0.34 0.31 0.48 0.48 v/c Ratio 0.37 0.33 0.48 0.77 0.35 0.55 Control Delay 18.6 15.7 20.9 17.3 10.1 6.2 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.4 Total Delay 18.6 15.7 20.9 17.4 10.1 6.6

Existing AM Peak Hour Synchro 9 Report SDH Page 13 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Lane Group Ø3 Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) 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) Confl. Bikes (#/hr) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 3 9 Permitted Phases Minimum Split (s) 3.0 3.0 Total Split (s) 3.0 3.0 Total Split (%) 4% 4% Maximum Green (s) 1.0 1.0 Yellow Time (s) 2.0 2.0 All-Red Time (s) 0.0 0.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay

Existing AM Peak Hour Synchro 9 Report SDH Page 14 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS BBC B BA Approach Delay 17.8 17.4 7.2 Approach LOS B B A Queue Length 50th (ft) 45 57 75 57 11 66 Queue Length 95th (ft) 95 88 147 67 m15 83 Internal Link Dist (ft) 451 365 485 171 Turn Bay Length (ft) 75 75 65 Base Capacity (vph) 357 1044 400 1385 483 1671 Starvation Cap Reductn 0 0 0 0 0 302 Spillback Cap Reductn 0 0 0 14 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.33 0.48 0.78 0.35 0.67 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 30 (35%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.77 Intersection Signal Delay: 13.5 Intersection LOS: B Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 500: North Columbus Drive & East Illinois Street

Existing AM Peak Hour Synchro 9 Report SDH Page 15 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Lane Group Ø3 Ø9 LOS Approach Delay Approach LOS 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

Existing AM Peak Hour Synchro 9 Report SDH Page 16 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 220 725 135 170 735 0 0 760 140 Future Volume (vph) 0 0 0 220 725 135 170 735 0 0 760 140 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 10 10 10 11 10 10 11 10 12 12 10 10 Storage Length (ft) 0 0 130 130 65 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 65 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 0.97 0.95 1.00 1.00 0.91 0.91 Ped Bike Factor 0.69 0.71 0.93 0.95 Frt 0.850 0.977 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 0 0 1662 4808 1346 3193 3315 0 0 4100 0 Flt Permitted 0.950 0.186 Satd. Flow (perm) 0 0 0 1143 4808 955 584 3315 0 0 4100 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 649 389 251 231 Travel Time (s) 14.8 8.8 5.7 5.3 Confl. Peds. (#/hr) 264 339 339 264 312 552 552 312 Confl. Bikes (#/hr) 1833 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 2% 2% 5% 6% 12% 6% 7% 2% 2% 10% 9% Adj. Flow (vph) 0 0 0 227 747 139 175 758 0 0 784 144 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 227 747 139 175 758 0 0 928 0 Turn Type custom NA custom pm+pt NA NA Protected Phases 10 9 10 5 2 6 Permitted Phases 9 9 2 Minimum Split (s) 9.0 27.0 9.5 43.0 29.0 Total Split (s) 9.0 27.0 14.0 43.0 29.0 Total Split (%) 10.6% 31.8% 16.5% 50.6% 34.1% Maximum Green (s) 5.0 24.0 10.0 39.0 26.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 0.0 1.0 1.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 3.0 4.0 4.0 3.0 Lead/Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Walk Time (s) 7.0 23.0 10.0 Flash Dont Walk (s) 17.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 28.0 33.0 24.0 39.0 39.0 26.0 Actuated g/C Ratio 0.33 0.39 0.28 0.46 0.46 0.31 v/c Ratio 0.56 0.40 0.52 0.30 0.50 0.74 Control Delay 27.1 19.6 33.7 9.4 5.4 30.8 Queue Delay 0.0 0.0 0.0 0.0 1.7 0.0 Total Delay 27.1 19.6 33.7 9.4 7.1 30.8

Existing AM Peak Hour Synchro 9 Report SDH Page 17 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Lane Group Ø3 Ø12 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) 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) Confl. Bikes (#/hr) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 3 12 Permitted Phases Minimum Split (s) 3.0 3.0 Total Split (s) 3.0 3.0 Total Split (%) 4% 4% Maximum Green (s) 1.0 1.0 Yellow Time (s) 2.0 2.0 All-Red Time (s) 0.0 0.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay

Existing AM Peak Hour Synchro 9 Report SDH Page 18 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS CBCAA C Approach Delay 22.9 7.5 30.8 Approach LOS C A C Queue Length 50th (ft) 86 103 62 7 31 161 Queue Length 95th (ft) 144 136 122 m13 38 210 Internal Link Dist (ft) 569 309 171 151 Turn Bay Length (ft) 130 130 65 Base Capacity (vph) 407 1866 269 574 1521 1254 Starvation Cap Reductn 0000561 0 Spillback Cap Reductn 00000 0 Storage Cap Reductn 00000 0 Reduced v/c Ratio 0.56 0.40 0.52 0.30 0.79 0.74 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 35 (41%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.74 Intersection Signal Delay: 20.5 Intersection LOS: C Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue

Existing AM Peak Hour Synchro 9 Report SDH Page 19 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Lane Group Ø3 Ø12 LOS Approach Delay Approach LOS 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

Existing AM Peak Hour Synchro 9 Report SDH Page 20 Lanes, Volumes, Timings 700: St Clair St & Lower Grand Ave 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 50 910 75 10 80 0 0 55 150 Future Volume (vph) 0 0 0 50 910 75 10 80 0 0 55 150 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 12 12 8 12 12 8 12 Storage Length (ft) 0 0 0 50 0 0 0 0 Storage Lanes 0 0 0 1 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.67 0.99 0.92 Frt 0.850 0.901 Flt Protected 0.997 0.995 Satd. Flow (prot) 00004721 1509 0 1476 0 0 1276 0 Flt Permitted 0.997 0.967 Satd. Flow (perm) 00004686 1008 0 1423 0 0 1276 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 70 31 Link Speed (mph) 30 30 30 30 Link Distance (ft) 482 649 258 285 Travel Time (s) 11.0 14.8 5.9 6.5 Confl. Peds. (#/hr) 342 172 172 342 101 174 174 101 Confl. Bikes (#/hr) 88 11 3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 2% 2% 2% 4% 6% 7% 11% 11% 2% 2% 5% 7% Adj. Flow (vph) 0 0 0 51 929 77 10 82 0 0 56 153 Shared Lane Traffic (%) Lane Group Flow (vph) 000098077092002090 Turn Type Perm NA Perm Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 8 2 Minimum Split (s) 56.0 56.0 56.0 29.0 29.0 29.0 Total Split (s) 56.0 56.0 56.0 29.0 29.0 29.0 Total Split (%) 65.9% 65.9% 65.9% 34.1% 34.1% 34.1% Maximum Green (s) 52.0 52.0 52.0 25.0 25.0 25.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 38.0 38.0 38.0 11.0 11.0 11.0 Flash Dont Walk (s) 14.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 00000 0 Act Effct Green (s) 52.0 52.0 25.0 25.0 Actuated g/C Ratio 0.61 0.61 0.29 0.29 v/c Ratio 0.34 0.12 0.22 0.53 Control Delay 5.6 1.5 25.8 26.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 5.6 1.5 25.8 26.8

Existing AM Peak Hour Synchro 9 Report SDH Page 21 Lanes, Volumes, Timings 700: St Clair St & Lower Grand Ave 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS A A C C Approach Delay 5.3 25.8 26.8 Approach LOS A C C Queue Length 50th (ft) 63 1 26 78 Queue Length 95th (ft) 61 m7 56 148 Internal Link Dist (ft) 402 569 178 205 Turn Bay Length (ft) 50 Base Capacity (vph) 2866 643 418 397 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 0.34 0.12 0.22 0.53 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 48 (56%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.53 Intersection Signal Delay: 10.0 Intersection LOS: B Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 700: St Clair St & Lower Grand Ave

Existing AM Peak Hour Synchro 9 Report SDH Page 22 Lanes, Volumes, Timings 800: Lower Michigan Ave & Lower Grand Ave 09/13/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 0 0 220 850 205 0 Future Volume (vph) 0 0 220 850 205 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 12 Lane Util. Factor 1.00 1.00 0.91 0.91 0.97 1.00 Ped Bike Factor 0.99 1.00 Frt Flt Protected 0.990 0.950 Satd. Flow (prot) 0 0 0 4655 3273 0 Flt Permitted 0.990 0.950 Satd. Flow (perm) 0 0 0 4590 3257 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 Link Distance (ft) 254 482 256 Travel Time (s) 5.8 11.0 5.8 Confl. Peds. (#/hr) 148 148 4 3 Confl. Bikes (#/hr) 4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 13% 5% 7% 2% Adj. Flow (vph) 0 0 232 895 216 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1127 216 0 Turn Type Perm NA Prot Protected Phases 8 2 Permitted Phases 8 Minimum Split (s) 60.0 60.0 25.0 Total Split (s) 60.0 60.0 25.0 Total Split (%) 70.6% 70.6% 29.4% Maximum Green (s) 56.0 56.0 21.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 46.0 46.0 15.0 Flash Dont Walk (s) 10.0 10.0 6.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 56.0 21.0 Actuated g/C Ratio 0.66 0.25 v/c Ratio 0.37 0.27 Control Delay 2.9 24.5 Queue Delay 0.0 0.0 Total Delay 2.9 24.5 LOS A C Approach Delay 2.9 24.5 Approach LOS A C

Existing AM Peak Hour Synchro 9 Report SDH Page 23 Lanes, Volumes, Timings 800: Lower Michigan Ave & Lower Grand Ave 09/13/2017

Lane Group EBT EBR WBL WBT NBL NBR Queue Length 50th (ft) 34 54 Queue Length 95th (ft) 42 88 Internal Link Dist (ft) 174 402 176 Turn Bay Length (ft) Base Capacity (vph) 3024 808 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.37 0.27 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 57 (67%), Referenced to phase 2:NBL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.37 Intersection Signal Delay: 6.4 Intersection LOS: A Intersection Capacity Utilization 47.2% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 800: Lower Michigan Ave & Lower Grand Ave

Existing AM Peak Hour Synchro 9 Report SDH Page 24 Lanes, Volumes, Timings 900: Lower Michigan Avenue & Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 30 565 115 0000175130152050 Future Volume (vph) 30 565 115 0000175130152050 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 12 12 12 12 12 12 12 12 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 0.98 0.98 1.00 Frt 0.976 0.936 Flt Protected 0.998 0.997 Satd. Flow (prot) 0 3041 000002860 0 0 3198 0 Flt Permitted 0.998 0.923 Satd. Flow (perm) 0 3037 000002860 0 0 2955 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 42 132 Link Speed (mph) 30 30 30 30 Link Distance (ft) 284 493 341 256 Travel Time (s) 6.5 11.2 7.8 5.8 Confl. Peds. (#/hr) 54 121 121 54 15 55 55 15 Confl. Bikes (#/hr) 60 8 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 6% 10% 11% 2% 2% 2% 2% 8% 25% 20% 12% 2% Adj. Flow (vph) 34 642 131 0000199148172330 Shared Lane Traffic (%) Lane Group Flow (vph) 0 807 00000347002500 Turn Type Perm NA NA Perm NA Protected Phases 4 2 6 Permitted Phases 4 6 Minimum Split (s) 51.0 51.0 34.0 34.0 34.0 Total Split (s) 51.0 51.0 34.0 34.0 34.0 Total Split (%) 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green (s) 47.0 47.0 30.0 30.0 30.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 30.0 30.0 23.0 23.0 23.0 Flash Dont Walk (s) 17.0 17.0 7.0 7.0 7.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 47.0 30.0 30.0 Actuated g/C Ratio 0.55 0.35 0.35 v/c Ratio 0.48 0.32 0.24 Control Delay 12.0 18.2 9.8 Queue Delay 0.0 0.0 0.0 Total Delay 12.0 18.2 9.8 LOS B B A Approach Delay 12.0 18.2 9.8 Approach LOS B B A

Existing AM Peak Hour Synchro 9 Report SDH Page 25 Lanes, Volumes, Timings 900: Lower Michigan Avenue & Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 121 36 28 Queue Length 95th (ft) 160 75 47 Internal Link Dist (ft) 204 413 261 176 Turn Bay Length (ft) Base Capacity (vph) 1698 1094 1042 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.48 0.32 0.24 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 14 (16%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.48 Intersection Signal Delay: 13.1 Intersection LOS: B Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 900: Lower Michigan Avenue & Illinois Street

Existing AM Peak Hour Synchro 9 Report SDH Page 26 Lanes, Volumes, Timings 1000: Lower Illinois St & St Clair St 09/13/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 90 620 0 0 105 0 Future Volume (vph) 90 620 0 0 105 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 8 12 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.93 Frt Flt Protected 0.994 0.950 Satd. Flow (prot) 0 2894 0 0 1422 0 Flt Permitted 0.994 0.950 Satd. Flow (perm) 0 2882 0 0 1328 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 Link Distance (ft) 493 110 258 Travel Time (s) 11.2 2.5 5.9 Confl. Peds. (#/hr) 38 38 65 18 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 19% 20% 2% 2% 10% 2% Adj. Flow (vph) 99 681 0 0 115 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 780 0 0 115 0 Turn Type Perm NA Perm Protected Phases 4 Permitted Phases 4 6 Minimum Split (s) 56.0 56.0 29.0 Total Split (s) 56.0 56.0 29.0 Total Split (%) 65.9% 65.9% 34.1% Maximum Green (s) 52.0 52.0 25.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 43.0 43.0 13.0 Flash Dont Walk (s) 9.0 9.0 12.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 52.0 25.0 Actuated g/C Ratio 0.61 0.29 v/c Ratio 0.44 0.29 Control Delay 4.6 29.7 Queue Delay 0.0 0.0 Total Delay 4.6 29.7 LOS A C Approach Delay 4.6 29.7 Approach LOS A C Queue Length 50th (ft) 35 49

Existing AM Peak Hour Synchro 9 Report SDH Page 27 Lanes, Volumes, Timings 1000: Lower Illinois St & St Clair St 09/13/2017

Lane Group EBL EBT WBT WBR SBL SBR Queue Length 95th (ft) 53 101 Internal Link Dist (ft) 413 30 178 Turn Bay Length (ft) Base Capacity (vph) 1763 390 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.44 0.29 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 20 (24%), Referenced to phase 6:SBL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.44 Intersection Signal Delay: 7.8 Intersection LOS: A Intersection Capacity Utilization 50.6% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 1000: Lower Illinois St & St Clair St

Existing AM Peak Hour Synchro 9 Report SDH Page 28 Lanes, Volumes, Timings 1100: Lower Cityfront Plaza & Lower Illinois St 09/13/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 575 105 0 0 0 60 Future Volume (vph) 575 105 0 0 0 60 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 12 12 12 12 Storage Length (ft) 50 0 0 0 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 3061 1487 0 0 0 1393 Flt Permitted Satd. Flow (perm) 3061 1487 0 0 0 1393 Link Speed (mph) 30 30 30 Link Distance (ft) 110 531 347 Travel Time (s) 2.5 12.1 7.9 Confl. Peds. (#/hr) 93 93 75 10 Confl. Bikes (#/hr) 40 6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 14% 5% 2% 2% 2% 18% Adj. Flow (vph) 605 111 0 0 0 63 Shared Lane Traffic (%) Lane Group Flow (vph) 605 111 0 0 0 63 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 29.7% ICU Level of Service A Analysis Period (min) 15

Existing AM Peak Hour Synchro 9 Report SDH Page 29 HCM 2010 TWSC 1100: Lower Cityfront Plaza & Lower Illinois St 09/13/2017

Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 575 105 0 0 0 60 Future Vol, veh/h 575 105 0 0 0 60 Conflicting Peds, #/hr 0 93 93 0 75 10 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 - - - 0 Veh in Median Storage, # 0 - - - 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 14 5 2 2 2 18 Mvmt Flow 605 111 0 0 0 63

Major/Minor Major1 Minor1 Conflicting Flow All 0 0 - 406 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - - - 7.26 Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - - - 3.48 Pot Cap-1 Maneuver - - 0 552 Stage 1 - - 0 - Stage 2 - - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - 503 Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - -

Approach EB NB HCM Control Delay, s 0 13.2 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR Capacity (veh/h) 503 - - HCM Lane V/C Ratio 0.126 - - HCM Control Delay (s) 13.2 - - HCM Lane LOS B - - HCM 95th %tile Q(veh) 0.4 - -

Existing AM Peak Hour Synchro 9 Report SDH Page 30 Lanes, Volumes, Timings 1200: Lower North Water St & Lower Cityfront Plaza 09/13/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 40 110 140 20 55 50 Future Volume (vph) 40 110 140 20 55 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.983 0.936 Flt Protected 0.987 0.974 Satd. Flow (prot) 0 1764 1740 0 1644 0 Flt Permitted 0.987 0.974 Satd. Flow (perm) 0 1764 1740 0 1644 0 Link Speed (mph) 30 30 30 Link Distance (ft) 623 183 347 Travel Time (s) 14.2 4.2 7.9 Confl. Peds. (#/hr) 17 17 11 20 Confl. Bikes (#/hr) 14 7 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles (%) 10% 5% 5% 24% 2% 9% Adj. Flow (vph) 49 134 171 24 67 61 Shared Lane Traffic (%) Lane Group Flow (vph) 0 183 195 0 128 0 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 38.9% ICU Level of Service A Analysis Period (min) 15

Existing AM Peak Hour Synchro 9 Report SDH Page 31 HCM 2010 AWSC 1200: Lower North Water St & Lower Cityfront Plaza 09/13/2017

Intersection Intersection Delay, s/veh 8.9 Intersection LOS A

Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Lane Configurations Traffic Vol, veh/h 0 40 110 0 140 20 0 55 50 Future Vol, veh/h 0 40 110 0 140 20 0 55 50 Peak Hour Factor 0.92 0.82 0.82 0.92 0.82 0.82 0.92 0.82 0.82 Heavy Vehicles, % 2 10 5 2 5 24 2 2 9 Mvmt Flow 0 49 134 0 171 24 0 67 61 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 9.1 8.8 8.6 HCM LOS A A A

Lane EBLn1 WBLn1 SBLn1 Vol Left, % 27% 0% 52% Vol Thru, % 73% 88% 0% Vol Right, % 0% 12% 48% Sign Control Stop Stop Stop Traffic Vol by Lane 150 160 105 LT Vol 40 0 55 Through Vol 110 140 0 RT Vol 0 20 50 Lane Flow Rate 183 195 128 Geometry Grp 1 1 1 Degree of Util (X) 0.236 0.24 0.164 Departure Headway (Hd) 4.641 4.424 4.616 Convergence, Y/N Yes Yes Yes Cap 774 812 777 Service Time 2.665 2.446 2.643 HCM Lane V/C Ratio 0.236 0.24 0.165 HCM Control Delay 9.1 8.8 8.6 HCM Lane LOS A A A HCM 95th-tile Q 0.9 0.9 0.6

Existing AM Peak Hour Synchro 9 Report SDH Page 32 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group EBL EBT EBR2 WBL WBT WBR NBL NBT NBR SBL2 SBT SBR Lane Configurations Traffic Volume (vph) 10 70 60 70 75 20 120 360 110 35 300 35 Future Volume (vph) 10 70 60 70 75 20 120 360 110 35 300 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 10 12 10 10 10 12 12 12 12 12 Storage Length (ft) 0 0 100 100 0 0 Storage Lanes 0 0 1 1 0 0 Taper Length (ft) 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor 1.00 0.95 0.99 0.93 0.98 0.98 0.99 Frt 0.850 0.850 0.965 0.986 Flt Protected 0.994 0.976 0.950 0.995 Satd. Flow (prot) 0 1646 1358 0 1612 1225 1636 3065 0 0 3242 0 Flt Permitted 0.966 0.825 0.481 0.868 Satd. Flow (perm) 0 1592 1293 0 1347 1146 810 3065 0 0 2820 0 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 90 90 16 Link Speed (mph) 30 30 30 30 Link Distance (ft) 299 623 356 140 Travel Time (s) 6.8 14.2 8.1 3.2 Confl. Peds. (#/hr) 57 32 32 57 32 53 53 32 Confl. Bikes (#/hr) 17 13 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 36% 3% 11% 11% 4% 23% 3% 13% 6% 8% 9% 6% Adj. Flow (vph) 11 78 67 78 83 22 133 400 122 39 333 39 Shared Lane Traffic (%) Lane Group Flow (vph) 0 89 67 0 161 22 133 522 0 0 411 0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 6 Minimum Split (s) 36.0 36.0 36.0 36.0 36.0 36.0 39.0 39.0 39.0 39.0 Total Split (s) 36.0 36.0 36.0 36.0 36.0 36.0 39.0 39.0 39.0 39.0 Total Split (%) 42.4% 42.4% 42.4% 42.4% 42.4% 42.4% 45.9% 45.9% 45.9% 45.9% Maximum Green (s) 31.0 31.0 31.0 31.0 31.0 31.0 34.0 34.0 34.0 34.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 5.0 5.0 5.0 11.0 11.0 11.0 22.0 22.0 22.0 22.0 Flash Dont Walk (s) 26.0 26.0 26.0 20.0 20.0 20.0 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 00000000 00 Act Effct Green (s) 31.0 31.0 31.0 31.0 34.0 34.0 34.0 Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.40 0.40 0.40 v/c Ratio 0.15 0.13 0.33 0.05 0.41 0.43 0.36 Control Delay 19.1 3.1 21.9 0.2 23.2 19.8 15.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.1 3.1 21.9 0.2 23.2 19.8 15.3

Existing AM Peak Hour Synchro 9 Report SDH Page 33 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group NWR2 Lane Configurations Traffic Volume (vph) 1 Future Volume (vph) 1 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor 1.00 Ped Bike Factor Frt 0.865 Flt Protected Satd. Flow (prot) 822 Flt Permitted Satd. Flow (perm) 822 Right Turn on Red Yes Satd. Flow (RTOR) 733 Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 53 Confl. Bikes (#/hr) Peak Hour Factor 0.90 Heavy Vehicles (%) 100% Adj. Flow (vph) 1 Shared Lane Traffic (%) Lane Group Flow (vph) 1 Turn Type Prot Protected Phases 9 Permitted Phases Minimum Split (s) 10.0 Total Split (s) 10.0 Total Split (%) 11.8% Maximum Green (s) 5.0 Yellow Time (s) 3.0 All-Red Time (s) 2.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 5.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 5.0 Actuated g/C Ratio 0.06 v/c Ratio 0.00 Control Delay 0.0 Queue Delay 0.0 Total Delay 0.0

Existing AM Peak Hour Synchro 9 Report SDH Page 34 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group EBL EBT EBR2 WBL WBT WBR NBL NBT NBR SBL2 SBT SBR LOS BA CACB B Approach Delay 12.3 19.3 20.5 15.3 Approach LOS B B C B Queue Length 50th (ft) 31 0 61 0 50 103 46 Queue Length 95th (ft) 64 17 111 0 101 146 116 Internal Link Dist (ft) 219 543 276 60 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 580 528 491 475 324 1226 1137 Starvation Cap Reductn 0 0 0000 0 Spillback Cap Reductn 0 0 0000 0 Storage Cap Reductn 0 0 0000 0 Reduced v/c Ratio 0.15 0.13 0.33 0.05 0.41 0.43 0.36 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 26 (31%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.43 Intersection Signal Delay: 17.9 Intersection LOS: B Intersection Capacity Utilization 110.0% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 1300: Lower Michigan Ave & Service Lane & Lower North Water St

Existing AM Peak Hour Synchro 9 Report SDH Page 35 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group NWR2 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 0 Queue Length 95th (ft) 0 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) 738 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.00 Intersection Summary

Existing AM Peak Hour Synchro 9 Report SDH Page 36 Lanes, Volumes, Timings 1400: Lower Michigan Avenue & Hubbard Street 09/13/2017

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 5 70 90 300 300 20 Future Volume (vph) 5 70 90 300 300 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 12 12 12 12 12 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Ped Bike Factor Frt 0.873 0.990 Flt Protected 0.997 0.989 Satd. Flow (prot) 1772 0 0 3142 3192 0 Flt Permitted 0.997 0.989 Satd. Flow (perm) 1772 0 0 3142 3192 0 Link Speed (mph) 30 30 30 Link Distance (ft) 307 140 341 Travel Time (s) 7.0 3.2 7.8 Confl. Peds. (#/hr) 30 18 60 60 Confl. Bikes (#/hr) 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 6% 9% 15% 11% 26% Adj. Flow (vph) 5 75 97 323 323 22 Shared Lane Traffic (%) Lane Group Flow (vph) 80 0 0 420 345 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.1% ICU Level of Service A Analysis Period (min) 15

Existing AM Peak Hour Synchro 9 Report SDH Page 37 HCM 2010 TWSC 1400: Lower Michigan Avenue & Hubbard Street 09/13/2017

Intersection Int Delay, s/veh 2.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 70 90 300 300 20 Future Vol, veh/h 5 70 90 300 300 20 Conflicting Peds, #/hr 30 18 60 0 0 60 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 6 9 15 11 26 Mvmt Flow 5 75 97 323 323 22

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 778 250 404 0 - 0 Stage 1 393 - - - - - Stage 2 385 - - - - - Critical Hdwy 6.84 7.02 4.28 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.36 2.29 - - - Pot Cap-1 Maneuver 333 738 1103 - - - Stage 1 651 - - - - - Stage 2 657 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 253 670 1084 - - - Mov Cap-2 Maneuver 253 - - - - - Stage 1 601 - - - - - Stage 2 541 - - - - -

Approach EB NB SB HCM Control Delay, s 11.9 2.2 0 HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1084 - 604 - - HCM Lane V/C Ratio 0.089 - 0.134 - - HCM Control Delay (s) 8.6 0.3 11.9 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.3 - 0.5 - -

Existing AM Peak Hour Synchro 9 Report SDH Page 38 Lanes, Volumes, Timings 100: Upper Michigan Ave & Upper Illinois St 09/13/2017

Lane Group WBL WBR NBU NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 65 150 5 1055 95 10 135 1150 Future Volume (vph) 65 150 5 1055 95 10 135 1150 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 Lane Width (ft) 10 10 12 10 10 12 9 10 Storage Length (ft) 0 25 0 0 125 Storage Lanes 1 1 0 0 1 Taper Length (ft) 25 25 145 Lane Util. Factor 1.00 1.00 0.91 0.91 0.91 0.91 1.00 0.91 Ped Bike Factor 0.69 0.66 0.95 0.90 Frt 0.850 0.988 Flt Protected 0.950 0.950 Satd. Flow (prot) 1652 1463 0 4286 0 0 1564 4808 Flt Permitted 0.950 0.935 0.950 Satd. Flow (perm) 1140 969 0 4007 0 0 1415 4808 Right Turn on Red Yes Yes Satd. Flow (RTOR) 1 20 Link Speed (mph) 30 30 30 Link Distance (ft) 675 880 779 Travel Time (s) 15.3 20.0 17.7 Confl. Peds. (#/hr) 321 413 694 694 Confl. Bikes (#/hr) 7 15 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 3% 2% 7% 2% 2% 4% 6% Adj. Flow (vph) 70 161 5 1134 102 11 145 1237 Shared Lane Traffic (%) Lane Group Flow (vph) 70 161 0 1241 0 0 156 1237 Turn Type Prot Perm Perm NA Prot Prot NA Protected Phases 8 2 1 1 6 Permitted Phases 8 2 Detector Phase 8822 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.0 34.0 58.0 58.0 13.0 13.0 71.0 Total Split (s) 34.0 34.0 58.0 58.0 13.0 13.0 71.0 Total Split (%) 32.4% 32.4% 55.2% 55.2% 12.4% 12.4% 67.6% Maximum Green (s) 29.0 29.0 54.0 54.0 10.0 10.0 67.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 1.0 1.0 0.0 0.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 3.0 4.0 Lead/Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max C-Max C-Max None None C-Max Walk Time (s) 7.0 7.0 41.0 41.0 41.0 Flash Dont Walk (s) 22.0 22.0 13.0 13.0 13.0 Pedestrian Calls (#/hr) 0000 0 Act Effct Green (s) 29.0 29.0 54.0 10.0 67.0

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 1 Lanes, Volumes, Timings 100: Upper Michigan Ave & Upper Illinois St 09/13/2017

Lane Group WBL WBR NBU NBT NBR SBU SBL SBT Actuated g/C Ratio 0.28 0.28 0.51 0.10 0.64 v/c Ratio 0.15 0.60 0.60 1.05 0.40 Control Delay 29.9 43.6 19.1 136.1 9.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 29.9 43.6 19.1 136.1 9.7 LOS C D B F A Approach Delay 39.5 19.1 23.9 Approach LOS D B C 90th %ile Green (s) 29.0 29.0 54.0 54.0 10.0 10.0 67.0 90th %ile Term Code MaxR MaxR Coord Coord Max Max Coord 70th %ile Green (s) 29.0 29.0 54.0 54.0 10.0 10.0 67.0 70th %ile Term Code MaxR MaxR Coord Coord Max Max Coord 50th %ile Green (s) 29.0 29.0 54.0 54.0 10.0 10.0 67.0 50th %ile Term Code MaxR MaxR Coord Coord Max Max Coord 30th %ile Green (s) 29.0 29.0 54.0 54.0 10.0 10.0 67.0 30th %ile Term Code MaxR MaxR Coord Coord Max Max Coord 10th %ile Green (s) 29.0 29.0 54.0 54.0 10.0 10.0 67.0 10th %ile Term Code MaxR MaxR Coord Coord Max Max Coord Queue Length 50th (ft) 36 93 202 ~114 135 Queue Length 95th (ft) 72 168 248 #244 163 Internal Link Dist (ft) 595 800 699 Turn Bay Length (ft) 25 125 Base Capacity (vph) 456 268 2070 148 3067 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 0.60 0.60 1.05 0.40 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 6 (6%), Referenced to phase 2:NBTU and 6:SBT, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.05 Intersection Signal Delay: 23.1 Intersection LOS: C Intersection Capacity Utilization 101.1% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 100: Upper Michigan Ave & Upper Illinois St

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 2 Lanes, Volumes, Timings 200: Upper Cityfront Plaza & Upper Illinois St 09/13/2017

Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 15 35 140 90 20 155 30 Future Volume (vph) 15 35 140 90 20 155 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 15 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.901 0.978 Flt Protected 0.996 0.961 0.960 Satd. Flow (prot) 0 1593 0 0 1969 1691 0 Flt Permitted 0.996 0.961 0.960 Satd. Flow (perm) 0 1593 0 0 1969 1691 0 Link Speed (mph) 30 30 30 Link Distance (ft) 675 292 501 Travel Time (s) 15.3 6.6 11.4 Confl. Peds. (#/hr) 154 225 225 154 66 Confl. Bikes (#/hr) 2 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%) 2% 2% 4% 2% 2% 6% 3% Adj. Flow (vph) 19 43 173 111 25 191 37 Shared Lane Traffic (%) Lane Group Flow (vph) 0 235 0 0 136 228 0 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 4 HCM 2010 Roundabout 200: Upper Cityfront Plaza & Upper Illinois St 09/13/2017

Intersection Intersection Delay, s/veh 6.2 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 235 136 228 Demand Flow Rate, veh/h 243 139 240 Vehicles Circulating, veh/h 113 221 63 Vehicles Exiting, veh/h 246 82 293 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 154 66 225 Ped Cap Adj 0.957 0.991 0.915 Approach Delay, s/veh 6.4 5.6 6.4 Approach LOS A A A Lane Left Left Left Designated Moves LTR LT LR Assumed Moves LTR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 243 139 240 Cap Entry Lane, veh/h 1009 906 1061 Entry HV Adj Factor 0.966 0.982 0.950 Flow Entry, veh/h 235 136 228 Cap Entry, veh/h 933 881 922 V/C Ratio 0.252 0.155 0.247 Control Delay, s/veh 6.4 5.6 6.4 LOS A A A 95th %tile Queue, veh 1 1 1

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 5 Lanes, Volumes, Timings 300: Upper North Water St & Upper Cityfront Plaza 09/13/2017

Lane Group EBL EBT WBU WBT WBR SBU SBL SBR Lane Configurations Traffic Volume (vph) 0 0 15 0 145 40 190 0 Future Volume (vph) 0 0 15 0 145 40 190 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.865 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 1863 0 0 1485 0 1741 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 0 1863 0 0 1485 0 1741 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 372 501 Travel Time (s) 5.8 8.5 11.4 Confl. Peds. (#/hr) 132 350 350 132 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 2% 2% 6% 2% 7% 2% 4% 2% Adj. Flow (vph) 0 0 18 0 173 48 226 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 18 173 0 274 0 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 8 HCM 2010 Roundabout 300: Upper North Water St & Upper Cityfront Plaza 09/13/2017

Intersection Intersection Delay, s/veh 6.6 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 0 191 274 Demand Flow Rate, veh/h 0 204 284 Vehicles Circulating, veh/h 303 49 19 Vehicles Exiting, veh/h 0 254 234 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 132 350 Ped Cap Adj 1.000 0.969 0.838 Approach Delay, s/veh 0.0 5.6 7.3 Approach LOS - A A Lane Left Left Left Designated Moves LT R L Assumed Moves LT R L RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 0 204 284 Cap Entry Lane, veh/h 835 1076 1109 Entry HV Adj Factor 1.000 0.936 0.965 Flow Entry, veh/h 0 191 274 Cap Entry, veh/h 835 975 897 V/C Ratio 0.000 0.196 0.306 Control Delay, s/veh 4.3 5.6 7.3 LOS A A A 95th %tile Queue, veh 0 1 1

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 9 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 50 50 105 55 25 25 10 80 905 200 50 1230 Future Volume (vph) 50 50 105 55 25 25 10 80 905 200 50 1230 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 11 11 11 12 9 12 12 10 12 Storage Length (ft) 0 25 0 25 80 0 115 Storage Lanes 0 1 01101 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 0.91 1.00 0.91 Ped Bike Factor 0.92 0.78 0.88 0.81 0.98 0.90 0.91 0.99 Frt 0.850 0.850 0.973 0.994 Flt Protected 0.976 0.967 0.950 0.950 Satd. Flow (prot) 0 1697 1478 0 1741 1531 0 1593 4447 0 1652 5018 Flt Permitted 0.837 0.775 0.124 0.170 Satd. Flow (perm) 0 1338 1159 0 1225 1238 0 204 4447 0 268 5018 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 51 51 78 11 Link Speed (mph) 30 30 30 30 Link Distance (ft) 372 439 247 565 Travel Time (s) 8.5 10.0 5.6 12.8 Confl. Peds. (#/hr) 200 226 226 200 142 689 689 Confl. Bikes (#/hr) 5 1 10 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 53 53 112 59 27 27 11 85 963 213 53 1309 Shared Lane Traffic (%) Lane Group Flow (vph) 0 106 112 0 86 27 0 96 1176 0 53 1368 Turn Type Perm NA Perm Perm NA Perm pm+pt pm+pt NA pm+pt NA Protected Phases 4 8 13 13 2 9 6 Permitted Phases 4 4 8 8 2 2 6 Minimum Split (s) 33.0 33.0 33.0 33.0 33.0 33.0 6.0 6.0 44.0 6.0 44.0 Total Split (s) 33.0 33.0 33.0 33.0 33.0 33.0 8.0 8.0 44.0 8.0 44.0 Total Split (%) 38.8% 38.8% 38.8% 38.8% 38.8% 38.8% 9.4% 9.4% 51.8% 9.4% 51.8% Maximum Green (s) 28.0 28.0 28.0 28.0 28.0 28.0 5.0 5.0 40.0 5.0 40.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 0.0 0.0 1.0 0.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 3.0 4.0 3.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 30.0 30.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 22.0 10.0 10.0 Pedestrian Calls (#/hr) 000000 0 0 Act Effct Green (s) 28.0 28.0 28.0 28.0 46.0 40.0 46.0 40.0 Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.54 0.47 0.54 0.47 v/c Ratio 0.24 0.27 0.21 0.06 0.50 0.55 0.23 0.58 Control Delay 22.6 14.2 22.4 2.7 17.5 16.1 10.2 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.6 14.2 22.4 2.7 17.5 16.1 10.2 14.0 LOS CB CA BB BB

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 12 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group SBR Lane Configurations Traffic Volume (vph) 55 Future Volume (vph) 55 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) Lane Util. Factor 0.91 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 142 Confl. Bikes (#/hr) 2 Peak Hour Factor 0.94 Adj. Flow (vph) 59 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 13 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Approach Delay 18.3 17.7 16.2 13.9 Approach LOS B B B B Queue Length 50th (ft) 41 23 33 0 21 146 8 124 Queue Length 95th (ft) 80 63 69 9 43 187 m15 m167 Internal Link Dist (ft) 292 359 167 485 Turn Bay Length (ft) 25 25 80 115 Base Capacity (vph) 440 415 403 442 192 2134 226 2367 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.27 0.21 0.06 0.50 0.55 0.23 0.58 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 26 (31%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.58 Intersection Signal Delay: 15.3 Intersection LOS: B Intersection Capacity Utilization 100.0% ICU Level of Service F Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 400: North Columbus Drive & North Water Street

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 14 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group SBR Approach Delay Approach LOS 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

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 15 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 195 545 265 00008451352051070 0 Future Volume (vph) 195 545 265 00008451352051070 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 11 11 10 12 12 12 12 12 12 11 11 12 Storage Length (ft) 75 75 0 0 0 0 65 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft) 75 25 25 65 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.97 0.95 1.00 Ped Bike Factor 0.64 0.65 0.95 0.90 Frt 0.850 0.979 Flt Protected 0.950 0.950 Satd. Flow (prot) 1694 3323 1463 00004624 0 3077 3566 0 Flt Permitted 0.950 0.148 Satd. Flow (perm) 1093 3323 944 00004624 0 430 3566 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 531 445 565 251 Travel Time (s) 12.1 10.1 12.8 5.7 Confl. Peds. (#/hr) 654 515 515 654 273 568 568 273 Confl. Bikes (#/hr) 64 6 5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 3% 5% 3% 2% 2% 2% 2% 3% 13% 10% 3% 2% Adj. Flow (vph) 207 580 282 00008991442181138 0 Shared Lane Traffic (%) Lane Group Flow (vph) 207 580 282 00001043 0 218 1138 0 Turn Type Perm NA Perm NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 4 6 Minimum Split (s) 34.0 34.0 34.0 30.0 9.5 45.0 Total Split (s) 34.0 34.0 34.0 27.0 18.0 45.0 Total Split (%) 40.0% 40.0% 40.0% 31.8% 21.2% 52.9% Maximum Green (s) 29.0 29.0 29.0 23.0 14.0 41.0 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 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 4.0 4.0 4.0 Lead/Lag Lag Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Walk Time (s) 5.0 5.0 5.0 13.0 26.0 Flash Dont Walk (s) 24.0 24.0 24.0 13.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 29.0 29.0 29.0 23.0 41.0 41.0 Actuated g/C Ratio 0.34 0.34 0.34 0.27 0.48 0.48 v/c Ratio 0.56 0.51 0.88 0.83 0.34 0.66 Control Delay 23.6 18.4 49.8 24.4 10.4 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4 Total Delay 23.6 18.4 49.8 24.4 10.4 6.9

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 17 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 18 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS C B D C B A Approach Delay 27.7 24.4 7.5 Approach LOS C C A Queue Length 50th (ft) 82 116 148 78 13 90 Queue Length 95th (ft) 165 163 #292 #115 m21 m106 Internal Link Dist (ft) 451 365 485 171 Turn Bay Length (ft) 75 75 65 Base Capacity (vph) 372 1133 322 1251 643 1720 Starvation Cap Reductn 0 0 0 0 0 203 Spillback Cap Reductn 0 0 0 1 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.51 0.88 0.83 0.34 0.75 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 33 (39%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.88 Intersection Signal Delay: 18.8 Intersection LOS: B Intersection Capacity Utilization 94.0% ICU Level of Service F 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: 500: North Columbus Drive & East Illinois Street

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 19 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 20 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 320 600 150 295 745 0 0 955 130 Future Volume (vph) 0 0 0 320 600 150 295 745 0 0 955 130 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 10 10 10 11 10 10 11 10 12 12 10 10 Storage Length (ft) 0 0 130 130 65 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 65 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 0.97 0.95 1.00 1.00 0.91 0.91 Ped Bike Factor 0.64 0.64 0.95 0.96 Frt 0.850 0.982 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 0 0 1711 4808 1277 3319 3410 0 0 4329 0 Flt Permitted 0.950 0.147 Satd. Flow (perm) 0 0 0 1095 4808 816 486 3410 0 0 4329 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 649 389 251 231 Travel Time (s) 14.8 8.8 5.7 5.3 Confl. Peds. (#/hr) 422 518 518 422 520 833 833 520 Confl. Bikes (#/hr) 48 3 6 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 2% 2% 2% 6% 18% 2% 4% 2% 2% 5% 7% Adj. Flow (vph) 0 0 0 333 625 156 307 776 0 0 995 135 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 333 625 156 307 776 0 0 1130 0 Turn Type custom NA custom pm+pt NA NA Protected Phases 10 9 10 5 2 6 Permitted Phases 9 9 2 Minimum Split (s) 9.0 25.0 11.0 45.0 34.0 Total Split (s) 9.0 25.0 11.0 45.0 34.0 Total Split (%) 10.6% 29.4% 12.9% 52.9% 40.0% Maximum Green (s) 5.0 22.0 7.0 41.0 31.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 0.0 1.0 1.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 3.0 4.0 4.0 3.0 Lead/Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Walk Time (s) 10.0 23.0 10.0 Flash Dont Walk (s) 12.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 26.0 31.0 22.0 41.0 41.0 31.0 Actuated g/C Ratio 0.31 0.36 0.26 0.48 0.48 0.36 v/c Ratio 0.90 0.36 0.74 0.66 0.47 0.72 Control Delay 55.5 20.4 52.1 21.5 5.4 26.3 Queue Delay 0.0 0.0 0.0 67.9 1.8 0.0 Total Delay 55.5 20.4 52.1 89.4 7.3 26.3

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 22 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 23 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS E C D F A C Approach Delay 35.4 30.5 26.3 Approach LOS D C C Queue Length 50th (ft) 141 87 76 45 45 186 Queue Length 95th (ft) #268 117 #175 m69 m54 237 Internal Link Dist (ft) 569 309 171 151 Turn Bay Length (ft) 130 130 65 Base Capacity (vph) 371 1753 211 467 1644 1578 Starvation Cap Reductn 0 0 0 315 670 0 Spillback Cap Reductn 00000 7 Storage Cap Reductn 00000 0 Reduced v/c Ratio 0.90 0.36 0.74 2.02 0.80 0.72 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 35 (41%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.90 Intersection Signal Delay: 30.7 Intersection LOS: C Intersection Capacity Utilization 94.0% ICU Level of Service F 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: North Columbus Drive/North Fairbanks Court & East Grand Avenue

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 24 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 25 Lanes, Volumes, Timings 700: St Clair St & Lower Grand Ave 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 50 885 90 15 105 0 0 100 235 Future Volume (vph) 0 0 0 50 885 90 15 105 0 0 100 235 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 12 12 8 12 12 8 12 Storage Length (ft) 0 0 0 50 0 0 0 0 Storage Lanes 0 0 0 1 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.54 0.99 0.87 Frt 0.850 0.905 Flt Protected 0.997 0.994 Satd. Flow (prot) 00004721 1583 0 1564 0 0 1258 0 Flt Permitted 0.997 0.941 Satd. Flow (perm) 00004655 853 0 1466 0 0 1258 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 81 13 Link Speed (mph) 30 30 30 30 Link Distance (ft) 482 649 258 285 Travel Time (s) 11.0 14.8 5.9 6.5 Confl. Peds. (#/hr) 521 318 318 521 168 232 232 168 Confl. Bikes (#/hr) 69 7 18 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 2% 4% 6% 2% 2% 5% 2% 2% 2% 3% Adj. Flow (vph) 0 0 0 53 932 95 16 111 0 0 105 247 Shared Lane Traffic (%) Lane Group Flow (vph) 0000985950127003520 Turn Type Perm NA Perm Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 8 2 Minimum Split (s) 56.0 56.0 56.0 29.0 29.0 29.0 Total Split (s) 56.0 56.0 56.0 29.0 29.0 29.0 Total Split (%) 65.9% 65.9% 65.9% 34.1% 34.1% 34.1% Maximum Green (s) 52.0 52.0 52.0 25.0 25.0 25.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 38.0 38.0 38.0 11.0 11.0 11.0 Flash Dont Walk (s) 14.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 00000 0 Act Effct Green (s) 52.0 52.0 25.0 25.0 Actuated g/C Ratio 0.61 0.61 0.29 0.29 v/c Ratio 0.35 0.17 0.29 0.93 Control Delay 5.1 1.3 32.8 61.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 5.1 1.3 32.8 61.9

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 27 Lanes, Volumes, Timings 700: St Clair St & Lower Grand Ave 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS A A C E Approach Delay 4.8 32.8 61.9 Approach LOS A C E Queue Length 50th (ft) 55 1 51 176 Queue Length 95th (ft) 54 m5 96 #345 Internal Link Dist (ft) 402 569 178 205 Turn Bay Length (ft) 50 Base Capacity (vph) 2847 553 431 379 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 0.35 0.17 0.29 0.93 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 48 (56%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.93 Intersection Signal Delay: 20.0 Intersection LOS: B Intersection Capacity Utilization 74.9% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 700: St Clair St & Lower Grand Ave

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 28 Lanes, Volumes, Timings 800: Lower Michigan Ave & Lower Grand Ave 09/13/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 0 0 240 895 400 0 Future Volume (vph) 0 0 240 895 400 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 12 Lane Util. Factor 1.00 1.00 0.91 0.91 0.97 1.00 Ped Bike Factor 0.96 0.99 Frt Flt Protected 0.990 0.950 Satd. Flow (prot) 0 0 0 4706 3433 0 Flt Permitted 0.990 0.950 Satd. Flow (perm) 0 0 0 4529 3412 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 Link Distance (ft) 254 482 256 Travel Time (s) 5.8 11.0 5.8 Confl. Peds. (#/hr) 391 391 5 24 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 11% 4% 2% 2% Adj. Flow (vph) 0 0 253 942 421 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1195 421 0 Turn Type Perm NA Prot Protected Phases 8 2 Permitted Phases 8 Minimum Split (s) 60.0 60.0 25.0 Total Split (s) 60.0 60.0 25.0 Total Split (%) 70.6% 70.6% 29.4% Maximum Green (s) 56.0 56.0 21.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 46.0 46.0 15.0 Flash Dont Walk (s) 10.0 10.0 6.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 56.0 21.0 Actuated g/C Ratio 0.66 0.25 v/c Ratio 0.40 0.50 Control Delay 3.9 24.1 Queue Delay 0.0 1.4 Total Delay 3.9 25.5 LOS A C Approach Delay 3.9 25.5 Approach LOS A C Queue Length 50th (ft) 54 122

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 30 Lanes, Volumes, Timings 800: Lower Michigan Ave & Lower Grand Ave 09/13/2017

Lane Group EBT EBR WBL WBT NBL NBR Queue Length 95th (ft) m60 170 Internal Link Dist (ft) 174 402 176 Turn Bay Length (ft) Base Capacity (vph) 2983 848 Starvation Cap Reductn 0 246 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.40 0.70 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 57 (67%), Referenced to phase 2:NBL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.50 Intersection Signal Delay: 9.5 Intersection LOS: A Intersection Capacity Utilization 48.5% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 800: Lower Michigan Ave & Lower Grand Ave

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 31 Lanes, Volumes, Timings 900: Lower Michigan Avenue & Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 625 165 0000390195152250 Future Volume (vph) 10 625 165 0000390195152250 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 12 12 12 12 12 12 12 12 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 0.98 0.98 1.00 Frt 0.969 0.950 Flt Protected 0.999 0.997 Satd. Flow (prot) 0 3186 000003197 0 0 3265 0 Flt Permitted 0.999 0.909 Satd. Flow (perm) 0 3183 000003197 0 0 2973 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 61 105 Link Speed (mph) 30 30 30 30 Link Distance (ft) 284 493 341 256 Travel Time (s) 6.5 11.2 7.8 5.8 Confl. Peds. (#/hr) 136 149 149 136 9 59 59 9 Confl. Bikes (#/hr) 63 4 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 4% 2% 2% 2% 2% 2% 2% 11% 14% 10% 2% Adj. Flow (vph) 11 679 179 0000424212162450 Shared Lane Traffic (%) Lane Group Flow (vph) 0 869 00000636002610 Turn Type Perm NA NA Perm NA Protected Phases 4 2 6 Permitted Phases 4 6 Minimum Split (s) 51.0 51.0 34.0 34.0 34.0 Total Split (s) 51.0 51.0 34.0 34.0 34.0 Total Split (%) 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green (s) 47.0 47.0 30.0 30.0 30.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 30.0 30.0 23.0 23.0 23.0 Flash Dont Walk (s) 17.0 17.0 7.0 7.0 7.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 47.0 30.0 30.0 Actuated g/C Ratio 0.55 0.35 0.35 v/c Ratio 0.49 0.53 0.25 Control Delay 11.8 18.3 10.2 Queue Delay 0.0 0.0 0.0 Total Delay 11.8 18.3 10.2 LOS B B B Approach Delay 11.8 18.3 10.2 Approach LOS B B B

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 33 Lanes, Volumes, Timings 900: Lower Michigan Avenue & Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 128 62 48 Queue Length 95th (ft) 175 120 68 Internal Link Dist (ft) 204 413 261 176 Turn Bay Length (ft) Base Capacity (vph) 1787 1196 1049 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.49 0.53 0.25 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 20 (24%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.53 Intersection Signal Delay: 13.9 Intersection LOS: B Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 900: Lower Michigan Avenue & Illinois Street

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 34 Lanes, Volumes, Timings 1000: Lower Illinois St & St Clair St 09/13/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 95 740 0 0 125 0 Future Volume (vph) 95 740 0 0 125 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 8 12 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.93 Frt Flt Protected 0.994 0.950 Satd. Flow (prot) 0 3258 0 0 1534 0 Flt Permitted 0.994 0.950 Satd. Flow (perm) 0 3227 0 0 1434 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 Link Distance (ft) 493 110 258 Travel Time (s) 11.2 2.5 5.9 Confl. Peds. (#/hr) 103 103 64 30 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 10% 6% 2% 2% 2% 2% Adj. Flow (vph) 100 779 0 0 132 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 879 0 0 132 0 Turn Type Perm NA Perm Protected Phases 4 Permitted Phases 4 6 Minimum Split (s) 56.0 56.0 29.0 Total Split (s) 56.0 56.0 29.0 Total Split (%) 65.9% 65.9% 34.1% Maximum Green (s) 52.0 52.0 25.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 43.0 43.0 13.0 Flash Dont Walk (s) 9.0 9.0 12.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 52.0 25.0 Actuated g/C Ratio 0.61 0.29 v/c Ratio 0.45 0.31 Control Delay 5.1 40.7 Queue Delay 0.0 0.0 Total Delay 5.1 40.7 LOS A D Approach Delay 5.1 40.7 Approach LOS A D

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 36 Lanes, Volumes, Timings 1000: Lower Illinois St & St Clair St 09/13/2017

Lane Group EBL EBT WBT WBR SBL SBR Queue Length 50th (ft) 63 72 Queue Length 95th (ft) 84 m94 Internal Link Dist (ft) 413 30 178 Turn Bay Length (ft) Base Capacity (vph) 1974 421 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.45 0.31 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 30 (35%), Referenced to phase 6:SBL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.45 Intersection Signal Delay: 9.8 Intersection LOS: A Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1000: Lower Illinois St & St Clair St

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 37 Lanes, Volumes, Timings 1100: Lower Cityfront Plaza & Lower Illinois St 09/13/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 820 70 0 0 0 155 Future Volume (vph) 820 70 0 0 0 155 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 12 12 12 12 Storage Length (ft) 50 0 0 0 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 3323 1516 0 0 0 1611 Flt Permitted Satd. Flow (perm) 3323 1516 0 0 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 110 531 347 Travel Time (s) 2.5 12.1 7.9 Confl. Peds. (#/hr) 161 161 8 1 Confl. Bikes (#/hr) 67 11 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 5% 3% 2% 2% 2% 2% Adj. Flow (vph) 872 74 0 0 0 165 Shared Lane Traffic (%) Lane Group Flow (vph) 872 74 0 0 0 165 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 39 HCM 2010 TWSC 1100: Lower Cityfront Plaza & Lower Illinois St 09/13/2017

Intersection Int Delay, s/veh 3.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 820 70 0 0 0 155 Future Vol, veh/h 820 70 0 0 0 155 Conflicting Peds, #/hr 0 161 161 0 8 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 - - - 0 Veh in Median Storage, # 0 - - - 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 5 3 2 2 2 2 Mvmt Flow 872 74 0 0 0 165

Major/Minor Major1 Minor1 Conflicting Flow All 0 0 - 598 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - - - 6.94 Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - - - 3.32 Pot Cap-1 Maneuver - - 0 445 Stage 1 - - 0 - Stage 2 - - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - 377 Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - -

Approach EB NB HCM Control Delay, s 0 21.8 HCM LOS C

Minor Lane/Major Mvmt NBLn1 EBT EBR Capacity (veh/h) 377 - - HCM Lane V/C Ratio 0.437 - - HCM Control Delay (s) 21.8 - - HCM Lane LOS C - - HCM 95th %tile Q(veh) 2.2 - -

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 40 Lanes, Volumes, Timings 1200: Lower North Water St & Lower Cityfront Plaza 09/13/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 125 135 180 30 20 50 Future Volume (vph) 125 135 180 30 20 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.981 0.903 Flt Protected 0.977 0.986 Satd. Flow (prot) 0 1820 1827 0 1640 0 Flt Permitted 0.977 0.986 Satd. Flow (perm) 0 1820 1827 0 1640 0 Link Speed (mph) 30 30 30 Link Distance (ft) 623 183 347 Travel Time (s) 14.2 4.2 7.9 Confl. Peds. (#/hr) 18 18 12 Confl. Bikes (#/hr) 8 1 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 2% 2% 2% 2% 6% 2% Adj. Flow (vph) 126 136 182 30 20 51 Shared Lane Traffic (%) Lane Group Flow (vph) 0 262 212 0 71 0 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period (min) 15

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 42 HCM 2010 AWSC 1200: Lower North Water St & Lower Cityfront Plaza 09/13/2017

Intersection Intersection Delay, s/veh 9.1 Intersection LOS A

Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Lane Configurations Traffic Vol, veh/h 0 125 135 0 180 30 0 20 50 Future Vol, veh/h 0 125 135 0 180 30 0 20 50 Peak Hour Factor 0.92 0.99 0.99 0.92 0.99 0.99 0.92 0.99 0.99 Heavy Vehicles, % 2 2 2 2 2226 2 Mvmt Flow 0 126 136 0 182 30 0 20 51 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 9.5 8.8 8.2 HCM LOS A A A

Lane EBLn1 WBLn1 SBLn1 Vol Left, % 48% 0% 29% Vol Thru, % 52% 86% 0% Vol Right, % 0% 14% 71% Sign Control Stop Stop Stop Traffic Vol by Lane 260 210 70 LT Vol 125 0 20 Through Vol 135 180 0 RT Vol 0 30 50 Lane Flow Rate 263 212 71 Geometry Grp 1 1 1 Degree of Util (X) 0.323 0.253 0.092 Departure Headway (Hd) 4.433 4.294 4.671 Convergence, Y/N Yes Yes Yes Cap 817 838 767 Service Time 2.433 2.311 2.697 HCM Lane V/C Ratio 0.322 0.253 0.093 HCM Control Delay 9.5 8.8 8.2 HCM Lane LOS A A A HCM 95th-tile Q 1.4 1 0.3

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 43 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group EBL EBT EBR2 WBL WBT WBR NBL NBT NBR SBL2 SBT SBR Lane Configurations Traffic Volume (vph) 10 105 125 110 95 65 95 665 110 10 430 25 Future Volume (vph) 10 105 125 110 95 65 95 665 110 10 430 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 10 12 10 10 10 12 12 12 12 12 Storage Length (ft) 0 0 100 100 0 0 Storage Lanes 0 0 1 1 0 0 Taper Length (ft) 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor 1.00 0.95 0.99 0.93 0.98 0.99 1.00 Frt 0.850 0.850 0.979 0.992 Flt Protected 0.996 0.974 0.950 0.999 Satd. Flow (prot) 0 1732 1478 0 1676 1478 1652 3381 0 0 3344 0 Flt Permitted 0.971 0.775 0.421 0.933 Satd. Flow (perm) 0 1681 1408 0 1316 1368 719 3381 0 0 3123 0 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 133 90 8 Link Speed (mph) 30 30 30 30 Link Distance (ft) 299 623 356 140 Travel Time (s) 6.8 14.2 8.1 3.2 Confl. Peds. (#/hr) 76 34 34 76 29 26 26 29 Confl. Bikes (#/hr) 13 2 4 6 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 2% 2% 4% 2% 2% 2% 4% 2% 2% 7% 2% Adj. Flow (vph) 11 112 133 117 101 69 101 707 117 11 457 27 Shared Lane Traffic (%) Lane Group Flow (vph) 0 123 133 0 218 69 101 824 0 0 495 0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 6 Minimum Split (s) 36.0 36.0 36.0 36.0 36.0 36.0 39.0 39.0 39.0 39.0 Total Split (s) 36.0 36.0 36.0 36.0 36.0 36.0 39.0 39.0 39.0 39.0 Total Split (%) 42.4% 42.4% 42.4% 42.4% 42.4% 42.4% 45.9% 45.9% 45.9% 45.9% Maximum Green (s) 31.0 31.0 31.0 31.0 31.0 31.0 34.0 34.0 34.0 34.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 5.0 5.0 5.0 11.0 11.0 11.0 22.0 22.0 22.0 22.0 Flash Dont Walk (s) 26.0 26.0 26.0 20.0 20.0 20.0 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 00000000 00 Act Effct Green (s) 31.0 31.0 31.0 31.0 34.0 34.0 34.0 Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.40 0.40 0.40 v/c Ratio 0.20 0.22 0.46 0.12 0.35 0.61 0.39 Control Delay 19.6 4.6 24.4 3.3 22.3 22.6 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.6 4.6 24.4 3.3 22.3 22.6 15.5

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 45 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group NWR2 Lane Configurations Traffic Volume (vph) 1 Future Volume (vph) 1 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor 1.00 Ped Bike Factor Frt 0.865 Flt Protected Satd. Flow (prot) 822 Flt Permitted Satd. Flow (perm) 822 Right Turn on Red Yes Satd. Flow (RTOR) 731 Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 26 Confl. Bikes (#/hr) Peak Hour Factor 0.94 Heavy Vehicles (%) 100% Adj. Flow (vph) 1 Shared Lane Traffic (%) Lane Group Flow (vph) 1 Turn Type Prot Protected Phases 9 Permitted Phases Minimum Split (s) 10.0 Total Split (s) 10.0 Total Split (%) 11.8% Maximum Green (s) 5.0 Yellow Time (s) 3.0 All-Red Time (s) 2.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 5.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 5.0 Actuated g/C Ratio 0.06 v/c Ratio 0.00 Control Delay 0.0 Queue Delay 0.0 Total Delay 0.0

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 46 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group EBL EBT EBR2 WBL WBT WBR NBL NBT NBR SBL2 SBT SBR LOS B A C A C C B Approach Delay 11.8 19.3 22.6 15.5 Approach LOS B B C B Queue Length 50th (ft) 44 0 87 0 37 179 67 Queue Length 95th (ft) 84 35 152 18 80 239 93 Internal Link Dist (ft) 219 543 276 60 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 613 598 479 556 287 1352 1254 Starvation Cap Reductn 0 0 0000 0 Spillback Cap Reductn 0 0 0000 0 Storage Cap Reductn 0 0 0000 0 Reduced v/c Ratio 0.20 0.22 0.46 0.12 0.35 0.61 0.39 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 26 (31%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.61 Intersection Signal Delay: 18.9 Intersection LOS: B Intersection Capacity Utilization 107.5% ICU Level of Service G Analysis Period (min) 15

Splits and Phases: 1300: Lower Michigan Ave & Service Lane & Lower North Water St

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 47 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group NWR2 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 0 Queue Length 95th (ft) 0 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) 736 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.00 Intersection Summary

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 48 Lanes, Volumes, Timings 1400: Lower Michigan Avenue & Hubbard Street 09/13/2017

Lane Group EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 15 85 5 165 570 375 15 Future Volume (vph) 15 85 5 165 570 375 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 12 12 12 12 12 12 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor Frt 0.885 0.994 Flt Protected 0.993 0.989 Satd. Flow (prot) 1810 0 0 0 3416 3348 0 Flt Permitted 0.993 0.989 Satd. Flow (perm) 1810 0 0 0 3416 3348 0 Link Speed (mph) 30 30 30 Link Distance (ft) 307 140 341 Travel Time (s) 7.0 3.2 7.8 Confl. Peds. (#/hr) 15 15 40 40 Confl. Bikes (#/hr) 5 13 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 5% 33% 2% 5% 7% 12% Adj. Flow (vph) 15 88 5 170 588 387 15 Shared Lane Traffic (%) Lane Group Flow (vph) 103 0 0 0 763 402 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period (min) 15

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 50 HCM 2010 TWSC 1400: Lower Michigan Avenue & Hubbard Street 09/13/2017

Intersection Int Delay, s/veh 5.1 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 15 85 5 165 570 375 15 Future Vol, veh/h 15 85 5 165 570 375 15 Conflicting Peds, #/hr 15 15 0 40 0 0 40 Sign Control Stop Stop Free Free Free Free Free RT Channelized - None - - None - None Storage Length 0 ------Veh in Median Storage, # 0 - - - 0 0 - Grade, % 0 - - - 0 0 - Peak Hour Factor 97 97 97 97 97 97 97 Heavy Vehicles, % 2 5 33 2 5 7 12 Mvmt Flow 15 88 5 170 588 387 15

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1093 256 401 442 0 - 0 Stage 1 434 ------Stage 2 659 ------Critical Hdwy 6.84 7 7.06 4.14 - - - Critical Hdwy Stg 1 5.84 ------Critical Hdwy Stg 2 5.84 ------Follow-up Hdwy 3.52 3.35 2.83 2.22 - - - Pot Cap-1 Maneuver 209 734 676 1114 - - - Stage 1 621 ------Stage 2 476 ------Platoon blocked, % - - - Mov Cap-1 Maneuver 188 687 1071 1071 - - - Mov Cap-2 Maneuver 188 ------Stage 1 589 ------Stage 2 452 ------

Approach EB NB SB HCM Control Delay, s 14.3 6.5 0 HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1071 - 491 - - HCM Lane V/C Ratio 0.159 - 0.21 - - HCM Control Delay (s) 9 5.7 14.3 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.6 - 0.8 - -

Existing PM Peak Hour 5:00 pm 09/05/2017 Synchro 9 Report SDH Page 51

FUTURE CAPACITY REPORTS

Weekday Morning Peak Hour

Weekday Evening Peak Hour

Tribune Tower Redevelopment September 2017

Lanes, Volumes, Timings 100: Upper Michigan Ave & Upper Illinois St 09/13/2017

Lane Group WBL WBR NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 85 170 1400 130 10 145 1515 Future Volume (vph) 85 170 1400 130 10 145 1515 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 2000 Lane Width (ft) 10 10 10 10 12 9 10 Storage Length (ft) 0 25 0 125 Storage Lanes 1 1 0 1 Taper Length (ft) 25 145 Lane Util. Factor 1.00 1.00 0.91 0.91 0.91 1.00 0.91 Ped Bike Factor 0.82 0.76 0.98 0.97 Frt 0.850 0.987 Flt Protected 0.950 0.950 Satd. Flow (prot) 1381 1478 4451 0 0 1593 4763 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1129 1123 4451 0 0 1548 4763 Right Turn on Red Yes Yes Satd. Flow (RTOR) 4 21 Link Speed (mph) 30 30 30 Link Distance (ft) 675 880 779 Travel Time (s) 15.3 20.0 17.7 Confl. Peds. (#/hr) 168 214 278 278 Confl. Bikes (#/hr) 4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 22% 2% 5% 2% 2% 2% 7% Adj. Flow (vph) 90 181 1489 138 11 154 1612 Shared Lane Traffic (%) Lane Group Flow (vph) 90 181 1627 0 0 165 1612 Turn Type Prot Perm NA Prot Prot NA Protected Phases 8 2 1 1 6 Permitted Phases 8 Detector Phase 8 8 2 1 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.0 34.0 58.0 13.0 13.0 71.0 Total Split (s) 34.0 34.0 58.0 13.0 13.0 71.0 Total Split (%) 32.4% 32.4% 55.2% 12.4% 12.4% 67.6% Maximum Green (s) 29.0 29.0 54.0 10.0 10.0 67.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 1.0 0.0 0.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 3.0 4.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max C-Max None None C-Max Walk Time (s) 7.0 7.0 41.0 41.0 Flash Dont Walk (s) 22.0 22.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 29.0 29.0 54.0 10.0 67.0

Future AM Peak Hour Synchro 9 Report SDH Page 1 Lanes, Volumes, Timings 100: Upper Michigan Ave & Upper Illinois St 09/13/2017

Lane Group WBL WBR NBT NBR SBU SBL SBT Actuated g/C Ratio 0.28 0.28 0.51 0.10 0.64 v/c Ratio 0.24 0.58 0.71 1.09 0.53 Control Delay 31.5 40.6 21.3 145.8 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.5 40.6 21.3 145.8 11.2 LOS C D C F B Approach Delay 37.6 21.3 23.7 Approach LOS D C C 90th %ile Green (s) 29.0 29.0 54.0 10.0 10.0 67.0 90th %ile Term Code MaxR MaxR Coord Max Max Coord 70th %ile Green (s) 29.0 29.0 54.0 10.0 10.0 67.0 70th %ile Term Code MaxR MaxR Coord Max Max Coord 50th %ile Green (s) 29.0 29.0 54.0 10.0 10.0 67.0 50th %ile Term Code MaxR MaxR Coord Max Max Coord 30th %ile Green (s) 29.0 29.0 54.0 10.0 10.0 67.0 30th %ile Term Code MaxR MaxR Coord Max Max Coord 10th %ile Green (s) 29.0 29.0 54.0 10.0 10.0 67.0 10th %ile Term Code MaxR MaxR Coord Max Max Coord Queue Length 50th (ft) 47 102 289 ~125 198 Queue Length 95th (ft) 90 178 345 #258 235 Internal Link Dist (ft) 595 800 699 Turn Bay Length (ft) 25 125 Base Capacity (vph) 381 313 2299 151 3039 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 0.24 0.58 0.71 1.09 0.53 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 6 (6%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.09 Intersection Signal Delay: 23.7 Intersection LOS: C Intersection Capacity Utilization 88.6% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 100: Upper Michigan Ave & Upper Illinois St

Future AM Peak Hour Synchro 9 Report SDH Page 2 Lanes, Volumes, Timings 200: Upper Cityfront Plaza & Upper Illinois St 09/13/2017

Lane Group EBU EBT EBR WBL WBT NBU NBL NBR Lane Configurations Traffic Volume (vph) 20 60 185 85 40 40 190 65 Future Volume (vph) 20 60 185 85 40 40 190 65 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 15 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.906 0.970 Flt Protected 0.996 0.967 0.962 Satd. Flow (prot) 0 1618 0 0 1981 0 1685 0 Flt Permitted 0.996 0.967 0.962 Satd. Flow (perm) 0 1618 0 0 1981 0 1685 0 Link Speed (mph) 30 30 30 Link Distance (ft) 675 292 501 Travel Time (s) 15.3 6.6 11.4 Confl. Peds. (#/hr) 101 46 46 101 11 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 8% 2% 2% 2% 2% 2% 7% 2% Adj. Flow (vph) 22 66 203 93 44 44 209 71 Shared Lane Traffic (%) Lane Group Flow (vph) 0 291 0 0 137 0 324 0 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period (min) 15

Future AM Peak Hour Synchro 9 Report SDH Page 3 HCM 2010 Roundabout 200: Upper Cityfront Plaza & Upper Illinois St 09/13/2017

Intersection Intersection Delay, s/veh 6.9 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 291 137 324 Demand Flow Rate, veh/h 298 140 341 Vehicles Circulating, veh/h 140 293 91 Vehicles Exiting, veh/h 293 139 347 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 101 11 46 Ped Cap Adj 0.986 0.998 0.994 Approach Delay, s/veh 7.0 6.1 7.2 Approach LOS A A A Lane Left Left Left Designated Moves LTR LT LR Assumed Moves LTR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 298 140 341 Cap Entry Lane, veh/h 982 843 1032 Entry HV Adj Factor 0.976 0.979 0.950 Flow Entry, veh/h 291 137 324 Cap Entry, veh/h 946 824 974 V/C Ratio 0.308 0.166 0.333 Control Delay, s/veh 7.0 6.1 7.2 LOS A A A 95th %tile Queue, veh 1 1 1

Future AM Peak Hour Synchro 9 Report SDH Page 4 Lanes, Volumes, Timings 300: Upper North Water St & Upper Cityfront Plaza 09/13/2017

Lane Group EBL EBT WBU WBT WBR SBU SBL SBR Lane Configurations Traffic Volume (vph) 0 0 25 0 220 75 235 0 Future Volume (vph) 0 0 25 0 220 75 235 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.865 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 1863 0 0 1499 0 1770 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 0 1863 0 0 1499 0 1770 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 372 501 Travel Time (s) 5.8 8.5 11.4 Confl. Peds. (#/hr) 52 278 278 52 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 2% 2% 4% 2% 6% 2% 2% 2% Adj. Flow (vph) 0 0 28 0 250 85 267 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 28 250 0 352 0 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15

Future AM Peak Hour Synchro 9 Report SDH Page 6 HCM 2010 Roundabout 300: Upper North Water St & Upper Cityfront Plaza 09/13/2017

Intersection Intersection Delay, s/veh 7.3 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 0 278 352 Demand Flow Rate, veh/h 0 294 359 Vehicles Circulating, veh/h 388 87 29 Vehicles Exiting, veh/h 0 301 352 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 52 278 Ped Cap Adj 1.000 0.993 0.882 Approach Delay, s/veh 0.0 6.6 7.9 Approach LOS - A A Lane Left Left Left Designated Moves LT R L Assumed Moves LT R L RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 0 294 359 Cap Entry Lane, veh/h 767 1036 1098 Entry HV Adj Factor 1.000 0.945 0.981 Flow Entry, veh/h 0 278 352 Cap Entry, veh/h 767 972 950 V/C Ratio 0.000 0.286 0.371 Control Delay, s/veh 4.7 6.6 7.9 LOS A A A 95th %tile Queue, veh 0 1 2

Future AM Peak Hour Synchro 9 Report SDH Page 7 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 95 40 125 75 30 25 5 120 960 120 45 955 Future Volume (vph) 95 40 125 75 30 25 5 120 960 120 45 955 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 11 11 11 12 9 12 12 10 12 Storage Length (ft) 0 25 0 25 80 0 115 Storage Lanes 0 1 01101 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 0.91 1.00 0.91 Ped Bike Factor 0.93 0.87 0.93 0.87 0.98 0.95 0.93 0.99 Frt 0.850 0.850 0.983 0.986 Flt Protected 0.966 0.965 0.950 0.950 Satd. Flow (prot) 0 1679 1478 0 1631 1531 0 1578 4580 0 1652 4763 Flt Permitted 0.729 0.723 0.173 0.164 Satd. Flow (perm) 0 1176 1283 0 1136 1333 0 282 4580 0 264 4763 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 51 51 35 26 Link Speed (mph) 30 30 30 30 Link Distance (ft) 372 439 247 565 Travel Time (s) 8.5 10.0 5.6 12.8 Confl. Peds. (#/hr) 131 133 133 131 106 428 428 Confl. Bikes (#/hr) 2 5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 2% 2% 2% 5% 18% 2% 2% 3% 6% 2% 2% 6% Adj. Flow (vph) 106 44 139 83 33 28 6 133 1067 133 50 1061 Shared Lane Traffic (%) Lane Group Flow (vph) 0 150 139 0 116 28 0 139 1200 0 50 1167 Turn Type Perm NA Perm Perm NA Perm pm+pt pm+pt NA pm+pt NA Protected Phases 4 8 13 13 2 9 6 Permitted Phases 4 4 8 8 2 2 6 Minimum Split (s) 33.0 33.0 33.0 33.0 33.0 33.0 6.0 6.0 44.0 6.0 44.0 Total Split (s) 33.0 33.0 33.0 33.0 33.0 33.0 8.0 8.0 44.0 8.0 44.0 Total Split (%) 38.8% 38.8% 38.8% 38.8% 38.8% 38.8% 9.4% 9.4% 51.8% 9.4% 51.8% Maximum Green (s) 28.0 28.0 28.0 28.0 28.0 28.0 5.0 5.0 40.0 5.0 40.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 0.0 0.0 1.0 0.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 3.0 4.0 3.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 30.0 30.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 22.0 10.0 10.0 Pedestrian Calls (#/hr) 000000 0 0 Act Effct Green (s) 28.0 28.0 28.0 28.0 46.0 40.0 46.0 40.0 Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.54 0.47 0.54 0.47 v/c Ratio 0.39 0.30 0.31 0.06 0.61 0.55 0.22 0.52 Control Delay 25.6 15.6 24.2 2.8 21.6 16.8 14.6 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.6 15.6 24.2 2.8 21.6 16.8 14.6 21.8

Future AM Peak Hour Synchro 9 Report SDH Page 9 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group SBR Lane Configurations Traffic Volume (vph) 95 Future Volume (vph) 95 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) Lane Util. Factor 0.91 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 106 Confl. Bikes (#/hr) 17 Peak Hour Factor 0.90 Heavy Vehicles (%) 6% Adj. Flow (vph) 106 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay

Future AM Peak Hour Synchro 9 Report SDH Page 10 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT LOS CB CA CB BC Approach Delay 20.8 20.0 17.3 21.5 Approach LOS C C B C Queue Length 50th (ft) 61 33 46 0 32 156 12 155 Queue Length 95th (ft) 114 79 90 9 #65 197 m23 190 Internal Link Dist (ft) 292 359 167 485 Turn Bay Length (ft) 25 25 80 115 Base Capacity (vph) 387 456 374 473 228 2173 224 2255 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.30 0.31 0.06 0.61 0.55 0.22 0.52 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 19 (22%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.61 Intersection Signal Delay: 19.4 Intersection LOS: B Intersection Capacity Utilization 101.9% ICU Level of Service G 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: 400: North Columbus Drive & North Water Street

Future AM Peak Hour Synchro 9 Report SDH Page 11 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Future AM Peak Hour Synchro 9 Report SDH Page 12 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 135 345 210 00008752051658850 Future Volume (vph) 135 345 210 00008752051658850 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 11 11 10 12 12 12 12 12 12 11 11 12 Storage Length (ft) 75 75 0 0 0 0 65 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft) 75 25 25 65 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.97 0.95 1.00 Ped Bike Factor 0.78 0.84 0.94 0.93 Frt 0.850 0.971 Flt Protected 0.950 0.950 Satd. Flow (prot) 1342 3061 1396 00004517 0 2686 3465 0 Flt Permitted 0.950 0.133 Satd. Flow (perm) 1049 3061 1175 00004517 0 350 3465 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 531 445 565 251 Travel Time (s) 12.1 10.1 12.8 5.7 Confl. Peds. (#/hr) 248 155 155 248 143 336 336 143 Confl. Bikes (#/hr) 25 1 1 13 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 30% 14% 8% 2% 2% 2% 2% 3% 13% 26% 6% 2% Adj. Flow (vph) 150 383 233 00009722281839830 Shared Lane Traffic (%) Lane Group Flow (vph) 150 383 233 00001200 0 183 983 0 Turn Type Perm NA Perm NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 4 6 Minimum Split (s) 34.0 34.0 34.0 30.0 9.5 45.0 Total Split (s) 34.0 34.0 34.0 30.0 15.0 45.0 Total Split (%) 40.0% 40.0% 40.0% 35.3% 17.6% 52.9% Maximum Green (s) 29.0 29.0 29.0 26.0 11.0 41.0 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 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 4.0 4.0 4.0 Lead/Lag Lag Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Walk Time (s) 5.0 5.0 5.0 13.0 26.0 Flash Dont Walk (s) 24.0 24.0 24.0 13.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 29.0 29.0 29.0 26.0 41.0 41.0 Actuated g/C Ratio 0.34 0.34 0.34 0.31 0.48 0.48 v/c Ratio 0.42 0.37 0.58 0.87 0.39 0.59 Control Delay 19.7 16.3 23.9 22.9 11.0 6.1 Queue Delay 0.0 0.0 0.0 0.4 0.0 0.6 Total Delay 19.7 16.3 23.9 23.2 11.0 6.7

Future AM Peak Hour Synchro 9 Report SDH Page 13 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Future AM Peak Hour Synchro 9 Report SDH Page 14 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS BBC C BA Approach Delay 19.3 23.2 7.4 Approach LOS B C A Queue Length 50th (ft) 53 66 101 73 11 70 Queue Length 95th (ft) 109 101 188 #127 m17 85 Internal Link Dist (ft) 451 365 485 171 Turn Bay Length (ft) 75 75 65 Base Capacity (vph) 357 1044 400 1381 471 1671 Starvation Cap Reductn 0 0 0 0 0 315 Spillback Cap Reductn 0 0 0 23 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.37 0.58 0.88 0.39 0.72 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 30 (35%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.87 Intersection Signal Delay: 16.4 Intersection LOS: B Intersection Capacity Utilization 65.8% 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: 500: North Columbus Drive & East Illinois Street

Future AM Peak Hour Synchro 9 Report SDH Page 15 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Future AM Peak Hour Synchro 9 Report SDH Page 16 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 230 810 140 210 800 0 0 820 160 Future Volume (vph) 0 0 0 230 810 140 210 800 0 0 820 160 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 10 10 10 11 10 10 11 10 12 12 10 10 Storage Length (ft) 0 0 130 130 65 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 65 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 0.97 0.95 1.00 1.00 0.91 0.91 Ped Bike Factor 0.69 0.71 0.94 0.95 Frt 0.850 0.975 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 0 0 1662 4808 1346 3193 3315 0 0 4081 0 Flt Permitted 0.950 0.157 Satd. Flow (perm) 0 0 0 1143 4808 955 498 3315 0 0 4081 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 649 389 251 231 Travel Time (s) 14.8 8.8 5.7 5.3 Confl. Peds. (#/hr) 264 339 339 264 312 552 552 312 Confl. Bikes (#/hr) 1833 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 2% 2% 5% 6% 12% 6% 7% 2% 2% 10% 9% Adj. Flow (vph) 0 0 0 237 835 144 216 825 0 0 845 165 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 237 835 144 216 825 0 0 1010 0 Turn Type custom NA custom pm+pt NA NA Protected Phases 10 9 10 5 2 6 Permitted Phases 9 9 2 Minimum Split (s) 9.0 27.0 9.5 43.0 29.0 Total Split (s) 9.0 27.0 14.0 43.0 29.0 Total Split (%) 10.6% 31.8% 16.5% 50.6% 34.1% Maximum Green (s) 5.0 24.0 10.0 39.0 26.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 0.0 1.0 1.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 3.0 4.0 4.0 3.0 Lead/Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Walk Time (s) 7.0 23.0 10.0 Flash Dont Walk (s) 17.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 28.0 33.0 24.0 39.0 39.0 26.0 Actuated g/C Ratio 0.33 0.39 0.28 0.46 0.46 0.31 v/c Ratio 0.58 0.45 0.54 0.40 0.54 0.81 Control Delay 27.9 20.2 34.4 12.8 5.5 33.4 Queue Delay 0.0 0.0 0.0 0.0 3.2 0.0 Total Delay 27.9 20.2 34.4 12.8 8.7 33.4

Future AM Peak Hour Synchro 9 Report SDH Page 17 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Future AM Peak Hour Synchro 9 Report SDH Page 18 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS C C C B A C Approach Delay 23.4 9.6 33.4 Approach LOS C A C Queue Length 50th (ft) 90 118 65 18 34 180 Queue Length 95th (ft) 151 153 126 m27 m40 233 Internal Link Dist (ft) 569 309 171 151 Turn Bay Length (ft) 130 130 65 Base Capacity (vph) 407 1866 269 545 1521 1248 Starvation Cap Reductn 0000575 0 Spillback Cap Reductn 00000 0 Storage Cap Reductn 00000 0 Reduced v/c Ratio 0.58 0.45 0.54 0.40 0.87 0.81 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 35 (41%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.81 Intersection Signal Delay: 22.1 Intersection LOS: C Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue

Future AM Peak Hour Synchro 9 Report SDH Page 19 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Future AM Peak Hour Synchro 9 Report SDH Page 20 Lanes, Volumes, Timings 700: St Clair St & Lower Grand Ave 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 80 985 85 15 85 0 0 55 160 Future Volume (vph) 0 0 0 80 985 85 15 85 0 0 55 160 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 12 12 8 12 12 8 12 Storage Length (ft) 0 0 0 50 0 0 0 0 Storage Lanes 0 0 0 1 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.67 0.99 0.91 Frt 0.850 0.900 Flt Protected 0.996 0.993 Satd. Flow (prot) 00004718 1509 0 1473 0 0 1273 0 Flt Permitted 0.996 0.949 Satd. Flow (perm) 00004668 1008 0 1393 0 0 1273 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 72 26 Link Speed (mph) 30 30 30 30 Link Distance (ft) 482 649 258 285 Travel Time (s) 11.0 14.8 5.9 6.5 Confl. Peds. (#/hr) 342 172 172 342 101 174 174 101 Confl. Bikes (#/hr) 88 11 3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 2% 2% 2% 4% 6% 7% 11% 11% 2% 2% 5% 7% Adj. Flow (vph) 0 0 0 82 1005 87 15 87 0 0 56 163 Shared Lane Traffic (%) Lane Group Flow (vph) 00001087 87 0 102 0 0 219 0 Turn Type Perm NA Perm Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 8 2 Minimum Split (s) 56.0 56.0 56.0 29.0 29.0 29.0 Total Split (s) 56.0 56.0 56.0 29.0 29.0 29.0 Total Split (%) 65.9% 65.9% 65.9% 34.1% 34.1% 34.1% Maximum Green (s) 52.0 52.0 52.0 25.0 25.0 25.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 38.0 38.0 38.0 11.0 11.0 11.0 Flash Dont Walk (s) 14.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 00000 0 Act Effct Green (s) 52.0 52.0 25.0 25.0 Actuated g/C Ratio 0.61 0.61 0.29 0.29 v/c Ratio 0.38 0.14 0.25 0.56 Control Delay 5.3 1.2 26.7 28.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 5.3 1.2 26.7 28.6

Future AM Peak Hour Synchro 9 Report SDH Page 21 Lanes, Volumes, Timings 700: St Clair St & Lower Grand Ave 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS A A C C Approach Delay 5.0 26.7 28.6 Approach LOS A C C Queue Length 50th (ft) 62 1 31 86 Queue Length 95th (ft) 60 m6 63 159 Internal Link Dist (ft) 402 569 178 205 Turn Bay Length (ft) 50 Base Capacity (vph) 2855 644 409 392 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 0.38 0.14 0.25 0.56 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 48 (56%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.56 Intersection Signal Delay: 9.9 Intersection LOS: A Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 700: St Clair St & Lower Grand Ave

Future AM Peak Hour Synchro 9 Report SDH Page 22 Lanes, Volumes, Timings 800: Lower Michigan Ave & Lower Grand Ave 09/13/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 0 0 235 925 220 0 Future Volume (vph) 0 0 235 925 220 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 12 Lane Util. Factor 1.00 1.00 0.91 0.91 0.97 1.00 Ped Bike Factor 0.99 1.00 Frt Flt Protected 0.990 0.950 Satd. Flow (prot) 0 0 0 4656 3273 0 Flt Permitted 0.990 0.950 Satd. Flow (perm) 0 0 0 4592 3257 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 Link Distance (ft) 254 482 256 Travel Time (s) 5.8 11.0 5.8 Confl. Peds. (#/hr) 148 148 4 3 Confl. Bikes (#/hr) 4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 13% 5% 7% 2% Adj. Flow (vph) 0 0 247 974 232 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1221 232 0 Turn Type Perm NA Prot Protected Phases 8 2 Permitted Phases 8 Minimum Split (s) 60.0 60.0 25.0 Total Split (s) 60.0 60.0 25.0 Total Split (%) 70.6% 70.6% 29.4% Maximum Green (s) 56.0 56.0 21.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 46.0 46.0 15.0 Flash Dont Walk (s) 10.0 10.0 6.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 56.0 21.0 Actuated g/C Ratio 0.66 0.25 v/c Ratio 0.40 0.29 Control Delay 3.1 25.4 Queue Delay 0.0 0.0 Total Delay 3.1 25.4 LOS A C Approach Delay 3.1 25.4 Approach LOS A C

Future AM Peak Hour Synchro 9 Report SDH Page 23 Lanes, Volumes, Timings 800: Lower Michigan Ave & Lower Grand Ave 09/13/2017

Lane Group EBT EBR WBL WBT NBL NBR Queue Length 50th (ft) 39 59 Queue Length 95th (ft) 47 95 Internal Link Dist (ft) 174 402 176 Turn Bay Length (ft) Base Capacity (vph) 3025 808 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.40 0.29 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 57 (67%), Referenced to phase 2:NBL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.40 Intersection Signal Delay: 6.7 Intersection LOS: A Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 800: Lower Michigan Ave & Lower Grand Ave

Future AM Peak Hour Synchro 9 Report SDH Page 24 Lanes, Volumes, Timings 900: Lower Michigan Avenue & Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 30 610 120 0000190135152200 Future Volume (vph) 30 610 120 0000190135152200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 12 12 12 12 12 12 12 12 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 0.98 0.98 1.00 Frt 0.976 0.938 Flt Protected 0.998 0.997 Satd. Flow (prot) 0 3042 000002873 0 0 3199 0 Flt Permitted 0.998 0.924 Satd. Flow (perm) 0 3039 000002873 0 0 2960 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 41 117 Link Speed (mph) 30 30 30 30 Link Distance (ft) 284 493 341 256 Travel Time (s) 6.5 11.2 7.8 5.8 Confl. Peds. (#/hr) 54 121 121 54 15 55 55 15 Confl. Bikes (#/hr) 60 8 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 6% 10% 11% 2% 2% 2% 2% 8% 25% 20% 12% 2% Adj. Flow (vph) 34 693 136 0000216153172500 Shared Lane Traffic (%) Lane Group Flow (vph) 0 863 00000369002670 Turn Type Perm NA NA Perm NA Protected Phases 4 2 6 Permitted Phases 4 6 Minimum Split (s) 51.0 51.0 34.0 34.0 34.0 Total Split (s) 51.0 51.0 34.0 34.0 34.0 Total Split (%) 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green (s) 47.0 47.0 30.0 30.0 30.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 30.0 30.0 23.0 23.0 23.0 Flash Dont Walk (s) 17.0 17.0 7.0 7.0 7.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 47.0 30.0 30.0 Actuated g/C Ratio 0.55 0.35 0.35 v/c Ratio 0.51 0.34 0.26 Control Delay 12.5 20.3 9.7 Queue Delay 0.0 0.0 0.0 Total Delay 12.5 20.3 9.7 LOS B C A Approach Delay 12.5 20.3 9.7 Approach LOS B C A

Future AM Peak Hour Synchro 9 Report SDH Page 25 Lanes, Volumes, Timings 900: Lower Michigan Avenue & Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 133 44 31 Queue Length 95th (ft) 175 84 50 Internal Link Dist (ft) 204 413 261 176 Turn Bay Length (ft) Base Capacity (vph) 1698 1089 1044 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.51 0.34 0.26 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 14 (16%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.51 Intersection Signal Delay: 13.9 Intersection LOS: B Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 900: Lower Michigan Avenue & Illinois Street

Future AM Peak Hour Synchro 9 Report SDH Page 26 Lanes, Volumes, Timings 1000: East Parcel Lower Level Alley/St Clair St & Lower Illinois St 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 95 665 10000520115200 Future Volume (vph) 95 665 10000520115200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 12 12 12 12 12 8 8 12 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.95 Frt 0.890 Flt Protected 0.994 0.959 Satd. Flow (prot) 0 2894 000001658 0 0 1451 0 Flt Permitted 0.994 0.744 Satd. Flow (perm) 0 2883 000001658 0 0 1065 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 22 Link Speed (mph) 30 30 30 30 Link Distance (ft) 493 110 248 258 Travel Time (s) 11.2 2.5 5.6 5.9 Confl. Peds. (#/hr) 38 38 65 18 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 19% 20% 2% 2% 2% 2% 2% 2% 2% 10% 2% 2% Adj. Flow (vph) 104 731 10000522126220 Shared Lane Traffic (%) Lane Group Flow (vph) 0 836 0000027001480 Turn Type Perm NA NA Perm NA Protected Phases 4 2 6 Permitted Phases 4 6 Minimum Split (s) 56.0 56.0 29.0 29.0 29.0 Total Split (s) 56.0 56.0 29.0 29.0 29.0 Total Split (%) 65.9% 65.9% 34.1% 34.1% 34.1% Maximum Green (s) 52.0 52.0 25.0 25.0 25.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 43.0 43.0 13.0 13.0 13.0 Flash Dont Walk (s) 9.0 9.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 52.0 25.0 25.0 Actuated g/C Ratio 0.61 0.29 0.29 v/c Ratio 0.47 0.05 0.47 Control Delay 4.8 11.1 31.0 Queue Delay 0.0 0.0 0.0 Total Delay 4.8 11.1 31.0 LOS A B C Approach Delay 4.8 11.1 31.0 Approach LOS A B C Queue Length 50th (ft) 39 2 68

Future AM Peak Hour Synchro 9 Report SDH Page 27 Lanes, Volumes, Timings 1000: East Parcel Lower Level Alley/St Clair St & Lower Illinois St 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 57 21 138 Internal Link Dist (ft) 413 30 168 178 Turn Bay Length (ft) Base Capacity (vph) 1763 503 313 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.47 0.05 0.47 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 20 (24%), Referenced to phase 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.47 Intersection Signal Delay: 8.8 Intersection LOS: A Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 1000: East Parcel Lower Level Alley/St Clair St & Lower Illinois St

Future AM Peak Hour Synchro 9 Report SDH Page 28 Lanes, Volumes, Timings 1100: Lower Cityfront Plaza & Lower Illinois St 09/13/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 640 115 0 0 0 80 Future Volume (vph) 640 115 0 0 0 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 12 12 12 12 Storage Length (ft) 50 0 0 0 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 3061 1487 0 0 0 1393 Flt Permitted Satd. Flow (perm) 3061 1487 0 0 0 1393 Link Speed (mph) 30 30 30 Link Distance (ft) 110 531 347 Travel Time (s) 2.5 12.1 7.9 Confl. Peds. (#/hr) 93 93 75 10 Confl. Bikes (#/hr) 40 6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 14% 5% 2% 2% 2% 18% Adj. Flow (vph) 674 121 0 0 0 84 Shared Lane Traffic (%) Lane Group Flow (vph) 674 121 0 0 0 84 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period (min) 15

Future AM Peak Hour Synchro 9 Report SDH Page 29 HCM 2010 TWSC 1100: Lower Cityfront Plaza & Lower Illinois St 09/13/2017

Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 640 115 0 0 0 80 Future Vol, veh/h 640 115 0 0 0 80 Conflicting Peds, #/hr 0 93 93 0 75 10 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 - - - 0 Veh in Median Storage, # 0 - - - 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 14 5 2 2 2 18 Mvmt Flow 674 121 0 0 0 84

Major/Minor Major1 Minor1 Conflicting Flow All 0 0 - 440 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - - - 7.26 Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - - - 3.48 Pot Cap-1 Maneuver - - 0 523 Stage 1 - - 0 - Stage 2 - - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - 477 Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - -

Approach EB NB HCM Control Delay, s 0 14.2 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR Capacity (veh/h) 477 - - HCM Lane V/C Ratio 0.177 - - HCM Control Delay (s) 14.2 - - HCM Lane LOS B - - HCM 95th %tile Q(veh) 0.6 - -

Future AM Peak Hour Synchro 9 Report SDH Page 30 Lanes, Volumes, Timings 1200: Lower North Water St & Lower Cityfront Plaza 09/13/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 60 115 145 20 60 55 Future Volume (vph) 60 115 145 20 60 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.984 0.935 Flt Protected 0.983 0.975 Satd. Flow (prot) 0 1750 1743 0 1644 0 Flt Permitted 0.983 0.975 Satd. Flow (perm) 0 1750 1743 0 1644 0 Link Speed (mph) 30 30 30 Link Distance (ft) 118 183 347 Travel Time (s) 2.7 4.2 7.9 Confl. Peds. (#/hr) 17 17 11 20 Confl. Bikes (#/hr) 14 7 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles (%) 10% 5% 5% 24% 2% 9% Adj. Flow (vph) 73 140 177 24 73 67 Shared Lane Traffic (%) Lane Group Flow (vph) 0 213 201 0 140 0 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 40.7% ICU Level of Service A Analysis Period (min) 15

Future AM Peak Hour Synchro 9 Report SDH Page 31 HCM 2010 AWSC 1200: Lower North Water St & Lower Cityfront Plaza 09/13/2017

Intersection Intersection Delay, s/veh 9.1 Intersection LOS A

Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Lane Configurations Traffic Vol, veh/h 0 60 115 0 145 20 0 60 55 Future Vol, veh/h 0 60 115 0 145 20 0 60 55 Peak Hour Factor 0.92 0.82 0.82 0.92 0.82 0.82 0.92 0.82 0.82 Heavy Vehicles, % 2 10 5 2 5 24 2 2 9 Mvmt Flow 0 73 140 0 177 24 0 73 67 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 9.5 9 8.8 HCM LOS A A A

Lane EBLn1 WBLn1 SBLn1 Vol Left, % 34% 0% 52% Vol Thru, % 66% 88% 0% Vol Right, % 0% 12% 48% Sign Control Stop Stop Stop Traffic Vol by Lane 175 165 115 LT Vol 60 0 60 Through Vol 115 145 0 RT Vol 0 20 55 Lane Flow Rate 213 201 140 Geometry Grp 1 1 1 Degree of Util (X) 0.279 0.251 0.183 Departure Headway (Hd) 4.7 4.497 4.704 Convergence, Y/N Yes Yes Yes Cap 764 799 762 Service Time 2.729 2.527 2.737 HCM Lane V/C Ratio 0.279 0.252 0.184 HCM Control Delay 9.5 9 8.8 HCM Lane LOS A A A HCM 95th-tile Q 1.1 1 0.7

Future AM Peak Hour Synchro 9 Report SDH Page 32 Lanes, Volumes, Timings 1205: East Parcel Lower Level Alley & East Parcel Garage Access 09/13/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 10 25 1 1 20 1 Future Volume (vph) 10 25 1 1 20 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.904 0.932 Flt Protected 0.986 0.954 Satd. Flow (prot) 1660 0 1736 0 0 1777 Flt Permitted 0.986 0.954 Satd. Flow (perm) 1660 0 1736 0 0 1777 Link Speed (mph) 30 30 30 Link Distance (ft) 90 123 248 Travel Time (s) 2.0 2.8 5.6 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Adj. Flow (vph) 12 30 1 1 24 1 Shared Lane Traffic (%) Lane Group Flow (vph) 42 020025 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.8% ICU Level of Service A Analysis Period (min) 15

Future AM Peak Hour Synchro 9 Report SDH Page 33 HCM 2010 TWSC 1205: East Parcel Lower Level Alley & East Parcel Garage Access 09/13/2017

Intersection Int Delay, s/veh 7.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 10 25 1 1 20 1 Future Vol, veh/h 10 25 1 1 20 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 30 1 1 24 1

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 52 2 0 0 2 0 Stage 1 2 - - - - - Stage 2 50 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 957 1082 - - 1620 - Stage 1 1021 - - - - - Stage 2 972 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 943 1082 - - 1620 - Mov Cap-2 Maneuver 943 - - - - - Stage 1 1021 - - - - - Stage 2 957 - - - - -

Approach WB NB SB HCM Control Delay, s 8.6 0 6.9 HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 1038 1620 - HCM Lane V/C Ratio - - 0.041 0.015 - HCM Control Delay (s) - - 8.6 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 -

Future AM Peak Hour Synchro 9 Report SDH Page 34 Lanes, Volumes, Timings 1210: Lower North Water St & East Parcel Lower Level Alley 09/13/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 1 240 175 1 1 10 Future Volume (vph) 1 240 175 1 1 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 0.875 Flt Protected 0.996 Satd. Flow (prot) 0 1810 1742 0 1623 0 Flt Permitted 0.996 Satd. Flow (perm) 0 1810 1742 0 1623 0 Link Speed (mph) 30 30 30 Link Distance (ft) 225 118 123 Travel Time (s) 5.1 2.7 2.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles (%) 2% 5% 9% 2% 2% 2% Adj. Flow (vph) 1 293 213 1 1 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 294 214 0 13 0 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 23.4% ICU Level of Service A Analysis Period (min) 15

Future AM Peak Hour Synchro 9 Report SDH Page 35 HCM 2010 TWSC 1210: Lower North Water St & East Parcel Lower Level Alley 09/13/2017

Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 240 175 1 1 10 Future Vol, veh/h 1 240 175 1 1 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 2 5 9 2 2 2 Mvmt Flow 1 293 213 1 1 12

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 215 0 - 0 509 214 Stage 1 - - - - 214 - Stage 2 - - - - 295 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1355 - - - 524 826 Stage 1 - - - - 822 - Stage 2 - - - - 755 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1355 - - - 523 826 Mov Cap-2 Maneuver - - - - 523 - Stage 1 - - - - 822 - Stage 2 - - - - 754 -

Approach EB WB SB HCM Control Delay, s 0 0 9.7 HCM LOS A

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1355 - - - 785 HCM Lane V/C Ratio 0.001 - - - 0.017 HCM Control Delay (s) 7.7 0 - - 9.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1

Future AM Peak Hour Synchro 9 Report SDH Page 36 Lanes, Volumes, Timings 1220: Lower North Water St & East Parcel Garage Access 09/13/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 1 225 180 5 15 1 Future Volume (vph) 1 225 180 5 15 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.993 Flt Protected 0.955 Satd. Flow (prot) 0 1810 1739 0 1766 0 Flt Permitted 0.955 Satd. Flow (perm) 0 1810 1739 0 1766 0 Link Speed (mph) 30 30 30 Link Distance (ft) 281 225 158 Travel Time (s) 6.4 5.1 3.6 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles (%) 2% 5% 9% 2% 2% 2% Adj. Flow (vph) 1 274 220 6 18 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 275 226 0 19 0 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 22.6% ICU Level of Service A Analysis Period (min) 15

Future AM Peak Hour Synchro 9 Report SDH Page 37 HCM 2010 TWSC 1220: Lower North Water St & East Parcel Garage Access 09/13/2017

Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 225 180 5 15 1 Future Vol, veh/h 1 225 180 5 15 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 2 5 9 2 2 2 Mvmt Flow 1 274 220 6 18 1

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 226 0 - 0 500 223 Stage 1 - - - - 223 - Stage 2 - - - - 277 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1342 - - - 530 817 Stage 1 - - - - 814 - Stage 2 - - - - 770 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1342 - - - 529 817 Mov Cap-2 Maneuver - - - - 529 - Stage 1 - - - - 814 - Stage 2 - - - - 769 -

Approach EB WB SB HCM Control Delay, s 0 0 11.9 HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1342 - - - 541 HCM Lane V/C Ratio 0.001 - - - 0.036 HCM Control Delay (s) 7.7 0 - - 11.9 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1

Future AM Peak Hour Synchro 9 Report SDH Page 38 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group EBL EBT EBR2 WBL WBT WBR NBL NBT NBR SBL2 SBT SBR Lane Configurations Traffic Volume (vph) 10 75 65 80 75 25 125 380 115 35 325 35 Future Volume (vph) 10 75 65 80 75 25 125 380 115 35 325 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 10 12 10 10 10 12 12 12 12 12 Storage Length (ft) 0 0 100 100 0 0 Storage Lanes 0 0 1 1 0 0 Taper Length (ft) 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor 1.00 0.95 0.99 0.93 0.98 0.98 0.99 Frt 0.850 0.850 0.965 0.987 Flt Protected 0.994 0.975 0.950 0.996 Satd. Flow (prot) 0 1650 1358 0 1607 1225 1636 3066 0 0 3249 0 Flt Permitted 0.967 0.808 0.461 0.869 Satd. Flow (perm) 0 1598 1293 0 1315 1146 777 3066 0 0 2828 0 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 90 90 14 Link Speed (mph) 30 30 30 30 Link Distance (ft) 299 281 356 140 Travel Time (s) 6.8 6.4 8.1 3.2 Confl. Peds. (#/hr) 57 32 32 57 32 53 53 32 Confl. Bikes (#/hr) 17 13 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 36% 3% 11% 11% 4% 23% 3% 13% 6% 8% 9% 6% Adj. Flow (vph) 11 83 72 89 83 28 139 422 128 39 361 39 Shared Lane Traffic (%) Lane Group Flow (vph) 0 94 72 0 172 28 139 550 0 0 439 0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 6 Minimum Split (s) 36.0 36.0 36.0 36.0 36.0 36.0 39.0 39.0 39.0 39.0 Total Split (s) 36.0 36.0 36.0 36.0 36.0 36.0 39.0 39.0 39.0 39.0 Total Split (%) 42.4% 42.4% 42.4% 42.4% 42.4% 42.4% 45.9% 45.9% 45.9% 45.9% Maximum Green (s) 31.0 31.0 31.0 31.0 31.0 31.0 34.0 34.0 34.0 34.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 5.0 5.0 5.0 11.0 11.0 11.0 22.0 22.0 22.0 22.0 Flash Dont Walk (s) 26.0 26.0 26.0 20.0 20.0 20.0 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 00000000 00 Act Effct Green (s) 31.0 31.0 31.0 31.0 34.0 34.0 34.0 Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.40 0.40 0.40 v/c Ratio 0.16 0.14 0.36 0.06 0.45 0.45 0.39 Control Delay 19.2 3.7 22.5 0.2 24.4 20.1 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.2 3.7 22.5 0.2 24.4 20.1 15.5

Future AM Peak Hour Synchro 9 Report SDH Page 39 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group NWR2 Lane Configurations Traffic Volume (vph) 1 Future Volume (vph) 1 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor 1.00 Ped Bike Factor Frt 0.865 Flt Protected Satd. Flow (prot) 822 Flt Permitted Satd. Flow (perm) 822 Right Turn on Red Yes Satd. Flow (RTOR) 724 Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 53 Confl. Bikes (#/hr) Peak Hour Factor 0.90 Heavy Vehicles (%) 100% Adj. Flow (vph) 1 Shared Lane Traffic (%) Lane Group Flow (vph) 1 Turn Type Prot Protected Phases 9 Permitted Phases Minimum Split (s) 10.0 Total Split (s) 10.0 Total Split (%) 11.8% Maximum Green (s) 5.0 Yellow Time (s) 3.0 All-Red Time (s) 2.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 5.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 5.0 Actuated g/C Ratio 0.06 v/c Ratio 0.00 Control Delay 0.0 Queue Delay 0.0 Total Delay 0.0

Future AM Peak Hour Synchro 9 Report SDH Page 40 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group EBL EBT EBR2 WBL WBT WBR NBL NBT NBR SBL2 SBT SBR LOS B A C A C C B Approach Delay 12.5 19.3 21.0 15.5 Approach LOS B B C B Queue Length 50th (ft) 33 0 66 0 53 110 50 Queue Length 95th (ft) 67 20 119 0 108 155 124 Internal Link Dist (ft) 219 201 276 60 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 582 528 479 475 310 1226 1139 Starvation Cap Reductn 0 0 0000 0 Spillback Cap Reductn 0 0 0000 0 Storage Cap Reductn 0 0 0000 0 Reduced v/c Ratio 0.16 0.14 0.36 0.06 0.45 0.45 0.39 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 26 (31%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.45 Intersection Signal Delay: 18.2 Intersection LOS: B Intersection Capacity Utilization 110.0% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 1300: Lower Michigan Ave & Service Lane & Lower North Water St

Future AM Peak Hour Synchro 9 Report SDH Page 41 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group NWR2 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 0 Queue Length 95th (ft) 0 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) 729 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.00 Intersection Summary

Future AM Peak Hour Synchro 9 Report SDH Page 42 Lanes, Volumes, Timings 1400: Lower Michigan Avenue & Hubbard Street 09/13/2017

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 5 75 95 320 320 20 Future Volume (vph) 5 75 95 320 320 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 12 12 12 12 12 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Ped Bike Factor Frt 0.873 0.991 Flt Protected 0.997 0.989 Satd. Flow (prot) 1772 0 0 3142 3197 0 Flt Permitted 0.997 0.989 Satd. Flow (perm) 1772 0 0 3142 3197 0 Link Speed (mph) 30 30 30 Link Distance (ft) 307 140 341 Travel Time (s) 7.0 3.2 7.8 Confl. Peds. (#/hr) 30 18 60 60 Confl. Bikes (#/hr) 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 6% 9% 15% 11% 26% Adj. Flow (vph) 5 81 102 344 344 22 Shared Lane Traffic (%) Lane Group Flow (vph) 86 0 0 446 366 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15

Future AM Peak Hour Synchro 9 Report SDH Page 43 HCM 2010 TWSC 1400: Lower Michigan Avenue & Hubbard Street 09/13/2017

Intersection Int Delay, s/veh 2.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 75 95 320 320 20 Future Vol, veh/h 5 75 95 320 320 20 Conflicting Peds, #/hr 30 18 60 0 0 60 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 6 9 15 11 26 Mvmt Flow 5 81 102 344 344 22

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 821 261 426 0 - 0 Stage 1 415 - - - - - Stage 2 406 - - - - - Critical Hdwy 6.84 7.02 4.28 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.36 2.29 - - - Pot Cap-1 Maneuver 313 726 1082 - - - Stage 1 635 - - - - - Stage 2 641 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 235 659 1063 - - - Mov Cap-2 Maneuver 235 - - - - - Stage 1 587 - - - - - Stage 2 522 - - - - -

Approach EB NB SB HCM Control Delay, s 12.1 2.2 0 HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1063 - 592 - - HCM Lane V/C Ratio 0.096 - 0.145 - - HCM Control Delay (s) 8.7 0.3 12.1 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.3 - 0.5 - -

Future AM Peak Hour Synchro 9 Report SDH Page 44 Lanes, Volumes, Timings 100: Upper Michigan Ave & Upper Illinois St 09/13/2017

Lane Group WBL WBR NBU NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (vph) 130 225 5 1115 155 10 205 1215 Future Volume (vph) 130 225 5 1115 155 10 205 1215 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 Lane Width (ft) 10 10 12 10 10 12 9 10 Storage Length (ft) 0 25 0 0 125 Storage Lanes 1 1 0 0 1 Taper Length (ft) 25 25 145 Lane Util. Factor 1.00 1.00 0.91 0.91 0.91 0.91 1.00 0.91 Ped Bike Factor 0.69 0.66 0.93 0.92 Frt 0.850 0.982 Flt Protected 0.950 0.950 Satd. Flow (prot) 1652 1463 0 4170 0 0 1563 4808 Flt Permitted 0.950 0.935 0.950 Satd. Flow (perm) 1140 969 0 3899 0 0 1439 4808 Right Turn on Red Yes Yes Satd. Flow (RTOR) 1 35 Link Speed (mph) 30 30 30 Link Distance (ft) 675 880 779 Travel Time (s) 15.3 20.0 17.7 Confl. Peds. (#/hr) 321 413 694 694 Confl. Bikes (#/hr) 7 15 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 3% 2% 7% 2% 2% 4% 6% Adj. Flow (vph) 140 242 5 1199 167 11 220 1306 Shared Lane Traffic (%) Lane Group Flow (vph) 140 242 0 1371 0 0 231 1306 Turn Type Perm Perm Perm NA Prot Prot NA Protected Phases 2 1 1 6 Permitted Phases 8 8 2 Detector Phase 8822 116 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.0 34.0 58.0 58.0 13.0 13.0 71.0 Total Split (s) 34.0 34.0 58.0 58.0 13.0 13.0 71.0 Total Split (%) 32.4% 32.4% 55.2% 55.2% 12.4% 12.4% 67.6% Maximum Green (s) 29.0 29.0 54.0 54.0 10.0 10.0 67.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 1.0 1.0 0.0 0.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 3.0 4.0 Lead/Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max C-Max C-Max None None C-Max Walk Time (s) 7.0 7.0 41.0 41.0 41.0 Flash Dont Walk (s) 22.0 22.0 13.0 13.0 13.0 Pedestrian Calls (#/hr) 0000 0 Act Effct Green (s) 29.0 29.0 54.0 10.0 67.0

Future PM Peak Hour Synchro 9 Report SDH Page 1 Lanes, Volumes, Timings 100: Upper Michigan Ave & Upper Illinois St 09/13/2017

Lane Group WBL WBR NBU NBT NBR SBU SBL SBT Actuated g/C Ratio 0.28 0.28 0.51 0.10 0.64 v/c Ratio 0.45 0.90 0.68 1.56 0.43 Control Delay 36.8 73.1 20.6 316.0 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 36.8 73.1 20.6 316.0 10.0 LOS D E C F A Approach Delay 59.8 20.6 56.0 Approach LOS E C E 90th %ile Green (s) 29.0 29.0 54.0 54.0 10.0 10.0 67.0 90th %ile Term Code MaxR MaxR Coord Coord Max Max Coord 70th %ile Green (s) 29.0 29.0 54.0 54.0 10.0 10.0 67.0 70th %ile Term Code MaxR MaxR Coord Coord Max Max Coord 50th %ile Green (s) 29.0 29.0 54.0 54.0 10.0 10.0 67.0 50th %ile Term Code MaxR MaxR Coord Coord Max Max Coord 30th %ile Green (s) 29.0 29.0 54.0 54.0 10.0 10.0 67.0 30th %ile Term Code MaxR MaxR Coord Coord Max Max Coord 10th %ile Green (s) 29.0 29.0 54.0 54.0 10.0 10.0 67.0 10th %ile Term Code MaxR MaxR Coord Coord Max Max Coord Queue Length 50th (ft) 78 156 235 ~220 146 Queue Length 95th (ft) 139 #309 288 #371 175 Internal Link Dist (ft) 595 800 699 Turn Bay Length (ft) 25 125 Base Capacity (vph) 314 268 2022 148 3067 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 0.45 0.90 0.68 1.56 0.43 Intersection Summary Area Type: Other Cycle Length: 105 Actuated Cycle Length: 105 Offset: 6 (6%), Referenced to phase 2:NBTU and 6:SBT, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.56 Intersection Signal Delay: 41.7 Intersection LOS: D Intersection Capacity Utilization 102.3% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Splits and Phases: 100: Upper Michigan Ave & Upper Illinois St

Future PM Peak Hour Synchro 9 Report SDH Page 2 Lanes, Volumes, Timings 200: Upper Cityfront Plaza & Upper Illinois St 09/13/2017

Lane Group EBU EBT EBR WBL WBT NBU NBL NBR Lane Configurations Traffic Volume (vph) 35 75 210 145 65 25 230 55 Future Volume (vph) 35 75 210 145 65 25 230 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 15 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.911 0.976 Flt Protected 0.995 0.967 0.961 Satd. Flow (prot) 0 1611 0 0 1981 0 1695 0 Flt Permitted 0.995 0.967 0.961 Satd. Flow (perm) 0 1611 0 0 1981 0 1695 0 Link Speed (mph) 30 30 30 Link Distance (ft) 675 292 501 Travel Time (s) 15.3 6.6 11.4 Confl. Peds. (#/hr) 154 225 225 154 66 Confl. Bikes (#/hr) 2 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%) 2% 2% 4% 2% 2% 2% 6% 3% Adj. Flow (vph) 43 93 259 179 80 31 284 68 Shared Lane Traffic (%) Lane Group Flow (vph) 0 395 0 0 259 0 383 0 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15

Future PM Peak Hour Synchro 9 Report SDH Page 3 HCM 2010 Roundabout 200: Upper Cityfront Plaza & Upper Illinois St 09/13/2017

Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 395 259 383 Demand Flow Rate, veh/h 408 265 403 Vehicles Circulating, veh/h 215 377 139 Vehicles Exiting, veh/h 427 165 484 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 154 66 225 Ped Cap Adj 0.960 0.991 0.919 Approach Delay, s/veh 10.2 9.0 9.8 Approach LOS B A A Lane Left Left Left Designated Moves LTR LT LR Assumed Moves LTR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 408 265 403 Cap Entry Lane, veh/h 911 775 983 Entry HV Adj Factor 0.969 0.979 0.951 Flow Entry, veh/h 395 259 383 Cap Entry, veh/h 848 752 859 V/C Ratio 0.466 0.345 0.446 Control Delay, s/veh 10.2 9.0 9.8 LOS B A A 95th %tile Queue, veh 3 2 2

Future PM Peak Hour Synchro 9 Report SDH Page 4 Lanes, Volumes, Timings 300: Upper North Water St & Upper Cityfront Plaza 09/13/2017

Lane Group EBL EBT WBU WBT WBR SBU SBL SBR Lane Configurations Traffic Volume (vph) 0 0 15 0 225 85 295 0 Future Volume (vph) 0 0 15 0 225 85 295 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.865 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 1863 0 0 1485 0 1743 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 0 1863 0 0 1485 0 1743 0 Link Speed (mph) 30 30 30 Link Distance (ft) 255 372 501 Travel Time (s) 5.8 8.5 11.4 Confl. Peds. (#/hr) 132 350 350 132 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 2% 2% 6% 2% 7% 2% 4% 2% Adj. Flow (vph) 0 0 18 0 268 101 351 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 18 268 0 452 0 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Roundabout Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15

Future PM Peak Hour Synchro 9 Report SDH Page 6 HCM 2010 Roundabout 300: Upper North Water St & Upper Cityfront Plaza 09/13/2017

Intersection Intersection Delay, s/veh 9.2 Intersection LOS A Approach EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 0 286 452 Demand Flow Rate, veh/h 0 306 468 Vehicles Circulating, veh/h 487 103 19 Vehicles Exiting, veh/h 0 384 390 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 132 350 Ped Cap Adj 1.000 0.970 0.838 Approach Delay, s/veh 0.0 7.2 10.5 Approach LOS - A B Lane Left Left Left Designated Moves LT R L Assumed Moves LT R L RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 0 306 468 Cap Entry Lane, veh/h 694 1019 1109 Entry HV Adj Factor 1.000 0.934 0.966 Flow Entry, veh/h 0 286 452 Cap Entry, veh/h 694 923 898 V/C Ratio 0.000 0.310 0.504 Control Delay, s/veh 5.2 7.2 10.5 LOS A A B 95th %tile Queue, veh 0 1 3

Future PM Peak Hour Synchro 9 Report SDH Page 7 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 115 55 140 70 25 30 10 120 965 225 55 1300 Future Volume (vph) 115 55 140 70 25 30 10 120 965 225 55 1300 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 11 11 11 12 9 12 12 10 12 Storage Length (ft) 0 25 0 25 80 0 115 Storage Lanes 0 1 01101 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 0.91 1.00 0.91 Ped Bike Factor 0.89 0.78 0.89 0.81 0.98 0.89 0.92 0.99 Frt 0.850 0.850 0.972 0.990 Flt Protected 0.967 0.965 0.950 0.950 Satd. Flow (prot) 0 1681 1478 0 1738 1531 0 1593 4421 0 1652 4976 Flt Permitted 0.739 0.710 0.101 0.147 Satd. Flow (perm) 0 1148 1159 0 1132 1238 0 167 4421 0 235 4976 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 51 51 85 18 Link Speed (mph) 30 30 30 30 Link Distance (ft) 372 439 247 565 Travel Time (s) 8.5 10.0 5.6 12.8 Confl. Peds. (#/hr) 200 226 226 200 142 689 689 Confl. Bikes (#/hr) 5 1 10 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 122 59 149 74 27 32 11 128 1027 239 59 1383 Shared Lane Traffic (%) Lane Group Flow (vph) 0 181 149 0 101 32 0 139 1266 0 59 1484 Turn Type Perm NA Perm Perm NA Perm pm+pt pm+pt NA pm+pt NA Protected Phases 4 8 13 13 2 9 6 Permitted Phases 4 4 8 8 2 2 6 Minimum Split (s) 33.0 33.0 33.0 33.0 33.0 33.0 6.0 6.0 44.0 6.0 44.0 Total Split (s) 33.0 33.0 33.0 33.0 33.0 33.0 8.0 8.0 44.0 8.0 44.0 Total Split (%) 38.8% 38.8% 38.8% 38.8% 38.8% 38.8% 9.4% 9.4% 51.8% 9.4% 51.8% Maximum Green (s) 28.0 28.0 28.0 28.0 28.0 28.0 5.0 5.0 40.0 5.0 40.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 0.0 0.0 1.0 0.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 3.0 4.0 3.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 30.0 30.0 Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 22.0 10.0 10.0 Pedestrian Calls (#/hr) 000000 0 0 Act Effct Green (s) 28.0 28.0 28.0 28.0 46.0 40.0 46.0 40.0 Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.54 0.47 0.54 0.47 v/c Ratio 0.48 0.36 0.27 0.07 0.80 0.60 0.28 0.63 Control Delay 27.9 17.0 23.5 3.4 46.3 16.7 11.3 15.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.9 17.0 23.5 3.4 46.3 16.7 11.3 15.8 LOS CB CA DB BB

Future PM Peak Hour Synchro 9 Report SDH Page 9 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group SBR Lane Configurations Traffic Volume (vph) 95 Future Volume (vph) 95 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Storage Length (ft) 0 Storage Lanes 0 Taper Length (ft) Lane Util. Factor 0.91 Ped Bike Factor Frt Flt Protected Satd. Flow (prot) 0 Flt Permitted Satd. Flow (perm) 0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 142 Confl. Bikes (#/hr) 2 Peak Hour Factor 0.94 Adj. Flow (vph) 101 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS

Future PM Peak Hour Synchro 9 Report SDH Page 10 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Approach Delay 23.0 18.7 19.7 15.6 Approach LOS C B B B Queue Length 50th (ft) 76 38 39 0 32 162 10 144 Queue Length 95th (ft) 140 88 80 12 #125 206 m17 m191 Internal Link Dist (ft) 292 359 167 485 Turn Bay Length (ft) 25 25 80 115 Base Capacity (vph) 378 415 372 442 174 2125 210 2351 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.36 0.27 0.07 0.80 0.60 0.28 0.63 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 26 (31%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.80 Intersection Signal Delay: 18.1 Intersection LOS: B Intersection Capacity Utilization 102.2% ICU Level of Service G 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: 400: North Columbus Drive & North Water Street

Future PM Peak Hour Synchro 9 Report SDH Page 11 Lanes, Volumes, Timings 400: North Columbus Drive & North Water Street 09/13/2017

Future PM Peak Hour Synchro 9 Report SDH Page 12 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 215 630 300 00009551552301150 0 Future Volume (vph) 215 630 300 00009551552301150 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 11 11 10 12 12 12 12 12 12 11 11 12 Storage Length (ft) 75 75 0 0 0 0 65 0 Storage Lanes 1 1 0 0 0 0 1 0 Taper Length (ft) 75 25 25 65 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.97 0.95 1.00 Ped Bike Factor 0.64 0.65 0.95 0.92 Frt 0.850 0.979 Flt Protected 0.950 0.950 Satd. Flow (prot) 1694 3323 1463 00004621 0 3077 3566 0 Flt Permitted 0.950 0.148 Satd. Flow (perm) 1093 3323 944 00004621 0 441 3566 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 531 445 565 251 Travel Time (s) 12.1 10.1 12.8 5.7 Confl. Peds. (#/hr) 654 515 515 654 273 568 568 273 Confl. Bikes (#/hr) 64 6 5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 3% 5% 3% 2% 2% 2% 2% 3% 13% 10% 3% 2% Adj. Flow (vph) 229 670 319 00001016 165 245 1223 0 Shared Lane Traffic (%) Lane Group Flow (vph) 229 670 319 00001181 0 245 1223 0 Turn Type Perm NA Perm NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 4 6 Minimum Split (s) 34.0 34.0 34.0 30.0 9.5 45.0 Total Split (s) 34.0 34.0 34.0 27.0 18.0 45.0 Total Split (%) 40.0% 40.0% 40.0% 31.8% 21.2% 52.9% Maximum Green (s) 29.0 29.0 29.0 23.0 14.0 41.0 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 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 4.0 4.0 4.0 Lead/Lag Lag Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Walk Time (s) 5.0 5.0 5.0 13.0 26.0 Flash Dont Walk (s) 24.0 24.0 24.0 13.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 29.0 29.0 29.0 23.0 41.0 41.0 Actuated g/C Ratio 0.34 0.34 0.34 0.27 0.48 0.48 v/c Ratio 0.62 0.59 0.99 0.94 0.38 0.71 Control Delay 24.9 19.1 71.9 35.6 10.1 6.4 Queue Delay 0.0 0.0 0.0 0.7 0.0 0.8 Total Delay 24.9 19.1 71.9 36.3 10.1 7.2

Future PM Peak Hour Synchro 9 Report SDH Page 13 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Future PM Peak Hour Synchro 9 Report SDH Page 14 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS C B E D B A Approach Delay 34.0 36.3 7.7 Approach LOS C D A Queue Length 50th (ft) 93 140 175 98 14 94 Queue Length 95th (ft) 179 190 #343 #298 m18 m108 Internal Link Dist (ft) 451 365 485 171 Turn Bay Length (ft) 75 75 65 Base Capacity (vph) 372 1133 322 1250 646 1720 Starvation Cap Reductn 0 0 0 0 0 223 Spillback Cap Reductn 0 0 0 10 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.59 0.99 0.95 0.38 0.82 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 33 (39%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.99 Intersection Signal Delay: 24.7 Intersection LOS: C Intersection Capacity Utilization 100.9% ICU Level of Service G 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: 500: North Columbus Drive & East Illinois Street

Future PM Peak Hour Synchro 9 Report SDH Page 15 Lanes, Volumes, Timings 500: North Columbus Drive & East Illinois Street 09/13/2017

Future PM Peak Hour Synchro 9 Report SDH Page 16 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 335 670 160 360 810 0 0 1045 155 Future Volume (vph) 0 0 0 335 670 160 360 810 0 0 1045 155 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 10 10 10 11 10 10 11 10 12 12 10 10 Storage Length (ft) 0 0 130 130 65 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 65 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 0.97 0.95 1.00 1.00 0.91 0.91 Ped Bike Factor 0.64 0.64 0.96 0.96 Frt 0.850 0.981 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 0 0 1711 4808 1277 3319 3410 0 0 4309 0 Flt Permitted 0.950 0.118 Satd. Flow (perm) 0 0 0 1095 4808 816 395 3410 0 0 4309 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 649 389 251 231 Travel Time (s) 14.8 8.8 5.7 5.3 Confl. Peds. (#/hr) 422 518 518 422 520 833 833 520 Confl. Bikes (#/hr) 48 3 6 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 2% 2% 2% 6% 18% 2% 4% 2% 2% 5% 7% Adj. Flow (vph) 0 0 0 349 698 167 375 844 0 0 1089 161 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 349 698 167 375 844 0 0 1250 0 Turn Type custom NA custom pm+pt NA NA Protected Phases 10 9 10 5 2 6 Permitted Phases 9 9 2 Minimum Split (s) 9.0 25.0 11.0 45.0 34.0 Total Split (s) 9.0 25.0 11.0 45.0 34.0 Total Split (%) 10.6% 29.4% 12.9% 52.9% 40.0% Maximum Green (s) 5.0 22.0 7.0 41.0 31.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 0.0 1.0 1.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 3.0 4.0 4.0 3.0 Lead/Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Walk Time (s) 10.0 23.0 10.0 Flash Dont Walk (s) 12.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 26.0 31.0 22.0 41.0 41.0 31.0 Actuated g/C Ratio 0.31 0.36 0.26 0.48 0.48 0.36 v/c Ratio 0.94 0.40 0.79 0.87 0.51 0.80 Control Delay 63.4 20.9 57.7 33.3 5.3 28.8 Queue Delay 0.0 0.0 0.0 66.7 3.5 0.1 Total Delay 63.4 20.9 57.7 100.0 8.9 28.8

Future PM Peak Hour Synchro 9 Report SDH Page 17 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Future PM Peak Hour Synchro 9 Report SDH Page 18 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS E C E F A C Approach Delay 38.2 36.9 28.8 Approach LOS D D C Queue Length 50th (ft) 149 99 83 76 48 215 Queue Length 95th (ft) #289 132 #191 m90 m52 271 Internal Link Dist (ft) 569 309 171 151 Turn Bay Length (ft) 130 130 65 Base Capacity (vph) 371 1753 211 431 1644 1571 Starvation Cap Reductn 0 0 0 307 686 0 Spillback Cap Reductn 00000 11 Storage Cap Reductn 00000 0 Reduced v/c Ratio 0.94 0.40 0.79 3.02 0.88 0.80 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 35 (41%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.94 Intersection Signal Delay: 34.6 Intersection LOS: C Intersection Capacity Utilization 100.9% ICU Level of Service G 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: North Columbus Drive/North Fairbanks Court & East Grand Avenue

Future PM Peak Hour Synchro 9 Report SDH Page 19 Lanes, Volumes, Timings 600: North Columbus Drive/North Fairbanks Court & East Grand Avenue 09/13/2017

Future PM Peak Hour Synchro 9 Report SDH Page 20 Lanes, Volumes, Timings 700: St Clair St & Lower Grand Ave 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 90 955 100 20 110 0 0 105 245 Future Volume (vph) 0 0 0 90 955 100 20 110 0 0 105 245 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 12 12 8 12 12 8 12 Storage Length (ft) 0 0 0 50 0 0 0 0 Storage Lanes 0 0 0 1 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 0.54 0.99 0.87 Frt 0.850 0.906 Flt Protected 0.996 0.992 Satd. Flow (prot) 00004719 1583 0 1563 0 0 1260 0 Flt Permitted 0.996 0.883 Satd. Flow (perm) 00004613 853 0 1374 0 0 1260 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 79 11 Link Speed (mph) 30 30 30 30 Link Distance (ft) 482 649 258 285 Travel Time (s) 11.0 14.8 5.9 6.5 Confl. Peds. (#/hr) 521 318 318 521 168 232 232 168 Confl. Bikes (#/hr) 69 7 18 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 2% 4% 6% 2% 2% 5% 2% 2% 2% 3% Adj. Flow (vph) 0 0 0 95 1005 105 21 116 0 0 111 258 Shared Lane Traffic (%) Lane Group Flow (vph) 00001100 105 0 137 0 0 369 0 Turn Type Perm NA Perm Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 8 2 Minimum Split (s) 56.0 56.0 56.0 29.0 29.0 29.0 Total Split (s) 56.0 56.0 56.0 29.0 29.0 29.0 Total Split (%) 65.9% 65.9% 65.9% 34.1% 34.1% 34.1% Maximum Green (s) 52.0 52.0 52.0 25.0 25.0 25.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 38.0 38.0 38.0 11.0 11.0 11.0 Flash Dont Walk (s) 14.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 00000 0 Act Effct Green (s) 52.0 52.0 25.0 25.0 Actuated g/C Ratio 0.61 0.61 0.29 0.29 v/c Ratio 0.39 0.19 0.34 0.98 Control Delay 4.4 1.2 34.2 72.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 4.4 1.2 34.2 72.2

Future PM Peak Hour Synchro 9 Report SDH Page 21 Lanes, Volumes, Timings 700: St Clair St & Lower Grand Ave 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS A A C E Approach Delay 4.1 34.2 72.2 Approach LOS A C E Queue Length 50th (ft) 52 0 56 189 Queue Length 95th (ft) m54 m4 107 #369 Internal Link Dist (ft) 402 569 178 205 Turn Bay Length (ft) 50 Base Capacity (vph) 2822 552 404 378 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 0.39 0.19 0.34 0.98 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 48 (56%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.98 Intersection Signal Delay: 21.2 Intersection LOS: C Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 700: St Clair St & Lower Grand Ave

Future PM Peak Hour Synchro 9 Report SDH Page 22 Lanes, Volumes, Timings 800: Lower Michigan Ave & Lower Grand Ave 09/13/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 0 0 255 965 420 0 Future Volume (vph) 0 0 255 965 420 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 12 12 Lane Util. Factor 1.00 1.00 0.91 0.91 0.97 1.00 Ped Bike Factor 0.96 0.99 Frt Flt Protected 0.990 0.950 Satd. Flow (prot) 0 0 0 4707 3433 0 Flt Permitted 0.990 0.950 Satd. Flow (perm) 0 0 0 4532 3412 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 Link Distance (ft) 254 482 256 Travel Time (s) 5.8 11.0 5.8 Confl. Peds. (#/hr) 391 391 5 24 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 11% 4% 2% 2% Adj. Flow (vph) 0 0 268 1016 442 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1284 442 0 Turn Type Perm NA Prot Protected Phases 8 2 Permitted Phases 8 Minimum Split (s) 60.0 60.0 25.0 Total Split (s) 60.0 60.0 25.0 Total Split (%) 70.6% 70.6% 29.4% Maximum Green (s) 56.0 56.0 21.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 46.0 46.0 15.0 Flash Dont Walk (s) 10.0 10.0 6.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 56.0 21.0 Actuated g/C Ratio 0.66 0.25 v/c Ratio 0.43 0.52 Control Delay 3.9 24.8 Queue Delay 0.0 1.8 Total Delay 3.9 26.5 LOS A C Approach Delay 3.9 26.5 Approach LOS A C Queue Length 50th (ft) 56 129

Future PM Peak Hour Synchro 9 Report SDH Page 23 Lanes, Volumes, Timings 800: Lower Michigan Ave & Lower Grand Ave 09/13/2017

Lane Group EBT EBR WBL WBT NBL NBR Queue Length 95th (ft) m64 178 Internal Link Dist (ft) 174 402 176 Turn Bay Length (ft) Base Capacity (vph) 2985 848 Starvation Cap Reductn 0 248 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.43 0.74 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 57 (67%), Referenced to phase 2:NBL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.52 Intersection Signal Delay: 9.7 Intersection LOS: A Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 800: Lower Michigan Ave & Lower Grand Ave

Future PM Peak Hour Synchro 9 Report SDH Page 24 Lanes, Volumes, Timings 900: Lower Michigan Avenue & Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 715 175 0000410215152400 Future Volume (vph) 10 715 175 0000410215152400 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 12 12 12 12 12 12 12 12 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 0.98 0.98 1.00 Frt 0.971 0.948 Flt Protected 0.999 0.997 Satd. Flow (prot) 0 3196 000003185 0 0 3265 0 Flt Permitted 0.999 0.908 Satd. Flow (perm) 0 3193 000003185 0 0 2971 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 55 82 Link Speed (mph) 30 30 30 30 Link Distance (ft) 284 493 341 256 Travel Time (s) 6.5 11.2 7.8 5.8 Confl. Peds. (#/hr) 136 149 149 136 9 59 59 9 Confl. Bikes (#/hr) 63 4 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 4% 2% 2% 2% 2% 2% 2% 11% 14% 10% 2% Adj. Flow (vph) 11 777 190 0000446234162610 Shared Lane Traffic (%) Lane Group Flow (vph) 0 978 00000680002770 Turn Type Perm NA NA Perm NA Protected Phases 4 2 6 Permitted Phases 4 6 Minimum Split (s) 51.0 51.0 34.0 34.0 34.0 Total Split (s) 51.0 51.0 34.0 34.0 34.0 Total Split (%) 60.0% 60.0% 40.0% 40.0% 40.0% Maximum Green (s) 47.0 47.0 30.0 30.0 30.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 30.0 30.0 23.0 23.0 23.0 Flash Dont Walk (s) 17.0 17.0 7.0 7.0 7.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 47.0 30.0 30.0 Actuated g/C Ratio 0.55 0.35 0.35 v/c Ratio 0.55 0.58 0.26 Control Delay 12.8 21.2 10.0 Queue Delay 0.1 0.0 0.0 Total Delay 12.9 21.3 10.0 LOS B C B Approach Delay 12.9 21.3 10.0 Approach LOS B C B

Future PM Peak Hour Synchro 9 Report SDH Page 25 Lanes, Volumes, Timings 900: Lower Michigan Avenue & Illinois Street 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 154 81 46 Queue Length 95th (ft) 207 141 73 Internal Link Dist (ft) 204 413 261 176 Turn Bay Length (ft) Base Capacity (vph) 1790 1177 1048 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 74 6 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.57 0.58 0.26 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 20 (24%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.58 Intersection Signal Delay: 15.4 Intersection LOS: B Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 900: Lower Michigan Avenue & Illinois Street

Future PM Peak Hour Synchro 9 Report SDH Page 26 Lanes, Volumes, Timings 1000: East Parcel Lower Level Alley/St Clair St & Lower Illinois St 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 100 845 50000515140300 Future Volume (vph) 100 845 50000515140300 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 12 12 12 12 12 8 8 12 Lane Util. Factor 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.95 Frt 0.999 0.897 Flt Protected 0.995 0.961 Satd. Flow (prot) 0 3260 000001671 0 0 1551 0 Flt Permitted 0.995 0.750 Satd. Flow (perm) 0 3231 000001671 0 0 1148 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 16 Link Speed (mph) 30 30 30 30 Link Distance (ft) 493 110 248 258 Travel Time (s) 11.2 2.5 5.6 5.9 Confl. Peds. (#/hr) 103 103 64 30 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 10% 6% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 105 889 50000516147320 Shared Lane Traffic (%) Lane Group Flow (vph) 0 999 0000021001790 Turn Type Perm NA NA Perm NA Protected Phases 4 2 6 Permitted Phases 4 6 Minimum Split (s) 56.0 56.0 29.0 29.0 29.0 Total Split (s) 56.0 56.0 29.0 29.0 29.0 Total Split (%) 65.9% 65.9% 34.1% 34.1% 34.1% Maximum Green (s) 52.0 52.0 25.0 25.0 25.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 43.0 43.0 13.0 13.0 13.0 Flash Dont Walk (s) 9.0 9.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 52.0 25.0 25.0 Actuated g/C Ratio 0.61 0.29 0.29 v/c Ratio 0.51 0.04 0.53 Control Delay 5.4 12.8 42.2 Queue Delay 0.0 0.0 0.8 Total Delay 5.4 12.8 43.0 LOS A B D Approach Delay 5.4 12.8 43.0 Approach LOS A B D

Future PM Peak Hour Synchro 9 Report SDH Page 27 Lanes, Volumes, Timings 1000: East Parcel Lower Level Alley/St Clair St & Lower Illinois St 09/13/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 73 2 99 Queue Length 95th (ft) 94 m18 m130 Internal Link Dist (ft) 413 30 168 178 Turn Bay Length (ft) Base Capacity (vph) 1977 502 337 Starvation Cap Reductn 0 0 36 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.51 0.04 0.59 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 30 (35%), Referenced to phase 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.53 Intersection Signal Delay: 11.2 Intersection LOS: B Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1000: East Parcel Lower Level Alley/St Clair St & Lower Illinois St

Future PM Peak Hour Synchro 9 Report SDH Page 28 Lanes, Volumes, Timings 1100: Lower Cityfront Plaza & Lower Illinois St 09/13/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 940 85 0 0 0 175 Future Volume (vph) 940 85 0 0 0 175 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 12 12 12 12 Storage Length (ft) 50 0 0 0 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 3323 1516 0 0 0 1611 Flt Permitted Satd. Flow (perm) 3323 1516 0 0 0 1611 Link Speed (mph) 30 30 30 Link Distance (ft) 110 531 347 Travel Time (s) 2.5 12.1 7.9 Confl. Peds. (#/hr) 161 161 8 1 Confl. Bikes (#/hr) 67 11 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 5% 3% 2% 2% 2% 2% Adj. Flow (vph) 1000 90 0 0 0 186 Shared Lane Traffic (%) Lane Group Flow (vph) 1000 90 0 0 0 186 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period (min) 15

Future PM Peak Hour Synchro 9 Report SDH Page 29 HCM 2010 TWSC 1100: Lower Cityfront Plaza & Lower Illinois St 09/13/2017

Intersection Int Delay, s/veh 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 940 85 0 0 0 175 Future Vol, veh/h 940 85 0 0 0 175 Conflicting Peds, #/hr 0 161 161 0 8 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 50 - - - 0 Veh in Median Storage, # 0 - - - 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 5 3 2 2 2 2 Mvmt Flow 1000 90 0 0 0 186

Major/Minor Major1 Minor1 Conflicting Flow All 0 0 - 662 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - - - 6.94 Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - - - 3.32 Pot Cap-1 Maneuver - - 0 404 Stage 1 - - 0 - Stage 2 - - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - 342 Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - -

Approach EB NB HCM Control Delay, s 0 27.4 HCM LOS D

Minor Lane/Major Mvmt NBLn1 EBT EBR Capacity (veh/h) 342 - - HCM Lane V/C Ratio 0.544 - - HCM Control Delay (s) 27.4 - - HCM Lane LOS D - - HCM 95th %tile Q(veh) 3.1 - -

Future PM Peak Hour Synchro 9 Report SDH Page 30 Lanes, Volumes, Timings 1200: Lower North Water St & Lower Cityfront Plaza 09/13/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 145 140 190 30 20 65 Future Volume (vph) 145 140 190 30 20 65 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.982 0.896 Flt Protected 0.975 0.989 Satd. Flow (prot) 0 1816 1829 0 1636 0 Flt Permitted 0.975 0.989 Satd. Flow (perm) 0 1816 1829 0 1636 0 Link Speed (mph) 30 30 30 Link Distance (ft) 118 183 347 Travel Time (s) 2.7 4.2 7.9 Confl. Peds. (#/hr) 18 18 12 Confl. Bikes (#/hr) 8 1 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 2% 2% 2% 2% 6% 2% Adj. Flow (vph) 146 141 192 30 20 66 Shared Lane Traffic (%) Lane Group Flow (vph) 0 287 222 0 86 0 Sign Control Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min) 15

Future PM Peak Hour Synchro 9 Report SDH Page 31 HCM 2010 AWSC 1200: Lower North Water St & Lower Cityfront Plaza 09/13/2017

Intersection Intersection Delay, s/veh 9.4 Intersection LOS A

Movement EBU EBL EBT WBU WBT WBR SBU SBL SBR Lane Configurations Traffic Vol, veh/h 0 145 140 0 190 30 0 20 65 Future Vol, veh/h 0 145 140 0 190 30 0 20 65 Peak Hour Factor 0.92 0.99 0.99 0.92 0.99 0.99 0.92 0.99 0.99 Heavy Vehicles, % 2 2 2 2 2226 2 Mvmt Flow 0 146 141 0 192 30 0 20 66 Number of Lanes 0 0 1 0 1001 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 10 9 8.3 HCM LOS A A A

Lane EBLn1 WBLn1 SBLn1 Vol Left, % 51% 0% 24% Vol Thru, % 49% 86% 0% Vol Right, % 0% 14% 76% Sign Control Stop Stop Stop Traffic Vol by Lane 285 220 85 LT Vol 145 0 20 Through Vol 140 190 0 RT Vol 0 30 65 Lane Flow Rate 288 222 86 Geometry Grp 1 1 1 Degree of Util (X) 0.358 0.27 0.112 Departure Headway (Hd) 4.474 4.366 4.715 Convergence, Y/N Yes Yes Yes Cap 806 824 760 Service Time 2.495 2.388 2.748 HCM Lane V/C Ratio 0.357 0.269 0.113 HCM Control Delay 10 9 8.3 HCM Lane LOS A A A HCM 95th-tile Q 1.6 1.1 0.4

Future PM Peak Hour Synchro 9 Report SDH Page 32 Lanes, Volumes, Timings 1205: East Parcel Lower Level Alley & East Parcel Garage Access 09/13/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 1 20 1 5 35 1 Future Volume (vph) 1 20 1 5 35 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.887 Flt Protected 0.998 0.954 Satd. Flow (prot) 1619 0 1652 0 0 1777 Flt Permitted 0.998 0.954 Satd. Flow (perm) 1619 0 1652 0 0 1777 Link Speed (mph) 30 30 30 Link Distance (ft) 91 123 248 Travel Time (s) 2.1 2.8 5.6 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 1 21 1 5 37 1 Shared Lane Traffic (%) Lane Group Flow (vph) 22 060038 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.7% ICU Level of Service A Analysis Period (min) 15

Future PM Peak Hour Synchro 9 Report SDH Page 33 HCM 2010 TWSC 1205: East Parcel Lower Level Alley & East Parcel Garage Access 09/13/2017

Intersection Int Delay, s/veh 6.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 20 1 5 35 1 Future Vol, veh/h 1 20 1 5 35 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 21 1 5 37 1

Major/Minor Minor1 Major1 Major2 Conflicting Flow All 80 4 0 0 6 0 Stage 1 4 - - - - - Stage 2 76 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 922 1080 - - 1615 - Stage 1 1019 - - - - - Stage 2 947 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 901 1080 - - 1615 - Mov Cap-2 Maneuver 901 - - - - - Stage 1 1019 - - - - - Stage 2 925 - - - - -

Approach WB NB SB HCM Control Delay, s 8.4 0 7.1 HCM LOS A

Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 1070 1615 - HCM Lane V/C Ratio - - 0.021 0.023 - HCM Control Delay (s) - - 8.4 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0.1 -

Future PM Peak Hour Synchro 9 Report SDH Page 34 Lanes, Volumes, Timings 1210: Lower North Water St & East Parcel Lower Level Alley 09/13/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 5 250 295 1 1 1 Future Volume (vph) 5 250 295 1 1 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 Flt Protected 0.999 0.976 Satd. Flow (prot) 0 1861 1845 0 1694 0 Flt Permitted 0.999 0.976 Satd. Flow (perm) 0 1861 1845 0 1694 0 Link Speed (mph) 30 30 30 Link Distance (ft) 225 118 123 Travel Time (s) 5.1 2.7 2.8 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 2% 3% 2% 2% 2% Adj. Flow (vph) 5 266 314 1 1 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 271 315 0 2 0 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 27.2% ICU Level of Service A Analysis Period (min) 15

Future PM Peak Hour Synchro 9 Report SDH Page 35 HCM 2010 TWSC 1210: Lower North Water St & East Parcel Lower Level Alley 09/13/2017

Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 250 295 1 1 1 Future Vol, veh/h 5 250 295 1 1 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 3 2 2 2 Mvmt Flow 5 266 314 1 1 1

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 315 0 - 0 591 314 Stage 1 - - - - 314 - Stage 2 - - - - 277 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1245 - - - 470 726 Stage 1 - - - - 741 - Stage 2 - - - - 770 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1245 - - - 468 726 Mov Cap-2 Maneuver - - - - 468 - Stage 1 - - - - 741 - Stage 2 - - - - 766 -

Approach EB WB SB HCM Control Delay, s 0.2 0 11.4 HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1245 - - - 569 HCM Lane V/C Ratio 0.004 - - - 0.004 HCM Control Delay (s) 7.9 0 - - 11.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0

Future PM Peak Hour Synchro 9 Report SDH Page 36 Lanes, Volumes, Timings 1220: Lower North Water St & East Parcel Garage Access 09/13/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 1 245 285 10 10 1 Future Volume (vph) 1 245 285 10 10 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.995 0.989 Flt Protected 0.956 Satd. Flow (prot) 0 1863 1836 0 1761 0 Flt Permitted 0.956 Satd. Flow (perm) 0 1863 1836 0 1761 0 Link Speed (mph) 30 30 30 Link Distance (ft) 281 225 158 Travel Time (s) 6.4 5.1 3.6 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 2% 3% 2% 2% 2% Adj. Flow (vph) 1 261 303 11 11 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 262 314 0 12 0 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.6% ICU Level of Service A Analysis Period (min) 15

Future PM Peak Hour Synchro 9 Report SDH Page 37 HCM 2010 TWSC 1220: Lower North Water St & East Parcel Garage Access 09/13/2017

Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 245 285 10 10 1 Future Vol, veh/h 1 245 285 10 10 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 3 2 2 2 Mvmt Flow 1 261 303 11 11 1

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 314 0 - 0 572 309 Stage 1 - - - - 309 - Stage 2 - - - - 263 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1246 - - - 482 731 Stage 1 - - - - 745 - Stage 2 - - - - 781 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1246 - - - 482 731 Mov Cap-2 Maneuver - - - - 482 - Stage 1 - - - - 745 - Stage 2 - - - - 780 -

Approach EB WB SB HCM Control Delay, s 0 0 12.4 HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1246 - - - 497 HCM Lane V/C Ratio 0.001 - - - 0.024 HCM Control Delay (s) 7.9 0 - - 12.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1

Future PM Peak Hour Synchro 9 Report SDH Page 38 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group EBL EBT EBR2 WBL WBT WBR NBL NBT NBR SBL2 SBT SBR Lane Configurations Traffic Volume (vph) 10 110 130 115 100 70 100 710 125 10 460 25 Future Volume (vph) 10 110 130 115 100 70 100 710 125 10 460 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 10 12 10 10 10 12 12 12 12 12 Storage Length (ft) 0 0 100 100 0 0 Storage Lanes 0 0 1 1 0 0 Taper Length (ft) 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor 1.00 0.95 0.99 0.93 0.98 0.99 1.00 Frt 0.850 0.850 0.978 0.992 Flt Protected 0.996 0.974 0.950 0.999 Satd. Flow (prot) 0 1732 1478 0 1676 1478 1652 3376 0 0 3344 0 Flt Permitted 0.972 0.771 0.399 0.932 Satd. Flow (perm) 0 1684 1408 0 1310 1368 682 3376 0 0 3120 0 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 138 90 8 Link Speed (mph) 30 30 30 30 Link Distance (ft) 299 281 356 140 Travel Time (s) 6.8 6.4 8.1 3.2 Confl. Peds. (#/hr) 76 34 34 76 29 26 26 29 Confl. Bikes (#/hr) 13 2 4 6 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 2% 2% 4% 2% 2% 2% 4% 2% 2% 7% 2% Adj. Flow (vph) 11 117 138 122 106 74 106 755 133 11 489 27 Shared Lane Traffic (%) Lane Group Flow (vph) 0 128 138 0 228 74 106 888 0 0 527 0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 6 Minimum Split (s) 36.0 36.0 36.0 36.0 36.0 36.0 39.0 39.0 39.0 39.0 Total Split (s) 36.0 36.0 36.0 36.0 36.0 36.0 39.0 39.0 39.0 39.0 Total Split (%) 42.4% 42.4% 42.4% 42.4% 42.4% 42.4% 45.9% 45.9% 45.9% 45.9% Maximum Green (s) 31.0 31.0 31.0 31.0 31.0 31.0 34.0 34.0 34.0 34.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 5.0 5.0 5.0 11.0 11.0 11.0 22.0 22.0 22.0 22.0 Flash Dont Walk (s) 26.0 26.0 26.0 20.0 20.0 20.0 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 00000000 00 Act Effct Green (s) 31.0 31.0 31.0 31.0 34.0 34.0 34.0 Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.40 0.40 0.40 v/c Ratio 0.21 0.23 0.48 0.13 0.39 0.66 0.42 Control Delay 19.7 4.6 24.9 3.8 23.5 23.6 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.7 4.6 24.9 3.8 23.5 23.6 15.7

Future PM Peak Hour Synchro 9 Report SDH Page 39 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group NWR2 Lane Configurations Traffic Volume (vph) 1 Future Volume (vph) 1 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor 1.00 Ped Bike Factor Frt 0.865 Flt Protected Satd. Flow (prot) 822 Flt Permitted Satd. Flow (perm) 822 Right Turn on Red Yes Satd. Flow (RTOR) 705 Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) 26 Confl. Bikes (#/hr) Peak Hour Factor 0.94 Heavy Vehicles (%) 100% Adj. Flow (vph) 1 Shared Lane Traffic (%) Lane Group Flow (vph) 1 Turn Type Prot Protected Phases 9 Permitted Phases Minimum Split (s) 10.0 Total Split (s) 10.0 Total Split (%) 11.8% Maximum Green (s) 5.0 Yellow Time (s) 3.0 All-Red Time (s) 2.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 5.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 5.0 Actuated g/C Ratio 0.06 v/c Ratio 0.00 Control Delay 0.0 Queue Delay 0.0 Total Delay 0.0

Future PM Peak Hour Synchro 9 Report SDH Page 40 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group EBL EBT EBR2 WBL WBT WBR NBL NBT NBR SBL2 SBT SBR LOS B A C A C C B Approach Delay 11.9 19.7 23.6 15.7 Approach LOS B B C B Queue Length 50th (ft) 46 0 92 0 39 198 73 Queue Length 95th (ft) 86 36 160 21 85 263 98 Internal Link Dist (ft) 219 201 276 60 Turn Bay Length (ft) 100 100 100 Base Capacity (vph) 614 601 477 556 272 1350 1252 Starvation Cap Reductn 0 0 0000 0 Spillback Cap Reductn 0 0 0000 0 Storage Cap Reductn 0 0 0000 0 Reduced v/c Ratio 0.21 0.23 0.48 0.13 0.39 0.66 0.42 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 26 (31%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.66 Intersection Signal Delay: 19.6 Intersection LOS: B Intersection Capacity Utilization 107.5% ICU Level of Service G Analysis Period (min) 15

Splits and Phases: 1300: Lower Michigan Ave & Service Lane & Lower North Water St

Future PM Peak Hour Synchro 9 Report SDH Page 41 Lanes, Volumes, Timings 1300: Lower Michigan Ave & Service Lane & Lower North Water St 09/13/2017

Lane Group NWR2 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 0 Queue Length 95th (ft) 0 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) 711 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.00 Intersection Summary

Future PM Peak Hour Synchro 9 Report SDH Page 42 Lanes, Volumes, Timings 1400: Lower Michigan Avenue & Hubbard Street 09/13/2017

Lane Group EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 15 90 5 175 610 400 15 Future Volume (vph) 15 90 5 175 610 400 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 12 12 12 12 12 12 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 0.95 Ped Bike Factor Frt 0.884 0.995 Flt Protected 0.993 0.989 Satd. Flow (prot) 1807 0 0 0 3416 3351 0 Flt Permitted 0.993 0.989 Satd. Flow (perm) 1807 0 0 0 3416 3351 0 Link Speed (mph) 30 30 30 Link Distance (ft) 307 140 341 Travel Time (s) 7.0 3.2 7.8 Confl. Peds. (#/hr) 15 15 40 40 Confl. Bikes (#/hr) 5 13 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 5% 33% 2% 5% 7% 12% Adj. Flow (vph) 15 93 5 180 629 412 15 Shared Lane Traffic (%) Lane Group Flow (vph) 108 0 0 0 814 427 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.9% ICU Level of Service A Analysis Period (min) 15

Future PM Peak Hour Synchro 9 Report SDH Page 43 HCM 2010 TWSC 1400: Lower Michigan Avenue & Hubbard Street 09/13/2017

Intersection Int Delay, s/veh 5.2 Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 15 90 5 175 610 400 15 Future Vol, veh/h 15 90 5 175 610 400 15 Conflicting Peds, #/hr 15 15 0 40 0 0 40 Sign Control Stop Stop Free Free Free Free Free RT Channelized - None - - None - None Storage Length 0 ------Veh in Median Storage, # 0 - - - 0 0 - Grade, % 0 - - - 0 0 - Peak Hour Factor 97 97 97 97 97 97 97 Heavy Vehicles, % 2 5 33 2 5 7 12 Mvmt Flow 15 93 5 180 629 412 15

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1161 269 427 468 0 - 0 Stage 1 460 ------Stage 2 701 ------Critical Hdwy 6.84 7 7.06 4.14 - - - Critical Hdwy Stg 1 5.84 ------Critical Hdwy Stg 2 5.84 ------Follow-up Hdwy 3.52 3.35 2.83 2.22 - - - Pot Cap-1 Maneuver 188 720 648 1090 - - - Stage 1 602 ------Stage 2 453 ------Platoon blocked, % - - - Mov Cap-1 Maneuver 169 674 1047 1047 - - - Mov Cap-2 Maneuver 169 ------Stage 1 571 ------Stage 2 430 ------

Approach EB NB SB HCM Control Delay, s 14.9 6.6 0 HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1047 - 472 - - HCM Lane V/C Ratio 0.172 - 0.229 - - HCM Control Delay (s) 9.2 5.8 14.9 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.6 - 0.9 - -

Future PM Peak Hour Synchro 9 Report SDH Page 44 Lanes, Volumes, Timings 700: St Clair St & Lower Grand Ave 09/14/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 90 955 100 20 110 0 0 105 245 Future Volume (vph) 0 0 0 90 955 100 20 110 0 0 105 245 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 12 12 8 12 12 8 12 Storage Length (ft) 0 0 0 50 0 0 0 0 Storage Lanes 0 0 0 1 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.98 0.51 0.99 0.88 Frt 0.850 0.906 Flt Protected 0.996 0.992 Satd. Flow (prot) 00004719 1583 0 1563 0 0 1279 0 Flt Permitted 0.996 0.923 Satd. Flow (perm) 00004607 812 0 1437 0 0 1279 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 78 8 Link Speed (mph) 30 30 30 30 Link Distance (ft) 482 649 258 285 Travel Time (s) 11.0 14.8 5.9 6.5 Confl. Peds. (#/hr) 521 318 318 521 168 232 232 168 Confl. Bikes (#/hr) 69 7 18 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 2% 4% 6% 2% 2% 5% 2% 2% 2% 3% Adj. Flow (vph) 0 0 0 95 1005 105 21 116 0 0 111 258 Shared Lane Traffic (%) Lane Group Flow (vph) 00001100 105 0 137 0 0 369 0 Turn Type Perm NA Perm Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 8 2 Minimum Split (s) 53.0 53.0 53.0 32.0 32.0 32.0 Total Split (s) 53.0 53.0 53.0 32.0 32.0 32.0 Total Split (%) 62.4% 62.4% 62.4% 37.6% 37.6% 37.6% Maximum Green (s) 49.0 49.0 49.0 28.0 28.0 28.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 35.0 35.0 35.0 14.0 14.0 14.0 Flash Dont Walk (s) 14.0 14.0 14.0 14.0 14.0 14.0 Pedestrian Calls (#/hr) 00000 0 Act Effct Green (s) 49.0 49.0 28.0 28.0 Actuated g/C Ratio 0.58 0.58 0.33 0.33 v/c Ratio 0.41 0.21 0.29 0.87 Control Delay 5.4 1.4 28.0 48.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 5.4 1.4 28.0 48.6

Future PM Peak Hour Synchro 9 Report SDH Page 1 Lanes, Volumes, Timings 700: St Clair St & Lower Grand Ave 09/14/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS A A C D Approach Delay 5.0 28.0 48.6 Approach LOS A C D Queue Length 50th (ft) 56 0 50 179 Queue Length 95th (ft) m62 m5 95 #342 Internal Link Dist (ft) 402 569 178 205 Turn Bay Length (ft) 50 Base Capacity (vph) 2655 501 473 426 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 0.41 0.21 0.29 0.87 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 48 (56%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.87 Intersection Signal Delay: 16.3 Intersection LOS: B Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 700: St Clair St & Lower Grand Ave

Future PM Peak Hour Synchro 9 Report SDH Page 2

TRAFFIC COUNT DATA

Tribune Tower Redevelopment September 2017

Study Name 01 Upper Illinois / Michigan Start Date Thursday, June 22, 2017 7:00 AM

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Westbound Northbound Southbound Crosswalk Time Period Class. U L R I O U T R I O U L T I O Total Bicycles Pedestrians Total AM Peak Period Lights 0 40 106 146 185 2 1264 91 1357 1367 9 94 1325 1428 1379 2931 E 1 277 278 Specified Period % 0% 78% 99% 92% 98% 100% 95% 98% 95% 92% 100% 99% 93% 93% 95% 94% 0% 100% 7:00 AM ‐ 9:00 AM Mediums 0 11 1 12 3 0 72 2 74 117 0 1 106 107 73 193 S 16 152 168 One Hour Peak % 0% 22% 1% 8% 2% 0% 5% 2% 5% 8% 0% 1% 7% 7% 5% 6% 10% 90% 7:45 AM ‐ 8:45 AM Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 214 214 % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% Total 0 51 107 158 188 2 1336 93 1431 1484 9 95 1431 1535 1452 3124 17 643 660 PHF 0.94 %HV 0% 22% 1% 8% 2% 0% 5% 2% 5% 8% 0% 1% 7% 7% 5% 6%

Bicycles on Road 0 0 0 0 0 0 4 0 4 5 0 0 5 5 4 9

PM Peak Period Lights 0 67 144 211 221 3 986 93 1082 1127 12 128 1057 1197 1142 2490 E 0 694 694 Specified Period % 0% 100% 97% 98% 98% 100% 93% 100% 94% 94% 100% 96% 94% 94% 94% 94% 0% 100% 4:00 PM ‐ 6:00 PM Mediums 0 0 4 4 5 0 73 0 73 72 0 5 72 77 77 154 S 3 318 321 One Hour Peak % 0%0%3%2%2%0%7%0%6%6%0%4%6%6%6%6% 1% 99% 5:00 PM ‐ 6:00 PM Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 413 413 % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% Total 0 67 148 215 226 3 1059 93 1155 1199 12 133 1129 1274 1219 2644 3 1425 1428 PHF 0.93 %HV 0% 0% 3% 2% 2% 0% 7% 0% 6% 6% 0% 4% 6% 6% 6% 6%

Bicycles on Road 0 0 7 7 2 0 13 2 15 0 0 0 0 0 20 22 Study Name 02 Upper Illinois / City Front Start Date Tuesday, June 20, 2017 4:00 PM

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Eastbound Westbound Northbound Southbound Crosswalk Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total Bicycles Pedestrians Total AM Peak Period Lights 12 3 34 128 177 137 2 32 9 0 43 88 0 114 0 52 166 161 0 0 1 2 3 3 389 W 0 101 101 Specified Period % 92% 100% 100% 100% 99% 94% 100% 100% 100% 0% 100% 100% 0% 93% 0% 100% 95% 100% 0% 0% 100% 100% 100% 100% 98% 0% 100% 7:00 AM ‐ 9:00 AM Mediums 1 0 0 0 1 9 0 0 00000800800000009E 1 1011 One Hour Peak % 8%0%0%0%1%6%0%0%0%0%0%0%0%7%0%0%5%0%0%0%0%0%0%0%2% 9%91% 7:45 AM ‐ 8:45 AM Articulated Trucks 0 0 0 0 0 0 0 0 00000000000000000S 0 4646 % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% Total 13 3 34 128 178 146 2 32 9 0 43 88 0 122 0 52 174 161 0 0 1 2 3 3 398 N 0 50 50 PHF 0.91 1 207 208 %HV 8% 0% 0% 0% 1% 6% 0% 0% 0% 0% 0% 0% 0% 7% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% 2%

Bicycles on Road 0 0 0 1 1 0 0 0 00000000010000001

PM Peak Period Lights 11 5 34 129 179 176 0 84 18 2 104 66 0 146 0 30 176 214 0 2 1 1 4 7 463 W 1 153 154 Specified Period % 100% 100% 100% 96% 97% 95% 0% 99% 100% 100% 99% 99% 0% 94% 0% 97% 95% 97% 0% 100% 100% 100% 100% 100% 97% 1% 99% 4:00 PM ‐ 6:00 PM Mediums 0 0 0 5 5 9 0 1 0011090110600000016E 0 6666 One Hour Peak % 0% 0% 0% 4% 3% 5% 0% 1% 0% 0% 1% 1% 0% 6% 0% 3% 5% 3% 0% 0% 0% 0% 0% 0% 3% 0% 100% 5:00 PM ‐ 6:00 PM Articulated Trucks 0 0 0 0 0 0 0 0 00000000000000000S 0 225225 % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% Total 11 5 34 134 184 185 0 85 18 2 105 67 0 155 0 31 186 220 0 2 1 1 4 7 479 N 0 200 200 PHF 0.81 1 644 645 %HV 0% 0% 0% 4% 3% 5% 0% 1% 0% 0% 1% 1% 0% 6% 0% 3% 5% 3% 0% 0% 0% 0% 0% 0% 3%

Bicycles on Road 0 0 2 0 2 2 0 0 10120100100000004 Study Name 03 North Water / City Front Start Date Tuesday, June 20, 2017 4:00 PM

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Westbound Southbound Crosswalk Time Period Class. U R I O U L I O Total Bicycles Pedestrians Total AM Peak Period Lights 26 144 170 161 24 135 159 168 329 E 2 50 52 Specified Period % 96% 94% 94% 99% 100% 100% 100% 95% 97% 4% 96% 7:00 AM ‐ 9:00 AM Mediums 1 9 10 1000910N 0 278278 One Hour Peak % 4% 6% 6% 1% 0% 0% 0% 5% 3% 0% 100% 7:45 AM ‐ 8:45 AM Articulated Trucks 000000000 2 328 330 % 0%0%0%0%0%0%0%0%0% Total 27 153 180 162 24 135 159 177 339 PHF 0.88 %HV 4% 6% 6% 1% 0% 0% 0% 5% 3%

Bicycles on Road 000202202

PM Peak Period Lights 16 126 142 207 42 191 233 168 375 E 1 131 132 Specified Period % 94% 93% 93% 96% 100% 96% 97% 94% 95% 1% 99% 4:00 PM ‐ 6:00 PM Mediums 1 10 11 90881019N 0 350350 One Hour Peak % 6% 7% 7% 4% 0% 4% 3% 6% 5% 0% 100% 5:00 PM ‐ 6:00 PM Articulated Trucks 000000000 1 481 482 % 0%0%0%0%0%0%0%0%0% Total 17 136 153 216 42 199 241 178 394 PHF 0.84 %HV 6% 7% 7% 4% 0% 4% 3% 6% 5%

Bicycles on Road 000000000 Study Name 04 Columbus / North Water Start Date Tuesday, June 20, 2017 4:00 PM

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Eastbound Westbound Northbound Southbound Crosswalk Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total Bicycles Pedestrians Total AM Peak Period Lights 0 44 38 83 165 172 0 53 23 17 93 191 4 91 821 107 1023 982 0 46 842 58 946 882 2227 W 1 105 106 Specified Period % 0% 100% 100% 99% 99% 93% 0% 95% 82% 100% 92% 99% 100% 97% 94% 99% 95% 94% 0% 98% 94% 94% 94% 95% 95% 1% 99% 7:00 AM ‐ 9:00 AM Mediums 0001111025071034905259015636049120E 2 426428 One Hour Peak % 0% 0% 0% 1% 1% 6% 0% 4% 18% 0% 7% 1% 0% 3% 6% 0% 5% 6% 0% 2% 6% 5% 6% 5% 5% 0% 100% 7:45 AM ‐ 8:45 AM rticulated Truc 0000010100110011230021316S 0 133133 % 0% 0% 0% 0% 0% 1% 0% 2% 0% 0% 1% 1% 0% 0% 0% 1% 0% 0% 0% 0% 0% 2% 0% 0% 0% 0% 100% Total 0 44 38 84 166 184 0 56 28 17 101 193 4 94 871 108 1077 1044 0 47 900 62 1009 932 2353 N 0 131 131 PHF 0.9 3 795 798 %HV 0% 0% 0% 1% 1% 7% 0% 5% 18% 0% 8% 1% 0% 3% 6% 1% 5% 6% 0% 2% 6% 6% 6% 5% 5%

Bicycles on Roa 001019000002004158008917423

Lights 0 44 47 107 198 157 0 52 17 25 94 291 12 82 896 195 1185 1310 1 49 1139 58 1247 966 2724 PM Peak Period % 0% 90% 96% 97% 95% 93% 0% 98% 74% 100% 93% 98% 100% 96% 96% 98% 96% 97% 100% 100% 97% 97% 97% 96% 96% W 5 137 142 Specified Period Mediums 0523101001506703395473800342364499 4% 96% 4:00 PM ‐ 6:00 PM % 0% 10% 4% 3% 5% 6% 0% 2% 22% 0% 6% 2% 0% 4% 4% 3% 4% 3% 0% 0% 3% 3% 3% 4% 4% E 0 689 689 One Hour Peak rticulated Truc 0000010010100000000000001 0% 100% 5:00 PM ‐ 6:00 PM % 0%0%0%0%0%1%0%0%4%0%1%0%0%0%0%0%0%0%0%0%0%0%0%0%0% S 0 226 226 0% 100% Total 0 49 49 110 208 168 0 53 23 25 101 298 12 85 935 200 1232 1348 1 49 1173 60 1283 1010 2824 N 0 200 200 PHF 0.94 0% 100% %HV 0% 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 5 1252 1257

Bicycles on Roa 0250720010170082101001121020 Study Name 05 Columbus / Lower Illinois Start Date Tuesday, June 20, 2017 4:00 PM

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Eastbound Westbound Northbound Southbound Crosswalk Time Period Class.ULTRIOULTRIOULTRIOULTRIOTotalBicyclesPedestriansTotal AM Peak Period Lights08626616251400000053000744155899967010980509148302327W2 141143 Specified Period % 0% 70% 86% 92% 85% 0% 0% 0% 0% 0% 0% 83% 0% 0% 97% 87% 95% 94% 0% 74% 94% 0% 91% 93% 91% 1% 99% 7:00 AM ‐ 9:00 AM Mediums0354115910000008900241135610374608359209E0 336336 One Hour Peak % 0% 29% 13% 8% 15% 0% 0% 0% 0% 0% 0% 14% 0% 0% 3% 6% 4% 6% 0% 25% 5% 0% 8% 7% 8% 0% 100% 7:45 AM ‐ 8:45 AM Articulated Trucks01102000000160011314202204220S 2 153155 % 0%1%0%0%0%0%0%0%0%0%0%3%0%0%0%7%1%0%0%1%0%0%0%0%1% 1%99% Total01223081776070000006350076917994810300148853010018912556N0 248248 PHF 0.9 0% 100% %HV 0% 30% 14% 8% 15% 0% 0% 0% 0% 0% 0% 17% 0% 0% 3% 13% 5% 6% 0% 26% 6% 0% 9% 7% 9% 4878882

Bicycles on Road02241270000112400101140013013442

PM Peak Period Lights0194514256964000000806008351199541257217310010117610313094W0 273273 Specified Period % 0% 97% 95% 97% 96% 0% 0% 0% 0% 0% 0% 92% 0% 0% 97% 87% 95% 97% 100% 90% 97% 0% 96% 97% 96% 0% 100% 4:00 PM ‐ 6:00 PM Mediums06298430000006600291847380193004935139E6 562568 One Hour Peak % 0%3%5%3%4%0%0%0%0%0%0%8%0%0%3%13%5%3%0%10%3%0%4%3%4% 1%99% 5:00 PM ‐ 6:00 PM Articulated Trucks0000000000010000000100101S 3 512515 % 0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%1%0%0%0%0%0% 1%99% Total 0 200 543 264 1007 000000873008641371001 1295 2 193 1031 0 1226 1066 3234 N1 653654 PHF 0% 100% %HV 0%3%5%3%4%0%0%0%0%0%0%8%0%0%3%13%5%3%0%10%3%0%4%3%4% 10 2000 2010

Bicycles on Road02640660000006800606504509881 Study Name 06 Columbus / Lower Grand Start Date Thursday, June 22, 2017 7:00 AM

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Eastbound Westbound Northbound Southbound Crosswalk Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total Bicycles Pedestrians Total AM Peak Period Lights 0000097902076861201013 0 0 167 715 0 882 888 0 0 681 126 807 835 2702 W 1 311 312 Specified Period % 0% 0% 0% 0% 0% 94% 0% 95% 94% 88% 94% 0% 0% 94% 93% 0% 93% 91% 0% 0% 90% 91% 90% 92% 93% 0% 100% 7:00 AM ‐ 9:00 AM Mediums 00000620940176600951060770068138168207E 1 551552 One Hour Peak % 0% 0% 0% 0% 0% 6% 0% 4% 6% 12% 6% 0% 0% 5% 7% 0% 6% 8% 0% 0% 9% 9% 9% 8% 7% 0% 100% 7:45 AM ‐ 8:45 AM Articulated Trucks 00000202103001102700505110S 1 263264 % 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 1% 0% 0% 0% 1% 0% 0% 1% 0% 1% 0% 0% 0% 100% Total 000001043 0 218 727 137 1082 0 0 177 767 0 944 972 0 0 754 139 893 904 2919 N 1 338 339 PHF 0.97 0% 100% %HV 0% 0% 0% 0% 0% 6% 0% 5% 6% 12% 6% 0% 0% 6% 7% 0% 7% 9% 0% 0% 10% 9% 10% 8% 7% 4 1463 1467

Bicycles on Road 000118207791872021251000213296

PM Peak Period Lights 0010197903285721221022 1 0 281 699 0 980 1281 0 0 953 126 1079 821 3082 W 0 520 520 Specified Period % 0% 0% 100% 0% 50% 95% 0% 98% 94% 82% 94% 100% 0% 98% 96% 0% 97% 96% 0% 0% 95% 93% 95% 94% 95% 0% 100% 4:00 PM ‐ 6:00 PM Mediums 0001152083726710062803455004695554161E 7 826833 One Hour Peak % 0% 0% 0% 100% 50% 5% 0% 2% 6% 18% 6% 0% 0% 2% 4% 0% 3% 4% 0% 0% 5% 7% 5% 6% 5% 1% 99% 5:00 PM ‐ 6:00 PM Articulated Trucks 0000000000000000000000000S 2 516518 % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% Total 001121031 0 336 609 148 1093 1 0 287 727 0 1014 1336 0 0 999 135 1134 875 3243 N 0 422 422 PHF 0.96 0% 100% %HV 0% 0% 0% 100% 50% 5% 0% 2% 6% 18% 6% 0% 0% 2% 4% 0% 3% 4% 0% 0% 5% 7% 5% 6% 5% 9 2284 2293

Bicycles on Road 00000470046248001304600606558 Study Name 07 Lower Illinois / St. Clair Start Date Tuesday, June 20, 2017 4:00 PM

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Eastbound Westbound Southbound Crosswalk Time Period Class. U L T I O U T R I O U L R I O Total Bicycles Pedestrians Total AM Peak Period Lights 0 77 515 592 0000060909409477686W1 1718 Specified Period % 0% 81% 80% 80% 0% 0% 0% 0% 0% 82% 0% 90% 0% 90% 80% 82% 6% 94% 7:00 AM ‐ 9:00 AM Mediums 0 8 78 86 00000860808894E 3 6265 One Hour Peak % 0% 8% 12% 12% 0% 0% 0% 0% 0% 12% 0% 8% 0% 8% 8% 11% 5% 95% 7:45 AM ‐ 8:45 AM Bicycles on Road 0 10 48 58 000115002021161N 0 3838 % 0% 11% 7% 8% 0% 0% 0% 100% 100% 7% 0% 2% 0% 2% 11% 7% 0% 100% Total 0 95 641 736 000117450104010496841 4 117121 PHF 0.91 %HV 0% 19% 20% 20% 0% 0% 0% 100% 100% 18% 0% 10% 0% 10% 20% 18%

Articulated Trucks 0 0 1 1 000002010102

PM Peak Period Lights 0 85 687 772 000228020115011587889W2 2830 Specified Period % 0% 90% 94% 94% 0% 0% 0% 100% 100% 95% 0% 98% 0% 98% 91% 95% 7% 93% 4:00 PM ‐ 6:00 PM Mediums 0 9 40 49 00000420202951E 0 6464 One Hour Peak % 0% 10% 6% 6% 0% 0% 0% 0% 0% 5% 0% 2% 0% 2% 9% 5% 0% 100% 5:00 PM ‐ 6:00 PM Articulated Trucks 0 0 0 0 000000000000N 0 103103 % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% Total 0 94 727 821 000228440117011796940 2 195197 PHF 0.95 %HV 0% 10% 6% 6% 0% 0% 0% 0% 0% 5% 0% 2% 0% 2% 9% 5%

Bicycles on Road 0 6 69 75 00011690000776 Study Name 08 Lower Grand / St. Clair Start Date Thursday, June 22, 2017 7:00 AM

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Eastbound Westbound Northbound Southbound Crosswalk Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total Bicycles Pedestrians Total AM Peak Period Lights 0000099404684769962008680769900531391921371230 W 0 101 101 Specified Period % 0% 0% 0% 0% 0% 94% 0% 96% 94% 93% 94% 0% 0% 89% 89% 0% 89% 95% 0% 0% 95% 93% 94% 91% 94% 0% 100% 7:00 AM ‐ 9:00 AM Mediums 00000610250557001809500310131379E 1 173174 One Hour Peak % 0% 0% 0% 0% 0% 6% 0% 4% 6% 7% 6% 0% 0% 11% 11% 0% 11% 5% 0% 0% 5% 7% 6% 9% 6% 1% 99% 7:45 AM ‐ 8:45 AM Articulated Trucks 0000040040400000000000004S 1 171172 % 0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0% 1%99% Total 000001059 0 48 901 74 1023 0 0 9 76 0 85 104 0 0 56 149 205 150 1313 N 0 342 342 PHF 0.98 0% 100% %HV 0% 0% 0% 0% 0% 6% 0% 4% 6% 7% 6% 0% 0% 11% 11% 0% 11% 5% 0% 0% 5% 7% 6% 9% 6% 2 787 789

Bicycles on Road 000008800880880001101130030311102

PM Peak Period Lights 000001063 0 53 819 89 961 0 0 17 98 0 115 163 0 0 110 227 337 187 1413 W 0 168 168 Specified Period % 0% 0% 0% 0% 0% 95% 0% 96% 94% 98% 94% 0% 0% 100% 95% 0% 96% 98% 0% 0% 98% 97% 98% 96% 95% 0% 100% 4:00 PM ‐ 6:00 PM Mediums 00000600254258000505400268771E 0 232232 One Hour Peak % 0% 0% 0% 0% 0% 5% 0% 4% 6% 2% 6% 0% 0% 0% 5% 0% 4% 2% 0% 0% 2% 3% 2% 4% 5% 0% 100% 5:00 PM ‐ 6:00 PM Articulated Trucks 0000000000000000000000000S 2 316318 % 0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0% 1%99% Total 000001123 0 55 873 91 1019 0 0 17 103 0 120 167 0 0 112 233 345 194 1484 N 0 521 521 PHF 0.95 0% 100% %HV 0% 0% 0% 0% 0% 5% 0% 4% 6% 2% 6% 0% 0% 0% 5% 0% 4% 2% 0% 0% 2% 3% 2% 4% 5% 2 1237 1239

Bicycles on Road 00000770068169001708100010818895 Study Name 09 Lower Illinois / Lower Michigan Start Date Tuesday, June 20, 2017 4:00 PM

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Eastbound Westbound Northbound Southbound Crosswalk Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total Bicycles Pedestrians Total AM Peak Period Lights 0 29 486 102 617 100101593001659526028001217801901941068 W 0 15 15 Specified Period % 0% 94% 90% 89% 90% 100% 0% 0% 100% 0% 100% 87% 0% 0% 92% 75% 85% 88% 0% 80% 88% 0% 87% 92% 88% 0% 100% 7:00 AM ‐ 9:00 AM Mediums 0 2 55 11 68 000000890012314336032502814139E 0 5555 One Hour Peak % 0% 6% 10% 10% 10% 0% 0% 0% 0% 0% 0% 13% 0% 0% 7% 25% 14% 11% 0% 20% 12% 0% 13% 7% 11% 0% 100% 7:45 AM ‐ 8:45 AM Articulated Trucks 0001100000000020210000023S 1 120121 % 0%0%0%1%0%0%0%0%0%0%0%0%0%0%1%0%1%0%0%0%0%0%0%1%0% 1%99% Total 0 31 541 114 686 1001016820017912630531701520302182101210 N 0 54 54 PHF 0.88 0% 100% %HV 0% 6% 10% 11% 10% 0% 0% 0% 0% 0% 0% 13% 0% 0% 8% 25% 15% 12% 0% 20% 12% 0% 13% 8% 12% 1 244 245

Bicycles on Road 0 0 59 1 60 3000005900000600538068

PM Peak Period Lights 0 8 607 163 778 0000008010039618257836811220502184051574 W 0 9 9 Specified Period % 0% 100% 96% 98% 97% 0% 0% 0% 0% 0% 0% 94% 0% 0% 99% 89% 95% 93% 100% 86% 90% 0% 89% 99% 95% 0% 100% 4:00 PM ‐ 6:00 PM Mediums 0 0 24 3 27 000000490062329270224026682E 1 5859 One Hour Peak % 0% 0% 4% 2% 3% 0% 0% 0% 0% 0% 0% 6% 0% 0% 1% 11% 5% 7% 0% 14% 10% 0% 11% 1% 5% 2% 98% 5:00 PM ‐ 6:00 PM Articulated Trucks 0001100000000000010000001S 1 148149 % 0%0%0%1%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0% 1%99% Total 0 8 631 167 806 0000008500040220560739611422902444111657 N 1 135 136 PHF 0.92 1% 99% %HV 0% 0% 4% 2% 3% 0% 0% 0% 0% 0% 0% 6% 0% 0% 1% 11% 5% 7% 0% 14% 10% 0% 11% 1% 5% 3 350 353

Bicycles on Road 0 1 62 1 64 0000006400224400303371 Study Name 10 Lower Grand / Lower Michigan Start Date Tuesday, June 20, 2017 4:00 PM

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Eastbound Westbound Northbound Crosswalk Time Period Class. U T R I O U L T I O U L R I O Total Bicycles Pedestrians Total AM Peak Period Lights 0 0 0 0 1001 0 190 813 1003 0 0 188 0 188 190 1191 W 2 2 4 Specified Period % 0% 0% 0% 0% 94% 0% 87% 95% 93% 0% 0% 93% 0% 93% 87% 93% 50% 50% 7:00 AM ‐ 9:00 AM Mediums 0 0 0 0 60 0 28 46 74 0 0 14 0 14 28 88 E 0 3 3 One Hour Peak % 0% 0% 0% 0% 6% 0% 13% 5% 7% 0% 0% 7% 0% 7% 13% 7% 0% 100% 7:45 AM ‐ 8:45 AM Articulated Trucks 0 0 0 0 1 0 0 0 0 0 0 1 0 1 0 1 S 2 146 148 % 0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0% 1%99% Total 0 0 0 0 1062 0 218 859 1077 0 0 203 0 203 218 1280 4 151 155 PHF 0.95 %HV 0% 0% 0% 0% 6% 0% 13% 5% 7% 0% 0% 7% 0% 7% 13% 7%

Bicycles on Road 0 0 0 0 97 0 5 97 102 0 0 0 0 0 5 102

PM Peak Period Lights 0 0 0 0 1230 0 211 840 1051 0 1 390 0 391 212 1442 W 0 5 5 Specified Period % 0% 0% 0% 0% 97% 0% 89% 96% 95% 0% 100% 98% 0% 98% 89% 96% 0% 100% 4:00 PM ‐ 6:00 PM Mediums 0 0 0 0 39 0 25 33 58 0 0 6 0 6 25 64 E 0 24 24 One Hour Peak % 0% 0% 0% 0% 3% 0% 11% 4% 5% 0% 0% 2% 0% 2% 11% 4% 0% 100% 5:00 PM ‐ 6:00 PM Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 S 1 390 391 % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% Total 0 0 0 0 1269 0 236 873 1109 0 1 396 0 397 237 1506 1 419 420 PHF 0.95 %HV 0% 0% 0% 0% 3% 0% 11% 4% 5% 0% 0% 2% 0% 2% 11% 4%

Bicycles on Road 0 0 0 0 64 0 1 61 62 0 0 3 0 3 1 65 Study Name 11 Tribune Ped Crossing North Start Date 06/22/2017 Start Time 7:00 Site Code

Channel Tribune Ped Xing North Direction Westbound Eastbound Total Peak Hour

7:00 0 0 0 7:15 0 0 0 7:30 0 0 0 7:450000 8:00 0 0 0 8:15 0 0 0 8:30 0 0 0 8:45 0 0 0 9:00 0 0 0 16:000001 16:15 0 0 0 16:30 1 0 1 16:45 0 0 0 17:00 0 0 0 17:15 0 0 0 17:30 0 0 0 17:45 0 0 0 18:00 0 0 0 Study Name 11 Tribune Ped Crossing North Start Date 06/22/2017 Start Time 7:00 Site Code

Channel Tribune Ped Xing North Direction Westbound Eastbound Total Peak Hour

7:00 9 14 23 7:15 12 16 28 7:30 16 23 39 7:45 9 25 34 279 8:00 23 44 67 8:15 30 52 82 8:30 30 66 96 8:45 28 65 93 9:00 0 0 0 16:00 47 24 71 220 16:15 23 15 38 16:30 17 32 49 16:45 38 24 62 17:00 49 24 73 17:15 31 22 53 17:30 69 36 105 17:45 29 27 56 18:00 0 0 0 Study Name 12 Tribune Ped Crossing South Start Date 06/22/2017 Start Time 7:00 Site Code

Channel Tribune Ped Xing South Direction Westbound Eastbound Total Peak Hour Total

7:00 0 0 0 7:15 0 0 0 7:30 0 0 0 7:450000 8:00 0 0 0 8:15 0 0 0 8:30 0 0 0 8:45 0 0 0 9:00 0 0 0 16:000002 16:15 2 0 2 16:30 0 0 0 16:45 0 0 0 17:00 0 0 0 17:15 0 0 0 17:30 0 0 0 17:45 0 0 0 18:00 0 0 0 Study Name 12 Tribune Ped Crossing South Start Date 06/22/2017 Start Time 7:00 Site Code

Channel Tribune Ped Xing South Direction Westbound Eastbound Total Peak Hour Total

7:00 6 14 20 7:15 13 21 34 7:30 15 40 55 7:45 11 52 63 284 8:00 25 42 67 8:15 26 63 89 8:30 27 38 65 8:45 20 45 65 9:00 0 0 0 16:00 56 17 73 352 16:15 40 20 60 16:30 79 37 116 16:45 59 44 103 17:00 115 39 154 17:15 125 73 198 17:30 107 66 173 17:45 81 75 156 18:00 0 0 0 Study Name 13 Lower Michigan / Lower Hubbard Start Date Tuesday, June 20, 2017 4:00 PM

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Eastbound Northbound Southbound Crosswalk Time Period Class. U L R I O U L T I O U T R I O Total Bicycles Pedestrians Total AM Peak Period Lights 0 4 67 71 94 0 80 259 339 336 0 269 14 283 263 693 W 1 59 60 Specified Period % 0% 100% 94% 95% 88% 0% 91% 85% 86% 90% 0% 89% 74% 88% 85% 88% 2% 98% 7:00 AM ‐ 9:00 AM Mediums 0 0 4 4 13 0 8 44 52 36 0 32 5 37 44 93 S 0 18 18 One Hour Peak % 0% 0% 6% 5% 12% 0% 9% 14% 13% 10% 0% 11% 26% 12% 14% 12% 0% 100% 7:45 AM ‐ 8:45 AM Articulated Trucks 0 0 00000110000011N 0 3030 % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% Total 0 4 71 75 107 0 88 304 392 372 0 301 19 320 308 787 1 107 108 PHF 0.93 %HV 0% 0% 6% 5% 12% 0% 9% 15% 14% 10% 0% 11% 26% 12% 15% 12%

Bicycles on Road 0 3 03101123030348

PM Peak Period Lights 0 16 81 97 180 2 165 562 729 433 1 350 15 366 579 1192 W 0 40 40 Specified Period % 0% 100% 95% 96% 99% 67% 100% 95% 96% 93% 100% 93% 88% 93% 95% 95% 0% 100% 4:00 PM ‐ 6:00 PM Mediums 0 0 442103031310262283063S 0 1515 One Hour Peak % 0% 0% 5% 4% 1% 33% 0% 5% 4% 7% 0% 7% 12% 7% 5% 5% 0% 100% 5:00 PM ‐ 6:00 PM Articulated Trucks 0 0 00000000000000N 0 1515 % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% Total 0 16 85 101 182 3 165 592 760 464 1 376 17 394 609 1255 0 70 70 PHF 0.97 %HV 0% 0% 5% 4% 1% 33% 0% 5% 4% 7% 0% 7% 12% 7% 5% 5%

Bicycles on Road 0 0 5 5 11 0268904913626 Study Name 14 Lower Michigan / Kinzie‐North Water Start Date Tuesday, June 20, 2017 4:00 PM

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Eastbound Westbound Northbound Southbound Crosswalk Time Period Class. U L T R I O U L T R I O U L T R I O U L T R I O Total Bicycles Pedestrians Total AM Peak Period Lights 0 7 70 54 131 219 0 62 70 17 149 208 1 117 316 104 538 388 0 34 271 32 337 340 1155 W 0 32 32 Specified Period % 0% 64% 97% 89% 91% 96% 0% 89% 96% 77% 90% 95% 100% 97% 87% 94% 90% 90% 0% 92% 91% 94% 91% 86% 91% 0% 100% 7:00 AM ‐ 9:00 AM Mediums 042511908351610044655541032823355115E 0 5353 One Hour Peak % 0% 36% 3% 8% 8% 4% 0% 11% 4% 23% 10% 5% 0% 3% 13% 5% 9% 10% 0% 8% 9% 6% 9% 14% 9% 0% 100% 7:45 AM ‐ 8:45 AM Articulated Trucks 0002200000020002220000004S 0 3232 % 0% 0% 0% 3% 1% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% 2% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% Total 0 11 72 61 144 228 0 70 73 22 165 220 1 121 362 111 595 431 0 37 299 34 370 395 1274 N 1 56 57 PHF 0.9 2% 98% %HV 0% 36% 3% 11% 9% 4% 0% 11% 4% 23% 10% 5% 0% 3% 13% 6% 10% 10% 0% 8% 9% 6% 9% 14% 9% 1 173 174

Bicycles on Road 0 0 12 5 17 14 0 2 12 1 15 13 01012700011135

PM Peak Period Lights 0 9 103 125 237 209 0 105 93 64 262 221 0 93 632 110 835 633 0 8 403 23 434 705 1768 W 0 29 29 Specified Period % 0% 100% 100% 98% 99% 98% 0% 96% 98% 98% 97% 99% 0% 98% 96% 98% 96% 94% 0% 100% 93% 100% 93% 96% 96% 0% 100% 4:00 PM ‐ 6:00 PM Mediums 00022304116202292333700310313072E 0 2626 One Hour Peak % 0% 0% 0% 2% 1% 1% 0% 4% 1% 2% 2% 1% 0% 2% 4% 2% 4% 6% 0% 0% 7% 0% 7% 4% 4% 0% 100% 5:00 PM ‐ 6:00 PM Articulated Trucks 0000010010100000000000001S 1 3334 % 0%0%0%0%0%0%0%0%1%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0% 3%97% Total 0 9 103 127 239 213 0 109 95 65 269 223 0 95 661 112 868 670 0 8 434 23 465 735 1841 N 0 76 76 PHF 0.94 0% 100% %HV 0% 0% 0% 2% 1% 2% 0% 4% 2% 2% 3% 1% 0% 2% 4% 2% 4% 6% 0% 0% 7% 0% 7% 4% 4% 1 164 165

Bicycles on Road 0 0 13 0 13 2002021300404600606425 Study Name Lower North Water / St. Clair Date Tuesday, June 20, 2017

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Eastbound Westbound Southbound Crosswalk Time Period Class. U L T I O U T R I O U L R I O Total Bicycles Pedestrians Total AM Peak Period Lights 1 36 106 143 176 0 134 16 150 156 1 50 41 92 53 385 W 0 20 20 Specified Period % 100% 90% 95% 93% 94% 0% 95% 76% 93% 96% 100% 98% 91% 95% 85% 93% 0% 100% 7:00 AM ‐ 9:00 AM Mediums 0 4 6 10 10 0 7 5 12 70134926E 0 1111 One Hour Peak % 0% 10% 5% 7% 5% 0% 5% 24% 7% 4% 0% 2% 7% 4% 15% 6% 0% 100% 7:45 AM ‐ 8:45 AM Articulated Trucks 0000100000001101N 0 1717 % 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% 2% 1% 0% 0% 0% 100% Total 1 40 112 153 187 0 141 21 162 163 1 51 45 97 62 412 0 48 48 PHF 0.82 %HV 0% 10% 5% 7% 6% 0% 5% 24% 7% 4% 0% 2% 9% 5% 15% 7%

Bicycles on Road 044821014014703710432

PM Peak Period Lights 0 119 133 252 227 0 177 28 205 150 0 17 50 67 147 524 W 1 11 12 Specified Period % 0% 99% 99% 99% 98% 0% 98% 100% 99% 98% 0% 94% 98% 97% 99% 98% 8% 92% 4:00 PM ‐ 6:00 PM Mediums 0123403033011218E 0 0 0 One Hour Peak % 0%1%1%1%2%0%2%0%1%2%0%6%2%3%1%2% 0%0% 5:00 PM ‐ 6:00 PM Articulated Trucks 0000000000000000N 0 1818 % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% Total 0 120 135 255 231 0 180 28 208 153 0 18 51 69 148 532 1 29 30 PHF 0.99 %HV 0% 1% 1% 1% 2% 0% 2% 0% 1% 2% 0% 6% 2% 3% 1% 2%

Bicycles on Road 0 11 9 20 80718900111229 Study Name 16 Lower Illinois / Lower City Front Start Date Tuesday, June 20, 2017 4:00 PM

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Eastbound Westbound Northbound Crosswalk Time Period Class. U T R I O U L T I O U L R I O Total Bicycles Pedestrians Total AM Peak Period Lights 0 504 108 612 0 0000551004747108659W0 7575 Specified Period % 0% 86% 95% 87% 0% 0% 0% 0% 0% 86% 0% 0% 82% 82% 95% 87% 0% 100% 7:00 AM ‐ 9:00 AM Mediums 0 82 5 87 0 000092001010597E 0 1010 One Hour Peak % 0% 14% 4% 12% 0% 0% 0% 0% 0% 14% 0% 0% 18% 18% 4% 13% 0% 100% 7:45 AM ‐ 8:45 AM rticulated Truc 0011000000000011S 1 9293 % 0%0%1%0%0%0%0%0%0%0%0%0%0%0%1%0% 1%99% Total 0 586 114 700 0 0000643005757114757 1 177178 PHF 0.95 %HV 0% 14% 5% 13% 0% 0% 0% 0% 0% 14% 0% 0% 18% 18% 5% 13%

Bicycles on Roa 03734000404430066750

PM Peak Period Lights 0 769 61 830 0 00009240015515561985W0 8 8 Specified Period % 0% 95% 97% 95% 0% 0% 0% 0% 0% 96% 0% 0% 99% 99% 97% 96% 0% 100% 4:00 PM ‐ 6:00 PM Mediums 0 42 2 44 0 0000430011245E 0 1 1 One Hour Peak % 0% 5% 3% 5% 0% 0% 0% 0% 0% 4% 0% 0% 1% 1% 3% 4% 0% 100% 5:00 PM ‐ 6:00 PM rticulated Truc 0000000000000000S 4 157161 % 0%0%0%0%0%0%0%0%0%0%0%0%0%0%0%0% 2%98% Total 0 811 63 874 0 000096700156156631030 4 166 170 PHF 0.94 %HV 0% 5% 3% 5% 0% 0% 0% 0% 0% 4% 0% 0% 1% 1% 3% 4%

Bicycles on Roa 0670670000078001111078 111 West Jackson Boulevard I Suite 700 I Chicago, IL I 60604 312-726-9445