400 N. Lake Shore Drive

Traffic Impact Study

August 2017

Prepared for: The Related Companies, L.P.

INTRODUCTION

Kimley-Horn and Associates, Inc., (Kimley-Horn) was retained The Related Companies, L.P. to conduct a traffic study for a proposed mixed-use development at 400 North Lake Shore Drive in Chicago, Illinois. The subject site is located on the east end of North Water Street and is bound by the Ogden Slip on the north, Lake Shore Drive on the east, the Chicago River on the south, and a residential community of multi-family buildings on the west. An aerial view of the subject site and the surrounding roadway network is presented in Exhibit 1.

The proposed development plan consists of two towers (North and South) with 504 apartments, 282 condominium units, 174 hotel rooms, and approximately 6,100 square feet of restaurant space. Vehicular access is planned on the east side of the site via Intermediate-Level Lake Shore Drive and the west side of the site via North Water Street. The site will also complete pedestrian and bicycle connections between the Riverwalk along the north side of the Chicago River, Ogden Slip, and the site of DuSable Park on the east side of Lake Shore Drive.

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.

400 N. Lake Shore Drive – Chicago, Illinois Page 1 August 2017

NOT TO SCALE FAIRBANKS COURT FAIRBANKS

GRAND AVENUE PESHITGO COURT PESHITGO ILLINOIS STREET

INTERMEDIATE-LEVEL LAKE SHORE DRIVE INTERMEDIATE-LEVEL

NEW STREET NEW

PARK DRIVE PARK McCLURG COURT McCLURG

COLUMBUS DRIVE SITE NORTH WATER STREET

EXHIBIT 1 SITE LOCATION MAP

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

Area Land Uses As shown in Exhibit 1, 400 N. Lake Shore Drive is located on the east end of North Water Street and is bound by Ogden Slip on the north, Lake Shore Drive on the east, the Chicago River on the south, and a residential community of multi-family buildings on the west. Nearby properties in the southern portion of the Streeterville neighborhood include a variety of land uses and densities, including high- and low-rise multi-family residential, hotel, office, and a variety of commercial retail/restaurant uses.

Roadway Characteristics The following information documents key street characteristics within the study area’s existing roadway network. The study area is generally defined by Grand Avenue on the north, intermediate- level Lake Shore Drive on the east, North Water Street on the south, and Columbus Drive on the west. 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. Exhibit 2 illustrates the general roadway lane configurations and traffic control for the study area intersections.

It should be noted that construction is currently underway for One Bennett Park, located on the west side of Peshtigo Court between Illinois Street and Grand Avenue. As such, several area roadways were under construction (including portions of Illinois Street and Grand Avenue) at the time of this study. Descriptions of these roadways are based on typical conditions when construction is not present.

Illinois Street is a one-way eastbound arterial that runs along the north side of Ogden Slip, one block north of the subject site. Throughout the study area, Illinois Street provides two to three eastbound travel lanes. A dedicated bike lane is provided east of McClurg Court to Lake Shore Drive. Curbside loading zones are available between Columbus Drive and McClurg Court. Additionally, curbside parking is available on the south side of Illinois Street between McClurg Court and Peshtigo Court.

Grand Avenue is a one-way westbound arterial located two blocks north of the subject site. Four westbound travel lanes are generally maintained along with a dedicated bike lane through the study area. Curbside parking and loading zones are generally available along the north side of Grand Avenue within the study area.

Columbus Drive is a north-south arterial roadway generally providing three lanes in each direction through the study area with a connection over the Chicago River. Parking is prohibited along both sides of the street.

400 N. Lake Shore Drive – Chicago, Illinois Page 3 August 2017

Upper North Water Street is an east-west roadway that terminates just west of New Street. Upper North Water Street provides one lane in each direction within the study area. In the site vicinity, Upper North Water is generally used to provide access to hotel uses east of Columbus Drive. Curbside parking and loading zones are available on both sides of Upper North Water Street.

Lower North Water Street is an east-west roadway extending west from the subject site. Lower North Water Street continues west under Columbus Drive to Lower Michigan Avenue. Lower North Water Street provides one lane in each direction with curbside parking generally available on the south side of Lower North Water Street within the study area.

McClurg Court is a north-south roadway that provides two lanes lane in each direction between Illinois Street and Grand Avenue. McClurg Court transitions to one lane in each direction with curbside parking on both sides of the street between Lower North Water Street and Illinois Street.

Peshtigo Court is a one-block north-south roadway connecting Illinois Street and Grand Avenue. Peshtigo Court provides one lane in each direction. The north leg of its signalized intersection with Grand Avenue is the garage access for 530 N. Lake Shore Drive.

Intermediate Lake Shore Drive is a divided north-south principal arterial that generally provides two or three travel lanes in each direction through the study area. No parking or loading is permitted along Intermediate Lake Shore Drive. Southbound and northbound Intermediate Lake Shore Drive intersects with Grand Avenue and Illinois Street at separate intersections, creating a quadrant of signalized intersections.

The Municipal Code of Chicago restricts truck traffic on boulevards, including Lake Shore Drive. However, some exceptions are permitted. While the code does not specifically identify Intermediate Lake Shore Drive as a boulevard or exception, the intermediate level generally facilitates truck traffic between Illinois-Grand and Intermediate-Level Wacker Drive.

New Street is a two-way north-south local street extending south from Illinois Street to the Chicago River. New Street maintains one travel lane in each direction with a mix of on-street parking and loading zones along each curb.

Park Drive is a two-way local street connecting Upper North Water Street to Illinois Street along the east side of Ogden Plaza. The east side of the street is designated as a No Parking zone while the west side of the street is signed as a taxi stand for taxis waiting for fares at the nearby Sheraton and Loews Hotels as well as adjacent residential and restaurant uses.

400 N. Lake Shore Drive – Chicago, Illinois Page 4 August 2017

LEGEND Existing Signalized N Intersection NOT TO SCALE Existing Stop Sign Travel Lane Bike Lane

GRANDGRAND AAVEVE

PESHTIGO COURT PESHTIGO P

LAKE SHORE DRIVE NB DRIVE SHORE LAKE L

LAKE SHORE DRIVE SB DRIVE SHORE LAKE

ILLINOISILLINOIS STREETSTREET

V OGDEN SLIP

R T

D R

U E

O T

U I

C E

M D

K T

R S

O L

COLUMBUSC DRIVE C

PARK DRIVE PARK P

MCCLURG COURT MCCLURG M

NEW STREET NEW N SITE

UPPERUPPER NNORTHORTH WWATERATER SSTREETTREET NORTHNORTH WWATERATER SSTREETTREET

E R V I R C H I C A G O EXHIBIT 2 EXISTING STREET CHARACTERISTICS

Non-Auto Transportation System Facilities and services accommodating a range of mobility options and transportation mode choices are available within the surrounding area. These options are highlighted below.

Rail The Chicago Transit Authority’s (CTA) Red Line is accessible via the Grand Avenue Station (at State Street), located within 8 blocks or an approximately 15-minute walk of the site.

Bus The surrounding area is served by multiple CTA bus routes with stops on Illinois Street, Grand Avenue, and Columbus Drive. All routes have closest stops located within an approximately three- to five-minute walk to/from the site:

 Route 2: Hyde Park Express • Provides daily service between Jackson Park and Navy Pier • Nearest stop located at Illinois Street/McClurg Court

 Route 29: State • Provides daily service between 95th/Dan Ryan Station and Navy Pier • Nearest stop located at Illinois Street/McClurg Court

 Route 65: Grand • Provides daily service between Mont Clare Station and Navy Pier • Nearest stop located at Illinois Street/McClurg Court

 Route 120: Ogilvie/Streeterville Express • Provides daily service between Ogilvie Station and Northwestern Memorial Hospital • Nearest stop located at Grand Avenue/Columbus Drive

 Route 121: Union/Streeterville Express • Provides daily service between Union Station and Northwestern Memorial Hospital • Nearest stop located at Grand Avenue/McClurg Court

 Route 124: Navy Pier • Provides daily service between Union/Ogilvie Station and Navy Pier • Nearest stop located at Illinois Street/McClurg Court Additional routes are available north of Grand Avenue and immediately south of the Chicago River on Columbus Drive. DIVVY Three DIVVY bike share stations are located within reasonable walking distance of the subject site such that people will likely consider making a shared bike trip. The closest DIVVY station is located on the south side of Illinois Street immediately east of McClurg Court in front of the Target. Additional stations are maintained on the north side of Grand Avenue just west of Columbus Drive and in the northwest corner of the Grand Avenue/Streeter Drive intersection new Navy Pier. These station locations are outlined below:

400 N. Lake Shore Drive – Chicago, Illinois Page 6 August 2017

 Illinois Street/McClurg Court (in front of Target)  Grand Avenue/Streeter Drive (Navy Pier)  Grand Avenue/Columbus Drive (west side of intersection)

Since taxi and walking trips make up over 40 percent of the mode split for trips to work in this area, the bike share system offers increased travel options and convenience for residents, employees, and visitors. The accessibility of nearby stations is a draw for residents and visitors with enhanced opportunities for mobility with reasonable potential to facilitate some degree of mode shift from walking and taxi to biking for those traveling to/from other destinations in Streeterville, River North, along the lakefront, or south of the Chicago River. Pedestrian/Bike Connections The following connections to dedicated pedestrian and bicycle facilities are currently provided within the site vicinity:

 Riverwalk - Access via Columbus Drive to the City-owned portion along the south side of the river  Lakefront Trail - Access is provided via Intermediate Lake Shore Drive at Illinois Street

Existing Traffic Volumes In order to determine current levels of auto, pedestrian, and bicycle activity within the study area, weekday peak period intersection traffic counts were performed in June 2017 at the following intersections:

 Columbus Drive / Grand Avenue  Intermediate Lake Shore Drive  Columbus Drive / Illinois Street Northbound / Illinois Street  Columbus Drive / North Water Street  Intermediate Lake Shore Drive  New Street / North Water Street Southbound / Illinois Street  McClurg Court / Grand Avenue  River Esplanade West Access  McClurg Court / Illinois Street (pedestrian pathway count only)  McClurg Court / North Water Street  River Esplanade East Access  Peshtigo Court / Grand Avenue (pedestrian pathway county only)  Peshtigo Court / Illinois Street Lake Shore Drive Mid-Block Pedestrian  Intermediate Lake Shore Drive Crossing (pedestrian count only) Northbound / Grand Avenue  Intermediate Lake Shore Drive Southbound / Grand Avenue

The traffic counts were performed during the weekday morning (7:00-9:00 AM), evening (4:00-6:00 PM), and Saturday (11:00AM-2:00PM) peak periods, coinciding with the peak hours of traffic activity on the adjacent roadways. The resulting traffic counts indicate that the heaviest traveled hours occur from 8:00 to 9:00 AM in the morning, 5:00 to 6:00 PM in the evening, and 1:00 to 2:00 PM on Saturday. Existing peak hour vehicle traffic volumes are presented in Exhibit 3. Corresponding pedestrian and bicycle counts are illustrated in Exhibit 4.

400 N. Lake Shore Drive – Chicago, Illinois Page 7 August 2017

LEGEND xx Weekday AM Peak (8:00 – 9:00am) N NOT TO SCALE (xx) Weekday PM Peak

(5:00 – 6:00pm) 315 (95) [145]

1010 (315) [660] [660] (315) 1010 40 (100) [140] 1345 (640) [1035] [175] (120) 545 840 (575) [975]

90 (140) [95] 90 (140) 925 (540) [835] Saturday Peak [265] (265) 100 685 (720) [1090]

[xx] 135 (150) [100] 170 (105) [195] 40 (55) [115] 100 (265) [290] 740 (1020) [640] (1020) 740 (1:00 – 2:00pm) [165] (155) 140 750 (615) [575] Existing Signalized 230 (345) [190]

Intersection GRANDGRAND AAVEVE

Existing Stop Sign

R I

Less than Five Vehicles I

[-] (-) - - (-) [-]

[35] (25) 25 25 [35] (25)

[175] (120) 255 (120) [175]

[180] (605) 195 [180] [140] (100) 65 (100) [140]

[80] (105) 75 75 [80] (105)

[90] (165) 130 130 [90] (165)

[470] (710) 765 765 (710) [470]

[190] (275) 180 180 (275) [190]

PESHTIGO COURT PESHTIGO P

LAKE SHORE DRIVE NB DRIVE SHORE LAKE L

LAKE SHORE DRIVE SB DRIVE SHORE LAKE

90 (65) [180] 90 [180] (65)

40 (55) [115] [115] 40(55)

145 (105) [150] [150] (105) 145

125 (265) [310] [310] (265) 125

1020 (515) [770] (515) 1020

150 (190) [170] [170] (190) 150 820 (1175) [660] (1175) 820

ILLINOISILLINOIS STREETSTREET [140] (100) 65 [605] (735) 330 [215] (450) 210 [800] (915) 685 [800] (915) 685 [105] (190) 165 [280] (410) 300 [570] (350) 210 [130] (170) 145 [770] (1090) 590 [-] (-) - [-] (-) - [530] (800) 465 [490] (595) 375 [85] (45) 40 [210] (285) 190

V OGDEN SLIP [-] (-) - - (-) [-]

[255] (170) 65 [255] (170) [-] (-) - - (-) [-]

R T

[65] 40 (80)

[175] (300)265 [175] [70] (125) 65 [70](125)

D R

S 160 (130) [140]

[530] (815) 800 [530] (815)

O T

U I

C E

M D

K T

R S

O L

COLUMBUSC DRIVE C

PARK DRIVE PARK P

MCCLURG COURT MCCLURG M

NEW STREET NEW N

30 (40) [55] [10] (-) 5 SITE

35 (45) [15] [15] 35 (45) 40 (30) [25]

15 (25) [25] (25) 15 - (-) [-] [-] (-) -

- (-) [-] [-] (-) - 15 (25) [40]

20 (35) [35] (35) 20

25 (20) [25] (20) 25

140 (95) [175] [175] (95) 140

70 (75) [70] (75) 70 910 (1330) [730] (1330) 910 30 (55) [70]30 (55) 20 (30) [30] 155 (90) [150] 25 (15) [20] 70 (65) [60] - (-) [-] 120 (135) [145] - (-) [5] UPPERUPPER NNORTHORTH WWATERATER SSTREETTREET NORTHNORTH WWATERATER SSTREETTREET

[50] (45) 65 [-] (-) - [20] (35) 15 [95] (165) 60 [40] (65) 50 [200] (345) 190 [75] (160) 65 [25] (25) 15

[70] (150) 90 [5] (10) - [20] (20) 10

[-] (-) - - (-) [-]

[-] (5) 5 5 (5) [-]

[15] (10) 5 5 (10) [15]

[-] (20) 10 10 (20) [-]

[40] (25) 5 5 (25) [40]

[60] (150) 115 115 [60] (150)

[90] (225) 110 [90] 110 (225)

[10] (35) 20 20 (35) [10] [565] (860)865 E R V I R C H I C A G O EXHIBIT 3 EXISTING TRAFFIC VOLUMES LEGEND xx Weekday AM Peak (8:00 – 9:00am) N NOT TO SCALE (xx) Weekday PM Peak (5:00 – 6:00pm) 100 (595) [312] 0 (524) [0] 234 (151) [353] [xx] Saturday Peak (1:00 – 2:00pm) 336 (476) [445] Existing Signalized

Intersection 20 (32) [19] (32) 20

GRANDGRAND AAVEVE [18] (37) 33

71(62) [59]

33 (60) [45] (60) 33 54(141) [266]

302 (451) [463] (451) 302 0 (480) [0]

Existing Stop Sign [424] 200(403) 74 (558) [286] 78 (581) [324]

E NB E E SB E

137 (182) [369] T 306 (378) [575] 306(378)

256 (501) [491] [786] (586) 642

PESHTIGO COURT PESHTIGO

LAKE SHORE DRIVE NB DRIVE SHORE LAKE LA L 96 (427) [344] SB DRIVE SHORE LAKE 48 (278) [261] 180 (578) [464] 91 (300) [117]

242 (603) [780] 0 (1) [1] (1) 0 IS STREET [33] (26) 2

ILLINOISILLINO STREET [0] (37) 5

43 (172) [165] 43(172) 43 (102) [92] 43(102)

40(128) [141] 83 (1337) [763] 287 (470) [488] (470) 287 202 (472) [423] (472) 202 102 (1392) [506]

171 (947) [730] 183 (328) [413] (328) 183 149 (751) [510] [625] (587) 382

V OGDEN SLIP

R T

D R

U E

O T

U I

C E

M D

K T

R S

O L

COLUMBUSC DRIVE C

PARK DRIVE PARK P

MCCLURG COURT MCCLURG M

NEW STREET NEW N

43 (38) [64] SITE 171 (185) [193] 30 (20) [39]

UPPERPER NORTH WATER STREET NORTHORT WATER STREET

59 (300) [203] 59(300)

20 (23) [48] (23) 20

42 (27) [75] (27) 42

114 (156) [153] (156) 114

88 (152) [173] 88(152) 438 (518) [571] 438(518) 132 (279) [306] 88 (68) [132] 74 (65) [61]

E R V I R C H I C A G O EXHIBIT 4 EXISTING BICYCLE / PEDESTRIAN VOLUMES

FUTURE CONDITIONS

This section of the report outlines the proposed site plan, summarizes site-specific traffic characteristics, and presents future traffic projections for analysis.

Development Characteristics The proposed development plan consists of two connected towers with a mix of apartments, condominiums, and hotel uses along with restaurant space serving residents and visitors. The uses proposed in each tower are outlined below:

 North Tower

- 504 apartment units

 South Tower

- 282 condominium units

- 174 hotel rooms

- 6,100 square feet of restaurant space

Below-grade parking with 450 parking spaces will serve residents, hotel guests, and restaurant patrons. Public parking is not planned for this site. Vehicular access is proposed in two locations; the east and west sides of the site. Access to the parking garage and to a circular motor court located on the west side of the site is planned via North Water Street. The circular motor court will provide resident/guest drop-off/pick-up zones for all site uses. Designated loading zones for each use are detailed in the Curbside Designations section of this report.

Vehicle access on the east side of the site will utilize a one-way ramp system providing access to and from the north between Intermediate-Level Lake Shore Drive and the site that is currently in place, although not currently in use. Using this ramp system, vehicles may access the below-grade parking or curbside drop-off/pick-up zones for all residential, hotel, and restaurant guests.

It is important to note that east-west vehicular circulation through the site is not available to the general public and the site cannot be used as part of a route between the neighborhood on North Water Street and Lake Shore Drive.

Exhibit 5 illustrates the proposed site plan with the configuration of the two proposed towers. Access and circulation routes through the study area and the site for personal autos, taxis/TNCs, service/delivery trucks, and pedestrians are illustrated on Exhibits 6 to 9, respectively.

For the purposes of this report, each of the proposed vehicular accesses were labeled as follows:

 West Access Circular motor court located at the east end of Lower North Water Street  East Access Internal roadway network with access to the southbound on-ramp and northbound off-ramp to Intermediate Lake Shore Drive

400 N. Lake Shore Drive – Chicago, Illinois Page 10 August 2017

400 N LAKE SHORE DRIVE

Chicago, Illinois, USA 60611

OWNER N NOT TO SCALE

CLIENT

Related Midwest 350 W Hubbard St. #300 Chicago, Illinois, USA 60654

ARCHITECT / ENGINEER

Skidmore, Owings & Merrill LLP 224 S Michigan Ave #1000 Chicago, Illinois, USA 60604

IN-PROGRESS 12 JULY 2017

0 10' 30' 50'

006 2017 JUL 12 ISSUED FOR IN-PROGRESS CONCEPT 005 2017 JUN 13 ISSUED FOR IN-PROGRESS CONCEPT 004 2017 JUN 06 ISSUED FOR IN-PROGRESS CONCEPT 003 2017 MAY 05 ISSUED FOR IN-PROGRESS CONCEPT 002 2017 APR 12 ISSUED FOR IN-PROGRESS CONCEPT 001 2017 MAR 16 ISSUED FOR IN-PROGRESS CONCEPT NO. DATE DESCRIPTION

GROUND LEVEL 1

PROJECT NO. 216208

DATE: 12 JULY 2017 SCALE: 1/32” = 1’-0”

RAMP UP RAMP

RAMP DOWN RAMP FAIRBANKS COURT FAIRBANKS

GRAND AVENUE

McCLURG COURT McCLURG

PESHITGO COURT PESHITGO COLUMBUS DRIVE COLUMBUS

ILLINOIS STREET INTERMEDIATE-LEVEL LAKE SHORE DRIVE INTERMEDIATE-LEVEL

OGDEN SLIP RAMP UP RAMP

RAMP DOWN RAMP LAKE MICHIGAN

NORTH WATER STREET

LEGEND

Vehicle Route (Enter)

Vehicle Route (Exit)

CHICAGO RIVER Garage Access

EXHIBIT 6 PRIMARY PERSONAL AUTO ACCESS + CIRCULATION ROUTES

RAMP UP RAMP

RAMP DOWN RAMP FAIRBANKS COURT FAIRBANKS

GRAND AVENUE

McCLURG COURT McCLURG

PESHITGO COURT PESHITGO COLUMBUS DRIVE COLUMBUS

ILLINOIS STREET INTERMEDIATE-LEVEL LAKE SHORE DRIVE INTERMEDIATE-LEVEL

OGDEN SLIP RAMP UP RAMP

RAMP DOWN RAMP LAKE MICHIGAN

NORTH WATER STREET

LEGEND

Vehicle Route (Enter)

Vehicle Route (Exit)

CHICAGO RIVER Garage Access

EXHIBIT 7 PRIMARY TAXI / TNC ACCESS + CIRCULATION ROUTES

N FAIRBANKS COURT FAIRBANKS

GRAND AVENUE

McCLURG COURT McCLURG

PESHITGO COURT PESHITGO COLUMBUS DRIVE COLUMBUS

ILLINOIS STREET INTERMEDIATE-LEVEL LAKE SHORE DRIVE INTERMEDIATE-LEVEL

OGDEN SLIP RAMP UP RAMP

RAMP DOWN RAMP LAKE

MICHIGAN

RAMP UP RAMP RAMP DOWN RAMP NORTH WATER STREET

LEGEND

Vehicle Route (Enter)

Vehicle Route (Exit)

CHICAGO RIVER Garage Access

EXHIBIT 8 SERVICE / DELIVERY ACCESS + CIRCULATION ROUTES

N FAIRBANKS COURT FAIRBANKS

GRAND AVENUE

McCLURG COURT McCLURG

PESHITGO COURT PESHITGO COLUMBUS DRIVE COLUMBUS

ILLINOIS STREET INTERMEDIATE-LEVEL LAKE SHORE DRIVE INTERMEDIATE-LEVEL

OGDEN SLIP

LAKE MICHIGAN

NORTH WATER STREET

LEGEND

Pedestrian Route

Vertical Circulation

CHICAGO RIVER

EXHIBIT 9 PEDESTRIAN ACCESS + CIRCULATION ROUTES

Trip Generation Typically, traffic impact studies include trip generation estimates based on rates published in the Institute of Transportation Engineers (ITE) manual titled Trip Generation, Ninth Edition. It is worth noting, however, that these rates generally represent, and are derived from, data collected in largely auto-oriented areas that exhibit few, if any, non-auto modes of transportation (such as transit, walking, and biking). Due to the urban context, availability of multiple convenient public transportation options, and nature of the land uses in the site area, it is assumed that more non-auto activity would occur within the study area than in typical auto-oriented suburban locations. Therefore, for the residential components, mode share adjustments based on census data are applied to the conventional Trip Generation data to incorporate these non-auto factors. For the proposed hotel and restaurant uses, this study references local data from the River East Area Traffic and Parking Operation Review, prepared by Barton-Aschman Associates, Inc., for the City of Chicago in 1997, which directly reflects the use of non-auto trips. The trip generation equations/rates for each proposed land use is shown in Table 1.

Table 1. ITE/River East Trip Generation Data by Land Use Weekday ITE Land Use AM Peak PM Peak T = 0.49X + 3.73 T = 0.55X + 17.65 Apartment (LUC 220)1 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 (LUC 230)1 17% in/83% out 67% in/33% out Inbound: 0.909 Restaurant2 N/A3 Outbound: 0.807 Inbound: 0.152 Inbound: 0.136 Hotel2 Outbound: 0.110 Outbound: 0.142 T - Site-generated trips X - Dwelling units 1Based upon ITE Trip Generation. 2Based upon River East Area Traffic and Parking Operation Review. 3Restaurant trip generation rates in the River East Area Traffic and Parking Operation Review are shown as zero for the morning peak hour.

The mode split characteristics for the census tract that includes Lakeshore East are presented in Table 2.

400 N. Lake Shore Drive – Chicago, Illinois Page 16 August 2017

Table 2. Mode Split Characteristics1

Mode of Transportation Population Percent

Auto Modes Car, truck, or van 2,671 34% Taxicab 241 3% Motorcycle 0 0% Other means 65 1% Subtotal 2,977 38%

Non-Auto Modes Public transportation 952 12% Bicycle 64 1% Walked 3,155 41% Worked at home 593 8% Subtotal 4,764 62% Total 7,741 100% 1Includes 2011-2015 data referenced from American Community Survey 5-Year Estimates for census tract 3201, which is bound by the Chicago River to the north, Monroe and Madison Street to the south, Dearborn Street to the west, and Lakeshore Drive to the east.

Based upon the census data, it is apparent that walking (41 percent) is the primary mode of transportation for those traveling to work from within the 400 N. Lake Shore Drive community. Due to the approximately 38 percent mode share attributed to auto modes of transportation, a reduction of 62 percent was applied to ITE data for the residential land uses.

In the River East study, data indicates that taxis and drop-offs were identified to represent 27 percent of the restaurant auto trips and 82 percent of hotel auto trips. Based on the data shown in Table 2, taxis represent 8 percent of residential auto-trips. These percentages were incorporated into the site trip generation projections in order to estimate how many auto trips are attributable to taxis or drop- offs so that these trips could be counted as both entering and exiting the network. Per these assumptions and the calculations detailed previously, site-generated traffic projections are presented in Table 3. As noted previously in Table 1, the River East study shows no trips generated by restaurant uses during the morning peak hour.

400 N. Lake Shore Drive – Chicago, Illinois Page 17 August 2017

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

Total Trips Apartment 504 units 55 200 255 195 110 305 145 125 270 Condominium 282 units 25 100 125 95 50 145 65 60 125 Hotel 174 units 40 40 80 45 45 90 35 30 65 Restaurant 6,140 sq. ft. 0 0 0 5 5 10 15 15 30 Less 62% for Non-Auto Modes of -40 -185 -225 -180 -95 -275 -125 -110 -235 Transportation1 Total New Auto Trips 80 155 235 160 115 275 135 120 255

Personal Auto Trips Apartment 92%2 20 70 90 65 35 100 50 40 90 Condominium 92%2 10 35 45 30 15 45 25 25 50 Hotel 19%2 5 5 10 5 5 10 5 0 5 Restaurant 73%2 0 0 0 5 5 10 5 5 10 Total New Personal Auto Trips 35 110 145 105 60 165 85 70 155

Taxi/Rideshare Trips Apartment 8%2 5 5 10 10 10 20 10 10 20 Condominium 8%2 5 5 10 5 5 10 0 0 0 Hotel 81%2 35 35 70 40 40 80 30 30 60 Restaurant 27%2 0 0 0 0 0 0 10 10 20 Subtotal New Taxi/Rideshare Trips 45 45 90 55 55 110 50 50 100 1Applied to residential uses only

Directional Distribution

The estimated new auto trips shown in Table 3 are anticipated to travel locally and regionally between the site and various origins/destinations. The estimated distribution of site-generated traffic for the mixed-use development on the surrounding roadway network is a function of severable variables, such as site access locations, characteristics of the street system, the ease with which motorists can travel over various sections of the system (e.g., use of one-way and two-way streets, multiple street levels of Lake Shore Drive, routes to/from Interstate access, etc.), and prevailing traffic volumes/patterns. The directional distribution shown in Table 4 identifies the anticipated direction from which vehicles will travel to and from the subject site.

400 N. Lake Shore Drive – Chicago, Illinois Page 18 August 2017

Table 4. Estimated Trip Distribution Portion of Site Traffic To/From Personal Auto Taxi / Drop-Off

West Access West via Grand & Illinois 30% 45% West via Lower Water 10% 15% Southwest via Columbus 25% 15% North via Fairbanks 0% 5% South via Columbus 5% 10%

East Access North via Lake Shore Drive 20% 15% South via Lake Shore Drive 10% 10% Total 100% 100%

Site Traffic Assignment

The site traffic assignment, representing traffic volumes associated with the proposed development at the study intersections and the access driveways, is a function of the estimated trip generation (Table 3) and the directional distribution (Table 4).

The peak hour site traffic assignment for the auto trips and taxi trips are presented in Exhibits 10 and 11, respectively. All auto trips were assumed to park in the below-grade while all taxis were assumed to travel to and from either the motor court at the West Access or the drop off/pick up curbside at the East Access.

It should be noted that individuals traveling via taxi to/from the site are assumed to generate two separate trips for each arrival and departure. For example, arriving taxis generate one trip as the taxi pulls up to drop off and one trip as the taxi departs the site to pick up another fare. Taxi trips were assumed to originate outside of the study area, drop-off or pick-up their passenger at the appropriate porte cochere, and then continue to their destination. This is a conservative approach to the analysis as many times a taxi picks up a new fare while dropping one off, resulting in fewer trips.

400 N. Lake Shore Drive – Chicago, Illinois Page 19 August 2017

LEGEND xx Weekday AM Peak (8:00 – 9:00am) N NOT TO SCALE (xx) Weekday PM Peak

(5:00 – 6:00pm) [15] (20) 5 [xx] Saturday Peak [10] (10) 5 15 (15) [15] (1:00 – 2:00pm) 35 (20) [20] Existing Signalized 35 (20) [25]

Intersection GRANDGRAND AAVEVE

Existing Stop Sign

R I

Less than Five Vehicles I

[15] (15) 15 15 (15) [15]

[15] (10) 20 20 (10) [15]

[45] (40) 70 70 [45] (40)

PESHTIGO COURT PESHTIGO P

LAKE SHORE DRIVE NB DRIVE SHORE LAKE L

LAKE SHORE DRIVE SB DRIVE SHORE LAKE

20 (35) [30] (35) 20

5 (10) [10] [10] (10) 5 35 (20) [25] 35 (20)

ILLINOISILLINOIS STREETSTREET [50] (65) 20 [50] (65) 20 [25] (35) 10

[30] (25) 35 [30] (25) [45] (40) 70 [45] (40) V OGDEN SLIP

R T [25] (30) 10 10 [25] (30)

D R

U E

O T

U I

C E

M D

K T

R S

O L

COLUMBUSC DRIVE C

PARK DRIVE PARK P

10 (5) [5] (5) 10

10 (30) [25] (30) 10

MCCLURG COURT MCCLURG M

NEW STREET NEW N

SITE 30 (15) [20] 25 (75) [60] (75) 25

35 (20) [25] 35 (20) 70 (40) [45] 10 (5) [5] 10 (5) [5] ORTH WATER STREET

UPPERUPPER NNORTHORTH WWATERATER SSTREETTREET NORTHN WATER STREET [20] 30 (15)

[10] (10) 5 5 (10) [10] [25] (30) 10 10 [25] (30)

E R V I R C H I C A G O EXHIBIT 10 SITE TRAFFIC ASSIGNMENT - AUTOS LEGEND xx Weekday AM Peak (8:00 – 9:00am) N NOT TO SCALE

(xx) Weekday PM Peak

(5:00 – 6:00pm) [5] (10) 5 5 (5) [5] (5) 5 [xx] Saturday Peak 10 (10) [10] (1:00 – 2:00pm) 15 (15) [15] 10 (15) [15] Existing Signalized

Intersection GRANDGRAND AAVEVE

Existing Stop Sign

R I

Less than Five Vehicles I

[5] (10) 5 5 [5](10)

[10] (10) 10 10 (10) [10]

[30] (30) 25 25 [30] (30)

PESHTIGO COURT PESHTIGO P

LAKE SHORE DRIVE NB DRIVE SHORE LAKE L

LAKE SHORE DRIVE SB DRIVE SHORE LAKE

15 (20) [15] [15] (20) 15

5 (5) [5] (5) 5 10 (15) [15] [15] (15) 10

ILLINOISILLINOIS STREETSTREET [35] (35) 30 [35] (35) 30 [20] (20) 20

E 15 (20) [15]

V 25 [30] (30) OGDEN SLIP

R T [15] (15) 10 10 (15) [15]

D R

U E

O T

U I

C E

M D

K T

R S

O L

COLUMBUSC DRIVE C

5 (5) [5] (5) 5

PARK DRIVE PARK P

10 (15) [10] [10] (15) 10

MCCLURG COURT MCCLURG M

NEW STREET NEW N

SITE 10 (15) [10] 35 (40) [40] 35 (40) 10 (15) [15] [15] (15) 10 25 (30) [30] 10 (10) [10] 10 (10) [10]

UPPERUPPER NNORTHORTH WWATERATER SSTREETTREET NORTHNORTH WWATERATER SSTREETTREET [10] (15) 10

[5] (5) 5 5 [5](5) [15] (15) 10 10 (15) [15]

E R V I R C H I C A G O EXHIBIT 11 SITE TRAFFIC ASSIGNMENT - TAXIS / TNC LEGEND xx Weekday AM Peak (8:00 – 9:00am) N NOT TO SCALE (xx) Weekday PM Peak 335 (100) [150]

(5:00 – 6:00pm) 40 (100) [140]

1035 (350) [690] [690] (350) 1035 1385 (685) [1080] [185] (135) 560 865 (605) [1010]

90 (140) [95] 90 (140) 980 (585) [880] Saturday Peak [290] (290) 105 705 (755) [1125]

[xx] 135 (150) [100] 195 (115) [215] 40 (55) [115] 125 (295) [320] 150 (170) [175] [175] (170) 150 (1:00 – 2:00pm) [660] (1050) 750 850 (695) [650] Existing Signalized 280 (385) [235]

Intersection GRANDGRAND AAVEVE

Existing Stop Sign

R I

Less than Five Vehicles I

[-] (-) - - (-) [-]

[35] (25) 25 25 [35] (25)

[145] (105) 65 (105) [145]

[205] (145) 285 [205] (145)

[230] (660) 260

[95] (170) 140 140 [95] (170)

[155] (180) 170 170 (180) [155]

[200] 190 (290)

[485] (735) 795

PESHTIGO COURT PESHTIGO P

LAKE SHORE DRIVE NB DRIVE SHORE LAKE L

LAKE SHORE DRIVE SB DRIVE SHORE LAKE

90 (65) [185] 90 [185] (65)

40 (55) [115] [115] 40(55)

160 (125) [175] [175] (125) 160

140 (280) [330] (280) 140

1070 (580) [825] (580) 1070

875 (1225) [710] [710] (1225) 875 155 (210) [185] [185] (210) 155

ILLINOISILLINOIS STREETSTREET [145] (105) 65 [640] (770) 375 [245] (480) 250 [935] (1085) 770 [110] (200) 175 [290] (420) 310 [580] (355) 215 [130] (175) 145 [935] (1080) 775 [815] (1135) 645 [25] (30) 10 [-] (-) - [585] (865) 515 [585] (715) 430 [170] (145) 90 [215] (290) 195

V OGDEN SLIP [-] (-) - - (-) [-]

I [260] (175) 65 [260] (175)

R T

[225] (350) 320 320 [225] (350)

[5] (5) 5 5 [5](5) [70] (130) 65 [70] (130)

D R

[140] (150) 135 135 (150) [140]

U E

[190] (190) 195 195 (190) [190]

[555] 840 (850)

O T

U I

C E

M D

K T

R S

O L

COLUMBUSC DRIVE C

PARK DRIVE PARK P

20 (45) [35] (45) 20

1360 (955) [1080] (955) [1080] 1360

MCCLURG COURT MCCLURG M

NEW STREET NEW N

40 (30) [30]

40 (45) [60] [10] (-) 5 135 (100) [100] SITE

15 (25) [25] (25) 15 40 (45) [20] 40(45)

- (-) [-] [-] (-) - 15 (25) [40]

25 (15) [15] [15] (15) 25

85 (135) [125] [125] 85 (135)

25 (40) [40] [40] (40) 25

140 (95) [180] [180] (95) 140

70 (75) [70] (75) 70 30 (55) [70]30 (55) 970 (1385) [785] (1385) 970 20 (30) [30] 175 (105) [170] 45 (30) [35] 85 (75) [70] - (-) [-] 120 (135) [145] - (-) [5] STREET UPPERUPPER NNORTHORTH WWATERATER SSTREETTREET NORTHNORTH WWATERATER STREET [30] 40(30)

[65] (65) 90 [10] (15) 5 [20] (35) 15 [95] (165) 60

[40] (65) 50 [200] (350) 190 [75] (160) 65 [25] (25) 15 [455] 345 (495)

[85] (170) 115 [5] (10) - [20] (20) 10

[-] (-) - - (-) [-]

[-] (5) 5 5 (5) [-]

[15] (15) 5 5 (15) [15]

[-] (20) 10 10 (20) [-]

[40] (25) 5 5 (25) [40]

[70] (165) 125 125 [70] (165)

[10] (35) 20 20 (35) [10]

[100] (245) 115 115 (245) [100] [620] (930) 905 [620] (930) E R V I R C H I C A G O EXHIBIT 12 FUTURE (YEAR 2020) TRAFFIC ASSIGNMENT

Background Traffic Volumes Area background traffic was developed with consideration for two main factors: background traffic growth over time and the addition of traffic from other known developments in the area.

For the purposes of this study and per the direction of the Chicago Department of Transportation (CDOT), a 0.5% annual growth rate to Year 2020 was applied to existing traffic volumes to account for ambient background traffic growth and other potential developments in the area.

In addition to the annual growth rate, trip projections for known area developments that are approved or under construction were added. A list of these developments and the referenced study for each is below.

 Optima Chicago Center, based on a 2014 study by KLOA  451 E. Grand Avenue, based on a 2014 study by Sam Schwartz Engineering  465 N. Park, based on a 2015 study by KLOA The site trip assignments for each development listed above are excerpted in the study appendix.

Total Traffic Assignment The total traffic assignment represents future anticipated traffic volumes at the study intersections upon construction and full occupancy of the proposed development. The total traffic assignment consists of the existing traffic, background traffic, plus the site traffic assignment projected for 400 N. Lake Shore Drive. The total traffic volumes for the study area are illustrated in Exhibit 12.

400 N. Lake Shore Drive – Chicago, Illinois Page 22 August 2017

ANALYSES

This section of the report evaluates the proposed site access/circulation and summarizes the analysis of the base and future traffic conditions at the study intersections.

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

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

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

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

400 N. Lake Shore Drive – Chicago, Illinois Page 24 August 2017

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

Synchro software was utilized to evaluate capacity of the study intersections (reported overall and by approach) for the weekday morning and evening and Saturday peak hours. Table 7 summarizes the capacity analysis results for existing and future peak hour traffic conditions. Additional capacity analysis details are included in the attached appendix.

It should be noted that for the purposes of this study, Kimley-Horn coordinated with the Chicago Department of Transportation (CDOT) to identify and integrate traffic volumes in the future capacity analysis that are associated with nearby development projects that are approved or under construction including the Optima Chicago Center, 451 E. Grand Avenue, and 465 N. Park developments. Additionally, a 0.5% annual growth rate to Year 2020 was applied to existing traffic volumes to account for ambient background traffic growth and other potential developments in the area.

400 N. Lake Shore Drive – Chicago, Illinois Page 25 August 2017

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

Columbus Drive / Grand Avenue ➢ Westbound 18 B 38 D 17 B 21 C 45 D 18 B Northbound 8 A 31 C 7 A 8 A 32 C 7 A Southbound 30 C 28 C 25 C 31 C 30 C 25 C Intersection 19 B 32 C 17 B 20- B 36 D 18 B

McClurg Court / Grand Avenue ➢ Westbound 11 B 9 A 10- A 11 B 9 A 10+ B Northbound 28 C 42 D 34 C 76 E >120 F >120 F Southbound 27 C 33 C 31 C 27 C 34 C 33 C Intersection 15 B 22 C 17 B 23 C 58 E 32 C

Peshtigo Court / Grand Avenue ➢ Westbound 12 B 6 A 8 A 12 B 6 A 8 A Northbound 59 E 69 E >120 F 59 E 71 E >120 F Southbound 40 D 40 D 40 D 40 D 40 D 40 D Intersection 14 B 14 B 23 C 15 B 14 B 24 C

North Lake Shore Drive Southbound / Grand Avenue ➢ Westbound 21 C 20- B 22 C 21 C 20+ C 22 C Southbound 37 D 22 C 26 C 40 D 22 C 26 C Intersection 31 C 21 C 23 C 33 C 21 C 24 C

North Lake Shore Drive Northbound / Grand Avenue ➢ Westbound 23 C 22 C 26 C 23 C 23 C 27 C Northbound 11 B 7 A 8 A 10+ B 8 A 8 A Intersection 18 B 15 B 22 C 17 B 15 B 22 C

Columbus Drive / Illinois Street ➢ Eastbound 24 C 34 C 25 C 24 C 36 D 26 C Northbound 17 B 25 C 19 B 19 B 35+ D 20+ C Southbound 6 A 7 A 7 A 7 A 8 A 8 A Intersection 15 B 21 C 17 B 16 B 25 C 18 B ➢ - Signalized Intersection  - All-Way Stop-Controlled Intersection  - Minor-Leg Stop-Controlled Intersection 1 - Intersection under construction or not present in existing condition.

400 N. Lake Shore Drive – Chicago, Illinois Page 26 August 2017

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

McClurg Court / Illinois Street ➢ Eastbound 16 B 22 C 17 B 16 B 27 C 26 C Northbound 24 C 29 C 26 C 26 C 29 C 26 C Southbound 11 B 12 B 20+ C 12 B 14 B 24 C Intersection 15 B 20+ C 19 B 17 B 25 C 25 C

Peshtigo Court / Illinois Street ➢ Eastbound 8 A 10+ B 9 A 8 A 10+ B 9 A Northbound 21 C 21 C 21 C 21 C 21 C 21 C Southbound 22 C 23 C 25 C 22 C 23 C 25 C Intersection 9 A 11 B 11 B 9 A 11 B 11 B

North Lake Shore Drive Southbound / Illinois Street ➢ Eastbound 32 C 64 E 31 C 33 C 68 E 32 C Southbound 3 A 15 B 9 A 5 A 16 B 10+ B Intersection 14 B 48 D 20- B 15 B 50 D 21 C

North Lake Shore Drive Northbound / Illinois Street ➢ Eastbound 1 A 3 A 2 A 1 A 3 A 2 A Northbound 28 C 36 D 40 D 30 C 41 D 44 D Intersection 13 B 15 B 16 B 14 B 18 B 18 B

Columbus Drive / Upper North Water Street ➢ Eastbound 19 B 21 C 18 B 20 C 23 C 20- B Westbound 18 B 18 B 17 B 19 B 19 B 18 B Northbound 16 B 29 C 13 B 16 B 34 C 13 B Southbound 20- B 15 B 8 A 19 B 16 B 9 A Intersection 18 B 21 C 12 B 18 B 24 C 12 B

New Street / North Water Street  Eastbound 8 A 9 A 8 A 8 A 9 A 8 A Westbound 8 A 9 A 9 A 8 A 9 A 9 A Northbound 8 A 9 A 8 A 8 A 9 A 8 A Southbound 8 A 8 A 8 A 8 A 8 A 8 A ➢ - Signalized Intersection  - All-Way Stop-Controlled Intersection  - Minor-Leg Stop-Controlled Intersection 1 - Intersection under construction or not present in existing condition.

400 N. Lake Shore Drive – Chicago, Illinois Page 27 August 2017

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

McClurg Court / North Water Street  Eastbound 8 A 9 A 9 A 9 A 10+ B 10- A Westbound 8 A 7 A 8 A 8 A 8 A 9 A Northbound 8 A 8 A 8 A 8 A 8 A 8 A Southbound 8 A 8 A 9 A 9 A 10+ B 10+ B

North Lake Shore Drive / Northbound On-Ramp1  Westbound (Right) n/a 10- A 10+ B 10+ B ➢ - Signalized Intersection  - All-Way Stop-Controlled Intersection  - Minor-Leg Stop-Controlled Intersection 1 - Intersection under construction or not present in existing condition.

Existing Conditions Based upon the analysis results, many of the study intersections and key approaches operate well at LOS B or C with little delay during the existing analysis period. The northbound approach at Peshtigo Court/Grand Avenue operates at LOS E during the morning and evening peak hours and LOS F during the Saturday peak hour. This is largely due to the signal timing, which maintains a uniquely long cycle length (127.5 seconds) and prioritizes green time for westbound Grand Avenue to reduce the potential for westbound vehicle queuing to spill back to Intermediate Lake Shore Drive.

The eastbound approach at Southbound Intermediate Lake Shore Drive/Illinois Street operates at LOS E during the evening peak hour. This is largely due to the heavy eastbound traffic volume destined for northbound Intermediate Lake Shore Drive. The overall intersection operates at LOS D during the evening peak hour.

Future Conditions Review of future condition capacity analysis (including traffic associated with the proposed development as well as growth in non-site traffic related to other nearby development sites that are planned or under construction), relative to current conditions, indicates little change to intersection and approach delay and levels of service for the majority of the study intersections. In particular, the intersections most proximate to the site on McClurg Court at North Water Street and Illinois Street are expected to maintain good levels of service.

At the intersection of McClurg Court/Grand Avenue, increased traffic associated with the proposed development is anticipated for the northbound left-turning movement. As a result, the northbound approach of McClurg Court is projected to operate at LOS E during the morning peak hour and LOS F during the evening and Saturday midday peak hours. To mitigate this increase in delay and address the change in capacity, signal and timing modifications are recommended at this intersection. Table

400 N. Lake Shore Drive – Chicago, Illinois Page 28 August 2017

7 presents capacity results for the McClurg Court/Grand Avenue intersection with modified signal phasing that includes adding a protected northbound left-turn phase. Note that these revised timings are based on the assumption that the vehicle split for the westbound through movement along Grand Avenue can be reduced by nine seconds. Based on the recommended signal phasing and timing modifications, the northbound approach would improve to LOS D during all peak hours while the westbound approach of Grand Avenue maintains good capacity at LOS B during all three peak hours.

Table 8. Intersection Capacity Analysis – Modified Signal Timings at McClurg Court/Grand Avenue Future Conditions Intersection AM Peak PM Peak Saturday Peak Delay (s/veh) LOS Delay (s/veh) LOS Delay (s/veh) LOS

McClurg Court/Grand Avenue ➢ Westbound 19 B 14 B 16 B Northbound 41 D 47 D 42 D Southbound 27 C 34 C 33 C Intersection 23 C 27 C 23 C

The existing capacity issues noted for the northbound movement at Grand Avenue/Peshtigo Court are not significantly impacted under future conditions and traffic associated with the proposed development is not expected to contribute to additional traffic on Peshtigo Court. In any case, modifying the signal timings at this intersection is not recommended, as the uniquely long cycle length for the traffic signal relative to adjacent signals is intended to prioritize westbound traffic flow along Grand Avenue and providing additional green time to the northbound movement on Peshtigo Court would reduce time on Grand Avenue and increase the potential for westbound vehicle queuing to spill back to Intermediate Lake Shore Drive, particularly during the morning and Saturday peak hours.

Curbside Operations A key issue for the proposed development is understanding the potential curbside demands with valet, taxis, and TNC pick-up/drop-off activity. An estimate of peak activity related to each component of the site development plan was projected based upon a M/M/S queuing model that factors random arrivals and service times for both valet and taxi/TNC activity in a defined number of curbside spaces. For the purpose of this analysis, it was assumed curbside loading for the hotel, restaurant, condominium, and apartment would be provided in distinct portions, according to use, along the circular motor court on the west side of the site. In addition to taxi drop-off/pick-up, it was assumed valet operations for the hotel and restaurant would occur within the three available curbside spaces located on the southern portion of the circular motor court. Curbside loading for the condominium would occur within the three available spaces on the eastern portion of the motor court, while loading for the apartments would occur within the two available spaces on the northern portion of the motor court. Additionally, a curbside loading zone for taxi drop-off and pick-up for the hotel and restaurant uses is available on the east side of the site.

Trip generation projections, detailed previously in Table 2, were utilized to estimate the number of valet and taxi trips. The average service time for vehicles being dropped off or picked up at the valet was assumed as two minutes per vehicle. This includes the time for a vehicle to enter the guest

400 N. Lake Shore Drive – Chicago, Illinois Page 29 August 2017

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, which includes time for the taxi to enter the guest loading area, for the guest to pay the taxi fare, to unload the vehicle, and finally for the taxi to leave the guest loading area. This is considered a conservative estimate as use of TNCs has grown with payment of a fare handled through an online transaction and not in the vehicle; thus, the service time when being dropped off is less than that of a taxi. The average service time for taxi/TNC pick-ups was assumed as 30 seconds, as less time is needed since a fare does not need to be paid. In order to further complete a conservative review of curbside demand, it was assumed that projected taxi trips would either drop off or pick up a passenger; in reality, some taxis that drop off a passenger will also pick up a new passenger, resulting in the consolidation of taxi trips to/from the site. Table 9 outlines the 85th percentile projected peak curbside activity associated with the development.

Based on the results of the queuing model, the 2-3 proposed spaces available for each distinct use within the development plan along the circular motor court and the east side of the site are expected to accommodate the 85th percentile queues for valet and taxi/TNC drop-offs and pick-ups. The small number of projected trips associated with the condominiums and apartments results in very limited anticipated queuing for these uses. For the area along the motor court designated for hotel and restaurant loading, the 85th percentile queue for taxis and TNCs is 0.70 vehicles (vs. 3 available spaces) while the 85th percentile queue for loading along the east side of the site 0.37 vehicles (vs. 3 available spaces).

400 N. Lake Shore Drive – Chicago, Illinois Page 30 August 2017

Table 9. 85th Percentile Projected Peak Curbside Activity

West Access East Access Description Hotel/Restaurant Condominium Apartment Hotel (Taxi/TNC + Valet) (Taxi/TNC) (Taxi + Valet) (Taxi/TNC + Valet)

Valet1 Number of Guests Arriving Curbside during 10 N/A N/A 0 the Peak Hour Average Time per 2.00 2.00 2.00 2.00 Service (minutes)2

Taxi Drop-Off3 Number of Guests Arriving Curbside during 10 5 5 10 the Peak Hour Average Time per 1.00 1.00 1.00 1.00 Service (minutes) 2

Taxi Pick-Up4 Number of Guests Arriving Curbside during 10 0 5 10 the Peak Hour Average Time per 0.50 0.50 0.50 0.50 Service (minutes) 2

Total Number of Guests Arriving Curbside during 20 5 10 30 the Peak Hour Weighted Average Time 0.75 1.00 0.75 0.75 per Service (minutes) Number of Curbside 3 3 2 3 Service Positions 85th Percentile Probability 0.70 0.00 0.00 0.37 Queue (vehicles)5 1 – Based on mode split rates for parking/personal auto referenced in the River East Area Traffic and Parking Operation Review, 1997 2 – Estimated by Kimley-Horn 3 – Based on mode split rates for taxi referenced in the River East Area Traffic and Parking Operation Review, 1997 (inbound trips) 4 – Based on mode split rates for taxi referenced in the River East Area Traffic and Parking Operation Review, 1997 (outbound trips) 5 – Based on M/M/S queuing model

400 N. Lake Shore Drive – Chicago, Illinois Page 31 August 2017

Loading Access Access to and from below-grade loading docks for moving/service/delivery trucks is planned on the east side of the site via Intermediate-Level Lake Shore Drive.

Using AutoTURN software, truck turns into and out of these loading docks were tested using an SU- 30 design vehicle. Based on these schematics (included in the appendix), it is anticipated that SU-30 trucks will be able to adequately access the loading docks on site.

400 N. Lake Shore Drive – Chicago, Illinois Page 32 August 2017

RECOMMENDATIONS + CONCLUSIONS

Based on the analysis of existing and anticipated future traffic conditions, the proposed mixed-use development is not expected to have a significant impact on the operation and capacity at a large majority of the study intersections. However, multiple improvements are recommended to address anticipated traffic impacts at the Grand Avenue/McClurg Court intersection (modified traffic signal to add a northbound left-turn phase), improve pedestrian conditions and comfort (incorporate leading pedestrian intervals at several intersections, remove the mid-block crosswalk on Lake Shore Drive and provide alternative routing under the bridge (improve pedestrian safety), and add ADA-accessible ramps on the west side of Intermediate Lake Shore Drive, and improve mobility options for residents, guests, and visitors (new Divvy station). These recommendations are detailed below with their locations illustrated on Exhibit 13:

 McClurg Court / Grand Avenue Traffic Signal Improvement

- Modify signal timings to provide a protected northbound left-turning phase The traffic volumes and resulting vehicle delays, if left unmitigated, satisfy the thresholds of CDOT’s guidelines for provision of protected left-turn phasing. Modifying the traffic signal to add a new northbound protected left-turn phase increases capacity on McClurg Court to accommodate additional traffic volumes for the turning movement while maintaining good levels of service for westbound Grand Avenue. With a shift of nine seconds from westbound Grand Avenue to northbound McClurg Court, westbound Grand Avenue will continue to operate at LOS B during each peak hour.

 Intermediate Lake Shore Drive Mid-Block Pedestrian Crossing

- Remove marked crosswalk Due to pedestrian safety concerns with high vehicle speeds and the potential for multiple- threat pedestrian crashes with multiple travel lanes in each direction on Intermediate Lake Shore Drive, removal of the crosswalk is recommended. The proposed development plan includes a pedestrian connection from Intermediate Lake Shore Drive and the Navy Pier Flyover to the ground level and beneath Lake Shore Drive. Another option for a controlled crossing is available to the north at the Lake Shore Drive/Illinois Street intersections.

 Incorporate Leading Pedestrian Intervals at the Nearby Traffic Signals

- Columbus Drive / Upper North Water Street

- Peshtigo Court / Illinois Street

- Southbound Intermediate Lake Shore Drive Off-Ramp The signal timing plans at these study area intersections do not include leading pedestrian intervals that give pedestrians a three-second head start when crossing the street before the adjacent vehicle approach receives a green light.

400 N. Lake Shore Drive – Chicago, Illinois Page 33 August 2017

 Intermediate Lake Shore Drive / Southbound Site Exit Ramp Sidewalk Improvement

- Provide ADA-accessible sidewalk ramps The sidewalk along the west side of Lake Shore Drive should be improved at the southbound exit ramp leading to the site to provide ADA-accessible ramps with appropriate slopes and detectable warnings.

 Increase Divvy Access and Convenience

- Install a Divvy station on site With the new pedestrian and bicycle connections that will be established to the Riverwalk along the north side of the Chicago River, the future DuSable Park, the Lakefront Path, and the surrounding neighborhood, installing a new Divvy station on site would provide increased mobility options for residents, guests, and other visitors. The closest Divvy station to the site is located at the southeast corner of Illinois Street and McClurg Court and a new Divvy station would increase system access and convenience with the site as a trip origin and destination.

400 N. Lake Shore Drive – Chicago, Illinois Page 34 August 2017

STUDY RECOMMENDATIONS N N NOT TO SCALE

1 Modify signal timings to provide a protected northbound left-turn phase

2 Remove marked crosswalk GRAND AVENUE 3 1 3 Incorporate leading pedestrian intervals

PESHITGO COURT PESHITGO Provide ADA-accessible sidewalk ramps ILLINOIS STREET 4

INTERMEDIATE-LEVEL LAKE SHORE DRIVE INTERMEDIATE-LEVEL 5 Install a Divvy station on site

NEW STREET NEW

PARK DRIVE PARK McCLURG COURT McCLURG

COLUMBUS DRIVE

SITE 2 3 NORTH WATER STREET 5

EXHIBIT 13 STUDY RECOMMENDATIONS

APPENDIX

Excerpts from Referenced Traffic Studies for Other Developments

Existing Capacity Reports

Future Capacity Reports

Truck Turn Schematics

400 N. Lake Shore Drive – Chicago, Illinois August 2017

EXCERPTS REFERENCED FROM OTHER TRAFFIC STUDIES

400 N. Lake Shore Drive – Chicago, Illinois August 2017

Proposed Residential Development 451 East Grand Avenue Traffic Impact Study Chicago, Illinois DRAFT August 25, 2014

SITE

Ms. Lynn M. Means, P.E., PTOE

1000 W. Irving Park Road, Suite 130 | Itasca, IL 60143 | T 630.213.1000 | www.samschwartz.com

530 LSD Garage [4] (6) 1 NTS

13 (7) [8] 31 (16) [19] 6 (3) [4] 9 (21) [15] 5 (20) [14] 18 (9) [11] 5 (19) [13] 0 (2) [2] 0 (2) [1] Grand Ave Parking Garage [1] (2) 0 2 (1) [2] 56 (29) [34] 4 (3) [3]

1 (3) [2] 4 (3) [3] 500 Motor Court LSD 1 (4) [3] SITE [2] (2) 4 [1] (1) 1 [1] (1) 1

Main Peshtigo Ct Garage McClurg Ct [1] (1) 1 1 (4) [3] [12] (12) 12 Entrance [4] (4) 7 Garage Service

[1] (1) 1 Garage 1 (4) [3]

Illinois St Figure 6 [21] (31) 7 [24] (36) 8 [3] (4) 1 Site Generated Tra c [11] (10) 12 [8] (6) 11 1 (3) [2]

xx = Weekday AM Peak (8-9 AM) Deliveries 474 LSD (xx) = Weekday PM Peak (5-6 PM) [xx] = Saturday Midday Peak (12-1 PM) = Existing Tra c Signal

Traffic Impact Study 465 North Park Drive Apartment Development Chicago, Illinois

Prepared by

September 3, 2015

A A CC CC S EL E E HO N SS SS F 5

TEL P

( 17 A

D D NOT TO SCALE

) AMC

R R R [ 12 K I I V V ] E E

ILLINOIS STREET 5 (22) [17] 2 (8) [6] 6 (5) [5] 9 (5) [5] 8 (31) [23] 2 (8) [6] 17 (9) [11] 9 20

6 C 2 8 (

O ( ( ( ) 5 ( 8 31

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U [ SITE

[ [ ] 5 [ 6 11 M 23 ] ] ] B ] 6 (5) [5] U 26 (14) [16] S

N D E R P W I 5 A

V 20 (9) [11]

CITY R E (

17 6 (2) [3] K NBC S VIEW )

T M [ D 12 R

TOWER CONDOS C CC ] R EET OU I V L U E R R T G 26 6

( ( 14 2 ) )

[ [ 3 16 ] ] 9 (5) [5] 17 (9) [11] NORTH WATER LOWER WATER STREET STREET 5 (17) [12] 5

( 17 )

[ LEGEND 12 SHERATON ] 00 - AM PEAK HOUR (8:00-9:00 AM) HOTEL (00) - PM PEAK HOUR (5:00-6:00 PM) [00] - SATURDAY MIDDAY PEAK HOUR (1:00-2:00 PM)

PROJECT: TITLE: 465 N Park Drive Development Estimated Site-Generated Traffic Volumes Job No: 15-105

Chicago, Illinois Figure: 8

Traffic Impact Study Proposed Optima Chicago Center II 220 East Illinois Street Chicago, Illinois

Prepared by

April 2, 2014

N CT FAIRBANKS NOT TO SCALE 12 (17) [11]

30 (42) [27] 11 (17) [11] GRAND AVE ACCESS ACCESS FORMER 8 (7) [5] 7 (8) [5] DOMINICK'S

OPTIMA CHICAGO CENTER I SITE 240 E ILLINOIS COLUMBUS DR ST CLAIRE 12 (17) [11] GARAGE 240 E IL (ACCESS) GARAGE 200 E IL 24 (21) [15] 31 (29) [19] 79 (71) [49] 7 (8) [4] 31 (29) [19] 48 (42) [30] ILLINOIS ST UPPER ILLINOIS ST ILLINOIS ST

18 (26) [17] 18 (26) [17] 30 (43) [28] 6 (9) [6] 15 (15) [10] 16 (14) [10] 12 (17) [11] PLAZA DR CITYFRONT MICHIGAN AVE

N WATER ST UPPER WATER ST

24 (21) [15] 24 (21) [15]

LEGEND 7 (8) [5] 00 - WEEKDAY AM PEAK HOUR 12 (17) [11] (00) - WEEKDAY PM PEAK HOUR [00] - SATURDAY MIDDAY PEAK HOUR

PROJECT: TITLE: Optima Chicago Center II 220 E Illinois St ESTIMATED SITE-GENERATED TRAFFIC VOLUMES Job No: 13-110 Chicago, Illinois Figure: 7

EXISTING CAPACITY REPORTS

Weekday Morning Peak Hour

Weekday Evening Peak Hour

Saturday Peak Hour

400 N. Lake Shore Drive – Chicago, Illinois August 2017

Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 230 750 135 180 765 0 0 740 140 Future Volume (vph) 0 0 0 230 750 135 180 765 0 0 740 140 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 0 130 65 0 0 0 Storage Lanes 0 0 1 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 0.73 0.65 0.93 0.95 Frt 0.850 0.976 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 0 0 1662 4763 1322 3319 3477 0 0 4055 0 Flt Permitted 0.950 0.202 Satd. Flow (perm) 0 0 0 1213 4763 862 656 3477 0 0 4055 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 407 691 249 540 Travel Time (s) 9.3 15.7 5.7 12.3 Confl. Peds. (#/hr) 335 254 254 335 306 549 549 306 Confl. Bikes (#/hr) 83 1 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 2% 2% 2% 5% 7% 14% 2% 2% 2% 2% 11% 10% Adj. Flow (vph) 0 0 0 232 758 136 182 773 0 0 747 141 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 232 758 136 182 773 0 0 888 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 22 22 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 1.02 1.09 1.04 1.02 1.00 1.00 1.09 1.09 Turning Speed (mph) 15 9 15 9 15 9 15 9 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

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 1 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

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) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 3 12 Permitted Phases Minimum Split (s) 3.0 3.0 Total Split (s) 3.0 3.0 Total Split (%) 4% 4% Maximum Green (s) 1.0 1.0 Yellow Time (s) 2.0 2.0 All-Red Time (s) 0.0 0.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Walk Time (s)

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 2 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 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 0.55 0.41 0.56 0.30 0.48 0.72 Control Delay 21.4 15.1 30.1 10.0 6.4 30.1 Queue Delay 0.0 0.0 0.0 0.0 1.3 0.0 Total Delay 21.4 15.1 30.1 10.0 7.7 30.1 LOS C B C A A C Approach Delay 18.2 8.1 30.1 Approach LOS B A C 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: 0.72 Intersection Signal Delay: 18.5 Intersection LOS: B Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 3 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

Lane Group Ø3 Ø12 Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 4 HCM 2010 Signalized Intersection Summary 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

HCM 2010 analysis does not support non-NEMA phasing.

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 5 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 170 925 315 75 130 0 0 100 90 Future Volume (vph) 0 0 0 170 925 315 75 130 0 0 100 90 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 10 12 12 12 10 10 Storage Length (ft) 0 0 0 50 0 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.86 0.86 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.76 0.77 0.85 Frt 0.850 0.929 Flt Protected 0.992 0.950 Satd. Flow (prot) 0 0 0 0 5743 1478 1604 1923 0 0 2607 0 Flt Permitted 0.992 0.618 Satd. Flow (perm) 0 0 0 0 5683 1129 802 1923 0 0 2607 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 691 687 236 332 Travel Time (s) 15.7 15.6 5.4 7.5 Confl. Peds. (#/hr) 229 128 128 229 302 158 158 302 Confl. Bikes (#/hr) 41 6 5 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 (%) 2% 2% 2% 2% 6% 2% 5% 4% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 187 1016 346 82 143 0 0 110 99 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 1203 346 82 143 0 0 209 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 10 10 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.09 0.94 1.00 1.00 1.09 1.09 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Perm NA NA Protected Phases 12 12 4 8 Permitted Phases 12 4 Minimum Split (s) 53.0 53.0 53.0 26.0 26.0 26.0 Total Split (s) 53.0 53.0 53.0 26.0 26.0 26.0 Total Split (%) 62.4% 62.4% 62.4% 30.6% 30.6% 30.6% Maximum Green (s) 49.0 49.0 49.0 22.0 22.0 22.0 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 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 38.0 38.0 38.0 5.0 5.0 5.0

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 6 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 07/25/2017

Lane Group Ø1 Ø10 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) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 1 10 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)

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 7 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 49.0 49.0 22.0 22.0 22.0 Actuated g/C Ratio 0.58 0.58 0.26 0.26 0.26 v/c Ratio 0.36 0.53 0.40 0.29 0.31 Control Delay 10.0 14.8 29.9 23.9 26.9 Queue Delay 0.0 0.0 0.0 2.2 0.0 Total Delay 10.0 14.8 29.9 26.1 26.9 LOS B B C C C Approach Delay 11.1 27.5 26.9 Approach LOS B C C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 21 (25%), Referenced to phase 1:Hold, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.53 Intersection Signal Delay: 14.6 Intersection LOS: B Intersection Capacity Utilization 111.0% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 200: North McClurg Court & East Grand Avenue

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 8 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 07/25/2017

Lane Group Ø1 Ø10 Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 9 HCM 2010 Signalized Intersection Summary 200: North McClurg Court & East Grand Avenue 07/25/2017

HCM 2010 analysis does not support non-NEMA phasing.

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 10 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 40 1345 0 65 1 0 0 1 1 Future Volume (vph) 0 0 0 40 1345 0 65 1 0 0 1 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 0 30 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.95 0.93 0.96 Frt 0.932 Flt Protected 0.950 0.953 Satd. Flow (prot) 0 0 0 1652 4655 0 0 1591 0 0 1669 0 Flt Permitted 0.950 0.730 Satd. Flow (perm) 0 0 0 1571 4655 0 0 1139 0 0 1669 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 687 270 223 183 Travel Time (s) 15.6 6.1 5.1 4.2 Confl. Peds. (#/hr) 72 72 33 24 24 33 Confl. Bikes (#/hr) 47 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% 2% 2% 2% 4% 2% 14% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 43 1462 0 71 1 0 0 1 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 43 1462 0 0 72 0 0 2 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Minimum Split (s) 99.5 99.5 23.0 23.0 23.0 Total Split (s) 99.5 99.5 23.0 23.0 23.0 Total Split (%) 78.0% 78.0% 18.0% 18.0% 18.0% Maximum Green (s) 94.5 94.5 19.0 19.0 19.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 81.5 81.5 3.0 3.0 3.0

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 11 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

Lane Group 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) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 9 Permitted Phases Minimum Split (s) 5.0 Total Split (s) 5.0 Total Split (%) 4% Maximum Green (s) 3.0 Yellow Time (s) 2.0 All-Red Time (s) 0.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Walk Time (s)

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 12 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 13.0 13.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 94.5 94.5 19.0 19.0 Actuated g/C Ratio 0.74 0.74 0.15 0.15 v/c Ratio 0.04 0.42 0.43 0.01 Control Delay 4.5 6.7 58.0 39.5 Queue Delay 0.0 5.1 1.4 0.0 Total Delay 4.5 11.7 59.4 39.5 LOS A B E D Approach Delay 11.5 59.4 39.5 Approach LOS B E D Intersection Summary Area Type: Other Cycle Length: 127.5 Actuated Cycle Length: 127.5 Offset: 30 (24%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 130 Control Type: Pretimed Maximum v/c Ratio: 0.43 Intersection Signal Delay: 13.7 Intersection LOS: B Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 300: North Peshtigo Court/Parking Garage & East Grand Avenue

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 13 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

Lane Group Ø9 Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 14 HCM 2010 Signalized Intersection Summary 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

HCM 2010 methodology does not support exclusive ped or hold phases.

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 15 Lanes, Volumes, Timings 400: North Lake Shore Drive S & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 100 840 0 0 0 0 0 1010 545 Future Volume (vph) 0 0 0 100 840 0 0 0 0 0 1010 545 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 10 10 10 11 11 11 12 12 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 0.95 0.88 Ped Bike Factor 0.96 0.97 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 0 0 1631 4933 0 0 0 0 0 3585 2787 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 1573 4933 0 0 0 0 0 3585 2702 Right Turn on Red Yes Yes Yes Yes No Satd. Flow (RTOR) 39 Link Speed (mph) 30 30 30 30 Link Distance (ft) 270 114 244 515 Travel Time (s) 6.1 2.6 5.5 11.7 Confl. Peds. (#/hr) 100 65 65 100 20 20 Confl. Bikes (#/hr) 33 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% 7% 7% 2% 2% 2% 2% 2% 6% 2% Adj. Flow (vph) 0 0 0 104 875 0 0 0 0 0 1052 568 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 104 875 0 0 0 0 0 1052 568 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 0.98 1.04 1.00 1.00 1.00 1.00 0.94 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA NA Perm Protected Phases 8 6 Permitted Phases 8 6 Minimum Split (s) 52.0 52.0 33.0 33.0 Total Split (s) 52.0 52.0 33.0 33.0 Total Split (%) 61.2% 61.2% 38.8% 38.8% Maximum Green (s) 47.0 47.0 27.0 27.0 Yellow Time (s) 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 40.0 40.0 16.0 16.0 Flash Dont Walk (s) 7.0 7.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 47.0 47.0 27.0 27.0

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 16 Lanes, Volumes, Timings 400: North Lake Shore Drive S & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.55 0.55 0.32 0.32 v/c Ratio 0.12 0.32 0.92 0.66 Control Delay 0.3 4.2 42.8 29.5 Queue Delay 1.4 0.3 0.0 0.0 Total Delay 1.8 4.5 42.8 29.5 LOS A A D C Approach Delay 4.2 38.2 Approach LOS A D Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.92 Intersection Signal Delay: 25.4 Intersection LOS: C Intersection Capacity Utilization 76.5% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 400: North Lake Shore Drive S & East Grand Avenue

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 17 HCM 2010 Signalized Intersection Summary 400: North Lake Shore Drive S & East Grand Avenue 07/25/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 100 840 0 0 0 0 0 1010 545 Future Volume (veh/h) 0 0 0 100 840 0 0 0 0 0 1010 545 Number 3 8 18 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1776 1869 0 0 1887 1863 Adj Flow Rate, veh/h 104 875 0 0 1052 568 Adj No. of Lanes 1 3 0 0 2 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 7 7 0 0 6 2 Cap, veh/h 1020 2822 0 0 1139 868 Arrive On Green 0.18 0.18 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1691 5271 0 0 3679 2734 Grp Volume(v), veh/h 104 875 0 0 1052 568 Grp Sat Flow(s),veh/h/ln 1691 1701 0 0 1792 1367 Q Serve(g_s), s 4.4 12.6 0.0 0.0 24.1 15.2 Cycle Q Clear(g_c), s 4.4 12.6 0.0 0.0 24.1 15.2 Prop In Lane 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1020 2822 0 0 1139 868 V/C Ratio(X) 0.10 0.31 0.00 0.00 0.92 0.65 Avail Cap(c_a), veh/h 1020 2822 0 0 1139 868 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.3 20.7 0.0 0.0 28.0 25.0 Incr Delay (d2), s/veh 0.2 0.3 0.0 0.0 13.7 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 6.0 0.0 0.0 14.0 6.1 LnGrp Delay(d),s/veh 17.5 21.0 0.0 0.0 41.7 28.8 LnGrp LOS B C D C Approach Vol, veh/h 979 1620 Approach Delay, s/veh 20.6 37.2 Approach LOS C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 6 8 Phs Duration (G+Y+Rc), s 33.0 52.0 Change Period (Y+Rc), s 6.0 5.0 Max Green Setting (Gmax), s 27.0 47.0 Max Q Clear Time (g_c+I1), s 26.1 14.6 Green Ext Time (p_c), s 0.7 7.6 Intersection Summary HCM 2010 Ctrl Delay 30.9 HCM 2010 LOS C

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 18 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 685 40 255 195 25 0 0 0 Future Volume (vph) 0 0 0 0 685 40 255 195 25 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 125 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 75 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.92 0.98 Frt 0.850 0.983 Flt Protected 0.950 Satd. Flow (prot) 0 0 0 0 4842 1419 1770 3221 0 0 0 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 0 4842 1300 1770 3221 0 0 0 0 Right Turn on Red Yes Yes Yes No Yes Satd. Flow (RTOR) 64 266 Link Speed (mph) 30 30 30 30 Link Distance (ft) 114 453 251 376 Travel Time (s) 2.6 10.3 5.7 8.5 Confl. Peds. (#/hr) 77 70 70 77 49 49 Confl. Bikes (#/hr) 5 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% 9% 10% 2% 9% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 0 714 42 266 203 26 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 714 42 266 229 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Right Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 0.98 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type NA Perm Prot NA Protected Phases 8 1 1 2 Permitted Phases 8 Minimum Split (s) 33.0 33.0 18.0 Total Split (s) 33.0 33.0 18.0 Total Split (%) 38.8% 38.8% 21.2% Maximum Green (s) 28.0 28.0 15.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 3.0 Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) 19.0 19.0 15.0

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 19 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

Lane Group Ø2 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) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 2 Permitted Phases Minimum Split (s) 34.0 Total Split (s) 34.0 Total Split (%) 40% Maximum Green (s) 29.0 Yellow Time (s) 3.0 All-Red Time (s) 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead-Lag Optimize? Yes Walk Time (s) 16.0

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 20 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 9.0 9.0 0.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 28.0 28.0 15.0 49.0 Actuated g/C Ratio 0.33 0.33 0.18 0.58 v/c Ratio 0.45 0.09 0.50 0.12 Control Delay 23.5 3.2 17.2 2.9 Queue Delay 0.1 0.0 0.6 0.0 Total Delay 23.6 3.2 17.8 2.9 LOS C A B A Approach Delay 22.5 10.9 Approach LOS C B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 62 (73%), Referenced to phase 1:NBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.50 Intersection Signal Delay: 17.9 Intersection LOS: B Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 500: North Lake Shore Drive N & East Grand Avenue

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 21 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

Lane Group Ø2 Flash Dont Walk (s) 13.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 22 HCM 2010 Signalized Intersection Summary 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

HCM 2010 Research does not support Non-NEMA phasing.

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 23 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 145 375 190 0 0 0 0 800 160 150 820 0 Future Volume (vph) 145 375 190 0 0 0 0 800 160 150 820 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 0.80 0.85 0.95 0.89 Frt 0.850 0.975 Flt Protected 0.950 0.950 Satd. Flow (prot) 1407 3116 1463 0 0 0 0 4566 0 2708 3465 0 Flt Permitted 0.950 0.181 Satd. Flow (perm) 1124 3116 1246 0 0 0 0 4566 0 461 3465 0 Right Turn on Red No Yes No Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 409 689 522 249 Travel Time (s) 9.3 15.7 11.9 5.7 Confl. Peds. (#/hr) 229 147 147 229 157 382 382 157 Confl. Bikes (#/hr) 20 2 13 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 (%) 24% 12% 3% 2% 2% 2% 2% 4% 9% 25% 6% 2% Adj. Flow (vph) 148 383 194 0 0 0 0 816 163 153 837 0 Shared Lane Traffic (%) Lane Group Flow (vph) 148 383 194 0 0 0 0 979 0 153 837 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 22 22 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.04 0.98 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 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

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 24 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 07/25/2017

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) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 3 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)

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 25 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 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 0.39 0.36 0.46 0.70 0.30 0.50 Control Delay 25.0 22.2 26.1 16.8 7.8 5.8 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.4 Total Delay 25.0 22.2 26.1 17.0 7.8 6.1 LOS C C C B A A Approach Delay 23.8 17.0 6.4 Approach LOS C B A 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: 0.70 Intersection Signal Delay: 14.9 Intersection LOS: B Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 600: North Columbus Drive & East Illinois Street

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 26 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 07/25/2017

Lane Group Ø3 Ø9 Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 27 HCM 2010 Signalized Intersection Summary 600: North Columbus Drive & East Illinois Street 07/25/2017

HCM 2010 methodology does not support exclusive ped or hold phases.

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 28 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 165 465 40 0 0 0 0 40 65 125 145 0 Future Volume (vph) 165 465 40 0 0 0 0 40 65 125 145 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 Lane Width (ft) 11 11 11 10 10 10 11 11 11 11 12 12 Storage Length (ft) 75 50 0 0 0 25 0 0 Storage Lanes 0 1 0 0 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.96 0.75 0.78 0.80 Frt 0.850 0.850 Flt Protected 0.987 0.950 Satd. Flow (prot) 0 3039 1446 0 0 0 0 1726 1531 1711 1961 0 Flt Permitted 0.987 0.730 Satd. Flow (perm) 0 2928 1088 0 0 0 0 1726 1195 1054 1961 0 Right Turn on Red No Yes No Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 689 493 560 236 Travel Time (s) 15.7 11.2 12.7 5.4 Confl. Peds. (#/hr) 175 169 169 175 272 198 198 272 Confl. Bikes (#/hr) 11 2 3 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 (%) 3% 17% 8% 2% 2% 2% 2% 12% 2% 2% 2% 2% Adj. Flow (vph) 174 489 42 0 0 0 0 42 68 132 153 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 663 42 0 0 0 0 42 68 132 153 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.09 1.09 1.09 1.04 0.98 1.04 1.04 0.94 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 Detector Template Left Thru Right Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 29 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 07/25/2017

Lane Group Ø4 Ø6 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) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 30 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm custom NA Protected Phases 10 2 12 6 12 Permitted Phases 10 10 2 6 Detector Phase 10 10 10 2 2 12 6 12 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 6.0 Minimum Split (s) 40.0 40.0 40.0 28.0 28.0 9.0 Total Split (s) 40.0 40.0 40.0 28.0 28.0 14.0 Total Split (%) 47.1% 47.1% 47.1% 32.9% 32.9% 16.5% Maximum Green (s) 35.0 35.0 35.0 24.0 24.0 11.0 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 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 4.0 3.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 5.0 Recall Mode Max Max Max C-Max C-Max None Walk Time (s) 16.0 16.0 16.0 11.0 11.0 Flash Dont Walk (s) 16.0 16.0 16.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 35.0 35.0 24.6 24.6 36.0 38.0 Actuated g/C Ratio 0.41 0.41 0.29 0.29 0.42 0.45 v/c Ratio 0.55 0.09 0.08 0.20 0.25 0.17 Control Delay 15.9 12.3 23.1 25.1 10.3 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.1 1.3 Total Delay 15.9 12.3 23.1 25.1 10.4 11.4 LOS B B C C B B Approach Delay 15.7 24.3 10.9 Approach LOS B C B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 49 (58%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 15.3 Intersection LOS: B Intersection Capacity Utilization 111.0% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 700: North McClurg Court & East Illinois Street

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 31 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 07/25/2017

Lane Group Ø4 Ø6 Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 4 6 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 1.0 5.0 Minimum Split (s) 3.0 28.0 Total Split (s) 3.0 28.0 Total Split (%) 4% 33% Maximum Green (s) 1.0 24.0 Yellow Time (s) 2.0 3.0 All-Red Time (s) 0.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Max C-Max Walk Time (s) 11.0 Flash Dont Walk (s) 13.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 32 HCM 2010 Signalized Intersection Summary 700: North McClurg Court & East Illinois Street 07/25/2017

HCM 2010 analysis does not support non-NEMA phasing.

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 33 Lanes, Volumes, Timings 800: Parking Garage/North Peshtigo Court & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 590 0 0 0 0 0 1 1 40 1 0 Future Volume (vph) 65 590 0 0 0 0 0 1 1 40 1 0 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 12 12 12 12 12 12 12 12 12 Storage Length (ft) 80 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 80 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.92 0.99 1.00 Frt 0.932 Flt Protected 0.950 0.953 Satd. Flow (prot) 1532 3195 0 0 0 0 0 1721 0 0 1775 0 Flt Permitted 0.950 0.803 Satd. Flow (perm) 1411 3195 0 0 0 0 0 1721 0 0 1488 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 186 270 201 223 Travel Time (s) 4.2 6.1 4.6 5.1 Confl. Peds. (#/hr) 96 96 33 5 5 33 Confl. Bikes (#/hr) 7 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 (%) 10% 11% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 67 608 0 0 0 0 0 1 1 41 1 0 Shared Lane Traffic (%) Lane Group Flow (vph) 67 608 0 0 0 0 0 2 0 0 42 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.02 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 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 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 39.0 39.0 12.0 12.0 12.0

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 34 Lanes, Volumes, Timings 800: Parking Garage/North Peshtigo Court & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 13.0 13.0 13.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 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 0.08 0.31 0.00 0.10 Control Delay 5.3 8.0 18.5 22.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 5.3 8.0 18.5 22.6 LOS A A B C Approach Delay 7.8 18.5 22.6 Approach LOS A B C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 78 (92%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.31 Intersection Signal Delay: 8.7 Intersection LOS: A Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 800: Parking Garage/North Peshtigo Court & East Illinois Street

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 35 HCM 2010 Signalized Intersection Summary 800: Parking Garage/North Peshtigo Court & East Illinois Street 07/25/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 590 0 0 0 0 0 1 1 40 1 0 Future Volume (veh/h) 65 590 0 0 0 0 0 1 1 40 1 0 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1727 1802 0 0 1863 1900 1900 1863 0 Adj Flow Rate, veh/h 67 608 0 0 1 1 41 1 0 Adj No. of Lanes 1 2 0 0 1 0 0 1 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 10 11 0 0 2 2 2 2 0 Cap, veh/h 1006 2094 0 0 251 251 486 11 0 Arrive On Green 0.61 0.61 0.00 0.00 0.29 0.29 0.29 0.29 0.00 Sat Flow, veh/h 1645 3514 0 0 852 852 1368 37 0 Grp Volume(v), veh/h 67 608 0 0 0 2 42 0 0 Grp Sat Flow(s),veh/h/ln 1645 1712 0 0 0 1704 1405 0 0 Q Serve(g_s), s 1.4 7.1 0.0 0.0 0.0 0.1 1.8 0.0 0.0 Cycle Q Clear(g_c), s 1.4 7.1 0.0 0.0 0.0 0.1 1.9 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.50 0.98 0.00 Lane Grp Cap(c), veh/h 1006 2094 0 0 0 501 497 0 0 V/C Ratio(X) 0.07 0.29 0.00 0.00 0.00 0.00 0.08 0.00 0.00 Avail Cap(c_a), veh/h 1006 2094 0 0 0 501 497 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.7 7.8 0.0 0.0 0.0 21.2 21.8 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.4 0.0 0.0 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 3.4 0.0 0.0 0.0 0.0 0.8 0.0 0.0 LnGrp Delay(d),s/veh 6.8 8.1 0.0 0.0 0.0 21.2 22.2 0.0 0.0 LnGrp LOS A A C C Approach Vol, veh/h 675 2 42 Approach Delay, s/veh 8.0 21.2 22.2 Approach LOS A C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 56.0 29.0 Change Period (Y+Rc), s 4.0 4.0 4.0 Max Green Setting (Gmax), s 25.0 52.0 25.0 Max Q Clear Time (g_c+I1), s 2.1 3.4 3.9 Green Ext Time (p_c), s 0.1 0.0 0.1 Intersection Summary HCM 2010 Ctrl Delay 8.9 HCM 2010 LOS A

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 36 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 330 300 0 0 0 0 0 0 90 1020 0 Future Volume (vph) 0 330 300 0 0 0 0 0 0 90 1020 0 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 8 12 12 12 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 1 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Ped Bike Factor 0.68 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 3031 1346 0 0 0 0 0 0 1610 3294 0 Flt Permitted 0.950 Satd. Flow (perm) 0 3031 919 0 0 0 0 0 0 1610 3294 0 Right Turn on Red No Yes Yes Yes Yes Satd. Flow (RTOR) 103 103 Link Speed (mph) 30 30 30 30 Link Distance (ft) 270 131 829 244 Travel Time (s) 6.1 3.0 18.8 5.5 Confl. Peds. (#/hr) 91 102 102 91 21 21 Confl. Bikes (#/hr) 22 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% 17% 4% 2% 2% 2% 2% 2% 2% 2% 5% 2% Adj. Flow (vph) 0 344 313 0 0 0 0 0 0 94 1063 0 Shared Lane Traffic (%) 10% Lane Group Flow (vph) 0 344 313 0 0 0 0 0 0 85 1072 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.02 1.20 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type NA custom Split NA Protected Phases 4 9 2 10 2 10 Permitted Phases 4 Minimum Split (s) 24.0 12.0 Total Split (s) 27.0 12.0 Total Split (%) 31.8% 14.1% Maximum Green (s) 23.0 8.0 Yellow Time (s) 3.0 3.0 All-Red Time (s) 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) 10.0 4.0

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 37 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

Lane Group Ø2 Ø8 Ø10 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) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 2 8 10 Permitted Phases Minimum Split (s) 34.0 27.0 12.0 Total Split (s) 34.0 27.0 12.0 Total Split (%) 40% 32% 14% Maximum Green (s) 30.0 20.0 8.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 1.0 4.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead-Lag Optimize? Yes Walk Time (s) 18.0 10.0 4.0

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 38 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 10.0 4.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 23.0 31.0 42.0 42.0 Actuated g/C Ratio 0.27 0.36 0.49 0.49 v/c Ratio 0.42 0.83 0.10 0.64 Control Delay 21.6 44.1 0.1 2.2 Queue Delay 0.0 0.0 0.0 1.5 Total Delay 21.6 44.1 0.1 3.7 LOS C D A A Approach Delay 32.3 3.4 Approach LOS C A Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 13 (15%), Referenced to phase 2:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.83 Intersection Signal Delay: 13.9 Intersection LOS: B Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 900: North Lake Shore Drive S & East Illinois Street

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 39 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

Lane Group Ø2 Ø8 Ø10 Flash Dont Walk (s) 12.0 10.0 4.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 40 HCM 2010 Signalized Intersection Summary 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

HCM 2010 methodology does not support clustered intersections.

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 41 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 210 210 0 0 0 0 0 265 65 0 0 0 Future Volume (vph) 210 210 0 0 0 0 0 265 65 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 12 12 12 12 12 12 12 12 12 Lane Util. Factor 0.91 0.91 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.96 0.99 0.97 Frt 0.970 Flt Protected 0.950 0.987 Satd. Flow (prot) 1503 2693 0 0 0 0 0 3185 0 0 0 0 Flt Permitted 0.950 0.987 Satd. Flow (perm) 1442 2665 0 0 0 0 0 3185 0 0 0 0 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 153 83 33 Link Speed (mph) 30 30 30 30 Link Distance (ft) 131 547 747 251 Travel Time (s) 3.0 12.4 17.0 5.7 Confl. Peds. (#/hr) 48 71 71 48 1 43 43 1 Confl. Bikes (#/hr) 1 11 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 24% 2% 2% 2% 2% 2% 7% 5% 2% 2% 2% Adj. Flow (vph) 236 236 0 0 0 0 0 298 73 0 0 0 Shared Lane Traffic (%) 35% Lane Group Flow (vph) 153 319 0 0 0 0 0 371 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA NA Protected Phases 2 8 9 10 Permitted Phases 2 8 9 10 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) 57.0 57.0 20.0

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 42 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

Lane Group Ø2 Ø4 Ø8 Ø9 Ø10 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 2 4 8 9 10 Permitted Phases Minimum Split (s) 34.0 24.0 27.0 12.0 12.0 Total Split (s) 34.0 27.0 27.0 12.0 12.0 Total Split (%) 40% 32% 32% 14% 14% Maximum Green (s) 30.0 23.0 20.0 8.0 8.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 4.0 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time (s) 18.0 10.0 10.0 4.0 4.0 Flash Dont Walk (s) 12.0 10.0 10.0 4.0 4.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s)

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 43 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.67 0.67 0.24 v/c Ratio 0.15 0.18 0.48 Control Delay 0.3 0.3 27.8 Queue Delay 1.0 0.6 0.0 Total Delay 1.3 0.9 27.8 LOS A A C Approach Delay 1.0 27.8 Approach LOS A C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 13 (15%), Referenced to phase 2:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.83 Intersection Signal Delay: 12.8 Intersection LOS: B Intersection Capacity Utilization 69.7% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 1000: North Lake Shore Drive N & East Illinois Street

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 44 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

Lane Group Ø2 Ø4 Ø8 Ø9 Ø10 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 45 HCM 2010 Signalized Intersection Summary 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

HCM 2010 methodology does not support clustered intersections.

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 46 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 65 50 90 70 20 30 5 115 865 110 30 910 Future Volume (vph) 65 50 90 70 20 30 5 115 865 110 30 910 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 0 1 1 0 1 Taper Length (ft) 25 25 80 90 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 0.92 0.85 0.98 0.95 0.90 0.99 Frt 0.850 0.850 0.983 0.989 Flt Protected 0.973 0.963 0.950 0.950 Satd. Flow (prot) 0 1664 1478 0 1676 1531 0 1593 4565 0 1620 4765 Flt Permitted 0.804 0.730 0.213 0.214 Satd. Flow (perm) 0 1280 1290 0 1173 1302 0 350 4565 0 328 4765 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 51 51 36 19 Link Speed (mph) 30 30 30 30 Link Distance (ft) 369 379 501 522 Travel Time (s) 8.4 8.6 11.4 11.9 Confl. Peds. (#/hr) 154 128 128 154 86 438 438 Confl. Bikes (#/hr) 1 4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 5% 2% 2% 2% 18% 2% 2% 2% 6% 3% 4% 7% Adj. Flow (vph) 68 53 95 74 21 32 5 121 911 116 32 958 Shared Lane Traffic (%) Lane Group Flow (vph) 0 121 95 0 95 32 0 126 1027 0 32 1032 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right R NA Left Left Right Left Left Median Width(ft) 0 0 10 10 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 1.04 1.04 1.00 1.14 1.00 1.00 1.09 1.00 Turning Speed (mph) 15 9 15 9 9 15 9 15 Turn Type Perm NA Perm Perm NA Perm custom pm+pt NA pm+pt NA Protected Phases 4 8 13 2 9 6 Permitted Phases 4 4 8 8 13 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

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 47 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 07/25/2017

Lane Group SBR Lane Configurations Traffic Volume (vph) 70 Future Volume (vph) 70 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) 86 Confl. Bikes (#/hr) 17 Peak Hour Factor 0.95 Heavy Vehicles (%) 3% Adj. Flow (vph) 74 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 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)

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 48 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 22.0 10.0 10.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 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 0.29 0.21 0.25 0.07 0.48 0.47 0.13 0.46 Control Delay 23.5 12.2 23.0 3.4 15.0 15.6 13.0 19.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.5 12.2 23.0 3.4 15.0 15.6 13.0 19.8 LOS C B C A B B B B Approach Delay 18.5 18.0 15.6 19.6 Approach LOS B B B B 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: 0.48 Intersection Signal Delay: 17.6 Intersection LOS: B Intersection Capacity Utilization 101.6% ICU Level of Service G Analysis Period (min) 15

Splits and Phases: 1100: North Columbus Drive & North Water Street

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 49 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 07/25/2017

Lane Group SBR Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 50 HCM 2010 Signalized Intersection Summary 1100: North Columbus Drive & North Water Street 07/25/2017

HCM 2010 analysis does not support non-NEMA phasing.

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 51 Lanes, Volumes, Timings 1200: North New Street & North Water Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 65 0 0 155 15 20 10 5 15 0 35 Future Volume (vph) 15 65 0 0 155 15 20 10 5 15 0 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.950 0.907 Flt Protected 0.991 0.950 0.985 Satd. Flow (prot) 0 1704 0 0 1810 0 1770 1770 0 0 1599 0 Flt Permitted 0.991 0.950 0.985 Satd. Flow (perm) 0 1704 0 0 1810 0 1770 1770 0 0 1599 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 298 253 188 350 Travel Time (s) 6.8 5.8 4.3 8.0 Confl. Peds. (#/hr) 28 88 88 28 19 34 34 19 Confl. Bikes (#/hr) 1 8 2 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 (%) 21% 8% 2% 2% 2% 21% 2% 2% 2% 2% 2% 8% Adj. Flow (vph) 16 68 0 0 161 16 21 10 5 16 0 36 Shared Lane Traffic (%) Lane Group Flow (vph) 0 84 0 0 177 0 21 15 0 0 52 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 35.1% ICU Level of Service A Analysis Period (min) 15

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 52 HCM 2010 AWSC 1200: North New Street & North Water Street 07/25/2017

Intersection Intersection Delay, s/veh 8.2 Intersection LOS A

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 15 65 0 0 0 155 15 0 20 10 5 Future Vol, veh/h 0 15 65 0 0 0 155 15 0 20 10 5 Peak Hour Factor 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 Heavy Vehicles, % 2 21 8 2 2 2 2 21 2 2 2 2 Mvmt Flow 0 16 68 0 0 0 161 16 0 21 10 5 Number of Lanes 0 0 1 0 0 0 1 0 0 1 1 0 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 2 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 2 1 1 HCM Control Delay 8.3 8.3 8.3 HCM LOS A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, % 100% 0% 19% 0% 30% Vol Thru, % 0% 67% 81% 91% 0% Vol Right, % 0% 33% 0% 9% 70% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 20 15 80 170 50 LT Vol 20 0 15 0 15 Through Vol 0 10 65 155 0 RT Vol 0 5 0 15 35 Lane Flow Rate 21 16 83 177 52 Geometry Grp 7 7 2 2 5 Degree of Util (X) 0.033 0.021 0.109 0.207 0.062 Departure Headway (Hd) 5.675 4.938 4.69 4.199 4.317 Convergence, Y/N Yes Yes Yes Yes Yes Cap 633 727 767 861 832 Service Time 3.392 2.654 2.701 2.199 2.333 HCM Lane V/C Ratio 0.033 0.022 0.108 0.206 0.063 HCM Control Delay 8.6 7.8 8.3 8.3 7.6 HCM Lane LOS A A A A A HCM 95th-tile Q 0.1 0.1 0.4 0.8 0.2

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 53 HCM 2010 AWSC 1200: North New Street & North Water Street 07/25/2017

Intersection Intersection Delay, s/veh Intersection LOS

Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 15 0 35 Future Vol, veh/h 0 15 0 35 Peak Hour Factor 0.92 0.96 0.96 0.96 Heavy Vehicles, % 2 2 2 8 Mvmt Flow 0 16 0 36 Number of Lanes 0 0 1 0 Approach SB Opposing Approach NB Opposing Lanes 2 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 7.6 HCM LOS A

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 54 Lanes, Volumes, Timings 1300: North McClurg Court & North Water Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 60 15 10 1 25 40 5 5 1 25 20 140 Future Volume (vph) 60 15 10 1 25 40 5 5 1 25 20 140 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.984 0.918 0.988 0.898 Flt Protected 0.966 0.999 0.978 0.993 Satd. Flow (prot) 0 1685 0 0 1698 0 0 1800 0 0 1661 0 Flt Permitted 0.966 0.999 0.978 0.993 Satd. Flow (perm) 0 1685 0 0 1698 0 0 1800 0 0 1661 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 253 366 153 560 Travel Time (s) 5.8 8.3 3.5 12.7 Confl. Peds. (#/hr) 34 73 73 34 113 58 58 113 Confl. Bikes (#/hr) 1 1 9 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 8% 2% 10% 2% 2% 3% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 65 16 11 1 27 43 5 5 1 27 22 151 Shared Lane Traffic (%) Lane Group Flow (vph) 0 92 0 0 71 0 0 11 0 0 200 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period (min) 15

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 55 HCM 2010 AWSC 1300: North McClurg Court & North Water Street 07/25/2017

Intersection Intersection Delay, s/veh 7.9 Intersection LOS A

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 60 15 10 0 1 25 40 0 5 5 1 Future Vol, veh/h 0 60 15 10 0 1 25 40 0 5 5 1 Peak Hour Factor 0.92 0.93 0.93 0.93 0.92 0.93 0.93 0.93 0.92 0.93 0.93 0.93 Heavy Vehicles, % 2 8 2 10 2 2 2 3 2 2 2 2 Mvmt Flow 0 65 16 11 0 1 27 43 0 5 5 1 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 8.2 7.5 7.6 HCM LOS A A A

Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 45% 71% 2% 14% Vol Thru, % 45% 18% 38% 11% Vol Right, % 9% 12% 61% 76% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 11 85 66 185 LT Vol 5 60 1 25 Through Vol 5 15 25 20 RT Vol 1 10 40 140 Lane Flow Rate 12 91 71 199 Geometry Grp 1 1 1 1 Degree of Util (X) 0.015 0.115 0.081 0.215 Departure Headway (Hd) 4.539 4.532 4.116 3.897 Convergence, Y/N Yes Yes Yes Yes Cap 792 779 873 927 Service Time 2.548 2.632 2.128 1.897 HCM Lane V/C Ratio 0.015 0.117 0.081 0.215 HCM Control Delay 7.6 8.2 7.5 8 HCM Lane LOS A A A A HCM 95th-tile Q 0 0.4 0.3 0.8

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 56 HCM 2010 AWSC 1300: North McClurg Court & North Water Street 07/25/2017

Intersection Intersection Delay, s/veh Intersection LOS

Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 25 20 140 Future Vol, veh/h 0 25 20 140 Peak Hour Factor 0.92 0.93 0.93 0.93 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 0 27 22 151 Number of Lanes 0 0 1 0 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 8 HCM LOS A

Existing (2017) Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 57 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 345 615 150 275 710 0 0 1020 155 Future Volume (vph) 0 0 0 345 615 150 275 710 0 0 1020 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 0 130 65 0 0 0 Storage Lanes 0 0 1 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 0.65 0.63 0.95 0.95 Frt 0.850 0.980 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 0 0 1711 4808 1277 3286 3410 0 0 4288 0 Flt Permitted 0.950 0.125 Satd. Flow (perm) 0 0 0 1109 4808 807 412 3410 0 0 4288 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 407 691 249 540 Travel Time (s) 9.3 15.7 5.7 12.3 Confl. Peds. (#/hr) 440 481 481 440 575 729 729 575 Confl. Bikes (#/hr) 57 6 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 2% 2% 2% 6% 18% 3% 4% 2% 2% 5% 10% Adj. Flow (vph) 0 0 0 356 634 155 284 732 0 0 1052 160 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 356 634 155 284 732 0 0 1212 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 22 22 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 1.02 1.09 1.04 1.02 1.00 1.00 1.09 1.09 Turning Speed (mph) 15 9 15 9 15 9 15 9 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 9.0 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) 5.0 25.0 15.0

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 1 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 2 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 17.0 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 0.95 0.36 0.75 0.65 0.45 0.78 Control Delay 64.9 20.1 50.7 22.6 5.1 28.1 Queue Delay 0.0 0.0 0.0 70.8 1.6 0.0 Total Delay 64.9 20.1 50.7 93.4 6.7 28.1 LOS E C D F A C Approach Delay 38.2 30.9 28.1 Approach LOS D C C 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: 0.95 Intersection Signal Delay: 32.4 Intersection LOS: C Intersection Capacity Utilization 97.3% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 3 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 4 HCM 2010 Signalized Intersection Summary 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

HCM 2010 analysis does not support non-NEMA phasing.

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 5 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 105 540 95 105 165 0 0 265 140 Future Volume (vph) 0 0 0 105 540 95 105 165 0 0 265 140 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 10 12 12 12 10 10 Storage Length (ft) 0 0 0 50 0 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.86 0.86 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 0.97 0.67 0.84 0.88 Frt 0.850 0.948 Flt Protected 0.992 0.950 Satd. Flow (prot) 0 0 0 0 5567 1478 1652 1961 0 0 2749 0 Flt Permitted 0.992 0.372 Satd. Flow (perm) 0 0 0 0 5397 991 541 1961 0 0 2749 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 691 687 236 332 Travel Time (s) 15.7 15.6 5.4 7.5 Confl. Peds. (#/hr) 350 361 361 350 463 398 398 463 Confl. Bikes (#/hr) 26 7 2 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 (%) 2% 2% 2% 2% 10% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 115 593 104 115 181 0 0 291 154 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 708 104 115 181 0 0 445 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 10 10 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.09 0.94 1.00 1.00 1.09 1.09 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Perm NA NA Protected Phases 12 12 4 8 Permitted Phases 12 4 Minimum Split (s) 53.0 53.0 53.0 26.0 26.0 26.0 Total Split (s) 53.0 53.0 53.0 26.0 26.0 26.0 Total Split (%) 62.4% 62.4% 62.4% 30.6% 30.6% 30.6% Maximum Green (s) 49.0 49.0 49.0 22.0 22.0 22.0 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 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 38.0 38.0 38.0 5.0 5.0 5.0

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 6 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 7 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 49.0 49.0 22.0 22.0 22.0 Actuated g/C Ratio 0.58 0.58 0.26 0.26 0.26 v/c Ratio 0.22 0.18 0.82 0.36 0.63 Control Delay 9.0 9.6 64.2 23.9 32.4 Queue Delay 0.0 0.0 0.0 3.4 0.3 Total Delay 9.0 9.6 64.2 27.2 32.8 LOS A A E C C Approach Delay 9.0 41.6 32.8 Approach LOS A D C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 24 (28%), Referenced to phase 1:Hold, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.82 Intersection Signal Delay: 22.0 Intersection LOS: C Intersection Capacity Utilization 112.0% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 200: North McClurg Court & East Grand Avenue

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 8 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 9 HCM 2010 Signalized Intersection Summary 200: North McClurg Court & East Grand Avenue 07/25/2017

HCM 2010 analysis does not support non-NEMA phasing.

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 10 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 55 640 0 100 1 0 0 1 1 Future Volume (vph) 0 0 0 55 640 0 100 1 0 0 1 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 0 30 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.81 0.91 0.95 Frt 0.932 Flt Protected 0.950 0.953 Satd. Flow (prot) 0 0 0 1652 4401 0 0 1775 0 0 1649 0 Flt Permitted 0.950 0.728 Satd. Flow (perm) 0 0 0 1339 4401 0 0 1235 0 0 1649 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 687 270 223 183 Travel Time (s) 15.6 6.1 5.1 4.2 Confl. Peds. (#/hr) 281 281 45 39 39 45 Confl. Bikes (#/hr) 20 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% 10% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 57 667 0 104 1 0 0 1 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 57 667 0 0 105 0 0 2 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Minimum Split (s) 99.5 99.5 23.0 23.0 23.0 Total Split (s) 99.5 99.5 23.0 23.0 23.0 Total Split (%) 78.0% 78.0% 18.0% 18.0% 18.0% Maximum Green (s) 94.5 94.5 19.0 19.0 19.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 81.5 81.5 3.0 3.0 3.0

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 11 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 12 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 13.0 13.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 94.5 94.5 19.0 19.0 Actuated g/C Ratio 0.74 0.74 0.15 0.15 v/c Ratio 0.06 0.20 0.57 0.01 Control Delay 4.6 5.2 63.7 39.5 Queue Delay 0.0 0.9 5.0 0.0 Total Delay 4.6 6.1 68.8 39.5 LOS A A E D Approach Delay 6.0 68.8 39.5 Approach LOS A E D Intersection Summary Area Type: Other Cycle Length: 127.5 Actuated Cycle Length: 127.5 Offset: 30 (24%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 130 Control Type: Pretimed Maximum v/c Ratio: 0.57 Intersection Signal Delay: 14.0 Intersection LOS: B Intersection Capacity Utilization 35.7% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 300: North Peshtigo Court/Parking Garage & East Grand Avenue

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 13 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

Lane Group Ø9 Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 14 HCM 2010 Signalized Intersection Summary 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

HCM 2010 methodology does not support exclusive ped or hold phases.

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 15 Lanes, Volumes, Timings 400: North Lake Shore Drive S & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 265 575 0 0 0 0 0 315 120 Future Volume (vph) 0 0 0 265 575 0 0 0 0 0 315 120 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 10 10 10 11 11 11 12 12 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 0.95 0.88 Ped Bike Factor 0.85 0.97 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 0 0 1662 4755 0 0 0 0 0 3654 2787 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 1419 4755 0 0 0 0 0 3654 2704 Right Turn on Red Yes Yes Yes Yes No Satd. Flow (RTOR) 273 Link Speed (mph) 30 30 30 30 Link Distance (ft) 270 114 244 515 Travel Time (s) 6.1 2.6 5.5 11.7 Confl. Peds. (#/hr) 312 269 269 312 19 19 Confl. Bikes (#/hr) 18 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% 11% 2% 2% 2% 2% 2% 4% 2% Adj. Flow (vph) 0 0 0 273 593 0 0 0 0 0 325 124 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 273 593 0 0 0 0 0 325 124 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 0.98 1.04 1.00 1.00 1.00 1.00 0.94 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA NA Perm Protected Phases 8 6 Permitted Phases 8 6 Minimum Split (s) 52.0 52.0 33.0 33.0 Total Split (s) 52.0 52.0 33.0 33.0 Total Split (%) 61.2% 61.2% 38.8% 38.8% Maximum Green (s) 47.0 47.0 27.0 27.0 Yellow Time (s) 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 40.0 40.0 16.0 16.0 Flash Dont Walk (s) 7.0 7.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 47.0 47.0 27.0 27.0

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 16 Lanes, Volumes, Timings 400: North Lake Shore Drive S & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.55 0.55 0.32 0.32 v/c Ratio 0.30 0.23 0.28 0.14 Control Delay 2.1 1.6 22.5 21.4 Queue Delay 0.9 0.4 0.0 0.0 Total Delay 3.0 2.0 22.5 21.4 LOS A A C C Approach Delay 2.3 22.2 Approach LOS A C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.30 Intersection Signal Delay: 9.1 Intersection LOS: A Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 400: North Lake Shore Drive S & East Grand Avenue

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 17 HCM 2010 Signalized Intersection Summary 400: North Lake Shore Drive S & East Grand Avenue 07/25/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 265 575 0 0 0 0 0 315 120 Future Volume (veh/h) 0 0 0 265 575 0 0 0 0 0 315 120 Number 3 8 18 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1810 1802 0 0 1923 1863 Adj Flow Rate, veh/h 273 593 0 0 325 124 Adj No. of Lanes 1 3 0 0 2 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 5 11 0 0 4 2 Cap, veh/h 1038 2720 0 0 1161 869 Arrive On Green 0.18 0.18 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1723 5081 0 0 3750 2737 Grp Volume(v), veh/h 273 593 0 0 325 124 Grp Sat Flow(s),veh/h/ln 1723 1640 0 0 1827 1368 Q Serve(g_s), s 11.6 8.7 0.0 0.0 5.7 2.8 Cycle Q Clear(g_c), s 11.6 8.7 0.0 0.0 5.7 2.8 Prop In Lane 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1038 2720 0 0 1161 869 V/C Ratio(X) 0.26 0.22 0.00 0.00 0.28 0.14 Avail Cap(c_a), veh/h 1038 2720 0 0 1161 869 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 20.3 19.1 0.0 0.0 21.7 20.7 Incr Delay (d2), s/veh 0.6 0.2 0.0 0.0 0.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 4.0 0.0 0.0 2.9 1.1 LnGrp Delay(d),s/veh 20.9 19.3 0.0 0.0 22.3 21.1 LnGrp LOS C B C C Approach Vol, veh/h 866 449 Approach Delay, s/veh 19.8 22.0 Approach LOS B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 6 8 Phs Duration (G+Y+Rc), s 33.0 52.0 Change Period (Y+Rc), s 6.0 5.0 Max Green Setting (Gmax), s 27.0 47.0 Max Q Clear Time (g_c+I1), s 7.7 13.6 Green Ext Time (p_c), s 2.5 5.5 Intersection Summary HCM 2010 Ctrl Delay 20.5 HCM 2010 LOS C

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 18 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 720 100 120 605 25 0 0 0 Future Volume (vph) 0 0 0 0 720 100 120 605 25 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 125 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 75 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.75 0.98 Frt 0.850 0.994 Flt Protected 0.950 Satd. Flow (prot) 0 0 0 0 4798 1531 1752 3377 0 0 0 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 0 4798 1141 1752 3377 0 0 0 0 Right Turn on Red Yes Yes Yes No Yes Satd. Flow (RTOR) 70 111 Link Speed (mph) 30 30 30 30 Link Distance (ft) 114 453 251 376 Travel Time (s) 2.6 10.3 5.7 8.5 Confl. Peds. (#/hr) 271 314 314 271 264 264 Confl. Bikes (#/hr) 2 15 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 2% 2% 10% 2% 3% 4% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 0 758 105 126 637 26 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 758 105 126 663 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Right Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 0.98 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type NA Perm Prot NA Protected Phases 8 1 1 2 Permitted Phases 8 Minimum Split (s) 33.0 33.0 18.0 Total Split (s) 33.0 33.0 18.0 Total Split (%) 38.8% 38.8% 21.2% Maximum Green (s) 28.0 28.0 15.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 3.0 Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) 19.0 19.0 15.0

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 19 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 20 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 9.0 9.0 0.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 28.0 28.0 15.0 49.0 Actuated g/C Ratio 0.33 0.33 0.18 0.58 v/c Ratio 0.48 0.25 0.32 0.34 Control Delay 23.9 10.4 12.0 5.1 Queue Delay 0.0 0.0 0.3 0.9 Total Delay 24.0 10.4 12.3 6.1 LOS C B B A Approach Delay 22.3 7.1 Approach LOS C A Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 62 (73%), Referenced to phase 1:NBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.48 Intersection Signal Delay: 15.0 Intersection LOS: B Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 500: North Lake Shore Drive N & East Grand Avenue

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 21 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 22 HCM 2010 Signalized Intersection Summary 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

HCM 2010 Research does not support Non-NEMA phasing.

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 23 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 170 595 285 0 0 0 0 815 130 190 1175 0 Future Volume (vph) 170 595 285 0 0 0 0 815 130 190 1175 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 0.63 0.65 0.95 0.87 Frt 0.850 0.979 Flt Protected 0.950 0.950 Satd. Flow (prot) 1678 3323 1478 0 0 0 0 4274 0 3105 3566 0 Flt Permitted 0.950 0.167 Satd. Flow (perm) 1049 3323 954 0 0 0 0 4274 0 478 3566 0 Right Turn on Red No Yes No Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 409 689 522 249 Travel Time (s) 9.3 15.7 11.9 5.7 Confl. Peds. (#/hr) 766 501 501 766 339 625 625 339 Confl. Bikes (#/hr) 70 9 12 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 (%) 4% 5% 2% 2% 2% 2% 2% 14% 3% 9% 3% 2% Adj. Flow (vph) 173 607 291 0 0 0 0 832 133 194 1199 0 Shared Lane Traffic (%) Lane Group Flow (vph) 173 607 291 0 0 0 0 965 0 194 1199 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 22 22 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.04 0.98 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 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 27.0 9.0 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 10.0 23.0

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 24 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 07/25/2017

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 25 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 24.0 24.0 24.0 13.0 16.0 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 0.48 0.54 0.90 0.83 0.29 0.70 Control Delay 27.7 24.7 58.6 25.2 7.7 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.7 Total Delay 27.7 24.7 58.6 25.2 7.7 7.0 LOS C C E C A A Approach Delay 34.4 25.2 7.1 Approach LOS C C A 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: 0.90 Intersection Signal Delay: 20.7 Intersection LOS: C Intersection Capacity Utilization 97.3% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 600: North Columbus Drive & East Illinois Street

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 26 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 07/25/2017

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 27 HCM 2010 Signalized Intersection Summary 600: North Columbus Drive & East Illinois Street 07/25/2017

HCM 2010 methodology does not support exclusive ped or hold phases.

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 28 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 190 800 45 0 0 0 0 80 125 265 105 0 Future Volume (vph) 190 800 45 0 0 0 0 80 125 265 105 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 Lane Width (ft) 11 11 11 10 10 10 11 11 11 11 12 12 Storage Length (ft) 75 50 0 0 0 25 0 0 Storage Lanes 0 1 0 0 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.94 0.38 0.66 0.71 Frt 0.850 0.850 Flt Protected 0.990 0.950 Satd. Flow (prot) 0 3223 1446 0 0 0 0 1895 1531 1711 1942 0 Flt Permitted 0.990 0.702 Satd. Flow (perm) 0 3029 544 0 0 0 0 1895 1008 894 1942 0 Right Turn on Red No Yes No Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 689 493 560 236 Travel Time (s) 15.7 11.2 12.7 5.4 Confl. Peds. (#/hr) 460 713 713 460 417 422 422 417 Confl. Bikes (#/hr) 71 17 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 8% 7% 8% 2% 2% 2% 2% 2% 2% 2% 3% 2% Adj. Flow (vph) 202 851 48 0 0 0 0 85 133 282 112 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1053 48 0 0 0 0 85 133 282 112 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.09 1.09 1.09 1.04 0.98 1.04 1.04 0.94 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 Detector Template Left Thru Right Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 29 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 07/25/2017

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 30 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm custom NA Protected Phases 10 2 12 6 12 Permitted Phases 10 10 2 6 Detector Phase 10 10 10 2 2 12 6 12 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 6.0 Minimum Split (s) 40.0 40.0 40.0 28.0 28.0 9.0 Total Split (s) 40.0 40.0 40.0 28.0 28.0 14.0 Total Split (%) 47.1% 47.1% 47.1% 32.9% 32.9% 16.5% Maximum Green (s) 35.0 35.0 35.0 24.0 24.0 11.0 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 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 4.0 3.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 5.0 Recall Mode Max Max Max C-Max C-Max None Walk Time (s) 16.0 16.0 16.0 11.0 11.0 Flash Dont Walk (s) 16.0 16.0 16.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 35.0 35.0 24.0 24.0 36.0 38.0 Actuated g/C Ratio 0.41 0.41 0.28 0.28 0.42 0.45 v/c Ratio 0.84 0.21 0.16 0.47 0.58 0.13 Control Delay 21.8 13.2 24.0 31.7 14.3 6.4 Queue Delay 0.3 0.0 0.0 0.0 0.1 0.0 Total Delay 22.1 13.2 24.0 31.7 14.3 6.4 LOS C B C C B A Approach Delay 21.7 28.7 12.1 Approach LOS C C B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 55 (65%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 20.4 Intersection LOS: C Intersection Capacity Utilization 112.0% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 700: North McClurg Court & East Illinois Street

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 31 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 07/25/2017

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 32 HCM 2010 Signalized Intersection Summary 700: North McClurg Court & East Illinois Street 07/25/2017

HCM 2010 analysis does not support non-NEMA phasing.

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 33 Lanes, Volumes, Timings 800: Parking Garage/North Peshtigo Court & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 100 1090 0 0 0 0 0 1 1 55 1 0 Future Volume (vph) 100 1090 0 0 0 0 0 1 1 55 1 0 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 12 12 12 12 12 12 12 12 12 Storage Length (ft) 80 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 80 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.72 Frt 0.932 Flt Protected 0.950 0.953 Satd. Flow (prot) 1652 3378 0 0 0 0 0 1736 0 0 1775 0 Flt Permitted 0.950 0.780 Satd. Flow (perm) 1190 3378 0 0 0 0 0 1736 0 0 1453 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 186 270 201 223 Travel Time (s) 4.2 6.1 4.6 5.1 Confl. Peds. (#/hr) 342 342 55 55 Confl. Bikes (#/hr) 84 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 5% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 108 1172 0 0 0 0 0 1 1 59 1 0 Shared Lane Traffic (%) Lane Group Flow (vph) 108 1172 0 0 0 0 0 2 0 0 60 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.02 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 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 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 39.0 39.0 12.0 12.0 12.0

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 34 Lanes, Volumes, Timings 800: Parking Garage/North Peshtigo Court & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 13.0 13.0 13.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 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 0.15 0.57 0.00 0.14 Control Delay 4.6 7.3 18.5 23.3 Queue Delay 0.0 0.2 0.0 0.0 Total Delay 4.6 7.5 18.5 23.3 LOS A A B C Approach Delay 7.3 18.5 23.3 Approach LOS A B C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 78 (92%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.57 Intersection Signal Delay: 8.0 Intersection LOS: A Intersection Capacity Utilization 56.1% ICU Level of Service B Analysis Period (min) 15

Splits and Phases: 800: Parking Garage/North Peshtigo Court & East Illinois Street

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 35 HCM 2010 Signalized Intersection Summary 800: Parking Garage/North Peshtigo Court & East Illinois Street 07/25/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 1090 0 0 0 0 0 1 1 55 1 0 Future Volume (veh/h) 100 1090 0 0 0 0 0 1 1 55 1 0 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1905 0 0 1863 1900 1900 1863 0 Adj Flow Rate, veh/h 108 1172 0 0 1 1 59 1 0 Adj No. of Lanes 1 2 0 0 1 0 0 1 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 5 0 0 2 2 2 2 0 Cap, veh/h 1085 2214 0 0 252 252 492 8 0 Arrive On Green 0.61 0.61 0.00 0.00 0.29 0.29 0.29 0.29 0.00 Sat Flow, veh/h 1774 3714 0 0 856 856 1387 26 0 Grp Volume(v), veh/h 108 1172 0 0 0 2 60 0 0 Grp Sat Flow(s),veh/h/ln 1774 1810 0 0 0 1712 1414 0 0 Q Serve(g_s), s 2.1 15.8 0.0 0.0 0.0 0.1 2.6 0.0 0.0 Cycle Q Clear(g_c), s 2.1 15.8 0.0 0.0 0.0 0.1 2.7 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.50 0.98 0.00 Lane Grp Cap(c), veh/h 1085 2214 0 0 0 503 500 0 0 V/C Ratio(X) 0.10 0.53 0.00 0.00 0.00 0.00 0.12 0.00 0.00 Avail Cap(c_a), veh/h 1085 2214 0 0 0 503 500 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.8 9.5 0.0 0.0 0.0 21.2 22.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.9 0.0 0.0 0.0 0.0 0.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 8.1 0.0 0.0 0.0 0.0 1.1 0.0 0.0 LnGrp Delay(d),s/veh 7.0 10.4 0.0 0.0 0.0 21.2 22.6 0.0 0.0 LnGrp LOS A B C C Approach Vol, veh/h 1280 2 60 Approach Delay, s/veh 10.1 21.2 22.6 Approach LOS B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 56.0 29.0 Change Period (Y+Rc), s 4.0 4.0 4.0 Max Green Setting (Gmax), s 25.0 52.0 25.0 Max Q Clear Time (g_c+I1), s 2.1 4.1 4.7 Green Ext Time (p_c), s 0.2 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 10.7 HCM 2010 LOS B

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 36 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 735 410 0 0 0 0 0 0 65 515 0 Future Volume (vph) 0 735 410 0 0 0 0 0 0 65 515 0 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 8 12 12 12 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 1 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Ped Bike Factor 0.46 1.00 1.00 Frt 0.850 Flt Protected 0.950 0.999 Satd. Flow (prot) 0 3284 1372 0 0 0 0 0 0 1610 3322 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 0 3284 626 0 0 0 0 0 0 1608 3322 0 Right Turn on Red No Yes Yes Yes Yes Satd. Flow (RTOR) 103 103 Link Speed (mph) 30 30 30 30 Link Distance (ft) 270 131 829 244 Travel Time (s) 6.1 3.0 18.8 5.5 Confl. Peds. (#/hr) 117 506 506 117 31 1 1 31 Confl. Bikes (#/hr) 61 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 (%) 2% 8% 2% 2% 2% 2% 2% 2% 2% 2% 4% 2% Adj. Flow (vph) 0 808 451 0 0 0 0 0 0 71 566 0 Shared Lane Traffic (%) 10% Lane Group Flow (vph) 0 808 451 0 0 0 0 0 0 64 573 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.02 1.20 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type NA custom Split NA Protected Phases 4 9 2 10 2 10 Permitted Phases 4 Minimum Split (s) 31.0 12.0 Total Split (s) 34.0 13.0 Total Split (%) 40.0% 15.3% Maximum Green (s) 30.0 9.0 Yellow Time (s) 3.0 3.0 All-Red Time (s) 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) 17.0 4.0

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 37 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

Lane Group Ø2 Ø8 Ø10 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) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 2 8 10 Permitted Phases Minimum Split (s) 26.0 34.0 12.0 Total Split (s) 26.0 34.0 12.0 Total Split (%) 31% 40% 14% Maximum Green (s) 22.0 27.0 8.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 1.0 4.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead-Lag Optimize? Yes Walk Time (s) 10.0 17.0 4.0

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 38 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 10.0 4.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 30.0 39.0 34.0 34.0 Actuated g/C Ratio 0.35 0.46 0.40 0.40 v/c Ratio 0.70 1.23 0.09 0.41 Control Delay 17.3 145.8 2.8 15.8 Queue Delay 1.5 0.0 0.0 0.4 Total Delay 18.8 145.8 2.8 16.2 LOS B F A B Approach Delay 64.3 14.9 Approach LOS E B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 13 (15%), Referenced to phase 2:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 1.23 Intersection Signal Delay: 47.7 Intersection LOS: D Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15

Splits and Phases: 900: North Lake Shore Drive S & East Illinois Street

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 39 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 40 HCM 2010 Signalized Intersection Summary 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

HCM 2010 methodology does not support clustered intersections.

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 41 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 450 350 0 0 0 0 0 300 170 0 0 0 Future Volume (vph) 450 350 0 0 0 0 0 300 170 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 12 12 12 12 12 12 12 12 12 Lane Util. Factor 0.91 0.91 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.70 0.89 0.87 Frt 0.946 Flt Protected 0.950 0.983 Satd. Flow (prot) 1503 2890 0 0 0 0 0 2782 0 0 0 0 Flt Permitted 0.950 0.983 Satd. Flow (perm) 1051 2585 0 0 0 0 0 2782 0 0 0 0 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 178 178 20 Link Speed (mph) 30 30 30 30 Link Distance (ft) 131 547 747 251 Travel Time (s) 3.0 12.4 17.0 5.7 Confl. Peds. (#/hr) 261 725 725 261 2 165 165 2 Confl. Bikes (#/hr) 31 38 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 14% 2% 2% 2% 2% 2% 8% 4% 2% 2% 2% Adj. Flow (vph) 506 393 0 0 0 0 0 337 191 0 0 0 Shared Lane Traffic (%) 42% Lane Group Flow (vph) 293 606 0 0 0 0 0 528 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA NA Protected Phases 2 8 9 10 Permitted Phases 2 8 9 10 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) 56.0 56.0 21.0

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 42 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

Lane Group Ø2 Ø4 Ø8 Ø9 Ø10 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 2 4 8 9 10 Permitted Phases Minimum Split (s) 26.0 31.0 34.0 12.0 12.0 Total Split (s) 26.0 34.0 34.0 13.0 12.0 Total Split (%) 31% 40% 40% 15% 14% Maximum Green (s) 22.0 30.0 27.0 9.0 8.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 4.0 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time (s) 10.0 17.0 17.0 4.0 4.0 Flash Dont Walk (s) 12.0 10.0 10.0 4.0 4.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s)

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 43 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.66 0.66 0.25 v/c Ratio 0.39 0.34 0.75 Control Delay 3.2 0.7 36.3 Queue Delay 1.6 0.8 0.0 Total Delay 4.7 1.4 36.3 LOS A A D Approach Delay 2.5 36.3 Approach LOS A D Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 13 (15%), Referenced to phase 2:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 1.23 Intersection Signal Delay: 15.0 Intersection LOS: B Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15

Splits and Phases: 1000: North Lake Shore Drive N & East Illinois Street

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 44 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

Lane Group Ø2 Ø4 Ø8 Ø9 Ø10 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 45 HCM 2010 Signalized Intersection Summary 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

HCM 2010 methodology does not support clustered intersections.

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 46 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 45 65 150 65 30 40 20 150 860 225 55 1330 Future Volume (vph) 45 65 150 65 30 40 20 150 860 225 55 1330 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 0 1 1 0 1 Taper Length (ft) 25 25 80 90 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 0.72 0.85 0.82 0.98 0.89 0.91 0.99 Frt 0.850 0.850 0.969 0.992 Flt Protected 0.980 0.967 0.950 0.950 Satd. Flow (prot) 0 1670 1478 0 1741 1516 0 1593 4272 0 1652 4940 Flt Permitted 0.858 0.757 0.100 0.166 Satd. Flow (perm) 0 1376 1071 0 1153 1250 0 165 4272 0 264 4940 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 51 51 104 14 Link Speed (mph) 30 30 30 30 Link Distance (ft) 369 379 501 522 Travel Time (s) 8.4 8.6 11.4 11.9 Confl. Peds. (#/hr) 183 293 293 183 166 571 571 Confl. Bikes (#/hr) 4 13 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.92 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 7% 2% 2% 2% 2% 3% 2% 2% 5% 3% 2% 3% Adj. Flow (vph) 49 71 165 71 33 44 22 165 945 247 60 1462 Shared Lane Traffic (%) Lane Group Flow (vph) 0 120 165 0 104 44 0 187 1192 0 60 1544 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right R NA Left Left Right Left Left Median Width(ft) 0 0 10 10 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 1.04 1.04 1.00 1.14 1.00 1.00 1.09 1.00 Turning Speed (mph) 15 9 15 9 9 15 9 15 Turn Type Perm NA Perm Perm NA Perm custom pm+pt NA pm+pt NA Protected Phases 4 8 13 2 9 6 Permitted Phases 4 4 8 8 13 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

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 47 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 07/25/2017

Lane Group SBR Lane Configurations Traffic Volume (vph) 75 Future Volume (vph) 75 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) 166 Confl. Bikes (#/hr) 10 Peak Hour Factor 0.91 Heavy Vehicles (%) 4% Adj. Flow (vph) 82 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 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)

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 48 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 22.0 10.0 10.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 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 0.26 0.43 0.27 0.10 1.08 0.58 0.27 0.66 Control Delay 22.9 19.1 23.5 5.9 112.1 16.1 10.8 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.9 19.1 23.5 5.9 112.1 16.1 10.8 15.2 LOS C B C A F B B B Approach Delay 20.7 18.3 29.1 15.1 Approach LOS C B C B 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: 1.08 Intersection Signal Delay: 21.4 Intersection LOS: C Intersection Capacity Utilization 104.4% ICU Level of Service G Analysis Period (min) 15

Splits and Phases: 1100: North Columbus Drive & North Water Street

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 49 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 07/25/2017

Lane Group SBR Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 50 HCM 2010 Signalized Intersection Summary 1100: North Columbus Drive & North Water Street 07/25/2017

HCM 2010 analysis does not support non-NEMA phasing.

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 51 Lanes, Volumes, Timings 1200: North New Street & North Water Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 35 160 0 0 90 25 35 20 25 25 0 45 Future Volume (vph) 35 160 0 0 90 25 35 20 25 25 0 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.971 0.918 0.913 Flt Protected 0.991 0.950 0.983 Satd. Flow (prot) 0 1846 0 0 1768 0 1719 1670 0 0 1672 0 Flt Permitted 0.991 0.950 0.983 Satd. Flow (perm) 0 1846 0 0 1768 0 1719 1670 0 0 1672 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 298 253 188 350 Travel Time (s) 6.8 5.8 4.3 8.0 Confl. Peds. (#/hr) 39 128 128 39 28 73 73 28 Confl. Bikes (#/hr) 18 2 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 (%) 2% 2% 2% 2% 5% 2% 5% 5% 4% 2% 2% 2% Adj. Flow (vph) 40 182 0 0 102 28 40 23 28 28 0 51 Shared Lane Traffic (%) Lane Group Flow (vph) 0 222 0 0 130 0 40 51 0 0 79 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 52 HCM 2010 AWSC 1200: North New Street & North Water Street 07/25/2017

Intersection Intersection Delay, s/veh 8.8 Intersection LOS A

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 35 160 0 0 0 90 25 0 35 20 25 Future Vol, veh/h 0 35 160 0 0 0 90 25 0 35 20 25 Peak Hour Factor 0.92 0.88 0.88 0.88 0.92 0.88 0.88 0.88 0.92 0.88 0.88 0.88 Heavy Vehicles, % 2 2 2 2 2 2 5 2 2 5 5 4 Mvmt Flow 0 40 182 0 0 0 102 28 0 40 23 28 Number of Lanes 0 0 1 0 0 0 1 0 0 1 1 0 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 2 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 2 1 1 HCM Control Delay 9.3 8.5 8.6 HCM LOS A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, % 100% 0% 18% 0% 36% Vol Thru, % 0% 44% 82% 78% 0% Vol Right, % 0% 56% 0% 22% 64% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 35 45 195 115 70 LT Vol 35 0 35 0 25 Through Vol 0 20 160 90 0 RT Vol 0 25 0 25 45 Lane Flow Rate 40 51 222 131 80 Geometry Grp 7 7 2 2 5 Degree of Util (X) 0.066 0.072 0.28 0.165 0.103 Departure Headway (Hd) 5.981 5.085 4.546 4.535 4.661 Convergence, Y/N Yes Yes Yes Yes Yes Cap 598 703 791 789 766 Service Time 3.725 2.828 2.576 2.57 2.705 HCM Lane V/C Ratio 0.067 0.073 0.281 0.166 0.104 HCM Control Delay 9.2 8.2 9.3 8.5 8.2 HCM Lane LOS A A A A A HCM 95th-tile Q 0.2 0.2 1.1 0.6 0.3

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 53 HCM 2010 AWSC 1200: North New Street & North Water Street 07/25/2017

Intersection Intersection Delay, s/veh Intersection LOS

Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 25 0 45 Future Vol, veh/h 0 25 0 45 Peak Hour Factor 0.92 0.88 0.88 0.88 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 0 28 0 51 Number of Lanes 0 0 1 0 Approach SB Opposing Approach NB Opposing Lanes 2 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 8.2 HCM LOS A

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 54 Lanes, Volumes, Timings 1300: North McClurg Court & North Water Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 165 25 20 1 15 30 5 10 1 20 35 95 Future Volume (vph) 165 25 20 1 15 30 5 10 1 20 35 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.987 0.913 0.992 0.914 Flt Protected 0.962 0.999 0.985 0.993 Satd. Flow (prot) 0 1760 0 0 1651 0 0 1820 0 0 1666 0 Flt Permitted 0.962 0.999 0.985 0.993 Satd. Flow (perm) 0 1760 0 0 1651 0 0 1820 0 0 1666 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 253 366 153 560 Travel Time (s) 5.8 8.3 3.5 12.7 Confl. Peds. (#/hr) 59 59 59 59 135 201 201 135 Confl. Bikes (#/hr) 1 2 2 5 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% 4% 5% 2% 7% 4% 2% 2% 2% 2% 3% 4% Adj. Flow (vph) 172 26 21 1 16 31 5 10 1 21 36 99 Shared Lane Traffic (%) Lane Group Flow (vph) 0 219 0 0 48 0 0 16 0 0 156 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.4% ICU Level of Service A Analysis Period (min) 15

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 55 HCM 2010 AWSC 1300: North McClurg Court & North Water Street 07/25/2017

Intersection Intersection Delay, s/veh 8.6 Intersection LOS A

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 165 25 20 0 1 15 30 0 5 10 1 Future Vol, veh/h 0 165 25 20 0 1 15 30 0 5 10 1 Peak Hour Factor 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 Heavy Vehicles, % 2 2 4 5 2 2 7 4 2 2 2 2 Mvmt Flow 0 172 26 21 0 1 16 31 0 5 10 1 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 9.2 7.4 7.9 HCM LOS A A A

Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 31% 79% 2% 13% Vol Thru, % 62% 12% 33% 23% Vol Right, % 6% 10% 65% 63% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 16 210 46 150 LT Vol 5 165 1 20 Through Vol 10 25 15 35 RT Vol 1 20 30 95 Lane Flow Rate 17 219 48 156 Geometry Grp 1 1 1 1 Degree of Util (X) 0.022 0.273 0.056 0.183 Departure Headway (Hd) 4.75 4.485 4.174 4.217 Convergence, Y/N Yes Yes Yes Yes Cap 754 805 859 853 Service Time 2.775 2.485 2.197 2.235 HCM Lane V/C Ratio 0.023 0.272 0.056 0.183 HCM Control Delay 7.9 9.2 7.4 8.2 HCM Lane LOS A A A A HCM 95th-tile Q 0.1 1.1 0.2 0.7

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 56 HCM 2010 AWSC 1300: North McClurg Court & North Water Street 07/25/2017

Intersection Intersection Delay, s/veh Intersection LOS

Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 20 35 95 Future Vol, veh/h 0 20 35 95 Peak Hour Factor 0.92 0.96 0.96 0.96 Heavy Vehicles, % 2 2 3 4 Mvmt Flow 0 21 36 99 Number of Lanes 0 0 1 0 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 8.2 HCM LOS A

Existing (2017) Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 57 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 190 575 100 190 470 0 0 640 165 Future Volume (vph) 0 0 0 190 575 100 190 470 0 0 640 165 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 0 130 65 0 0 0 Storage Lanes 0 0 1 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 0.65 0.64 0.92 0.94 Frt 0.850 0.969 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 0 0 1662 4948 1334 3319 3477 0 0 4253 0 Flt Permitted 0.950 0.238 Satd. Flow (perm) 0 0 0 1088 4948 851 764 3477 0 0 4253 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 407 691 249 540 Travel Time (s) 9.3 15.7 5.7 12.3 Confl. Peds. (#/hr) 473 495 495 473 378 536 536 378 Confl. Bikes (#/hr) 48 6 3 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% 5% 3% 13% 2% 2% 2% 2% 3% 4% Adj. Flow (vph) 0 0 0 198 599 104 198 490 0 0 667 172 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 198 599 104 198 490 0 0 839 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 22 22 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 1.02 1.09 1.04 1.02 1.00 1.00 1.09 1.09 Turning Speed (mph) 15 9 15 9 15 9 15 9 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 9.0 43.0 32.0 Total Split (s) 9.0 27.0 11.0 43.0 32.0 Total Split (%) 10.6% 31.8% 12.9% 50.6% 37.6% Maximum Green (s) 5.0 24.0 7.0 39.0 29.0 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 13.0

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 1 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 2 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 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 29.0 Actuated g/C Ratio 0.33 0.39 0.28 0.46 0.46 0.34 v/c Ratio 0.51 0.31 0.43 0.35 0.31 0.58 Control Delay 20.6 13.7 25.3 9.3 5.6 24.9 Queue Delay 0.0 0.0 0.0 0.0 0.3 0.0 Total Delay 20.6 13.7 25.3 9.3 5.9 24.9 LOS C B C A A C Approach Delay 16.6 6.9 24.9 Approach LOS B A C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 30 (35%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.58 Intersection Signal Delay: 16.7 Intersection LOS: B Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 3 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 4 HCM 2010 Signalized Intersection Summary 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 07/25/2017

HCM 2010 analysis does not support non-NEMA phasing.

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 5 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 195 835 145 80 90 0 0 265 95 Future Volume (vph) 0 0 0 195 835 145 80 90 0 0 265 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 10 12 12 12 10 10 Storage Length (ft) 0 0 0 50 0 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.86 0.86 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 0.98 0.84 0.83 0.91 Frt 0.850 0.961 Flt Protected 0.991 0.950 Satd. Flow (prot) 0 0 0 0 5880 1436 1652 1961 0 0 2839 0 Flt Permitted 0.991 0.397 Satd. Flow (perm) 0 0 0 0 5775 1213 572 1961 0 0 2839 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 691 687 236 332 Travel Time (s) 15.7 15.6 5.4 7.5 Confl. Peds. (#/hr) 144 181 181 144 451 380 380 451 Confl. Bikes (#/hr) 23 7 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%) 2% 2% 2% 2% 3% 5% 2% 2% 2% 2% 4% 2% Adj. Flow (vph) 0 0 0 227 971 169 93 105 0 0 308 110 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 1198 169 93 105 0 0 418 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 10 10 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.09 0.94 1.00 1.00 1.09 1.09 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Perm NA NA Protected Phases 12 12 4 8 Permitted Phases 12 4 Minimum Split (s) 53.0 53.0 53.0 26.0 26.0 26.0 Total Split (s) 53.0 53.0 53.0 26.0 26.0 26.0 Total Split (%) 62.4% 62.4% 62.4% 30.6% 30.6% 30.6% Maximum Green (s) 49.0 49.0 49.0 22.0 22.0 22.0 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 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 38.0 38.0 38.0 5.0 5.0 5.0

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 6 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 7 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 49.0 49.0 22.0 22.0 22.0 Actuated g/C Ratio 0.58 0.58 0.26 0.26 0.26 v/c Ratio 0.35 0.24 0.63 0.21 0.57 Control Delay 9.9 10.0 46.1 22.6 31.0 Queue Delay 0.0 0.0 0.0 0.0 0.3 Total Delay 9.9 10.0 46.1 22.6 31.3 LOS A A D C C Approach Delay 9.9 33.6 31.3 Approach LOS A C C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 19 (22%), Referenced to phase 1:Hold, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.63 Intersection Signal Delay: 16.8 Intersection LOS: B Intersection Capacity Utilization 111.0% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 200: North McClurg Court & East Grand Avenue

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 8 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 9 HCM 2010 Signalized Intersection Summary 200: North McClurg Court & East Grand Avenue 07/25/2017

HCM 2010 analysis does not support non-NEMA phasing.

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 10 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 115 1035 0 140 1 0 0 1 1 Future Volume (vph) 0 0 0 115 1035 0 140 1 0 0 1 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 0 30 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.63 0.88 0.93 Frt 0.932 Flt Protected 0.950 0.953 Satd. Flow (prot) 0 0 0 1652 4700 0 0 1775 0 0 1623 0 Flt Permitted 0.950 0.727 Satd. Flow (perm) 0 0 0 1041 4700 0 0 1192 0 0 1623 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 687 270 223 183 Travel Time (s) 15.6 6.1 5.1 4.2 Confl. Peds. (#/hr) 548 548 60 31 31 60 Confl. Bikes (#/hr) 31 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 2% 2% 3% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 129 1163 0 157 1 0 0 1 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 129 1163 0 0 158 0 0 2 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Minimum Split (s) 99.5 99.5 23.0 23.0 23.0 Total Split (s) 99.5 99.5 23.0 23.0 23.0 Total Split (%) 78.0% 78.0% 18.0% 18.0% 18.0% Maximum Green (s) 94.5 94.5 19.0 19.0 19.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 81.5 81.5 3.0 3.0 3.0

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 11 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 12 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 13.0 13.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 94.5 94.5 19.0 19.0 Actuated g/C Ratio 0.74 0.74 0.15 0.15 v/c Ratio 0.17 0.33 0.89 0.01 Control Delay 5.5 6.0 97.9 39.5 Queue Delay 1.4 2.2 46.4 0.0 Total Delay 6.9 8.2 144.3 39.5 LOS A A F D Approach Delay 8.1 144.3 39.5 Approach LOS A F D Intersection Summary Area Type: Other Cycle Length: 127.5 Actuated Cycle Length: 127.5 Offset: 30 (24%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 130 Control Type: Pretimed Maximum v/c Ratio: 0.89 Intersection Signal Delay: 22.9 Intersection LOS: C Intersection Capacity Utilization 43.3% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 300: North Peshtigo Court/Parking Garage & East Grand Avenue

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 13 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

Lane Group Ø9 Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 14 HCM 2010 Signalized Intersection Summary 300: North Peshtigo Court/Parking Garage & East Grand Avenue 07/25/2017

HCM 2010 methodology does not support exclusive ped or hold phases.

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 15 Lanes, Volumes, Timings 400: North Lake Shore Drive S & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 290 975 0 0 0 0 0 660 175 Future Volume (vph) 0 0 0 290 975 0 0 0 0 0 660 175 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 10 10 10 11 11 11 12 12 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 0.95 0.88 Ped Bike Factor 0.74 0.96 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 0 0 1711 5124 0 0 0 0 0 3725 2787 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 1265 5124 0 0 0 0 0 3725 2671 Right Turn on Red Yes Yes Yes Yes No Satd. Flow (RTOR) 58 Link Speed (mph) 30 30 30 30 Link Distance (ft) 270 114 244 515 Travel Time (s) 6.1 2.6 5.5 11.7 Confl. Peds. (#/hr) 595 480 480 595 32 32 Confl. Bikes (#/hr) 37 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% 2% 3% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 305 1026 0 0 0 0 0 695 184 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 305 1026 0 0 0 0 0 695 184 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 0.98 1.04 1.00 1.00 1.00 1.00 0.94 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA NA Perm Protected Phases 8 6 Permitted Phases 8 6 Minimum Split (s) 52.0 52.0 33.0 33.0 Total Split (s) 52.0 52.0 33.0 33.0 Total Split (%) 61.2% 61.2% 38.8% 38.8% Maximum Green (s) 47.0 47.0 27.0 27.0 Yellow Time (s) 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 40.0 40.0 16.0 16.0 Flash Dont Walk (s) 7.0 7.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 47.0 47.0 27.0 27.0

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 16 Lanes, Volumes, Timings 400: North Lake Shore Drive S & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.55 0.55 0.32 0.32 v/c Ratio 0.42 0.36 0.59 0.22 Control Delay 2.1 1.9 26.8 22.1 Queue Delay 2.2 0.9 0.0 0.0 Total Delay 4.3 2.8 26.8 22.1 LOS A A C C Approach Delay 3.2 25.8 Approach LOS A C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.59 Intersection Signal Delay: 12.2 Intersection LOS: B Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 400: North Lake Shore Drive S & East Grand Avenue

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 17 HCM 2010 Signalized Intersection Summary 400: North Lake Shore Drive S & East Grand Avenue 07/25/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 290 975 0 0 0 0 0 660 175 Future Volume (veh/h) 0 0 0 290 975 0 0 0 0 0 660 175 Number 3 8 18 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1942 0 0 1961 1863 Adj Flow Rate, veh/h 305 1026 0 0 695 184 Adj No. of Lanes 1 3 0 0 2 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 3 0 0 2 2 Cap, veh/h 1066 2931 0 0 1183 858 Arrive On Green 0.18 0.18 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1774 5476 0 0 3824 2702 Grp Volume(v), veh/h 305 1026 0 0 695 184 Grp Sat Flow(s),veh/h/ln 1774 1767 0 0 1863 1351 Q Serve(g_s), s 12.7 14.4 0.0 0.0 13.3 4.2 Cycle Q Clear(g_c), s 12.7 14.4 0.0 0.0 13.3 4.2 Prop In Lane 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1066 2931 0 0 1183 858 V/C Ratio(X) 0.29 0.35 0.00 0.00 0.59 0.21 Avail Cap(c_a), veh/h 1066 2931 0 0 1183 858 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 20.7 21.4 0.0 0.0 24.3 21.2 Incr Delay (d2), s/veh 0.7 0.3 0.0 0.0 2.1 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 7.1 0.0 0.0 7.2 1.7 LnGrp Delay(d),s/veh 21.4 21.7 0.0 0.0 26.5 21.8 LnGrp LOS C C C C Approach Vol, veh/h 1331 879 Approach Delay, s/veh 21.7 25.5 Approach LOS C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 6 8 Phs Duration (G+Y+Rc), s 33.0 52.0 Change Period (Y+Rc), s 6.0 5.0 Max Green Setting (Gmax), s 27.0 47.0 Max Q Clear Time (g_c+I1), s 15.3 16.4 Green Ext Time (p_c), s 4.3 9.9 Intersection Summary HCM 2010 Ctrl Delay 23.2 HCM 2010 LOS C

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 18 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 1090 140 175 180 35 0 0 0 Future Volume (vph) 0 0 0 0 1090 140 175 180 35 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 125 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 75 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.66 0.94 Frt 0.850 0.976 Flt Protected 0.950 Satd. Flow (prot) 0 0 0 0 5124 1531 1770 3230 0 0 0 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 0 5124 1006 1770 3230 0 0 0 0 Right Turn on Red Yes Yes Yes No Yes Satd. Flow (RTOR) 159 199 Link Speed (mph) 30 30 30 30 Link Distance (ft) 114 453 251 376 Travel Time (s) 2.6 10.3 5.7 8.5 Confl. Peds. (#/hr) 524 572 572 524 134 134 Confl. Bikes (#/hr) 7 14 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 (%) 2% 2% 2% 2% 3% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 0 1239 159 199 205 40 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 1239 159 199 245 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Right Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 0.98 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type NA Perm Prot NA Protected Phases 8 1 1 2 Permitted Phases 8 Minimum Split (s) 33.0 33.0 18.0 Total Split (s) 33.0 33.0 18.0 Total Split (%) 38.8% 38.8% 21.2% Maximum Green (s) 28.0 28.0 15.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 3.0 Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) 19.0 19.0 15.0

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 19 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 20 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 9.0 9.0 0.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 28.0 28.0 15.0 49.0 Actuated g/C Ratio 0.33 0.33 0.18 0.58 v/c Ratio 0.73 0.36 0.42 0.13 Control Delay 28.3 6.3 12.7 3.3 Queue Delay 0.3 0.0 0.4 0.0 Total Delay 28.6 6.3 13.1 3.3 LOS C A B A Approach Delay 26.1 7.7 Approach LOS C A Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 62 (73%), Referenced to phase 1:NBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.73 Intersection Signal Delay: 21.6 Intersection LOS: C Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 500: North Lake Shore Drive N & East Grand Avenue

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 21 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 22 HCM 2010 Signalized Intersection Summary 500: North Lake Shore Drive N & East Grand Avenue 07/25/2017

HCM 2010 Research does not support Non-NEMA phasing.

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 23 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 490 210 0 0 0 0 530 140 170 660 0 Future Volume (vph) 130 490 210 0 0 0 0 530 140 170 660 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 0.66 0.62 0.92 0.80 Frt 0.850 0.969 Flt Protected 0.950 0.950 Satd. Flow (prot) 1711 3388 1463 0 0 0 0 4404 0 3224 3566 0 Flt Permitted 0.950 0.289 Satd. Flow (perm) 1132 3388 914 0 0 0 0 4404 0 786 3566 0 Right Turn on Red No Yes No Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 409 689 522 249 Travel Time (s) 9.3 15.7 11.9 5.7 Confl. Peds. (#/hr) 598 750 750 598 297 587 587 297 Confl. Bikes (#/hr) 31 1 5 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% 3% 3% 2% 2% 2% 2% 2% 18% 5% 3% 2% Adj. Flow (vph) 137 516 221 0 0 0 0 558 147 179 695 0 Shared Lane Traffic (%) Lane Group Flow (vph) 137 516 221 0 0 0 0 705 0 179 695 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 22 22 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.04 0.98 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 4 6 Minimum Split (s) 36.0 36.0 36.0 28.0 9.0 43.0 Total Split (s) 36.0 36.0 36.0 28.0 15.0 43.0 Total Split (%) 42.4% 42.4% 42.4% 32.9% 17.6% 50.6% Maximum Green (s) 31.0 31.0 31.0 24.0 11.0 39.0 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) 7.0 7.0 7.0 11.0 24.0

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 24 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 07/25/2017

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 25 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 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) 31.0 31.0 31.0 24.0 39.0 39.0 Actuated g/C Ratio 0.36 0.36 0.36 0.28 0.46 0.46 v/c Ratio 0.33 0.42 0.66 0.57 0.26 0.42 Control Delay 22.4 21.5 34.2 18.8 7.4 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.3 Total Delay 22.4 21.5 34.2 18.8 7.4 6.9 LOS C C C B A A Approach Delay 24.9 18.8 7.0 Approach LOS C B A 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: 0.66 Intersection Signal Delay: 16.8 Intersection LOS: B Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 600: North Columbus Drive & East Illinois Street

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 26 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 07/25/2017

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 27 HCM 2010 Signalized Intersection Summary 600: North Columbus Drive & East Illinois Street 07/25/2017

HCM 2010 methodology does not support exclusive ped or hold phases.

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 28 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 105 530 85 0 0 0 0 65 70 310 150 0 Future Volume (vph) 105 530 85 0 0 0 0 65 70 310 150 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 Lane Width (ft) 11 11 11 10 10 10 11 11 11 11 12 12 Storage Length (ft) 75 50 0 0 0 25 0 0 Storage Lanes 0 1 0 0 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.95 0.33 0.65 0.69 Frt 0.850 0.850 Flt Protected 0.992 0.950 Satd. Flow (prot) 0 3260 1487 0 0 0 0 1877 1531 1694 1961 0 Flt Permitted 0.992 0.709 Satd. Flow (perm) 0 3082 495 0 0 0 0 1877 1000 876 1961 0 Right Turn on Red No Yes No Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 689 493 560 236 Travel Time (s) 15.7 11.2 12.7 5.4 Confl. Peds. (#/hr) 574 943 943 574 438 472 472 438 Confl. Bikes (#/hr) 31 4 2 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 (%) 2% 7% 5% 2% 2% 2% 2% 3% 2% 3% 2% 2% Adj. Flow (vph) 119 602 97 0 0 0 0 74 80 352 170 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 721 97 0 0 0 0 74 80 352 170 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.09 1.09 1.09 1.04 0.98 1.04 1.04 0.94 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 Detector Template Left Thru Right Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 29 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 07/25/2017

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 30 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm custom NA Protected Phases 10 2 12 6 12 Permitted Phases 10 10 2 6 Detector Phase 10 10 10 2 2 12 6 12 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 6.0 Minimum Split (s) 40.0 40.0 40.0 28.0 28.0 9.0 Total Split (s) 40.0 40.0 40.0 28.0 28.0 14.0 Total Split (%) 47.1% 47.1% 47.1% 32.9% 32.9% 16.5% Maximum Green (s) 35.0 35.0 35.0 24.0 24.0 11.0 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 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 4.0 3.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 5.0 Recall Mode Max Max Max C-Max C-Max None Walk Time (s) 16.0 16.0 16.0 11.0 11.0 Flash Dont Walk (s) 16.0 16.0 16.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 35.0 35.0 24.0 24.0 36.0 38.0 Actuated g/C Ratio 0.41 0.41 0.28 0.28 0.42 0.45 v/c Ratio 0.57 0.48 0.14 0.28 0.74 0.19 Control Delay 16.6 22.8 23.8 27.2 23.9 10.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 1.6 Total Delay 16.6 22.8 23.8 27.2 24.0 12.3 LOS B C C C C B Approach Delay 17.3 25.6 20.2 Approach LOS B C C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 55 (65%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 19.2 Intersection LOS: B Intersection Capacity Utilization 111.0% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 700: North McClurg Court & East Illinois Street

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 31 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 07/25/2017

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 32 HCM 2010 Signalized Intersection Summary 700: North McClurg Court & East Illinois Street 07/25/2017

HCM 2010 analysis does not support non-NEMA phasing.

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 33 Lanes, Volumes, Timings 800: Parking Garage/North Peshtigo Court & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 140 770 0 0 0 0 0 1 1 115 1 0 Future Volume (vph) 140 770 0 0 0 0 0 1 1 115 1 0 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 12 12 12 12 12 12 12 12 12 Storage Length (ft) 80 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 80 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.66 0.98 0.97 Frt 0.932 Flt Protected 0.950 0.953 Satd. Flow (prot) 1636 3378 0 0 0 0 0 1696 0 0 1775 0 Flt Permitted 0.950 0.731 Satd. Flow (perm) 1071 3378 0 0 0 0 0 1696 0 0 1315 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 186 270 201 223 Travel Time (s) 4.2 6.1 4.6 5.1 Confl. Peds. (#/hr) 422 422 68 34 34 68 Confl. Bikes (#/hr) 59 1 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 (%) 3% 5% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 159 875 0 0 0 0 0 1 1 131 1 0 Shared Lane Traffic (%) Lane Group Flow (vph) 159 875 0 0 0 0 0 2 0 0 132 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.02 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 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 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 39.0 39.0 12.0 12.0 12.0

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 34 Lanes, Volumes, Timings 800: Parking Garage/North Peshtigo Court & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 13.0 13.0 13.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 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 0.24 0.42 0.00 0.34 Control Delay 6.6 7.8 18.5 26.6 Queue Delay 0.0 0.0 0.0 2.2 Total Delay 6.6 7.8 18.5 28.9 LOS A A B C Approach Delay 7.6 18.5 28.9 Approach LOS A B C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 78 (92%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.42 Intersection Signal Delay: 10.0 Intersection LOS: B Intersection Capacity Utilization 47.7% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 800: Parking Garage/North Peshtigo Court & East Illinois Street

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 35 HCM 2010 Signalized Intersection Summary 800: Parking Garage/North Peshtigo Court & East Illinois Street 07/25/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 140 770 0 0 0 0 0 1 1 115 1 0 Future Volume (veh/h) 140 770 0 0 0 0 0 1 1 115 1 0 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.94 0.94 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1905 0 0 1863 1900 1900 1863 0 Adj Flow Rate, veh/h 159 875 0 0 1 1 131 1 0 Adj No. of Lanes 1 2 0 0 1 0 0 1 0 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 5 0 0 2 2 2 2 0 Cap, veh/h 1075 2214 0 0 244 244 472 3 0 Arrive On Green 0.61 0.61 0.00 0.00 0.29 0.29 0.29 0.29 0.00 Sat Flow, veh/h 1757 3714 0 0 828 828 1317 11 0 Grp Volume(v), veh/h 159 875 0 0 0 2 132 0 0 Grp Sat Flow(s),veh/h/ln 1757 1810 0 0 0 1657 1328 0 0 Q Serve(g_s), s 3.3 10.5 0.0 0.0 0.0 0.1 6.6 0.0 0.0 Cycle Q Clear(g_c), s 3.3 10.5 0.0 0.0 0.0 0.1 6.7 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.50 0.99 0.00 Lane Grp Cap(c), veh/h 1075 2214 0 0 0 487 475 0 0 V/C Ratio(X) 0.15 0.40 0.00 0.00 0.00 0.00 0.28 0.00 0.00 Avail Cap(c_a), veh/h 1075 2214 0 0 0 487 475 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.0 8.4 0.0 0.0 0.0 21.2 23.5 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.5 0.0 0.0 0.0 0.0 1.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 5.4 0.0 0.0 0.0 0.0 2.6 0.0 0.0 LnGrp Delay(d),s/veh 7.3 9.0 0.0 0.0 0.0 21.2 25.0 0.0 0.0 LnGrp LOS A A C C Approach Vol, veh/h 1034 2 132 Approach Delay, s/veh 8.7 21.2 25.0 Approach LOS A C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 56.0 29.0 Change Period (Y+Rc), s 4.0 4.0 4.0 Max Green Setting (Gmax), s 25.0 52.0 25.0 Max Q Clear Time (g_c+I1), s 2.1 5.3 8.7 Green Ext Time (p_c), s 0.7 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 10.6 HCM 2010 LOS B

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 36 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 605 280 0 0 0 0 0 0 180 770 0 Future Volume (vph) 0 605 280 0 0 0 0 0 0 180 770 0 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 8 12 12 12 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 1 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Ped Bike Factor 0.46 1.00 1.00 Frt 0.850 Flt Protected 0.950 0.999 Satd. Flow (prot) 0 3346 1372 0 0 0 0 0 0 1610 3387 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 0 3346 626 0 0 0 0 0 0 1609 3387 0 Right Turn on Red No Yes Yes Yes Yes Satd. Flow (RTOR) 147 103 Link Speed (mph) 30 30 30 30 Link Distance (ft) 270 131 829 244 Travel Time (s) 6.1 3.0 18.8 5.5 Confl. Peds. (#/hr) 298 1391 1391 298 53 1 1 53 Confl. Bikes (#/hr) 49 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 6% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 630 292 0 0 0 0 0 0 188 802 0 Shared Lane Traffic (%) 10% Lane Group Flow (vph) 0 630 292 0 0 0 0 0 0 169 821 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.02 1.20 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type NA custom Split NA Protected Phases 4 9 2 10 2 10 Permitted Phases 4 Minimum Split (s) 24.0 12.0 Total Split (s) 31.0 13.0 Total Split (%) 36.5% 15.3% Maximum Green (s) 27.0 9.0 Yellow Time (s) 3.0 3.0 All-Red Time (s) 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) 10.0 4.0

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 37 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

Lane Group Ø2 Ø8 Ø10 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) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 2 8 10 Permitted Phases Minimum Split (s) 29.0 27.0 12.0 Total Split (s) 29.0 31.0 12.0 Total Split (%) 34% 36% 14% Maximum Green (s) 25.0 24.0 8.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 1.0 4.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead-Lag Optimize? Yes Walk Time (s) 13.0 10.0 4.0

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 38 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 10.0 4.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 27.0 36.0 37.0 37.0 Actuated g/C Ratio 0.32 0.42 0.44 0.44 v/c Ratio 0.59 0.85 0.22 0.54 Control Delay 23.0 44.7 2.0 10.4 Queue Delay 1.1 0.0 0.4 0.4 Total Delay 24.1 44.7 2.4 10.8 LOS C D A B Approach Delay 30.6 9.4 Approach LOS C A Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 13 (15%), Referenced to phase 2:SBTL, Start of Green Natural Cycle: 80 Control Type: Pretimed Maximum v/c Ratio: 0.85 Intersection Signal Delay: 19.6 Intersection LOS: B Intersection Capacity Utilization 74.5% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 900: North Lake Shore Drive S & East Illinois Street

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 39 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 40 HCM 2010 Signalized Intersection Summary 900: North Lake Shore Drive S & East Illinois Street 07/25/2017

HCM 2010 methodology does not support clustered intersections.

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 41 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 215 570 0 0 0 0 0 175 255 0 0 0 Future Volume (vph) 215 570 0 0 0 0 0 175 255 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 12 12 12 12 12 12 12 12 12 Lane Util. Factor 0.91 0.91 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.72 0.99 0.79 Frt 0.911 Flt Protected 0.950 0.998 Satd. Flow (prot) 1503 3043 0 0 0 0 0 2545 0 0 0 0 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1077 3012 0 0 0 0 0 2545 0 0 0 0 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 220 64 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 131 547 747 251 Travel Time (s) 3.0 12.4 17.0 5.7 Confl. Peds. (#/hr) 278 1335 1335 278 172 172 Confl. Bikes (#/hr) 23 2 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 (%) 2% 6% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 244 648 0 0 0 0 0 199 290 0 0 0 Shared Lane Traffic (%) 10% Lane Group Flow (vph) 220 672 0 0 0 0 0 489 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA NA Protected Phases 2 8 9 10 Permitted Phases 2 8 9 10 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) 56.0 56.0 21.0

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 42 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

Lane Group Ø2 Ø4 Ø8 Ø9 Ø10 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 2 4 8 9 10 Permitted Phases Minimum Split (s) 29.0 24.0 27.0 12.0 12.0 Total Split (s) 29.0 31.0 31.0 13.0 12.0 Total Split (%) 34% 36% 36% 15% 14% Maximum Green (s) 25.0 27.0 24.0 9.0 8.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 4.0 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time (s) 13.0 10.0 10.0 4.0 4.0 Flash Dont Walk (s) 12.0 10.0 10.0 4.0 4.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s)

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 43 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.66 0.66 0.25 v/c Ratio 0.28 0.33 0.92dr Control Delay 0.8 1.9 39.8 Queue Delay 1.0 0.6 0.0 Total Delay 1.8 2.5 39.8 LOS A A D Approach Delay 2.3 39.8 Approach LOS A D Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 13 (15%), Referenced to phase 2:SBTL, Start of Green Natural Cycle: 80 Control Type: Pretimed Maximum v/c Ratio: 0.85 Intersection Signal Delay: 15.6 Intersection LOS: B Intersection Capacity Utilization 79.5% ICU Level of Service D Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Splits and Phases: 1000: North Lake Shore Drive N & East Illinois Street

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 44 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

Lane Group Ø2 Ø4 Ø8 Ø9 Ø10 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 45 HCM 2010 Signalized Intersection Summary 1000: North Lake Shore Drive N & East Illinois Street 07/25/2017

HCM 2010 methodology does not support clustered intersections.

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 46 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 50 40 70 60 30 55 15 60 565 90 70 730 Future Volume (vph) 50 40 70 60 30 55 15 60 565 90 70 730 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 0 1 1 0 1 Taper Length (ft) 25 25 80 90 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 0.73 0.85 0.83 0.96 0.93 0.82 0.98 Frt 0.850 0.850 0.979 0.987 Flt Protected 0.973 0.968 0.950 0.950 Satd. Flow (prot) 0 1604 1478 0 1743 1531 0 1580 4547 0 1636 4895 Flt Permitted 0.815 0.778 0.272 0.338 Satd. Flow (perm) 0 1238 1074 0 1187 1269 0 434 4547 0 477 4895 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 51 60 49 26 Link Speed (mph) 30 30 30 30 Link Distance (ft) 369 379 501 522 Travel Time (s) 8.4 8.6 11.4 11.9 Confl. Peds. (#/hr) 172 279 279 172 142 518 518 Confl. Bikes (#/hr) 8 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 (%) 12% 2% 2% 2% 2% 2% 2% 3% 4% 2% 3% 3% Adj. Flow (vph) 54 43 76 65 33 60 16 65 614 98 76 793 Shared Lane Traffic (%) Lane Group Flow (vph) 0 97 76 0 98 60 0 81 712 0 76 869 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right R NA Left Left Right Left Left Median Width(ft) 0 0 10 10 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 1.04 1.04 1.00 1.14 1.00 1.00 1.09 1.00 Turning Speed (mph) 15 9 15 9 9 15 9 15 Turn Type Perm NA Perm Perm NA Perm custom pm+pt NA pm+pt NA Protected Phases 4 8 13 2 9 6 Permitted Phases 4 4 8 8 13 2 6 Minimum Split (s) 32.0 32.0 32.0 32.0 32.0 32.0 6.0 6.0 45.0 6.0 45.0 Total Split (s) 32.0 32.0 32.0 32.0 32.0 32.0 8.0 8.0 45.0 8.0 45.0 Total Split (%) 37.6% 37.6% 37.6% 37.6% 37.6% 37.6% 9.4% 9.4% 52.9% 9.4% 52.9% Maximum Green (s) 27.0 27.0 27.0 27.0 27.0 27.0 5.0 5.0 41.0 5.0 41.0 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) 5.0 5.0 5.0 5.0 5.0 5.0 31.0 31.0

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 47 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 07/25/2017

Lane Group SBR Lane Configurations Traffic Volume (vph) 70 Future Volume (vph) 70 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) 13 Peak Hour Factor 0.92 Heavy Vehicles (%) 3% Adj. Flow (vph) 76 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 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)

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 48 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Flash Dont Walk (s) 22.0 22.0 22.0 22.0 22.0 22.0 10.0 10.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 27.0 27.0 27.0 27.0 47.0 41.0 47.0 41.0 Actuated g/C Ratio 0.32 0.32 0.32 0.32 0.55 0.48 0.55 0.48 v/c Ratio 0.25 0.20 0.26 0.14 0.26 0.32 0.23 0.37 Control Delay 23.6 11.2 23.9 6.8 9.9 12.9 6.5 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.6 11.2 23.9 6.8 9.9 12.9 6.5 8.5 LOS C B C A A B A A Approach Delay 18.2 17.4 12.6 8.4 Approach LOS B B B A Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 20 (24%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.37 Intersection Signal Delay: 11.5 Intersection LOS: B Intersection Capacity Utilization 98.3% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 1100: North Columbus Drive & North Water Street

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 49 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 07/25/2017

Lane Group SBR Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 50 HCM 2010 Signalized Intersection Summary 1100: North Columbus Drive & North Water Street 07/25/2017

HCM 2010 analysis does not support non-NEMA phasing.

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 51 Lanes, Volumes, Timings 1200: North New Street & North Water Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 20 75 0 0 150 40 10 1 40 25 0 15 Future Volume (vph) 20 75 0 0 150 40 10 1 40 25 0 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.972 0.853 0.950 Flt Protected 0.989 0.950 0.970 Satd. Flow (prot) 0 1831 0 0 1811 0 1656 1545 0 0 1686 0 Flt Permitted 0.989 0.950 0.970 Satd. Flow (perm) 0 1831 0 0 1811 0 1656 1545 0 0 1686 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 298 253 188 350 Travel Time (s) 6.8 5.8 4.3 8.0 Confl. Peds. (#/hr) 20 59 59 20 18 24 24 18 Confl. Bikes (#/hr) 4 2 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 5% 2% 2% 2% 2% 2% 9% 2% 5% 2% 2% 7% Adj. Flow (vph) 22 81 0 0 161 43 11 1 43 27 0 16 Shared Lane Traffic (%) Lane Group Flow (vph) 0 103 0 0 204 0 11 44 0 0 43 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 52 HCM 2010 AWSC 1200: North New Street & North Water Street 07/25/2017

Intersection Intersection Delay, s/veh 8.3 Intersection LOS A

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 20 75 0 0 0 150 40 0 10 1 40 Future Vol, veh/h 0 20 75 0 0 0 150 40 0 10 1 40 Peak Hour Factor 0.92 0.93 0.93 0.93 0.92 0.93 0.93 0.93 0.92 0.93 0.93 0.93 Heavy Vehicles, % 2 5 2 2 2 2 2 2 2 9 2 5 Mvmt Flow 0 22 81 0 0 0 161 43 0 11 1 43 Number of Lanes 0 0 1 0 0 0 1 0 0 1 1 0 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 2 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 2 1 1 HCM Control Delay 8.1 8.5 7.8 HCM LOS A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, % 100% 0% 21% 0% 62% Vol Thru, % 0% 2% 79% 79% 0% Vol Right, % 0% 98% 0% 21% 38% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 10 41 95 190 40 LT Vol 10 0 20 0 25 Through Vol 0 1 75 150 0 RT Vol 0 40 0 40 15 Lane Flow Rate 11 44 102 204 43 Geometry Grp 7 7 2 2 5 Degree of Util (X) 0.018 0.056 0.127 0.236 0.056 Departure Headway (Hd) 5.878 4.568 4.471 4.156 4.683 Convergence, Y/N Yes Yes Yes Yes Yes Cap 611 786 804 866 766 Service Time 3.597 2.286 2.486 2.168 2.703 HCM Lane V/C Ratio 0.018 0.056 0.127 0.236 0.056 HCM Control Delay 8.7 7.6 8.1 8.5 8 HCM Lane LOS A A A A A HCM 95th-tile Q 0.1 0.2 0.4 0.9 0.2

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 53 HCM 2010 AWSC 1200: North New Street & North Water Street 07/25/2017

Intersection Intersection Delay, s/veh Intersection LOS

Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 25 0 15 Future Vol, veh/h 0 25 0 15 Peak Hour Factor 0.92 0.93 0.93 0.93 Heavy Vehicles, % 2 2 2 7 Mvmt Flow 0 27 0 16 Number of Lanes 0 0 1 0 Approach SB Opposing Approach NB Opposing Lanes 2 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 8 HCM LOS A

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 54 Lanes, Volumes, Timings 1300: North McClurg Court & North Water Street 07/25/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 95 25 20 1 20 25 2 15 1 25 35 175 Future Volume (vph) 95 25 20 1 20 25 2 15 1 25 35 175 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.980 0.927 0.993 0.899 Flt Protected 0.967 0.999 0.995 0.995 Satd. Flow (prot) 0 1754 0 0 1725 0 0 1840 0 0 1640 0 Flt Permitted 0.967 0.999 0.995 0.995 Satd. Flow (perm) 0 1754 0 0 1725 0 0 1840 0 0 1640 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 253 366 153 560 Travel Time (s) 5.8 8.3 3.5 12.7 Confl. Peds. (#/hr) 34 65 65 34 153 300 300 153 Confl. Bikes (#/hr) 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 (%) 3% 2% 2% 2% 2% 2% 2% 2% 2% 2% 3% 4% Adj. Flow (vph) 103 27 22 1 22 27 2 16 1 27 38 190 Shared Lane Traffic (%) Lane Group Flow (vph) 0 152 0 0 50 0 0 19 0 0 255 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period (min) 15

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 55 HCM 2010 AWSC 1300: North McClurg Court & North Water Street 07/25/2017

Intersection Intersection Delay, s/veh 8.5 Intersection LOS A

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 95 25 20 0 1 20 25 0 2 15 1 Future Vol, veh/h 0 95 25 20 0 1 20 25 0 2 15 1 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 3 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 103 27 22 0 1 22 27 0 2 16 1 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 8.8 7.7 7.8 HCM LOS A A A

Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 11% 68% 2% 11% Vol Thru, % 83% 18% 43% 15% Vol Right, % 6% 14% 54% 74% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 18 140 46 235 LT Vol 2 95 1 25 Through Vol 15 25 20 35 RT Vol 1 20 25 175 Lane Flow Rate 20 152 50 255 Geometry Grp 1 1 1 1 Degree of Util (X) 0.025 0.196 0.061 0.285 Departure Headway (Hd) 4.667 4.64 4.377 4.012 Convergence, Y/N Yes Yes Yes Yes Cap 768 775 818 899 Service Time 2.691 2.664 2.404 2.026 HCM Lane V/C Ratio 0.026 0.196 0.061 0.284 HCM Control Delay 7.8 8.8 7.7 8.6 HCM Lane LOS A A A A HCM 95th-tile Q 0.1 0.7 0.2 1.2

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 56 HCM 2010 AWSC 1300: North McClurg Court & North Water Street 07/25/2017

Intersection Intersection Delay, s/veh Intersection LOS

Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 25 35 175 Future Vol, veh/h 0 25 35 175 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 3 4 Mvmt Flow 0 27 38 190 Number of Lanes 0 0 1 0 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 8.6 HCM LOS A

Existing (2017) Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 57

FUTURE CAPACITY REPORTS

Weekday Morning Peak Hour

Weekday Evening Peak Hour

Saturday Peak Hour

400 N. Lake Shore Drive – Chicago, Illinois August 2017

Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 280 850 135 190 795 0 0 750 150 Future Volume (vph) 0 0 0 280 850 135 190 795 0 0 750 150 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 0 130 65 0 0 0 Storage Lanes 0 0 1 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 0.73 0.65 0.93 0.95 Frt 0.850 0.975 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 0 0 1662 4763 1322 3319 3477 0 0 4041 0 Flt Permitted 0.950 0.193 Satd. Flow (perm) 0 0 0 1213 4763 862 628 3477 0 0 4041 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 407 691 249 540 Travel Time (s) 9.3 15.7 5.7 12.3 Confl. Peds. (#/hr) 335 254 254 335 306 549 549 306 Confl. Bikes (#/hr) 83 1 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 2% 2% 2% 5% 7% 14% 2% 2% 2% 2% 11% 10% Adj. Flow (vph) 0 0 0 283 859 136 192 803 0 0 758 152 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 283 859 136 192 803 0 0 910 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 22 22 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 1.02 1.09 1.04 1.02 1.00 1.00 1.09 1.09 Turning Speed (mph) 15 9 15 9 15 9 15 9 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

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 1 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 2 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 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 0.67 0.46 0.56 0.32 0.50 0.74 Control Delay 26.7 17.1 30.6 10.2 5.9 30.7 Queue Delay 0.0 0.0 0.0 0.0 1.8 0.0 Total Delay 26.7 17.1 30.6 10.2 7.7 30.7 LOS CBCBA C Approach Delay 20.6 8.2 30.7 Approach LOS C A C 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: 19.6 Intersection LOS: B Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 3 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 4 HCM 2010 Signalized Intersection Summary 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

HCM 2010 analysis does not support non-NEMA phasing.

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 5 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 195 980 335 170 140 0 0 105 90 Future Volume (vph) 0 0 0 195 980 335 170 140 0 0 105 90 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 10 12 12 12 10 10 Storage Length (ft) 0 0 0 50 0 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.86 0.86 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.76 0.77 0.85 Frt 0.850 0.931 Flt Protected 0.992 0.950 Satd. Flow (prot) 00005745 1478 1604 1923 0 0 2623 0 Flt Permitted 0.992 0.612 Satd. Flow (perm) 00005681 1129 797 1923 0 0 2623 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 691 427 236 332 Travel Time (s) 15.7 9.7 5.4 7.5 Confl. Peds. (#/hr) 229 128 128 229 302 158 158 302 Confl. Bikes (#/hr) 41 6 5 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 (%) 2% 2% 2% 2% 6% 2% 5% 4% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 214 1077 368 187 154 0 0 115 99 Shared Lane Traffic (%) Lane Group Flow (vph) 00001291 368 187 154 0 0 214 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 10 10 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.09 0.94 1.00 1.00 1.09 1.09 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Perm NA NA Protected Phases 12 12 4 8 Permitted Phases 12 4 Minimum Split (s) 53.0 53.0 53.0 26.0 26.0 26.0 Total Split (s) 53.0 53.0 53.0 26.0 26.0 26.0 Total Split (%) 62.4% 62.4% 62.4% 30.6% 30.6% 30.6% Maximum Green (s) 49.0 49.0 49.0 22.0 22.0 22.0 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 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 38.0 38.0 38.0 5.0 5.0 5.0

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 6 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 7 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 00000 0 Act Effct Green (s) 49.0 49.0 22.0 22.0 22.0 Actuated g/C Ratio 0.58 0.58 0.26 0.26 0.26 v/c Ratio 0.39 0.57 0.91 0.31 0.32 Control Delay 10.3 15.6 79.7 32.7 27.0 Queue Delay 0.0 0.0 0.0 2.7 0.0 Total Delay 10.3 15.6 79.7 35.4 27.0 LOS B B E D C Approach Delay 11.4 59.7 27.0 Approach LOS B E C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 21 (25%), Referenced to phase 1:Hold, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.91 Intersection Signal Delay: 20.4 Intersection LOS: C Intersection Capacity Utilization 111.0% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 200: North McClurg Court & East Grand Avenue

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 8 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 9 HCM 2010 Signalized Intersection Summary 200: North McClurg Court & East Grand Avenue 08/03/2017

HCM 2010 analysis does not support non-NEMA phasing.

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 10 Lanes, Volumes, Timings 201: 451 E Grand Driveway & East Grand Avenue 08/03/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 0 0 0 1450 60 0 Future Volume (vph) 0 0 0 1450 60 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 12 12 Lane Util. Factor 1.00 1.00 1.00 0.86 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 0 0 0 5981 1770 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 5981 1770 0 Link Speed (mph) 30 30 30 Link Distance (ft) 427 260 229 Travel Time (s) 9.7 5.9 5.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 1576 65 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1576 65 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Stop Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 47.6% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 11 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 40 1385 0 65 10011 Future Volume (vph) 0 0 0 40 1385 0 65 10011 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 0 30 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.95 0.93 0.96 Frt 0.932 Flt Protected 0.950 0.953 Satd. Flow (prot) 0 0 0 1652 4655 0 0 1591 0 0 1669 0 Flt Permitted 0.950 0.730 Satd. Flow (perm) 0 0 0 1571 4655 0 0 1139 0 0 1669 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 260 270 223 183 Travel Time (s) 5.9 6.1 5.1 4.2 Confl. Peds. (#/hr) 72 72 33 24 24 33 Confl. Bikes (#/hr) 47 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% 2% 2% 2% 4% 2% 14% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 43 1505 0 71 10011 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 43 1505 0 0 72 0020 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 0 0 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Minimum Split (s) 99.5 99.5 23.0 23.0 23.0 Total Split (s) 99.5 99.5 23.0 23.0 23.0 Total Split (%) 78.0% 78.0% 18.0% 18.0% 18.0% Maximum Green (s) 94.5 94.5 19.0 19.0 19.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 81.5 81.5 3.0 3.0 3.0

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 12 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 13 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 13.0 13.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 94.5 94.5 19.0 19.0 Actuated g/C Ratio 0.74 0.74 0.15 0.15 v/c Ratio 0.04 0.44 0.43 0.01 Control Delay 4.5 6.8 58.0 39.5 Queue Delay 0.0 5.9 1.4 0.0 Total Delay 4.5 12.7 59.4 39.5 LOS A B E D Approach Delay 12.4 59.4 39.5 Approach LOS B E D Intersection Summary Area Type: Other Cycle Length: 127.5 Actuated Cycle Length: 127.5 Offset: 30 (24%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 130 Control Type: Pretimed Maximum v/c Ratio: 0.44 Intersection Signal Delay: 14.6 Intersection LOS: B Intersection Capacity Utilization 50.1% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 300: North Peshtigo Court/Parking Garage & East Grand Avenue

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 14 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

Lane Group Ø9 Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 15 HCM 2010 Signalized Intersection Summary 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

HCM 2010 methodology does not support exclusive ped or hold phases.

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 16 Lanes, Volumes, Timings 400: North Lake Shore Drive S & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 125 865 000001035 560 Future Volume (vph) 0 0 0 125 865 000001035 560 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 10 10 10 11 11 11 12 12 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 0.95 0.88 Ped Bike Factor 0.96 0.97 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 0 0 1631 4933 000003585 2787 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 1573 4933 000003585 2702 Right Turn on Red Yes Yes Yes Yes No Satd. Flow (RTOR) 39 Link Speed (mph) 30 30 30 30 Link Distance (ft) 270 114 244 515 Travel Time (s) 6.1 2.6 5.5 11.7 Confl. Peds. (#/hr) 100 65 65 100 20 20 Confl. Bikes (#/hr) 33 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% 7% 7% 2% 2% 2% 2% 2% 6% 2% Adj. Flow (vph) 0 0 0 130 901 000001078 583 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 130 901 000001078 583 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 0.98 1.04 1.00 1.00 1.00 1.00 0.94 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA NA Perm Protected Phases 8 6 Permitted Phases 8 6 Minimum Split (s) 52.0 52.0 33.0 33.0 Total Split (s) 52.0 52.0 33.0 33.0 Total Split (%) 61.2% 61.2% 38.8% 38.8% Maximum Green (s) 47.0 47.0 27.0 27.0 Yellow Time (s) 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 40.0 40.0 16.0 16.0 Flash Dont Walk (s) 7.0 7.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 47.0 47.0 27.0 27.0

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 17 Lanes, Volumes, Timings 400: North Lake Shore Drive S & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.55 0.55 0.32 0.32 v/c Ratio 0.15 0.33 0.95 0.68 Control Delay 0.5 4.4 46.2 30.0 Queue Delay 1.4 0.4 0.0 0.0 Total Delay 1.8 4.7 46.2 30.0 LOS A A D C Approach Delay 4.3 40.5 Approach LOS A D Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.95 Intersection Signal Delay: 26.7 Intersection LOS: C Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 400: North Lake Shore Drive S & East Grand Avenue

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 18 HCM 2010 Signalized Intersection Summary 400: North Lake Shore Drive S & East Grand Avenue 08/03/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 125 865 000001035 560 Future Volume (veh/h) 0 0 0 125 865 000001035 560 Number 3 8 18 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1776 1869 0 0 1887 1863 Adj Flow Rate, veh/h 130 901 0 0 1078 583 Adj No. of Lanes 1 3 0 0 2 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 7 7 0 0 6 2 Cap, veh/h 1020 2822 0 0 1139 868 Arrive On Green 0.18 0.18 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1691 5271 0 0 3679 2734 Grp Volume(v), veh/h 130 901 0 0 1078 583 Grp Sat Flow(s),veh/h/ln 1691 1701 0 0 1792 1367 Q Serve(g_s), s 5.5 13.0 0.0 0.0 24.9 15.7 Cycle Q Clear(g_c), s 5.5 13.0 0.0 0.0 24.9 15.7 Prop In Lane 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1020 2822 0 0 1139 868 V/C Ratio(X) 0.13 0.32 0.00 0.00 0.95 0.67 Avail Cap(c_a), veh/h 1020 2822 0 0 1139 868 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 20.9 0.0 0.0 28.3 25.2 Incr Delay (d2), s/veh 0.3 0.3 0.0 0.0 16.6 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 6.2 0.0 0.0 14.9 6.4 LnGrp Delay(d),s/veh 18.0 21.2 0.0 0.0 44.9 29.3 LnGrp LOS B C D C Approach Vol, veh/h 1031 1661 Approach Delay, s/veh 20.8 39.4 Approach LOS C D Timer 12345678 Assigned Phs 6 8 Phs Duration (G+Y+Rc), s 33.0 52.0 Change Period (Y+Rc), s 6.0 5.0 Max Green Setting (Gmax), s 27.0 47.0 Max Q Clear Time (g_c+I1), s 26.9 15.0 Green Ext Time (p_c), s 0.1 7.9 Intersection Summary HCM 2010 Ctrl Delay 32.3 HCM 2010 LOS C

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 19 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 00007054028526025000 Future Volume (vph) 00007054028526025000 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 125 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 75 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.92 0.99 Frt 0.850 0.987 Flt Protected 0.950 Satd. Flow (prot) 00004842 1419 1770 3242 0000 Flt Permitted 0.950 Satd. Flow (perm) 00004842 1300 1770 3242 0000 Right Turn on Red Yes Yes Yes No Yes Satd. Flow (RTOR) 64 297 Link Speed (mph) 30 30 30 30 Link Distance (ft) 114 453 251 376 Travel Time (s) 2.6 10.3 5.7 8.5 Confl. Peds. (#/hr) 77 70 70 77 49 49 Confl. Bikes (#/hr) 5 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% 9% 10% 2% 9% 2% 2% 2% 2% Adj. Flow (vph) 00007344229727126000 Shared Lane Traffic (%) Lane Group Flow (vph) 0000734422972970000 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Right Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 0.98 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type NA Perm Prot NA Protected Phases 8 1 1 2 Permitted Phases 8 Minimum Split (s) 33.0 33.0 18.0 Total Split (s) 33.0 33.0 18.0 Total Split (%) 38.8% 38.8% 21.2% Maximum Green (s) 28.0 28.0 15.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 3.0 Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) 19.0 19.0 15.0

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 20 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 21 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 9.0 9.0 0.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 28.0 28.0 15.0 49.0 Actuated g/C Ratio 0.33 0.33 0.18 0.58 v/c Ratio 0.46 0.09 0.53 0.16 Control Delay 23.7 3.2 17.1 2.6 Queue Delay 0.1 0.0 0.6 0.3 Total Delay 23.8 3.2 17.8 2.9 LOS C A B A Approach Delay 22.6 10.4 Approach LOS C B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 62 (73%), Referenced to phase 1:NBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.53 Intersection Signal Delay: 17.3 Intersection LOS: B Intersection Capacity Utilization 74.5% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 500: North Lake Shore Drive N & East Grand Avenue

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 22 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 23 HCM 2010 Signalized Intersection Summary 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

HCM 2010 Research does not support Non-NEMA phasing.

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 24 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 145 430 195 00008401951558750 Future Volume (vph) 145 430 195 00008401951558750 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 0.80 0.85 0.94 0.91 Frt 0.850 0.972 Flt Protected 0.950 0.950 Satd. Flow (prot) 1407 3116 1463 00004513 0 2708 3465 0 Flt Permitted 0.950 0.154 Satd. Flow (perm) 1124 3116 1246 00004513 0 398 3465 0 Right Turn on Red No Yes No Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 409 689 522 249 Travel Time (s) 9.3 15.7 11.9 5.7 Confl. Peds. (#/hr) 229 147 147 229 157 382 382 157 Confl. Bikes (#/hr) 20 2 13 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 (%) 24% 12% 3% 2% 2% 2% 2% 4% 9% 25% 6% 2% Adj. Flow (vph) 148 439 199 00008571991588930 Shared Lane Traffic (%) Lane Group Flow (vph) 148 439 199 00001056 0 158 893 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 22 22 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.04 0.98 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 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

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 25 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 26 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 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 0.39 0.41 0.47 0.77 0.32 0.53 Control Delay 25.0 22.9 26.4 19.0 9.6 6.3 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.5 Total Delay 25.0 22.9 26.4 19.2 9.6 6.8 LOS C C C B A A Approach Delay 24.2 19.2 7.2 Approach LOS C B A 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: 16.2 Intersection LOS: B Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 600: North Columbus Drive & East Illinois Street

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 27 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 28 HCM 2010 Signalized Intersection Summary 600: North Columbus Drive & East Illinois Street 08/03/2017

HCM 2010 methodology does not support exclusive ped or hold phases.

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 29 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 175 515 90 0000135651401600 Future Volume (vph) 175 515 90 0000135651401600 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 Lane Width (ft) 11 11 11 10 10 10 11 11 11 11 12 12 Storage Length (ft) 75 50 0 0 0 25 0 0 Storage Lanes 0 1 0 0 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.96 0.75 0.78 0.83 Frt 0.850 0.850 Flt Protected 0.987 0.950 Satd. Flow (prot) 0 3036 1446 00001726 1531 1711 1961 0 Flt Permitted 0.987 0.634 Satd. Flow (perm) 0 2929 1088 00001726 1195 949 1961 0 Right Turn on Red No Yes No Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 689 428 560 236 Travel Time (s) 15.7 9.7 12.7 5.4 Confl. Peds. (#/hr) 175 169 169 175 272 198 198 272 Confl. Bikes (#/hr) 11 2 3 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 (%) 3% 17% 8% 2% 2% 2% 2% 12% 2% 2% 2% 2% Adj. Flow (vph) 184 542 95 0000142681471680 Shared Lane Traffic (%) Lane Group Flow (vph) 0 726 95 0000142681471680 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 11 11 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.09 1.09 1.09 1.04 0.98 1.04 1.04 0.94 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2112 Detector Template Left Thru Right Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0000 Detector 1 Position(ft) 0 0 0 0000 Detector 1 Size(ft) 20 6 20 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 30 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 31 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm custom NA Protected Phases 10 2 12 6 12 Permitted Phases 10 10 2 6 Detector Phase 10 10 10 2 2 12 6 12 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 6.0 Minimum Split (s) 40.0 40.0 40.0 28.0 28.0 9.0 Total Split (s) 40.0 40.0 40.0 28.0 28.0 14.0 Total Split (%) 47.1% 47.1% 47.1% 32.9% 32.9% 16.5% Maximum Green (s) 35.0 35.0 35.0 24.0 24.0 11.0 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 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 4.0 3.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 5.0 Recall Mode Max Max Max C-Max C-Max None Walk Time (s) 16.0 16.0 16.0 11.0 11.0 Flash Dont Walk (s) 16.0 16.0 16.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 35.0 35.0 24.5 24.5 36.0 38.0 Actuated g/C Ratio 0.41 0.41 0.29 0.29 0.42 0.45 v/c Ratio 0.60 0.21 0.29 0.20 0.30 0.19 Control Delay 16.3 13.4 25.7 25.1 11.0 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 1.5 Total Delay 16.3 13.4 25.7 25.1 11.0 11.8 LOS BB CCBB Approach Delay 16.0 25.5 11.5 Approach LOS B C B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 49 (58%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.60 Intersection Signal Delay: 16.4 Intersection LOS: B Intersection Capacity Utilization 111.0% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 700: North McClurg Court & East Illinois Street

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 32 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 33 HCM 2010 Signalized Intersection Summary 700: North McClurg Court & East Illinois Street 08/03/2017

HCM 2010 analysis does not support non-NEMA phasing.

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 34 Lanes, Volumes, Timings 701: East Illinois Street & 451 E Grand Driveway 08/03/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 10 710 0000 Future Volume (vph) 10 710 0000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 12 12 12 12 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt Flt Protected 0.999 Satd. Flow (prot) 0 3300 0000 Flt Permitted 0.999 Satd. Flow (perm) 0 3300 0000 Link Speed (mph) 30 30 30 Link Distance (ft) 428 250 229 Travel Time (s) 9.7 5.7 5.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 772 0000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 783 0000 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 10 10 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 47.6% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 35 Lanes, Volumes, Timings 800: Parking Garage/North Peshtigo Court & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 645 00000114010 Future Volume (vph) 65 645 00000114010 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 12 12 12 12 12 12 12 12 12 Storage Length (ft) 80 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 80 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.92 0.99 1.00 Frt 0.932 Flt Protected 0.950 0.953 Satd. Flow (prot) 1532 3195 000001721 0 0 1775 0 Flt Permitted 0.950 0.803 Satd. Flow (perm) 1411 3195 000001721 0 0 1488 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 250 270 201 223 Travel Time (s) 5.7 6.1 4.6 5.1 Confl. Peds. (#/hr) 96 96 33 5 5 33 Confl. Bikes (#/hr) 7 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 (%) 10% 11% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 67 665 00000114110 Shared Lane Traffic (%) Lane Group Flow (vph) 67 665 00000200420 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 0 0 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.02 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 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 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 39.0 39.0 12.0 12.0 12.0

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 36 Lanes, Volumes, Timings 800: Parking Garage/North Peshtigo Court & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 13.0 13.0 13.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 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 0.08 0.34 0.00 0.10 Control Delay 5.3 8.3 18.5 22.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 5.3 8.3 18.5 22.6 LOS A A B C Approach Delay 8.0 18.5 22.6 Approach LOS A B C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 78 (92%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.34 Intersection Signal Delay: 8.8 Intersection LOS: A Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 800: Parking Garage/North Peshtigo Court & East Illinois Street

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 37 HCM 2010 Signalized Intersection Summary 800: Parking Garage/North Peshtigo Court & East Illinois Street 08/03/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 645 00000114010 Future Volume (veh/h) 65 645 00000114010 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1727 1802 0 0 1863 1900 1900 1863 0 Adj Flow Rate, veh/h 67 665 0 0 1 1 41 1 0 Adj No. of Lanes 1 2 0 010010 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 10 11 0 022220 Cap, veh/h 1006 2094 0 0 251 251 486 11 0 Arrive On Green 0.61 0.61 0.00 0.00 0.29 0.29 0.29 0.29 0.00 Sat Flow, veh/h 1645 3514 0 0 852 852 1368 37 0 Grp Volume(v), veh/h 67 665 0 0 0 2 42 0 0 Grp Sat Flow(s),veh/h/ln 1645 1712 0 0 0 1704 1405 0 0 Q Serve(g_s), s 1.4 8.0 0.0 0.0 0.0 0.1 1.8 0.0 0.0 Cycle Q Clear(g_c), s 1.4 8.0 0.0 0.0 0.0 0.1 1.9 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.50 0.98 0.00 Lane Grp Cap(c), veh/h 1006 2094 0 0 0 501 497 0 0 V/C Ratio(X) 0.07 0.32 0.00 0.00 0.00 0.00 0.08 0.00 0.00 Avail Cap(c_a), veh/h 1006 2094 0 0 0 501 497 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.7 8.0 0.0 0.0 0.0 21.2 21.8 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.4 0.0 0.0 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 3.8 0.0 0.0 0.0 0.0 0.8 0.0 0.0 LnGrp Delay(d),s/veh 6.8 8.3 0.0 0.0 0.0 21.2 22.2 0.0 0.0 LnGrp LOS A A C C Approach Vol, veh/h 732 2 42 Approach Delay, s/veh 8.2 21.2 22.2 Approach LOS A C C Timer 12345678 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 56.0 29.0 Change Period (Y+Rc), s 4.0 4.0 4.0 Max Green Setting (Gmax), s 25.0 52.0 25.0 Max Q Clear Time (g_c+I1), s 2.1 3.4 3.9 Green Ext Time (p_c), s 0.1 0.0 0.1 Intersection Summary HCM 2010 Ctrl Delay 9.0 HCM 2010 LOS A

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 38 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 375 310 000000901070 0 Future Volume (vph) 0 375 310 000000901070 0 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 8 12 12 12 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 1 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Ped Bike Factor 0.68 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 3031 1346 0000001610 3294 0 Flt Permitted 0.950 Satd. Flow (perm) 0 3031 919 0000001610 3294 0 Right Turn on Red No Yes Yes Yes Yes Satd. Flow (RTOR) 103 103 Link Speed (mph) 30 30 30 30 Link Distance (ft) 270 131 305 244 Travel Time (s) 6.1 3.0 6.9 5.5 Confl. Peds. (#/hr) 91 102 102 91 21 21 Confl. Bikes (#/hr) 22 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% 17% 4% 2% 2% 2% 2% 2% 2% 2% 5% 2% Adj. Flow (vph) 0 391 323 000000941115 0 Shared Lane Traffic (%) 10% Lane Group Flow (vph) 0 391 323 000000851124 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.02 1.20 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type NA custom Split NA Protected Phases 4 9 2 10 2 10 Permitted Phases 4 Minimum Split (s) 24.0 12.0 Total Split (s) 27.0 12.0 Total Split (%) 31.8% 14.1% Maximum Green (s) 23.0 8.0 Yellow Time (s) 3.0 3.0 All-Red Time (s) 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) 10.0 4.0

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 39 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 40 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 10.0 4.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 23.0 31.0 42.0 42.0 Actuated g/C Ratio 0.27 0.36 0.49 0.49 v/c Ratio 0.48 0.86 0.10 0.67 Control Delay 21.8 46.8 0.1 2.8 Queue Delay 0.4 0.0 0.0 2.0 Total Delay 22.2 46.8 0.1 4.8 LOS C D A A Approach Delay 33.3 4.5 Approach LOS C A Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 13 (15%), Referenced to phase 2:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.86 Intersection Signal Delay: 15.2 Intersection LOS: B Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 900: North Lake Shore Drive S & East Illinois Street

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 41 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 42 HCM 2010 Signalized Intersection Summary 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

HCM 2010 methodology does not support clustered intersections.

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 43 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 250 215 0000032065000 Future Volume (vph) 250 215 0000032065000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 12 12 12 12 12 12 12 12 12 Lane Util. Factor 0.91 0.91 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.96 0.99 0.97 Frt 0.975 Flt Protected 0.950 0.985 Satd. Flow (prot) 1503 2714 000003214 0000 Flt Permitted 0.950 0.985 Satd. Flow (perm) 1442 2680 000003214 0000 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 144 110 26 Link Speed (mph) 30 30 30 30 Link Distance (ft) 131 547 323 251 Travel Time (s) 3.0 12.4 7.3 5.7 Confl. Peds. (#/hr) 48 71 71 48 1 43 43 1 Confl. Bikes (#/hr) 1 11 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 24% 2% 2% 2% 2% 2% 7% 5% 2% 2% 2% Adj. Flow (vph) 281 242 0000036073000 Shared Lane Traffic (%) 39% Lane Group Flow (vph) 171 352 000004330000 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA NA Protected Phases 2 8 9 10 Permitted Phases 2 8 9 10 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) 57.0 57.0 20.0

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 44 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

Lane Group Ø2 Ø4 Ø8 Ø9 Ø10 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 248910 Permitted Phases Minimum Split (s) 34.0 24.0 27.0 12.0 12.0 Total Split (s) 34.0 27.0 27.0 12.0 12.0 Total Split (%) 40% 32% 32% 14% 14% Maximum Green (s) 30.0 23.0 20.0 8.0 8.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 4.0 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time (s) 18.0 10.0 10.0 4.0 4.0 Flash Dont Walk (s) 12.0 10.0 10.0 4.0 4.0 Pedestrian Calls (#/hr) 00000 Act Effct Green (s)

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 45 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.67 0.67 0.24 v/c Ratio 0.17 0.19 0.56 Control Delay 0.3 0.3 30.0 Queue Delay 1.0 0.6 0.0 Total Delay 1.3 0.8 30.0 LOS A A C Approach Delay 1.0 30.0 Approach LOS A C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 13 (15%), Referenced to phase 2:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.86 Intersection Signal Delay: 14.1 Intersection LOS: B Intersection Capacity Utilization 71.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 1000: North Lake Shore Drive N & East Illinois Street

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 46 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

Lane Group Ø2 Ø4 Ø8 Ø9 Ø10 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 47 HCM 2010 Signalized Intersection Summary 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

HCM 2010 methodology does not support clustered intersections.

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 48 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 90 50 115 85 20 40 5 125 905 115 30 970 Future Volume (vph) 90 50 115 85 20 40 5 125 905 115 30 970 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 80 90 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 0.87 0.92 0.85 0.98 0.95 0.91 0.99 Frt 0.850 0.850 0.983 0.990 Flt Protected 0.969 0.961 0.950 0.950 Satd. Flow (prot) 0 1653 1478 0 1680 1531 0 1593 4566 0 1620 4772 Flt Permitted 0.756 0.695 0.193 0.199 Satd. Flow (perm) 0 1190 1290 0 1122 1302 0 318 4566 0 308 4772 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 51 51 36 18 Link Speed (mph) 30 30 30 30 Link Distance (ft) 369 379 501 522 Travel Time (s) 8.4 8.6 11.4 11.9 Confl. Peds. (#/hr) 154 128 128 154 86 438 438 Confl. Bikes (#/hr) 1 4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 5% 2% 2% 2% 18% 2% 2% 2% 6% 3% 4% 7% Adj. Flow (vph) 95 53 121 89 21 42 5 132 953 121 32 1021 Shared Lane Traffic (%) Lane Group Flow (vph) 0 148 121 0 110 42 0 137 1074 0 32 1095 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right R NA Left Left Right Left Left Median Width(ft) 0 0 10 10 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 1.04 1.04 1.00 1.14 1.00 1.00 1.09 1.00 Turning Speed (mph) 15 9 15 9 9 15 9 15 Turn Type Perm NA Perm Perm NA Perm custom pm+pt NA pm+pt NA Protected Phases 4 8 13 2 9 6 Permitted Phases 4 4 8 8 13 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

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 49 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 08/03/2017

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 50 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT 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 0.38 0.26 0.30 0.09 0.55 0.50 0.13 0.49 Control Delay 25.3 14.4 24.0 5.5 18.0 15.9 12.6 19.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.3 14.4 24.0 5.5 18.0 15.9 12.6 19.4 LOS CB CA BB BB Approach Delay 20.4 18.9 16.2 19.2 Approach LOS C B B B 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: 0.55 Intersection Signal Delay: 18.0 Intersection LOS: B Intersection Capacity Utilization 102.2% ICU Level of Service G Analysis Period (min) 15

Splits and Phases: 1100: North Columbus Drive & North Water Street

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 51 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 08/03/2017

Lane Group SBR Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 52 HCM 2010 Signalized Intersection Summary 1100: North Columbus Drive & North Water Street 08/03/2017

HCM 2010 analysis does not support non-NEMA phasing.

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 53 Lanes, Volumes, Timings 1200: North New Street & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 15 65 0 0 175 15 20 10 5 15 5 40 Future Volume (vph) 15 65 0 0 175 15 20 10 5 15 5 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.989 0.950 0.910 Flt Protected 0.991 0.950 0.987 Satd. Flow (prot) 0 1704 0 0 1815 0 1770 1770 0 0 1610 0 Flt Permitted 0.991 0.950 0.987 Satd. Flow (perm) 0 1704 0 0 1815 0 1770 1770 0 0 1610 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 298 253 188 350 Travel Time (s) 6.8 5.8 4.3 8.0 Confl. Peds. (#/hr) 28 88 88 28 19 34 34 19 Confl. Bikes (#/hr) 1 8 2 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 (%) 21% 8% 2% 2% 2% 21% 2% 2% 2% 2% 2% 8% Adj. Flow (vph) 16 68 0 0 182 16 21 10 5 16 5 42 Shared Lane Traffic (%) Lane Group Flow (vph) 0 84 0 0 198 0 21 15 0 0 63 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 54 HCM 2010 AWSC 1200: North New Street & North Water Street 08/03/2017

Intersection Intersection Delay, s/veh 8.3 Intersection LOS A

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 15 65 0 0 0 175 15 0 20 10 5 Future Vol, veh/h 0 15 65 0 0 0 175 15 0 20 10 5 Peak Hour Factor 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 Heavy Vehicles, % 2 21 82222212222 Mvmt Flow 0 16 68 0 0 0 182 16 0 21 10 5 Number of Lanes 001000100110 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 2 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 2 1 1 HCM Control Delay 8.3 8.5 8.3 HCM LOS A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, % 100% 0% 19% 0% 25% Vol Thru, % 0% 67% 81% 92% 8% Vol Right, % 0% 33% 0% 8% 67% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 20 15 80 190 60 LT Vol 20 0 15 0 15 Through Vol 0 10 65 175 5 RT Vol 0 5 0 15 40 Lane Flow Rate 21 16 83 198 63 Geometry Grp 77225 Degree of Util (X) 0.033 0.022 0.11 0.232 0.076 Departure Headway (Hd) 5.736 4.998 4.739 4.222 4.377 Convergence, Y/N Yes Yes Yes Yes Yes Cap 626 718 758 853 820 Service Time 3.454 2.716 2.753 2.235 2.394 HCM Lane V/C Ratio 0.034 0.022 0.109 0.232 0.077 HCM Control Delay 8.7 7.8 8.3 8.5 7.8 HCM Lane LOS AAAAA HCM 95th-tile Q 0.1 0.1 0.4 0.9 0.2

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 55 HCM 2010 AWSC 1200: North New Street & North Water Street 08/03/2017

Intersection Intersection Delay, s/veh Intersection LOS

Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 15 5 40 Future Vol, veh/h 0 15 5 40 Peak Hour Factor 0.92 0.96 0.96 0.96 Heavy Vehicles, % 2228 Mvmt Flow 0 16 5 42 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 2 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 7.8 HCM LOS A

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 56 Lanes, Volumes, Timings 1300: North McClurg Court & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 60 15 10 0 45 135 5 5 0 85 25 140 Future Volume (vph) 60 15 10 0 45 135 5 5 0 85 25 140 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.984 0.899 0.924 Flt Protected 0.966 0.976 0.983 Satd. Flow (prot) 0 1685 0 0 1662 0 0 1818 0 0 1692 0 Flt Permitted 0.966 0.976 0.983 Satd. Flow (perm) 0 1685 0 0 1662 0 0 1818 0 0 1692 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 253 328 153 560 Travel Time (s) 5.8 7.5 3.5 12.7 Confl. Peds. (#/hr) 34 73 73 34 113 58 58 113 Confl. Bikes (#/hr) 1 1 9 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 8% 2% 10% 2% 2% 3% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 65 16 11 0 48 145 5 5 0 91 27 151 Shared Lane Traffic (%) Lane Group Flow (vph) 0 92 0 0 193 0 0 10 0 0 269 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 57 HCM 2010 AWSC 1300: North McClurg Court & North Water Street 08/03/2017

Intersection Intersection Delay, s/veh 9 Intersection LOS A

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 60 15 10 0 0 45 135 0550 Future Vol, veh/h 0 60 15 10 0 0 45 135 0550 Peak Hour Factor 0.92 0.93 0.93 0.93 0.92 0.93 0.93 0.93 0.92 0.93 0.93 0.93 Heavy Vehicles, % 2 8 2 10 22232222 Mvmt Flow 0 65 16 11 0 0 48 145 0550 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 8.7 8.5 8.1 HCM LOS A A A

Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 50% 71% 0% 34% Vol Thru, % 50% 18% 25% 10% Vol Right, % 0% 12% 75% 56% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 10 85 180 250 LT Vol 5 60 0 85 Through Vol 5 15 45 25 RT Vol 0 10 135 140 Lane Flow Rate 11 91 194 269 Geometry Grp 1111 Degree of Util (X) 0.015 0.126 0.228 0.323 Departure Headway (Hd) 4.992 4.955 4.234 4.323 Convergence, Y/N Yes Yes Yes Yes Cap 715 723 848 831 Service Time 3.037 2.992 2.264 2.354 HCM Lane V/C Ratio 0.015 0.126 0.229 0.324 HCM Control Delay 8.1 8.7 8.5 9.4 HCM Lane LOS AAAA HCM 95th-tile Q 0 0.4 0.9 1.4

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 58 HCM 2010 AWSC 1300: North McClurg Court & North Water Street 08/03/2017

Intersection Intersection Delay, s/veh Intersection LOS

Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 85 25 140 Future Vol, veh/h 0 85 25 140 Peak Hour Factor 0.92 0.93 0.93 0.93 Heavy Vehicles, % 2222 Mvmt Flow 0 91 27 151 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 9.4 HCM LOS A

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 59 Lanes, Volumes, Timings 1301: Existing Driveways & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 60 40 0 115 00000065 Future Volume (vph) 0 60 40 0 115 00000065 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.946 0.865 Flt Protected Satd. Flow (prot) 0 1762 0 0 1863 0 1863 00001611 Flt Permitted Satd. Flow (perm) 0 1762 0 0 1863 0 1863 00001611 Link Speed (mph) 30 30 30 30 Link Distance (ft) 328 269 109 111 Travel Time (s) 7.5 6.1 2.5 2.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 65 43 0 125 00000071 Shared Lane Traffic (%) Lane Group Flow (vph) 0 108 0 0 125 00000071 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.7% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 60 HCM 2010 TWSC 1301: Existing Driveways & North Water Street 08/03/2017

Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 60 40 0 115 0 0 0 0 0 0 65 Future Vol, veh/h 0 60 40 0 115 0 0 0 0 0 0 65 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------0 - - - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 65 43 0 125 0 0 0 0 0 0 71

Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All - 0 0 - - 0 212 - - - - 125 Stage 1 ------87 - - - - - Stage 2 ------125 - - - - - Critical Hdwy ------7.12 - - - - 6.22 Critical Hdwy Stg 1 ------6.12 - - - - - Critical Hdwy Stg 2 ------6.12 - - - - - Follow-up Hdwy ------3.518 - - - - 3.318 Pot Cap-1 Maneuver 0 - - 0 - 0 745 0 0 0 0 926 Stage 1 0 - - 0 - 0 921 0 0 0 0 - Stage 2 0 - - 0 - 0 879 0 0 0 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver ------688 - - - - 926 Mov Cap-2 Maneuver ------688 - - - - - Stage 1 ------921 - - - - - Stage 2 ------812 - - - - -

Approach EB WB NB SB HCM Control Delay, s 0 0 0 9.2 HCM LOS A A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBT SBLn1 Capacity (veh/h) ----926 HCM Lane V/C Ratio ----0.076 HCM Control Delay (s) 0 - - - 9.2 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) ----0.2

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 61 Lanes, Volumes, Timings 1400: North Water Street & West Access 08/03/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 60 115 0 0 0 Future Volume (vph) 0 60 115 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 0 1863 1863 0 0 1863 Flt Permitted Satd. Flow (perm) 0 1863 1863 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 269 48 162 Travel Time (s) 6.1 1.1 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 65 125 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 65 125 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 9.4% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 62 HCM 2010 TWSC 1400: North Water Street & West Access 08/03/2017

Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 60 115 0 0 0 Future Vol, veh/h 0 60 115 0 0 0 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 65 125 0 0 0

Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 125 Stage 1 ------Stage 2 ------Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver 0 - - 0 0 926 Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 926 Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

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

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

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 63 Lanes, Volumes, Timings 1500: East Access & SB Off-Ramp 08/03/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 20 0 0 0 40 Future Volume (vph) 0 20 0 0 0 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1611 0 0 0 1863 Flt Permitted Satd. Flow (perm) 0 1611 0 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 73 96 112 Travel Time (s) 1.7 2.2 2.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 22 0 0 0 43 Shared Lane Traffic (%) Lane Group Flow (vph) 0 22 0 0 0 43 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Free Stop Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 64 Lanes, Volumes, Timings 1600: SB Off-Ramp & North Lake Shore Drive S 08/03/2017

Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 0 0 1360 20 0 0 Future Volume (vph) 0 0 1360 20 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.91 0.91 1.00 1.00 Frt 0.998 Flt Protected Satd. Flow (prot) 0 0 5075 0 0 0 Flt Permitted Satd. Flow (perm) 0 0 5075 0 0 0 Link Speed (mph) 30 30 30 Link Distance (ft) 526 305 169 Travel Time (s) 12.0 6.9 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 1478 22 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 1500 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 30.1% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 65 Lanes, Volumes, Timings 1700: North Lake Shore Drive N & NB On-Ramp 08/03/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 40 345 0 0 0 Future Volume (vph) 0 40 345 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1611 3539 0 0 0 Flt Permitted Satd. Flow (perm) 0 1611 3539 0 0 0 Link Speed (mph) 30 30 30 Link Distance (ft) 236 425 323 Travel Time (s) 5.4 9.7 7.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 43 375 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 43 375 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 19.5% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 66 HCM 2010 TWSC 1700: North Lake Shore Drive N & NB On-Ramp 08/03/2017

Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 40 345 0 0 0 Future Vol, veh/h 0 40 345 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - - Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 43 375 0 0 0

Major/Minor Minor1 Major1 Conflicting Flow All - 188 0 - 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 0 822 - 0 Stage 1 0 - - 0 Stage 2 0 - - 0 Platoon blocked, % - Mov Cap-1 Maneuver - 822 - - Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - -

Approach WB NB HCM Control Delay, s 9.6 0 HCM LOS A

Minor Lane/Major Mvmt NBTWBLn1 Capacity (veh/h) - 822 HCM Lane V/C Ratio - 0.053 HCM Control Delay (s) - 9.6 HCM Lane LOS - A HCM 95th %tile Q(veh) - 0.2

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 67 Lanes, Volumes, Timings 1800: East Access 08/03/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0000400 Future Volume (vph) 0000400 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 Flt Protected 0.950 Satd. Flow (prot) 0 1863 0 0 1770 0 Flt Permitted 0.950 Satd. Flow (perm) 0 1863 0 0 1770 0 Link Speed (mph) 30 30 30 Link Distance (ft) 48 89 96 Travel Time (s) 1.1 2.0 2.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0000430 Shared Lane Traffic (%) Lane Group Flow (vph) 0000430 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Stop Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 68 HCM 2010 TWSC 1800: East Access 08/03/2017

Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 40 0 Future Vol, veh/h 0 0 0 0 40 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Free Free RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 - - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 43 0

Major/Minor Minor2 Major2 Conflicting Flow All - 87 0 - Stage 1 - 87 - - Stage 2 - 0 - - Critical Hdwy - - - - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - - - - Pot Cap-1 Maneuver 0 - - 0 Stage 1 0 - - 0 Stage 2 0 - - 0 Platoon blocked, % Mov Cap-1 Maneuver - 0 - - Mov Cap-2 Maneuver - 0 - - Stage 1 - 0 - - Stage 2 - 0 - -

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

Minor Lane/Major Mvmt EBLn1 SBL Capacity (veh/h) - - HCM Lane V/C Ratio - - HCM Control Delay (s) 0 - HCM Lane LOS A - HCM 95th %tile Q(veh) - -

Future (2020) Build Traffic Volumes 8:00 am 06/22/2017 AM Peak Hour Synchro 9 Report EJA Page 69 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 385 695 150 290 735 0 0 1050 170 Future Volume (vph) 0 0 0 385 695 150 290 735 0 0 1050 170 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 0 130 65 0 0 0 Storage Lanes 0 0 1 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 0.65 0.63 0.96 0.95 Frt 0.850 0.979 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 0 0 1711 4808 1277 3286 3410 0 0 4271 0 Flt Permitted 0.950 0.118 Satd. Flow (perm) 0 0 0 1109 4808 807 390 3410 0 0 4271 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 407 691 249 540 Travel Time (s) 9.3 15.7 5.7 12.3 Confl. Peds. (#/hr) 440 481 481 440 575 729 729 575 Confl. Bikes (#/hr) 57 6 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 2% 2% 2% 6% 18% 3% 4% 2% 2% 5% 10% Adj. Flow (vph) 0 0 0 397 716 155 299 758 0 0 1082 175 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 397 716 155 299 758 0 0 1257 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 22 22 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 1.02 1.09 1.04 1.02 1.00 1.00 1.09 1.09 Turning Speed (mph) 15 9 15 9 15 9 15 9 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 9.0 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) 5.0 25.0 15.0

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 1 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 2 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 17.0 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 1.06 0.41 0.75 0.70 0.46 0.81 Control Delay 92.0 21.2 49.8 23.7 5.0 29.3 Queue Delay 0.0 0.0 0.0 71.5 2.4 0.1 Total Delay 92.0 21.2 49.8 95.2 7.3 29.4 LOS F C D F A C Approach Delay 46.8 32.2 29.4 Approach LOS D C C 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: 1.06 Intersection Signal Delay: 36.4 Intersection LOS: D Intersection Capacity Utilization 102.3% ICU Level of Service G Analysis Period (min) 15

Splits and Phases: 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 3 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 4 HCM 2010 Signalized Intersection Summary 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

HCM 2010 analysis does not support non-NEMA phasing.

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 5 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 115 585 100 180 170 0 0 290 140 Future Volume (vph) 0 0 0 115 585 100 180 170 0 0 290 140 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 10 12 12 12 10 10 Storage Length (ft) 0 0 0 50 0 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.86 0.86 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 0.97 0.67 0.84 0.89 Frt 0.850 0.951 Flt Protected 0.992 0.950 Satd. Flow (prot) 00005568 1478 1652 1961 0 0 2780 0 Flt Permitted 0.992 0.347 Satd. Flow (perm) 00005396 991 510 1961 0 0 2780 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 691 427 236 332 Travel Time (s) 15.7 9.7 5.4 7.5 Confl. Peds. (#/hr) 350 361 361 350 463 398 398 463 Confl. Bikes (#/hr) 26 7 2 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 (%) 2% 2% 2% 2% 10% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 126 643 110 198 187 0 0 319 154 Shared Lane Traffic (%) Lane Group Flow (vph) 0000769110198187004730 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 10 10 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.09 0.94 1.00 1.00 1.09 1.09 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Perm NA NA Protected Phases 12 12 4 8 Permitted Phases 12 4 Minimum Split (s) 53.0 53.0 53.0 26.0 26.0 26.0 Total Split (s) 53.0 53.0 53.0 26.0 26.0 26.0 Total Split (%) 62.4% 62.4% 62.4% 30.6% 30.6% 30.6% Maximum Green (s) 49.0 49.0 49.0 22.0 22.0 22.0 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 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 38.0 38.0 38.0 5.0 5.0 5.0

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 6 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 7 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 00000 0 Act Effct Green (s) 49.0 49.0 22.0 22.0 22.0 Actuated g/C Ratio 0.58 0.58 0.26 0.26 0.26 v/c Ratio 0.24 0.19 1.50 0.37 0.66 Control Delay 9.1 9.7 282.2 28.6 33.3 Queue Delay 0.0 0.0 0.0 4.0 0.4 Total Delay 9.1 9.7 282.2 32.5 33.7 LOS A A F C C Approach Delay 9.2 160.9 33.7 Approach LOS A F C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 24 (28%), Referenced to phase 1:Hold, Start of Green Natural Cycle: 95 Control Type: Pretimed Maximum v/c Ratio: 1.50 Intersection Signal Delay: 49.5 Intersection LOS: D Intersection Capacity Utilization 114.1% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 200: North McClurg Court & East Grand Avenue

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 8 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 9 HCM 2010 Signalized Intersection Summary 200: North McClurg Court & East Grand Avenue 08/03/2017

HCM 2010 analysis does not support non-NEMA phasing.

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 10 Lanes, Volumes, Timings 201: 451 E Grand Driveway & East Grand Avenue 08/03/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 0 0 20 770 30 0 Future Volume (vph) 0 0 20 770 30 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 12 12 Lane Util. Factor 1.00 1.00 0.86 0.86 1.00 1.00 Frt Flt Protected 0.999 0.950 Satd. Flow (prot) 0 0 0 5975 1770 0 Flt Permitted 0.999 0.950 Satd. Flow (perm) 0 0 0 5975 1770 0 Link Speed (mph) 30 30 30 Link Distance (ft) 427 260 229 Travel Time (s) 9.7 5.9 5.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 22 837 33 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 859 33 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Stop Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 11 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 55 685 0 105 10011 Future Volume (vph) 0 0 0 55 685 0 105 10011 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 0 30 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.81 0.91 0.95 Frt 0.932 Flt Protected 0.950 0.953 Satd. Flow (prot) 0 0 0 1652 4401 0 0 1775 0 0 1649 0 Flt Permitted 0.950 0.728 Satd. Flow (perm) 0 0 0 1339 4401 0 0 1235 0 0 1649 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 260 270 223 183 Travel Time (s) 5.9 6.1 5.1 4.2 Confl. Peds. (#/hr) 281 281 45 39 39 45 Confl. Bikes (#/hr) 20 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% 10% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 57 714 0 109 10011 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 57 714 0 0 110 0020 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 0 0 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Minimum Split (s) 99.5 99.5 23.0 23.0 23.0 Total Split (s) 99.5 99.5 23.0 23.0 23.0 Total Split (%) 78.0% 78.0% 18.0% 18.0% 18.0% Maximum Green (s) 94.5 94.5 19.0 19.0 19.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 81.5 81.5 3.0 3.0 3.0

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 12 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 13 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 13.0 13.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 94.5 94.5 19.0 19.0 Actuated g/C Ratio 0.74 0.74 0.15 0.15 v/c Ratio 0.06 0.22 0.60 0.01 Control Delay 4.6 5.3 65.3 39.5 Queue Delay 0.0 1.0 6.1 0.0 Total Delay 4.6 6.3 71.3 39.5 LOS A A E D Approach Delay 6.2 71.3 39.5 Approach LOS A E D Intersection Summary Area Type: Other Cycle Length: 127.5 Actuated Cycle Length: 127.5 Offset: 30 (24%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 130 Control Type: Pretimed Maximum v/c Ratio: 0.60 Intersection Signal Delay: 14.3 Intersection LOS: B Intersection Capacity Utilization 36.6% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 300: North Peshtigo Court/Parking Garage & East Grand Avenue

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 14 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

Lane Group Ø9 Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 15 HCM 2010 Signalized Intersection Summary 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

HCM 2010 methodology does not support exclusive ped or hold phases.

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 16 Lanes, Volumes, Timings 400: North Lake Shore Drive S & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 295 605 00000350135 Future Volume (vph) 0 0 0 295 605 00000350135 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 10 10 10 11 11 11 12 12 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 0.95 0.88 Ped Bike Factor 0.85 0.97 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 0 0 1662 4755 000003654 2787 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 1419 4755 000003654 2704 Right Turn on Red Yes Yes Yes Yes No Satd. Flow (RTOR) 248 Link Speed (mph) 30 30 30 30 Link Distance (ft) 270 114 244 515 Travel Time (s) 6.1 2.6 5.5 11.7 Confl. Peds. (#/hr) 312 269 269 312 19 19 Confl. Bikes (#/hr) 18 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% 11% 2% 2% 2% 2% 2% 4% 2% Adj. Flow (vph) 0 0 0 304 624 00000361139 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 304 624 00000361139 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 0.98 1.04 1.00 1.00 1.00 1.00 0.94 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA NA Perm Protected Phases 8 6 Permitted Phases 8 6 Minimum Split (s) 52.0 52.0 33.0 33.0 Total Split (s) 52.0 52.0 33.0 33.0 Total Split (%) 61.2% 61.2% 38.8% 38.8% Maximum Green (s) 47.0 47.0 27.0 27.0 Yellow Time (s) 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 40.0 40.0 16.0 16.0 Flash Dont Walk (s) 7.0 7.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 47.0 47.0 27.0 27.0

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 17 Lanes, Volumes, Timings 400: North Lake Shore Drive S & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.55 0.55 0.32 0.32 v/c Ratio 0.34 0.24 0.31 0.16 Control Delay 2.5 1.7 22.9 21.5 Queue Delay 1.0 0.4 0.0 0.0 Total Delay 3.5 2.1 22.9 21.5 LOS A A C C Approach Delay 2.6 22.5 Approach LOS A C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.34 Intersection Signal Delay: 9.6 Intersection LOS: A Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 400: North Lake Shore Drive S & East Grand Avenue

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 18 HCM 2010 Signalized Intersection Summary 400: North Lake Shore Drive S & East Grand Avenue 08/03/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 295 605 00000350135 Future Volume (veh/h) 0 0 0 295 605 00000350135 Number 3 8 18 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1810 1802 0 0 1923 1863 Adj Flow Rate, veh/h 304 624 0 0 361 139 Adj No. of Lanes 1 3 0 0 2 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 5 11 0 0 4 2 Cap, veh/h 1038 2720 0 0 1161 869 Arrive On Green 0.18 0.18 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1723 5081 0 0 3750 2737 Grp Volume(v), veh/h 304 624 0 0 361 139 Grp Sat Flow(s),veh/h/ln 1723 1640 0 0 1827 1368 Q Serve(g_s), s 13.0 9.2 0.0 0.0 6.4 3.1 Cycle Q Clear(g_c), s 13.0 9.2 0.0 0.0 6.4 3.1 Prop In Lane 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1038 2720 0 0 1161 869 V/C Ratio(X) 0.29 0.23 0.00 0.00 0.31 0.16 Avail Cap(c_a), veh/h 1038 2720 0 0 1161 869 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 20.9 19.3 0.0 0.0 22.0 20.8 Incr Delay (d2), s/veh 0.7 0.2 0.0 0.0 0.7 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 4.2 0.0 0.0 3.3 1.2 LnGrp Delay(d),s/veh 21.6 19.5 0.0 0.0 22.7 21.2 LnGrp LOS C B C C Approach Vol, veh/h 928 500 Approach Delay, s/veh 20.2 22.3 Approach LOS C C Timer 12345678 Assigned Phs 6 8 Phs Duration (G+Y+Rc), s 33.0 52.0 Change Period (Y+Rc), s 6.0 5.0 Max Green Setting (Gmax), s 27.0 47.0 Max Q Clear Time (g_c+I1), s 8.4 15.0 Green Ext Time (p_c), s 2.8 5.9 Intersection Summary HCM 2010 Ctrl Delay 20.9 HCM 2010 LOS C

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 19 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 000075510014566025000 Future Volume (vph) 000075510014566025000 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 125 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 75 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.75 0.98 Frt 0.850 0.995 Flt Protected 0.950 Satd. Flow (prot) 00004798 1531 1752 3386 0000 Flt Permitted 0.950 Satd. Flow (perm) 00004798 1141 1752 3386 0000 Right Turn on Red Yes Yes Yes No Yes Satd. Flow (RTOR) 64 125 Link Speed (mph) 30 30 30 30 Link Distance (ft) 114 453 251 376 Travel Time (s) 2.6 10.3 5.7 8.5 Confl. Peds. (#/hr) 271 314 314 271 264 264 Confl. Bikes (#/hr) 2 15 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 2% 2% 10% 2% 3% 4% 2% 2% 2% 2% Adj. Flow (vph) 000079510515369526000 Shared Lane Traffic (%) Lane Group Flow (vph) 00007951051537210000 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Right Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 0.98 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type NA Perm Prot NA Protected Phases 8 1 1 2 Permitted Phases 8 Minimum Split (s) 33.0 33.0 18.0 Total Split (s) 33.0 33.0 18.0 Total Split (%) 38.8% 38.8% 21.2% Maximum Green (s) 28.0 28.0 15.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 3.0 Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) 19.0 19.0 15.0

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 20 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 21 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 9.0 9.0 0.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 28.0 28.0 15.0 49.0 Actuated g/C Ratio 0.33 0.33 0.18 0.58 v/c Ratio 0.50 0.25 0.37 0.37 Control Delay 24.3 11.4 13.7 5.0 Queue Delay 0.0 0.0 0.4 1.2 Total Delay 24.3 11.4 14.1 6.1 LOS C B B A Approach Delay 22.8 7.5 Approach LOS C A Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 62 (73%), Referenced to phase 1:NBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.50 Intersection Signal Delay: 15.3 Intersection LOS: B Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 500: North Lake Shore Drive N & East Grand Avenue

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 22 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 23 HCM 2010 Signalized Intersection Summary 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

HCM 2010 Research does not support Non-NEMA phasing.

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 24 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 175 715 290 00008501902101225 0 Future Volume (vph) 175 715 290 00008501902101225 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 0.63 0.65 0.93 0.90 Frt 0.850 0.973 Flt Protected 0.950 0.950 Satd. Flow (prot) 1678 3323 1478 00004189 0 3105 3566 0 Flt Permitted 0.950 0.148 Satd. Flow (perm) 1049 3323 954 00004189 0 434 3566 0 Right Turn on Red No Yes No Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 409 689 522 249 Travel Time (s) 9.3 15.7 11.9 5.7 Confl. Peds. (#/hr) 766 501 501 766 339 625 625 339 Confl. Bikes (#/hr) 70 9 12 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 (%) 4% 5% 2% 2% 2% 2% 2% 14% 3% 9% 3% 2% Adj. Flow (vph) 179 730 296 00008671942141250 0 Shared Lane Traffic (%) Lane Group Flow (vph) 179 730 296 00001061 0 214 1250 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 22 22 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.04 0.98 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 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 27.0 9.0 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 10.0 23.0

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 25 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 26 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 24.0 24.0 24.0 13.0 16.0 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 0.50 0.64 0.91 0.94 0.33 0.73 Control Delay 28.2 26.8 61.3 35.2 9.3 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 1.1 Total Delay 28.2 26.8 61.3 35.2 9.3 7.8 LOS C C E D A A Approach Delay 35.5 35.2 8.0 Approach LOS D D A 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: 0.94 Intersection Signal Delay: 24.6 Intersection LOS: C Intersection Capacity Utilization 102.3% ICU Level of Service G Analysis Period (min) 15

Splits and Phases: 600: North Columbus Drive & East Illinois Street

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 27 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 28 HCM 2010 Signalized Intersection Summary 600: North Columbus Drive & East Illinois Street 08/03/2017

HCM 2010 methodology does not support exclusive ped or hold phases.

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 29 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 200 865 145 00001501302801250 Future Volume (vph) 200 865 145 00001501302801250 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 Lane Width (ft) 11 11 11 10 10 10 11 11 11 11 12 12 Storage Length (ft) 75 50 0 0 0 25 0 0 Storage Lanes 0 1 0 0 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.94 0.38 0.66 0.75 Frt 0.850 0.850 Flt Protected 0.991 0.950 Satd. Flow (prot) 0 3226 1446 00001895 1531 1711 1942 0 Flt Permitted 0.991 0.602 Satd. Flow (perm) 0 3036 544 00001895 1008 809 1942 0 Right Turn on Red No Yes No Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 689 428 560 236 Travel Time (s) 15.7 9.7 12.7 5.4 Confl. Peds. (#/hr) 460 713 713 460 417 422 422 417 Confl. Bikes (#/hr) 71 17 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 8% 7% 8% 2% 2% 2% 2% 2% 2% 2% 3% 2% Adj. Flow (vph) 213 920 154 00001601382981330 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1133 154 00001601382981330 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 11 11 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.09 1.09 1.09 1.04 0.98 1.04 1.04 0.94 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2112 Detector Template Left Thru Right Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0000 Detector 1 Position(ft) 0 0 0 0000 Detector 1 Size(ft) 20 6 20 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 30 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 31 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm custom NA Protected Phases 10 2 12 6 12 Permitted Phases 10 10 2 6 Detector Phase 10 10 10 2 2 12 6 12 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 6.0 Minimum Split (s) 40.0 40.0 40.0 28.0 28.0 9.0 Total Split (s) 40.0 40.0 40.0 28.0 28.0 14.0 Total Split (%) 47.1% 47.1% 47.1% 32.9% 32.9% 16.5% Maximum Green (s) 35.0 35.0 35.0 24.0 24.0 11.0 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 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 4.0 3.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 5.0 Recall Mode Max Max Max C-Max C-Max None Walk Time (s) 16.0 16.0 16.0 11.0 11.0 Flash Dont Walk (s) 16.0 16.0 16.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 35.0 35.0 24.0 24.0 36.0 38.0 Actuated g/C Ratio 0.41 0.41 0.28 0.28 0.42 0.45 v/c Ratio 0.91 0.69 0.30 0.49 0.65 0.15 Control Delay 25.3 28.7 25.8 32.3 16.3 6.5 Queue Delay 1.5 0.0 0.0 0.0 0.0 1.3 Total Delay 26.8 28.7 25.8 32.3 16.3 7.8 LOS CC CCBA Approach Delay 27.0 28.8 13.7 Approach LOS C C B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 55 (65%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 24.4 Intersection LOS: C Intersection Capacity Utilization 114.1% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 700: North McClurg Court & East Illinois Street

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 32 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 33 HCM 2010 Signalized Intersection Summary 700: North McClurg Court & East Illinois Street 08/03/2017

HCM 2010 analysis does not support non-NEMA phasing.

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 34 Lanes, Volumes, Timings 701: East Illinois Street & 451 E Grand Driveway 08/03/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 35 1240 0000 Future Volume (vph) 35 1240 0000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 12 12 12 12 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt Flt Protected 0.999 Satd. Flow (prot) 0 3300 0000 Flt Permitted 0.999 Satd. Flow (perm) 0 3300 0000 Link Speed (mph) 30 30 30 Link Distance (ft) 428 250 229 Travel Time (s) 9.7 5.7 5.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 38 1348 0000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1386 0000 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 10 10 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 35 Lanes, Volumes, Timings 800: Parking Garage/North Peshtigo Court & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 105 1135 00000115510 Future Volume (vph) 105 1135 00000115510 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 12 12 12 12 12 12 12 12 12 Storage Length (ft) 80 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 80 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.72 Frt 0.932 Flt Protected 0.950 0.953 Satd. Flow (prot) 1652 3378 000001736 0 0 1775 0 Flt Permitted 0.950 0.780 Satd. Flow (perm) 1190 3378 000001736 0 0 1453 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 250 270 201 223 Travel Time (s) 5.7 6.1 4.6 5.1 Confl. Peds. (#/hr) 342 342 55 55 Confl. Bikes (#/hr) 84 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 5% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 113 1220 00000115910 Shared Lane Traffic (%) Lane Group Flow (vph) 113 1220 00000200600 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 0 0 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.02 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 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 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 39.0 39.0 12.0 12.0 12.0

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 36 Lanes, Volumes, Timings 800: Parking Garage/North Peshtigo Court & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 13.0 13.0 13.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 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 0.16 0.59 0.00 0.14 Control Delay 4.6 7.5 18.5 23.3 Queue Delay 0.0 0.2 0.0 0.0 Total Delay 4.6 7.7 18.5 23.3 LOS A A B C Approach Delay 7.4 18.5 23.3 Approach LOS A B C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 78 (92%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.59 Intersection Signal Delay: 8.1 Intersection LOS: A Intersection Capacity Utilization 57.3% ICU Level of Service B Analysis Period (min) 15

Splits and Phases: 800: Parking Garage/North Peshtigo Court & East Illinois Street

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 37 HCM 2010 Signalized Intersection Summary 800: Parking Garage/North Peshtigo Court & East Illinois Street 08/03/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 105 1135 00000115510 Future Volume (veh/h) 105 1135 00000115510 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1905 0 0 1863 1900 1900 1863 0 Adj Flow Rate, veh/h 113 1220 0 0 1 1 59 1 0 Adj No. of Lanes 1 2 0 010010 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 5 0 022220 Cap, veh/h 1085 2214 0 0 252 252 492 8 0 Arrive On Green 0.61 0.61 0.00 0.00 0.29 0.29 0.29 0.29 0.00 Sat Flow, veh/h 1774 3714 0 0 856 856 1387 26 0 Grp Volume(v), veh/h 113 1220 0 0 0 2 60 0 0 Grp Sat Flow(s),veh/h/ln 1774 1810 0 0 0 1712 1414 0 0 Q Serve(g_s), s 2.2 16.8 0.0 0.0 0.0 0.1 2.6 0.0 0.0 Cycle Q Clear(g_c), s 2.2 16.8 0.0 0.0 0.0 0.1 2.7 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.50 0.98 0.00 Lane Grp Cap(c), veh/h 1085 2214 0 0 0 503 500 0 0 V/C Ratio(X) 0.10 0.55 0.00 0.00 0.00 0.00 0.12 0.00 0.00 Avail Cap(c_a), veh/h 1085 2214 0 0 0 503 500 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.8 9.7 0.0 0.0 0.0 21.2 22.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 1.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 8.6 0.0 0.0 0.0 0.0 1.1 0.0 0.0 LnGrp Delay(d),s/veh 7.0 10.7 0.0 0.0 0.0 21.2 22.6 0.0 0.0 LnGrp LOS A B C C Approach Vol, veh/h 1333 2 60 Approach Delay, s/veh 10.3 21.2 22.6 Approach LOS B C C Timer 12345678 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 56.0 29.0 Change Period (Y+Rc), s 4.0 4.0 4.0 Max Green Setting (Gmax), s 25.0 52.0 25.0 Max Q Clear Time (g_c+I1), s 2.1 4.2 4.7 Green Ext Time (p_c), s 0.2 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 10.9 HCM 2010 LOS B

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 38 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 770 420 000000655800 Future Volume (vph) 0 770 420 000000655800 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 8 12 12 12 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 1 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Ped Bike Factor 0.46 1.00 1.00 Frt 0.850 Flt Protected 0.950 0.999 Satd. Flow (prot) 0 3284 1372 0000001610 3322 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 0 3284 626 0000001608 3322 0 Right Turn on Red No Yes Yes Yes Yes Satd. Flow (RTOR) 103 103 Link Speed (mph) 30 30 30 30 Link Distance (ft) 270 131 305 244 Travel Time (s) 6.1 3.0 6.9 5.5 Confl. Peds. (#/hr) 117 506 506 117 31 1 1 31 Confl. Bikes (#/hr) 61 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 (%) 2% 8% 2% 2% 2% 2% 2% 2% 2% 2% 4% 2% Adj. Flow (vph) 0 846 462 000000716370 Shared Lane Traffic (%) 10% Lane Group Flow (vph) 0 846 462 000000646440 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.02 1.20 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type NA custom Split NA Protected Phases 4 9 2 10 2 10 Permitted Phases 4 Minimum Split (s) 31.0 12.0 Total Split (s) 34.0 13.0 Total Split (%) 40.0% 15.3% Maximum Green (s) 30.0 9.0 Yellow Time (s) 3.0 3.0 All-Red Time (s) 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) 17.0 4.0

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 39 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

Lane Group Ø2 Ø8 Ø10 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) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 2 8 10 Permitted Phases Minimum Split (s) 26.0 34.0 12.0 Total Split (s) 26.0 34.0 12.0 Total Split (%) 31% 40% 14% Maximum Green (s) 22.0 27.0 8.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 1.0 4.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead-Lag Optimize? Yes Walk Time (s) 10.0 17.0 4.0

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 40 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 10.0 4.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 30.0 39.0 34.0 34.0 Actuated g/C Ratio 0.35 0.46 0.40 0.40 v/c Ratio 0.73 1.26 0.09 0.46 Control Delay 17.6 157.5 2.5 16.4 Queue Delay 2.1 0.0 0.0 0.5 Total Delay 19.7 157.5 2.5 16.8 LOS B F A B Approach Delay 68.3 15.5 Approach LOS E B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 13 (15%), Referenced to phase 2:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 1.26 Intersection Signal Delay: 49.8 Intersection LOS: D Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15

Splits and Phases: 900: North Lake Shore Drive S & East Illinois Street

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 41 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 42 HCM 2010 Signalized Intersection Summary 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

HCM 2010 methodology does not support clustered intersections.

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 43 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 480 355 00000350175000 Future Volume (vph) 480 355 00000350175000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 12 12 12 12 12 12 12 12 12 Lane Util. Factor 0.91 0.91 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.70 0.89 0.88 Frt 0.950 Flt Protected 0.950 0.982 Satd. Flow (prot) 1503 2892 000002824 0000 Flt Permitted 0.950 0.982 Satd. Flow (perm) 1051 2573 000002824 0000 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 131 131 20 Link Speed (mph) 30 30 30 30 Link Distance (ft) 131 547 323 251 Travel Time (s) 3.0 12.4 7.3 5.7 Confl. Peds. (#/hr) 261 725 725 261 2 165 165 2 Confl. Bikes (#/hr) 31 38 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 14% 2% 2% 2% 2% 2% 8% 4% 2% 2% 2% Adj. Flow (vph) 539 399 00000393197000 Shared Lane Traffic (%) 43% Lane Group Flow (vph) 307 631 000005900000 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA NA Protected Phases 2 8 9 10 Permitted Phases 2 8 9 10 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) 56.0 56.0 21.0

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 44 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

Lane Group Ø2 Ø4 Ø8 Ø9 Ø10 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 248910 Permitted Phases Minimum Split (s) 26.0 31.0 34.0 12.0 12.0 Total Split (s) 26.0 34.0 34.0 13.0 12.0 Total Split (%) 31% 40% 40% 15% 14% Maximum Green (s) 22.0 30.0 27.0 9.0 8.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 4.0 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time (s) 10.0 17.0 17.0 4.0 4.0 Flash Dont Walk (s) 12.0 10.0 10.0 4.0 4.0 Pedestrian Calls (#/hr) 00000 Act Effct Green (s)

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 45 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.66 0.66 0.25 v/c Ratio 0.42 0.36 0.83 Control Delay 3.9 0.9 40.9 Queue Delay 1.8 0.9 0.0 Total Delay 5.7 1.8 40.9 LOS A A D Approach Delay 3.1 40.9 Approach LOS A D Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 13 (15%), Referenced to phase 2:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 1.26 Intersection Signal Delay: 17.7 Intersection LOS: B Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15

Splits and Phases: 1000: North Lake Shore Drive N & East Illinois Street

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 46 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

Lane Group Ø2 Ø4 Ø8 Ø9 Ø10 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 47 HCM 2010 Signalized Intersection Summary 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

HCM 2010 methodology does not support clustered intersections.

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 48 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 65 65 170 75 30 45 20 165 930 245 55 1385 Future Volume (vph) 65 65 170 75 30 45 20 165 930 245 55 1385 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 80 90 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 0.72 0.84 0.82 0.99 0.89 0.93 0.99 Frt 0.850 0.850 0.969 0.992 Flt Protected 0.976 0.966 0.950 0.950 Satd. Flow (prot) 0 1656 1478 0 1739 1516 0 1593 4269 0 1652 4942 Flt Permitted 0.810 0.729 0.100 0.141 Satd. Flow (perm) 0 1277 1071 0 1108 1250 0 165 4269 0 227 4942 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 51 51 105 13 Link Speed (mph) 30 30 30 30 Link Distance (ft) 369 379 501 522 Travel Time (s) 8.4 8.6 11.4 11.9 Confl. Peds. (#/hr) 183 293 293 183 166 571 571 Confl. Bikes (#/hr) 4 13 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.92 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 7% 2% 2% 2% 2% 3% 2% 2% 5% 3% 2% 3% Adj. Flow (vph) 71 71 187 82 33 49 22 181 1022 269 60 1522 Shared Lane Traffic (%) Lane Group Flow (vph) 0 142 187 0 115 49 0 203 1291 0 60 1604 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right R NA Left Left Right Left Left Median Width(ft) 0 0 10 10 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 1.04 1.04 1.00 1.14 1.00 1.00 1.09 1.00 Turning Speed (mph) 15 9 15 9 9 15 9 15 Turn Type Perm NA Perm Perm NA Perm custom pm+pt NA pm+pt NA Protected Phases 4 8 13 2 9 6 Permitted Phases 4 4 8 8 13 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

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 49 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 08/03/2017

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 50 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT 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 0.34 0.48 0.32 0.11 1.17 0.63 0.29 0.69 Control Delay 24.3 21.2 24.4 6.6 143.1 17.0 11.4 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.3 21.2 24.4 6.6 143.1 17.0 11.4 15.9 LOS C C C A F B B B Approach Delay 22.6 19.0 34.1 15.7 Approach LOS C B C B 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: 1.17 Intersection Signal Delay: 24.0 Intersection LOS: C Intersection Capacity Utilization 105.2% ICU Level of Service G Analysis Period (min) 15

Splits and Phases: 1100: North Columbus Drive & North Water Street

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 51 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 08/03/2017

Lane Group SBR Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 52 HCM 2010 Signalized Intersection Summary 1100: North Columbus Drive & North Water Street 08/03/2017

HCM 2010 analysis does not support non-NEMA phasing.

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 53 Lanes, Volumes, Timings 1200: North New Street & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 35 160 10 0 105 25 35 20 25 25 0 45 Future Volume (vph) 35 160 10 0 105 25 35 20 25 25 0 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.994 0.974 0.918 0.913 Flt Protected 0.991 0.950 0.983 Satd. Flow (prot) 0 1835 0 0 1772 0 1719 1670 0 0 1672 0 Flt Permitted 0.991 0.950 0.983 Satd. Flow (perm) 0 1835 0 0 1772 0 1719 1670 0 0 1672 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 298 253 188 350 Travel Time (s) 6.8 5.8 4.3 8.0 Confl. Peds. (#/hr) 39 128 128 39 28 73 73 28 Confl. Bikes (#/hr) 18 2 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 (%) 2% 2% 2% 2% 5% 2% 5% 5% 4% 2% 2% 2% Adj. Flow (vph) 40 182 11 0 119 28 40 23 28 28 0 51 Shared Lane Traffic (%) Lane Group Flow (vph) 0 233 0 0 147 0 40 51 0 0 79 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.1% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 54 HCM 2010 AWSC 1200: North New Street & North Water Street 08/03/2017

Intersection Intersection Delay, s/veh 9 Intersection LOS A

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 35 160 10 0 0 105 25 0 35 20 25 Future Vol, veh/h 0 35 160 10 0 0 105 25 0 35 20 25 Peak Hour Factor 0.92 0.88 0.88 0.88 0.92 0.88 0.88 0.88 0.92 0.88 0.88 0.88 Heavy Vehicles, % 222222522554 Mvmt Flow 0 40 182 11 0 0 119 28 0 40 23 28 Number of Lanes 001000100110 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 2 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 2 1 1 HCM Control Delay 9.5 8.7 8.7 HCM LOS A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, % 100% 0% 17% 0% 36% Vol Thru, % 0% 44% 78% 81% 0% Vol Right, % 0% 56% 5% 19% 64% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 35 45 205 130 70 LT Vol 35 0 35 0 25 Through Vol 0 20 160 105 0 RT Vol 0 25 10 25 45 Lane Flow Rate 40 51 233 148 80 Geometry Grp 77225 Degree of Util (X) 0.067 0.073 0.294 0.187 0.104 Departure Headway (Hd) 6.047 5.15 4.54 4.568 4.728 Convergence, Y/N Yes Yes Yes Yes Yes Cap 591 693 792 784 755 Service Time 3.794 2.897 2.571 2.604 2.776 HCM Lane V/C Ratio 0.068 0.074 0.294 0.189 0.106 HCM Control Delay 9.2 8.3 9.5 8.7 8.3 HCM Lane LOS AAAAA HCM 95th-tile Q 0.2 0.2 1.2 0.7 0.3

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 55 HCM 2010 AWSC 1200: North New Street & North Water Street 08/03/2017

Intersection Intersection Delay, s/veh Intersection LOS

Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 25 0 45 Future Vol, veh/h 0 25 0 45 Peak Hour Factor 0.92 0.88 0.88 0.88 Heavy Vehicles, % 2222 Mvmt Flow 0 28 0 51 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 2 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 8.3 HCM LOS A

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 56 Lanes, Volumes, Timings 1300: North McClurg Court & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 165 25 20 0 30 100 5 15 0 135 40 95 Future Volume (vph) 165 25 20 0 30 100 5 15 0 135 40 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.987 0.896 0.953 Flt Protected 0.962 0.988 0.976 Satd. Flow (prot) 0 1760 0 0 1626 0 0 1840 0 0 1718 0 Flt Permitted 0.962 0.988 0.976 Satd. Flow (perm) 0 1760 0 0 1626 0 0 1840 0 0 1718 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 253 328 153 560 Travel Time (s) 5.8 7.5 3.5 12.7 Confl. Peds. (#/hr) 59 59 59 59 135 201 201 135 Confl. Bikes (#/hr) 1225 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% 4% 5% 2% 7% 4% 2% 2% 2% 2% 3% 4% Adj. Flow (vph) 172 26 21 0 31 104 5 16 0 141 42 99 Shared Lane Traffic (%) Lane Group Flow (vph) 0 219 0 0 135 0 0 21 0 0 282 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min) 15

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 57 HCM 2010 AWSC 1300: North McClurg Court & North Water Street 08/03/2017

Intersection Intersection Delay, s/veh 9.9 Intersection LOS A

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 165 25 20 0 0 30 100 0 5 15 0 Future Vol, veh/h 0 165 25 20 0 0 30 100 0 5 15 0 Peak Hour Factor 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 Heavy Vehicles, % 224522742222 Mvmt Flow 0 172 26 21 0 0 31 104 0 5 16 0 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 10.1 8.6 8.4 HCM LOS B A A

Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 25% 79% 0% 50% Vol Thru, % 75% 12% 23% 15% Vol Right, % 0% 10% 77% 35% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 20 210 130 270 LT Vol 5 165 0 135 Through Vol 15 25 30 40 RT Vol 0 20 100 95 Lane Flow Rate 21 219 135 281 Geometry Grp 1111 Degree of Util (X) 0.03 0.299 0.172 0.366 Departure Headway (Hd) 5.195 4.924 4.568 4.691 Convergence, Y/N Yes Yes Yes Yes Cap 683 726 780 762 Service Time 3.271 2.978 2.626 2.743 HCM Lane V/C Ratio 0.031 0.302 0.173 0.369 HCM Control Delay 8.4 10.1 8.6 10.5 HCM Lane LOS ABAB HCM 95th-tile Q 0.1 1.3 0.6 1.7

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 58 HCM 2010 AWSC 1300: North McClurg Court & North Water Street 08/03/2017

Intersection Intersection Delay, s/veh Intersection LOS

Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 135 40 95 Future Vol, veh/h 0 135 40 95 Peak Hour Factor 0.92 0.96 0.96 0.96 Heavy Vehicles, % 2234 Mvmt Flow 0 141 42 99 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 10.5 HCM LOS B

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 59 Lanes, Volumes, Timings 1301: Existing Driveways & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 115 45 0 85 00000045 Future Volume (vph) 0 115 45 0 85 00000045 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.962 0.865 Flt Protected Satd. Flow (prot) 0 1792 0 0 1863 0 1863 00001611 Flt Permitted Satd. Flow (perm) 0 1792 0 0 1863 0 1863 00001611 Link Speed (mph) 30 30 30 30 Link Distance (ft) 328 269 109 111 Travel Time (s) 7.5 6.1 2.5 2.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 125 49 0 92 00000049 Shared Lane Traffic (%) Lane Group Flow (vph) 0 174 0 0 92 00000049 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 14.5% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 60 HCM 2010 TWSC 1301: Existing Driveways & North Water Street 08/03/2017

Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 115 45 0 85 0 0 0 0 0 0 45 Future Vol, veh/h 0 115 45 0 85 0 0 0 0 0 0 45 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------0 - - - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 125 49 0 92 0 0 0 0 0 0 49

Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All - 0 0 - - 0 241 - - - - 92 Stage 1 ------149 - - - - - Stage 2 ------92 - - - - - Critical Hdwy ------7.12 - - - - 6.22 Critical Hdwy Stg 1 ------6.12 - - - - - Critical Hdwy Stg 2 ------6.12 - - - - - Follow-up Hdwy ------3.518 - - - - 3.318 Pot Cap-1 Maneuver 0 - - 0 - 0 713 0 0 0 0 965 Stage 1 0 - - 0 - 0 854 0 0 0 0 - Stage 2 0 - - 0 - 0 915 0 0 0 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver ------677 - - - - 965 Mov Cap-2 Maneuver ------677 - - - - - Stage 1 ------854 - - - - - Stage 2 ------869 - - - - -

Approach EB WB NB SB HCM Control Delay, s 0 0 0 8.9 HCM LOS A A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBT SBLn1 Capacity (veh/h) ----965 HCM Lane V/C Ratio ----0.051 HCM Control Delay (s) 0 - - - 8.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) ----0.2

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 61 Lanes, Volumes, Timings 1400: North Water Street & West Access 08/03/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 115 85 0 0 0 Future Volume (vph) 0 115 85 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 0 1863 1863 0 0 1863 Flt Permitted Satd. Flow (perm) 0 1863 1863 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 269 48 162 Travel Time (s) 6.1 1.1 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 125 92 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 125 92 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 9.4% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 62 HCM 2010 TWSC 1400: North Water Street & West Access 08/03/2017

Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 115 85 0 0 0 Future Vol, veh/h 0 115 85 0 0 0 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 125 92 0 0 0

Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 92 Stage 1 ------Stage 2 ------Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver 0 - - 0 0 965 Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 965 Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

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

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

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 63 Lanes, Volumes, Timings 1500: East Access & SB Off-Ramp 08/03/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 45 0 0 0 30 Future Volume (vph) 0 45 0 0 0 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1611 0 0 0 1863 Flt Permitted Satd. Flow (perm) 0 1611 0 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 73 96 112 Travel Time (s) 1.7 2.2 2.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 49 0 0 0 33 Shared Lane Traffic (%) Lane Group Flow (vph) 0 49 0 0 0 33 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Free Stop Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 64 Lanes, Volumes, Timings 1600: SB Off-Ramp & North Lake Shore Drive S 08/03/2017

Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 0 0 955 45 0 0 Future Volume (vph) 0 0 955 45 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.91 0.91 1.00 1.00 Frt 0.993 Flt Protected Satd. Flow (prot) 0 0 5050 0 0 0 Flt Permitted Satd. Flow (perm) 0 0 5050 0 0 0 Link Speed (mph) 30 30 30 Link Distance (ft) 526 305 169 Travel Time (s) 12.0 6.9 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 1038 49 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 1087 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 65 Lanes, Volumes, Timings 1700: North Lake Shore Drive N & NB On-Ramp 08/03/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 30 495 0 0 0 Future Volume (vph) 0 30 495 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1611 3539 0 0 0 Flt Permitted Satd. Flow (perm) 0 1611 3539 0 0 0 Link Speed (mph) 30 30 30 Link Distance (ft) 236 425 323 Travel Time (s) 5.4 9.7 7.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 33 538 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 33 538 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 23.7% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 66 HCM 2010 TWSC 1700: North Lake Shore Drive N & NB On-Ramp 08/03/2017

Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 30 495 0 0 0 Future Vol, veh/h 0 30 495 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - - Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 33 538 0 0 0

Major/Minor Minor1 Major1 Conflicting Flow All - 269 0 - 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 0 729 - 0 Stage 1 0 - - 0 Stage 2 0 - - 0 Platoon blocked, % - Mov Cap-1 Maneuver - 729 - - Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - -

Approach WB NB HCM Control Delay, s 10.2 0 HCM LOS B

Minor Lane/Major Mvmt NBTWBLn1 Capacity (veh/h) - 729 HCM Lane V/C Ratio - 0.045 HCM Control Delay (s) - 10.2 HCM Lane LOS - B HCM 95th %tile Q(veh) - 0.1

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 67 Lanes, Volumes, Timings 1800: East Access 08/03/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0000300 Future Volume (vph) 0000300 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 Flt Protected 0.950 Satd. Flow (prot) 0 1863 0 0 1770 0 Flt Permitted 0.950 Satd. Flow (perm) 0 1863 0 0 1770 0 Link Speed (mph) 30 30 30 Link Distance (ft) 48 89 96 Travel Time (s) 1.1 2.0 2.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0000330 Shared Lane Traffic (%) Lane Group Flow (vph) 0000330 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Stop Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 68 HCM 2010 TWSC 1800: East Access 08/03/2017

Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 30 0 Future Vol, veh/h 0 0 0 0 30 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Free Free RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 - - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 0 0 33 0

Major/Minor Minor2 Major2 Conflicting Flow All - 65 0 - Stage 1 - 65 - - Stage 2 - 0 - - Critical Hdwy - - - - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy - - - - Pot Cap-1 Maneuver 0 - - 0 Stage 1 0 - - 0 Stage 2 0 - - 0 Platoon blocked, % Mov Cap-1 Maneuver - 0 - - Mov Cap-2 Maneuver - 0 - - Stage 1 - 0 - - Stage 2 - 0 - -

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

Minor Lane/Major Mvmt EBLn1 SBL Capacity (veh/h) - - HCM Lane V/C Ratio - - HCM Control Delay (s) 0 - HCM Lane LOS A - HCM 95th %tile Q(veh) - -

Future (2020) Build Traffic Volumes 5:00 pm 06/22/2017 PM Peak Hour Synchro 9 Report EJA Page 69 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 235 650 100 200 485 0 0 660 175 Future Volume (vph) 0 0 0 235 650 100 200 485 0 0 660 175 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 0 130 65 0 0 0 Storage Lanes 0 0 1 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 0.65 0.64 0.92 0.93 Frt 0.850 0.969 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 0 0 1662 4948 1334 3319 3477 0 0 4247 0 Flt Permitted 0.950 0.225 Satd. Flow (perm) 0 0 0 1088 4948 851 725 3477 0 0 4247 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 407 691 249 540 Travel Time (s) 9.3 15.7 5.7 12.3 Confl. Peds. (#/hr) 473 495 495 473 378 536 536 378 Confl. Bikes (#/hr) 48 6 3 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% 5% 3% 13% 2% 2% 2% 2% 3% 4% Adj. Flow (vph) 0 0 0 245 677 104 208 505 0 0 688 182 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 245 677 104 208 505 0 0 870 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 22 22 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 1.02 1.09 1.04 1.02 1.00 1.00 1.09 1.09 Turning Speed (mph) 15 9 15 9 15 9 15 9 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 9.0 43.0 32.0 Total Split (s) 9.0 27.0 11.0 43.0 32.0 Total Split (%) 10.6% 31.8% 12.9% 50.6% 37.6% Maximum Green (s) 5.0 24.0 7.0 39.0 29.0 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 13.0

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 1 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 2 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 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 29.0 Actuated g/C Ratio 0.33 0.39 0.28 0.46 0.46 0.34 v/c Ratio 0.62 0.35 0.43 0.38 0.32 0.60 Control Delay 25.2 15.0 25.4 9.5 5.4 25.3 Queue Delay 0.0 0.0 0.0 0.0 0.4 0.0 Total Delay 25.2 15.0 25.4 9.5 5.9 25.3 LOS CBCAA C Approach Delay 18.5 6.9 25.3 Approach LOS B A C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 30 (35%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.63 Intersection Signal Delay: 17.6 Intersection LOS: B Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 3 Lanes, Volumes, Timings 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 4 HCM 2010 Signalized Intersection Summary 100: North Columbus Drive/North Fairbanks Court & East Grand Avenue 08/03/2017

HCM 2010 analysis does not support non-NEMA phasing.

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 5 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 215 880 150 155 95 0 0 290 95 Future Volume (vph) 0 0 0 215 880 150 155 95 0 0 290 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 10 12 12 12 10 10 Storage Length (ft) 0 0 0 50 0 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.86 0.86 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 0.98 0.84 0.84 0.91 Frt 0.850 0.963 Flt Protected 0.990 0.950 Satd. Flow (prot) 00005875 1436 1652 1961 0 0 2863 0 Flt Permitted 0.990 0.371 Satd. Flow (perm) 00005766 1213 540 1961 0 0 2863 0 Right Turn on Red Yes No Yes No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 691 427 236 332 Travel Time (s) 15.7 9.7 5.4 7.5 Confl. Peds. (#/hr) 144 181 181 144 451 380 380 451 Confl. Bikes (#/hr) 23 7 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%) 2% 2% 2% 2% 3% 5% 2% 2% 2% 2% 4% 2% Adj. Flow (vph) 0 0 0 250 1023 174 180 110 0 0 337 110 Shared Lane Traffic (%) Lane Group Flow (vph) 00001273 174 180 110 0 0 447 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 10 10 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.09 0.94 1.00 1.00 1.09 1.09 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Perm NA NA Protected Phases 12 12 4 8 Permitted Phases 12 4 Minimum Split (s) 53.0 53.0 53.0 26.0 26.0 26.0 Total Split (s) 53.0 53.0 53.0 26.0 26.0 26.0 Total Split (%) 62.4% 62.4% 62.4% 30.6% 30.6% 30.6% Maximum Green (s) 49.0 49.0 49.0 22.0 22.0 22.0 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 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 38.0 38.0 38.0 5.0 5.0 5.0

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 6 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 7 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 11.0 11.0 11.0 17.0 17.0 17.0 Pedestrian Calls (#/hr) 00000 0 Act Effct Green (s) 49.0 49.0 22.0 22.0 22.0 Actuated g/C Ratio 0.58 0.58 0.26 0.26 0.26 v/c Ratio 0.38 0.25 1.29 0.22 0.60 Control Delay 10.1 10.1 205.8 28.5 31.7 Queue Delay 0.0 0.0 0.0 0.0 0.8 Total Delay 10.1 10.1 205.8 28.5 32.5 LOS B B F C C Approach Delay 10.1 138.5 32.5 Approach LOS B F C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 19 (22%), Referenced to phase 1:Hold, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 1.29 Intersection Signal Delay: 31.8 Intersection LOS: C Intersection Capacity Utilization 111.0% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 200: North McClurg Court & East Grand Avenue

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 8 Lanes, Volumes, Timings 200: North McClurg Court & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 9 HCM 2010 Signalized Intersection Summary 200: North McClurg Court & East Grand Avenue 08/03/2017

HCM 2010 analysis does not support non-NEMA phasing.

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 10 Lanes, Volumes, Timings 201: 451 E Grand Driveway & East Grand Avenue 08/03/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 0 0 15 1210 35 0 Future Volume (vph) 0 0 15 1210 35 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 12 12 Lane Util. Factor 1.00 1.00 0.86 0.86 1.00 1.00 Frt Flt Protected 0.999 0.950 Satd. Flow (prot) 0 0 0 5975 1770 0 Flt Permitted 0.999 0.950 Satd. Flow (perm) 0 0 0 5975 1770 0 Link Speed (mph) 30 30 30 Link Distance (ft) 427 260 229 Travel Time (s) 9.7 5.9 5.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 16 1315 38 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1331 38 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Stop Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 11 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 115 1080 0 145 10011 Future Volume (vph) 0 0 0 115 1080 0 145 10011 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 0 30 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.63 0.88 0.93 Frt 0.932 Flt Protected 0.950 0.953 Satd. Flow (prot) 0 0 0 1652 4700 0 0 1775 0 0 1623 0 Flt Permitted 0.950 0.727 Satd. Flow (perm) 0 0 0 1041 4700 0 0 1192 0 0 1623 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 260 270 223 183 Travel Time (s) 5.9 6.1 5.1 4.2 Confl. Peds. (#/hr) 548 548 60 31 31 60 Confl. Bikes (#/hr) 31 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 2% 2% 3% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 129 1213 0 163 10011 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 129 1213 0 0 164 0020 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 0 0 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Minimum Split (s) 99.5 99.5 23.0 23.0 23.0 Total Split (s) 99.5 99.5 23.0 23.0 23.0 Total Split (%) 78.0% 78.0% 18.0% 18.0% 18.0% Maximum Green (s) 94.5 94.5 19.0 19.0 19.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 81.5 81.5 3.0 3.0 3.0

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 12 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 13 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 13.0 13.0 16.0 16.0 16.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 94.5 94.5 19.0 19.0 Actuated g/C Ratio 0.74 0.74 0.15 0.15 v/c Ratio 0.17 0.35 0.93 0.01 Control Delay 5.5 6.1 104.6 39.5 Queue Delay 1.4 2.5 47.9 0.0 Total Delay 6.9 8.6 152.5 39.5 LOS A A F D Approach Delay 8.4 152.5 39.5 Approach LOS A F D Intersection Summary Area Type: Other Cycle Length: 127.5 Actuated Cycle Length: 127.5 Offset: 30 (24%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 130 Control Type: Pretimed Maximum v/c Ratio: 0.93 Intersection Signal Delay: 24.1 Intersection LOS: C Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 300: North Peshtigo Court/Parking Garage & East Grand Avenue

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 14 Lanes, Volumes, Timings 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

Lane Group Ø9 Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 15 HCM 2010 Signalized Intersection Summary 300: North Peshtigo Court/Parking Garage & East Grand Avenue 08/03/2017

HCM 2010 methodology does not support exclusive ped or hold phases.

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 16 Lanes, Volumes, Timings 400: North Lake Shore Drive S & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 320 1010 00000690185 Future Volume (vph) 0 0 0 320 1010 00000690185 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 1900 1900 1900 2000 1900 Lane Width (ft) 10 10 10 11 11 11 12 12 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 0.95 0.88 Ped Bike Factor 0.74 0.96 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 0 0 1711 5124 000003725 2787 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 1265 5124 000003725 2671 Right Turn on Red Yes Yes Yes Yes No Satd. Flow (RTOR) 51 Link Speed (mph) 30 30 30 30 Link Distance (ft) 270 114 244 515 Travel Time (s) 6.1 2.6 5.5 11.7 Confl. Peds. (#/hr) 595 480 480 595 32 32 Confl. Bikes (#/hr) 37 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% 2% 3% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 0 0 337 1063 00000726195 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 337 1063 00000726195 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 0.98 1.04 1.00 1.00 1.00 1.00 0.94 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA NA Perm Protected Phases 8 6 Permitted Phases 8 6 Minimum Split (s) 52.0 52.0 33.0 33.0 Total Split (s) 52.0 52.0 33.0 33.0 Total Split (%) 61.2% 61.2% 38.8% 38.8% Maximum Green (s) 47.0 47.0 27.0 27.0 Yellow Time (s) 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 3.0 3.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 40.0 40.0 16.0 16.0 Flash Dont Walk (s) 7.0 7.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 47.0 47.0 27.0 27.0

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 17 Lanes, Volumes, Timings 400: North Lake Shore Drive S & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.55 0.55 0.32 0.32 v/c Ratio 0.47 0.38 0.61 0.23 Control Delay 2.7 2.1 27.3 22.3 Queue Delay 2.2 1.0 0.0 0.0 Total Delay 4.9 3.1 27.3 22.3 LOS A A C C Approach Delay 3.5 26.2 Approach LOS A C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 6:SBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.61 Intersection Signal Delay: 12.5 Intersection LOS: B Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 400: North Lake Shore Drive S & East Grand Avenue

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 18 HCM 2010 Signalized Intersection Summary 400: North Lake Shore Drive S & East Grand Avenue 08/03/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 320 1010 00000690185 Future Volume (veh/h) 0 0 0 320 1010 00000690185 Number 3 8 18 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1942 0 0 1961 1863 Adj Flow Rate, veh/h 337 1063 0 0 726 195 Adj No. of Lanes 1 3 0 0 2 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 3 0 0 2 2 Cap, veh/h 1066 2931 0 0 1183 858 Arrive On Green 0.18 0.18 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1774 5476 0 0 3824 2702 Grp Volume(v), veh/h 337 1063 0 0 726 195 Grp Sat Flow(s),veh/h/ln 1774 1767 0 0 1863 1351 Q Serve(g_s), s 14.1 14.9 0.0 0.0 14.0 4.5 Cycle Q Clear(g_c), s 14.1 14.9 0.0 0.0 14.0 4.5 Prop In Lane 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1066 2931 0 0 1183 858 V/C Ratio(X) 0.32 0.36 0.00 0.00 0.61 0.23 Avail Cap(c_a), veh/h 1066 2931 0 0 1183 858 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 21.3 21.6 0.0 0.0 24.6 21.3 Incr Delay (d2), s/veh 0.8 0.3 0.0 0.0 2.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 7.4 0.0 0.0 7.6 1.8 LnGrp Delay(d),s/veh 22.1 22.0 0.0 0.0 27.0 21.9 LnGrp LOS C C C C Approach Vol, veh/h 1400 921 Approach Delay, s/veh 22.0 25.9 Approach LOS C C Timer 12345678 Assigned Phs 6 8 Phs Duration (G+Y+Rc), s 33.0 52.0 Change Period (Y+Rc), s 6.0 5.0 Max Green Setting (Gmax), s 27.0 47.0 Max Q Clear Time (g_c+I1), s 16.0 16.9 Green Ext Time (p_c), s 4.4 10.4 Intersection Summary HCM 2010 Ctrl Delay 23.5 HCM 2010 LOS C

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 19 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 00001125 140 205 230 35 0 0 0 Future Volume (vph) 00001125 140 205 230 35 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 125 0 0 0 Storage Lanes 0 0 0 1 1 0 0 0 Taper Length (ft) 25 25 75 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.66 0.95 Frt 0.850 0.980 Flt Protected 0.950 Satd. Flow (prot) 00005124 1531 1770 3285 0000 Flt Permitted 0.950 Satd. Flow (perm) 00005124 1006 1770 3285 0000 Right Turn on Red Yes Yes Yes No Yes Satd. Flow (RTOR) 159 233 Link Speed (mph) 30 30 30 30 Link Distance (ft) 114 453 251 376 Travel Time (s) 2.6 10.3 5.7 8.5 Confl. Peds. (#/hr) 524 572 572 524 134 134 Confl. Bikes (#/hr) 7 14 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 (%) 2% 2% 2% 2% 3% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 00001278 159 233 261 40 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 00001278 159 233 301 0000 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Right Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 0.98 1.04 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type NA Perm Prot NA Protected Phases 8 1 1 2 Permitted Phases 8 Minimum Split (s) 33.0 33.0 18.0 Total Split (s) 33.0 33.0 18.0 Total Split (%) 38.8% 38.8% 21.2% Maximum Green (s) 28.0 28.0 15.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 3.0 Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) 19.0 19.0 15.0

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 20 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 21 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 9.0 9.0 0.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 28.0 28.0 15.0 49.0 Actuated g/C Ratio 0.33 0.33 0.18 0.58 v/c Ratio 0.76 0.36 0.46 0.16 Control Delay 29.0 6.3 13.3 3.2 Queue Delay 0.4 0.0 0.5 0.4 Total Delay 29.3 6.3 13.8 3.6 LOS C A B A Approach Delay 26.8 8.0 Approach LOS C A Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 62 (73%), Referenced to phase 1:NBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.76 Intersection Signal Delay: 21.7 Intersection LOS: C Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 500: North Lake Shore Drive N & East Grand Avenue

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 22 Lanes, Volumes, Timings 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 23 HCM 2010 Signalized Intersection Summary 500: North Lake Shore Drive N & East Grand Avenue 08/03/2017

HCM 2010 Research does not support Non-NEMA phasing.

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 24 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 585 215 00005551901857100 Future Volume (vph) 130 585 215 00005551901857100 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 0.66 0.62 0.91 0.83 Frt 0.850 0.962 Flt Protected 0.950 0.950 Satd. Flow (prot) 1711 3388 1463 00004260 0 3224 3566 0 Flt Permitted 0.950 0.250 Satd. Flow (perm) 1132 3388 914 00004260 0 702 3566 0 Right Turn on Red No Yes No Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 409 689 522 249 Travel Time (s) 9.3 15.7 11.9 5.7 Confl. Peds. (#/hr) 598 750 750 598 297 587 587 297 Confl. Bikes (#/hr) 31 1 5 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% 3% 3% 2% 2% 2% 2% 2% 18% 5% 3% 2% Adj. Flow (vph) 137 616 226 00005842001957470 Shared Lane Traffic (%) Lane Group Flow (vph) 137 616 226 000078401957470 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 22 22 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.04 0.98 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 4 6 Minimum Split (s) 36.0 36.0 36.0 28.0 9.0 43.0 Total Split (s) 36.0 36.0 36.0 28.0 15.0 43.0 Total Split (%) 42.4% 42.4% 42.4% 32.9% 17.6% 50.6% Maximum Green (s) 31.0 31.0 31.0 24.0 11.0 39.0 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) 7.0 7.0 7.0 11.0 24.0

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 25 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 26 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 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) 31.0 31.0 31.0 24.0 39.0 39.0 Actuated g/C Ratio 0.36 0.36 0.36 0.28 0.46 0.46 v/c Ratio 0.33 0.50 0.68 0.65 0.30 0.46 Control Delay 22.4 22.7 35.1 20.4 9.5 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.4 Total Delay 22.4 22.7 35.1 20.4 9.5 7.6 LOS C C D C A A Approach Delay 25.5 20.4 8.0 Approach LOS C C A 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: 0.68 Intersection Signal Delay: 18.0 Intersection LOS: B Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15

Splits and Phases: 600: North Columbus Drive & East Illinois Street

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 27 Lanes, Volumes, Timings 600: North Columbus Drive & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 28 HCM 2010 Signalized Intersection Summary 600: North Columbus Drive & East Illinois Street 08/03/2017

HCM 2010 methodology does not support exclusive ped or hold phases.

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 29 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 110 585 170 0000140703301750 Future Volume (vph) 110 585 170 0000140703301750 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 Lane Width (ft) 11 11 11 10 10 10 11 11 11 11 12 12 Storage Length (ft) 75 50 0 0 0 25 0 0 Storage Lanes 0 1 0 0 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.95 0.33 0.65 0.74 Frt 0.850 0.850 Flt Protected 0.992 0.950 Satd. Flow (prot) 0 3259 1487 00001877 1531 1694 1961 0 Flt Permitted 0.992 0.604 Satd. Flow (perm) 0 3088 495 00001877 1000 795 1961 0 Right Turn on Red No Yes No Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 689 428 560 236 Travel Time (s) 15.7 9.7 12.7 5.4 Confl. Peds. (#/hr) 574 943 943 574 438 472 472 438 Confl. Bikes (#/hr) 31 4 2 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 (%) 2% 7% 5% 2% 2% 2% 2% 3% 2% 3% 2% 2% Adj. Flow (vph) 125 665 193 0000159803751990 Shared Lane Traffic (%) Lane Group Flow (vph) 0 790 193 0000159803751990 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 11 11 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.09 1.09 1.09 1.04 0.98 1.04 1.04 0.94 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2112 Detector Template Left Thru Right Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0000 Detector 1 Position(ft) 0 0 0 0000 Detector 1 Size(ft) 20 6 20 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 30 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 31 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm custom NA Protected Phases 10 2 12 6 12 Permitted Phases 10 10 2 6 Detector Phase 10 10 10 2 2 12 6 12 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 6.0 Minimum Split (s) 40.0 40.0 40.0 28.0 28.0 9.0 Total Split (s) 40.0 40.0 40.0 28.0 28.0 14.0 Total Split (%) 47.1% 47.1% 47.1% 32.9% 32.9% 16.5% Maximum Green (s) 35.0 35.0 35.0 24.0 24.0 11.0 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 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.0 4.0 3.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 5.0 Recall Mode Max Max Max C-Max C-Max None Walk Time (s) 16.0 16.0 16.0 11.0 11.0 Flash Dont Walk (s) 16.0 16.0 16.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 35.0 35.0 24.0 24.0 36.0 38.0 Actuated g/C Ratio 0.41 0.41 0.28 0.28 0.42 0.45 v/c Ratio 0.62 0.95 0.30 0.28 0.83 0.23 Control Delay 17.1 72.6 25.8 27.2 30.6 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 2.0 Total Delay 17.1 72.6 25.8 27.2 30.6 12.9 LOS B E C C C B Approach Delay 28.0 26.3 24.4 Approach LOS C C C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 55 (65%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 26.6 Intersection LOS: C Intersection Capacity Utilization 111.0% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 700: North McClurg Court & East Illinois Street

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 32 Lanes, Volumes, Timings 700: North McClurg Court & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 33 HCM 2010 Signalized Intersection Summary 700: North McClurg Court & East Illinois Street 08/03/2017

HCM 2010 analysis does not support non-NEMA phasing.

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 34 Lanes, Volumes, Timings 701: East Illinois Street & 451 E Grand Driveway 08/03/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 25 960 0000 Future Volume (vph) 25 960 0000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 12 12 12 12 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt Flt Protected 0.999 Satd. Flow (prot) 0 3300 0000 Flt Permitted 0.999 Satd. Flow (perm) 0 3300 0000 Link Speed (mph) 30 30 30 Link Distance (ft) 428 250 229 Travel Time (s) 9.7 5.7 5.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 27 1043 0000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1070 0000 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 10 10 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 35 Lanes, Volumes, Timings 800: Parking Garage/North Peshtigo Court & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 145 815 000001111510 Future Volume (vph) 145 815 000001111510 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 12 12 12 12 12 12 12 12 12 Storage Length (ft) 80 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 80 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.66 0.98 0.97 Frt 0.932 Flt Protected 0.950 0.953 Satd. Flow (prot) 1636 3378 000001696 0 0 1775 0 Flt Permitted 0.950 0.731 Satd. Flow (perm) 1071 3378 000001696 0 0 1315 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 250 270 201 223 Travel Time (s) 5.7 6.1 4.6 5.1 Confl. Peds. (#/hr) 422 422 68 34 34 68 Confl. Bikes (#/hr) 59 1 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 (%) 3% 5% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 165 926 000001113110 Shared Lane Traffic (%) Lane Group Flow (vph) 165 926 000002001320 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 0 0 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.02 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 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 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 39.0 39.0 12.0 12.0 12.0

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 36 Lanes, Volumes, Timings 800: Parking Garage/North Peshtigo Court & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 13.0 13.0 13.0 13.0 13.0 Pedestrian Calls (#/hr) 0 0 0 0 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 0.25 0.45 0.00 0.34 Control Delay 6.5 7.8 18.5 26.6 Queue Delay 0.0 0.1 0.0 2.2 Total Delay 6.5 7.8 18.5 28.9 LOS A A B C Approach Delay 7.6 18.5 28.9 Approach LOS A B C Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 78 (92%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.45 Intersection Signal Delay: 9.9 Intersection LOS: A Intersection Capacity Utilization 48.9% ICU Level of Service A Analysis Period (min) 15

Splits and Phases: 800: Parking Garage/North Peshtigo Court & East Illinois Street

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 37 HCM 2010 Signalized Intersection Summary 800: Parking Garage/North Peshtigo Court & East Illinois Street 08/03/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 145 815 000001111510 Future Volume (veh/h) 145 815 000001111510 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.94 0.94 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1905 0 0 1863 1900 1900 1863 0 Adj Flow Rate, veh/h 165 926 0 0 1 1 131 1 0 Adj No. of Lanes 1 2 0 010010 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 3 5 0 022220 Cap, veh/h 1075 2214 0 0 244 244 472 3 0 Arrive On Green 0.61 0.61 0.00 0.00 0.29 0.29 0.29 0.29 0.00 Sat Flow, veh/h 1757 3714 0 0 828 828 1317 11 0 Grp Volume(v), veh/h 165 926 0 0 0 2 132 0 0 Grp Sat Flow(s),veh/h/ln 1757 1810 0 0 0 1657 1328 0 0 Q Serve(g_s), s 3.4 11.3 0.0 0.0 0.0 0.1 6.6 0.0 0.0 Cycle Q Clear(g_c), s 3.4 11.3 0.0 0.0 0.0 0.1 6.7 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.50 0.99 0.00 Lane Grp Cap(c), veh/h 1075 2214 0 0 0 487 475 0 0 V/C Ratio(X) 0.15 0.42 0.00 0.00 0.00 0.00 0.28 0.00 0.00 Avail Cap(c_a), veh/h 1075 2214 0 0 0 487 475 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.1 8.6 0.0 0.0 0.0 21.2 23.5 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.6 0.0 0.0 0.0 0.0 1.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 5.8 0.0 0.0 0.0 0.0 2.6 0.0 0.0 LnGrp Delay(d),s/veh 7.4 9.2 0.0 0.0 0.0 21.2 25.0 0.0 0.0 LnGrp LOS A A C C Approach Vol, veh/h 1091 2 132 Approach Delay, s/veh 8.9 21.2 25.0 Approach LOS A C C Timer 12345678 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 56.0 29.0 Change Period (Y+Rc), s 4.0 4.0 4.0 Max Green Setting (Gmax), s 25.0 52.0 25.0 Max Q Clear Time (g_c+I1), s 2.1 5.4 8.7 Green Ext Time (p_c), s 0.7 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 10.7 HCM 2010 LOS B

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 38 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 640 290 0000001858250 Future Volume (vph) 0 640 290 0000001858250 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 8 12 12 12 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 0 0 100 0 Storage Lanes 0 1 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 1.00 Ped Bike Factor 0.46 1.00 1.00 Frt 0.850 Flt Protected 0.950 0.999 Satd. Flow (prot) 0 3346 1372 0000001610 3387 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 0 3346 626 0000001609 3387 0 Right Turn on Red No Yes Yes Yes Yes Satd. Flow (RTOR) 141 103 Link Speed (mph) 30 30 30 30 Link Distance (ft) 270 131 305 244 Travel Time (s) 6.1 3.0 6.9 5.5 Confl. Peds. (#/hr) 298 1391 1391 298 53 1 1 53 Confl. Bikes (#/hr) 49 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 6% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 0 667 302 0000001938590 Shared Lane Traffic (%) 10% Lane Group Flow (vph) 0 667 302 0000001748780 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.02 1.20 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type NA custom Split NA Protected Phases 4 9 2 10 2 10 Permitted Phases 4 Minimum Split (s) 24.0 12.0 Total Split (s) 31.0 13.0 Total Split (%) 36.5% 15.3% Maximum Green (s) 27.0 9.0 Yellow Time (s) 3.0 3.0 All-Red Time (s) 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 4.0 4.0 Lead/Lag Lead Lead-Lag Optimize? Yes Walk Time (s) 10.0 4.0

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 39 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

Lane Group Ø2 Ø8 Ø10 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) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 2 8 10 Permitted Phases Minimum Split (s) 29.0 27.0 12.0 Total Split (s) 29.0 31.0 12.0 Total Split (%) 34% 36% 14% Maximum Green (s) 25.0 24.0 8.0 Yellow Time (s) 3.0 3.0 3.0 All-Red Time (s) 1.0 4.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead-Lag Optimize? Yes Walk Time (s) 13.0 10.0 4.0

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 40 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk (s) 10.0 4.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 27.0 36.0 37.0 37.0 Actuated g/C Ratio 0.32 0.42 0.44 0.44 v/c Ratio 0.63 0.88 0.22 0.57 Control Delay 23.1 48.3 2.3 11.1 Queue Delay 1.2 0.0 0.5 0.5 Total Delay 24.3 48.3 2.8 11.7 LOS C D A B Approach Delay 31.8 10.2 Approach LOS C B Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 13 (15%), Referenced to phase 2:SBTL, Start of Green Natural Cycle: 80 Control Type: Pretimed Maximum v/c Ratio: 0.88 Intersection Signal Delay: 20.5 Intersection LOS: C Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15

Splits and Phases: 900: North Lake Shore Drive S & East Illinois Street

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 41 Lanes, Volumes, Timings 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 42 HCM 2010 Signalized Intersection Summary 900: North Lake Shore Drive S & East Illinois Street 08/03/2017

HCM 2010 methodology does not support clustered intersections.

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 43 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 245 580 00000225260000 Future Volume (vph) 245 580 00000225260000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 12 12 12 12 12 12 12 12 12 Lane Util. Factor 0.91 0.91 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 0.72 0.99 0.81 Frt 0.920 Flt Protected 0.950 0.998 Satd. Flow (prot) 1503 3043 000002637 0000 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1077 3008 000002637 0000 Right Turn on Red Yes Yes Yes Yes Yes Satd. Flow (RTOR) 250 64 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 131 547 323 251 Travel Time (s) 3.0 12.4 7.3 5.7 Confl. Peds. (#/hr) 278 1335 1335 278 172 172 Confl. Bikes (#/hr) 23 2 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 (%) 2% 6% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Adj. Flow (vph) 278 659 00000256295000 Shared Lane Traffic (%) 10% Lane Group Flow (vph) 250 687 000005510000 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 10 10 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA NA Protected Phases 2 8 9 10 Permitted Phases 2 8 9 10 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) 56.0 56.0 21.0

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 44 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

Lane Group Ø2 Ø4 Ø8 Ø9 Ø10 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Ped Bike Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Turn Type Protected Phases 248910 Permitted Phases Minimum Split (s) 29.0 24.0 27.0 12.0 12.0 Total Split (s) 29.0 31.0 31.0 13.0 12.0 Total Split (%) 34% 36% 36% 15% 14% Maximum Green (s) 25.0 27.0 24.0 9.0 8.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 1.0 1.0 4.0 1.0 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Walk Time (s) 13.0 10.0 10.0 4.0 4.0 Flash Dont Walk (s) 12.0 10.0 10.0 4.0 4.0 Pedestrian Calls (#/hr) 00000 Act Effct Green (s)

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 45 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.66 0.66 0.25 v/c Ratio 0.31 0.34 0.91dr Control Delay 1.0 1.8 44.2 Queue Delay 1.0 0.7 0.0 Total Delay 2.0 2.5 44.2 LOS A A D Approach Delay 2.4 44.2 Approach LOS A D Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 13 (15%), Referenced to phase 2:SBTL, Start of Green Natural Cycle: 80 Control Type: Pretimed Maximum v/c Ratio: 0.88 Intersection Signal Delay: 17.9 Intersection LOS: B Intersection Capacity Utilization 81.2% ICU Level of Service D Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane.

Splits and Phases: 1000: North Lake Shore Drive N & East Illinois Street

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 46 Lanes, Volumes, Timings 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

Lane Group Ø2 Ø4 Ø8 Ø9 Ø10 Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 47 HCM 2010 Signalized Intersection Summary 1000: North Lake Shore Drive N & East Illinois Street 08/03/2017

HCM 2010 methodology does not support clustered intersections.

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 48 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 65 40 85 70 30 60 15 70 620 100 70 785 Future Volume (vph) 65 40 85 70 30 60 15 70 620 100 70 785 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 80 90 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 0.91 0.73 0.84 0.83 0.96 0.93 0.84 0.99 Frt 0.850 0.850 0.979 0.988 Flt Protected 0.970 0.966 0.950 0.950 Satd. Flow (prot) 0 1589 1478 0 1739 1531 0 1580 4543 0 1636 4905 Flt Permitted 0.777 0.751 0.250 0.307 Satd. Flow (perm) 0 1162 1074 0 1140 1269 0 400 4543 0 443 4905 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 51 65 50 24 Link Speed (mph) 30 30 30 30 Link Distance (ft) 369 379 501 522 Travel Time (s) 8.4 8.6 11.4 11.9 Confl. Peds. (#/hr) 172 279 279 172 142 518 518 Confl. Bikes (#/hr) 8 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 (%) 12% 2% 2% 2% 2% 2% 2% 3% 4% 2% 3% 3% Adj. Flow (vph) 71 43 92 76 33 65 16 76 674 109 76 853 Shared Lane Traffic (%) Lane Group Flow (vph) 0 114 92 0 109 65 0 92 783 0 76 929 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right R NA Left Left Right Left Left Median Width(ft) 0 0 10 10 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.09 1.09 1.09 1.04 1.04 1.04 1.00 1.14 1.00 1.00 1.09 1.00 Turning Speed (mph) 15 9 15 9 9 15 9 15 Turn Type Perm NA Perm Perm NA Perm custom pm+pt NA pm+pt NA Protected Phases 4 8 13 2 9 6 Permitted Phases 4 4 8 8 13 2 6 Minimum Split (s) 32.0 32.0 32.0 32.0 32.0 32.0 6.0 6.0 45.0 6.0 45.0 Total Split (s) 32.0 32.0 32.0 32.0 32.0 32.0 8.0 8.0 45.0 8.0 45.0 Total Split (%) 37.6% 37.6% 37.6% 37.6% 37.6% 37.6% 9.4% 9.4% 52.9% 9.4% 52.9% Maximum Green (s) 27.0 27.0 27.0 27.0 27.0 27.0 5.0 5.0 41.0 5.0 41.0 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) 5.0 5.0 5.0 5.0 5.0 5.0 31.0 31.0

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 49 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 08/03/2017

Lane Group SBR Lane Configurations Traffic Volume (vph) 70 Future Volume (vph) 70 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) 13 Peak Hour Factor 0.92 Heavy Vehicles (%) 3% Adj. Flow (vph) 76 Shared Lane Traffic (%) Lane Group Flow (vph) 0 Enter Blocked Intersection No Lane Alignment Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor 1.00 Turning Speed (mph) 9 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)

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 50 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT 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) 27.0 27.0 27.0 27.0 47.0 41.0 47.0 41.0 Actuated g/C Ratio 0.32 0.32 0.32 0.32 0.55 0.48 0.55 0.48 v/c Ratio 0.31 0.25 0.30 0.15 0.32 0.35 0.24 0.39 Control Delay 24.8 13.1 24.8 6.7 10.8 13.3 6.8 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.8 13.1 24.8 6.7 10.8 13.3 6.8 8.8 LOS CB CA BB AA Approach Delay 19.6 18.0 13.0 8.6 Approach LOS B B B A Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 20 (24%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Pretimed Maximum v/c Ratio: 0.39 Intersection Signal Delay: 12.1 Intersection LOS: B Intersection Capacity Utilization 98.9% ICU Level of Service F Analysis Period (min) 15

Splits and Phases: 1100: North Columbus Drive & North Water Street

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 51 Lanes, Volumes, Timings 1100: North Columbus Drive & North Water Street 08/03/2017

Lane Group SBR Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 52 HCM 2010 Signalized Intersection Summary 1100: North Columbus Drive & North Water Street 08/03/2017

HCM 2010 analysis does not support non-NEMA phasing.

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 53 Lanes, Volumes, Timings 1200: North New Street & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 20 75 5 5 170 40 10 0 40 25 10 20 Future Volume (vph) 20 75 5 5 170 40 10 0 40 25 10 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.994 0.975 0.850 0.950 Flt Protected 0.990 0.999 0.950 0.978 Satd. Flow (prot) 0 1822 0 0 1814 0 1656 1538 0 0 1700 0 Flt Permitted 0.990 0.999 0.950 0.978 Satd. Flow (perm) 0 1822 0 0 1814 0 1656 1538 0 0 1700 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 298 253 188 350 Travel Time (s) 6.8 5.8 4.3 8.0 Confl. Peds. (#/hr) 20 59 59 20 18 24 24 18 Confl. Bikes (#/hr) 4 2 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 5% 2% 2% 2% 2% 2% 9% 2% 5% 2% 2% 7% Adj. Flow (vph) 22 81 5 5 183 43 11 0 43 27 11 22 Shared Lane Traffic (%) Lane Group Flow (vph) 0 108 0 0 231 0 11 43 0 0 60 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.9% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 54 HCM 2010 AWSC 1200: North New Street & North Water Street 08/03/2017

Intersection Intersection Delay, s/veh 8.5 Intersection LOS A

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 20 75 5 0 5 170 40 0 10 0 40 Future Vol, veh/h 0 20 75 5 0 5 170 40 0 10 0 40 Peak Hour Factor 0.92 0.93 0.93 0.93 0.92 0.93 0.93 0.93 0.92 0.93 0.93 0.93 Heavy Vehicles, % 252222222925 Mvmt Flow 0 22 81 5 0 5 183 43 0 11 0 43 Number of Lanes 001000100110 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 2 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 2 1 1 HCM Control Delay 8.2 8.8 7.8 HCM LOS A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, % 100% 0% 20% 2% 45% Vol Thru, % 0% 0% 75% 79% 18% Vol Right, % 0% 100% 5% 19% 36% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 10 40 100 215 55 LT Vol 10 0 20 5 25 Through Vol 0 0 75 170 10 RT Vol 0 40 5 40 20 Lane Flow Rate 11 43 108 231 59 Geometry Grp 77225 Degree of Util (X) 0.018 0.055 0.135 0.271 0.078 Departure Headway (Hd) 5.972 4.643 4.507 4.218 4.731 Convergence, Y/N Yes Yes Yes Yes Yes Cap 600 772 797 853 758 Service Time 3.698 2.369 2.528 2.236 2.757 HCM Lane V/C Ratio 0.018 0.056 0.136 0.271 0.078 HCM Control Delay 8.8 7.6 8.2 8.8 8.2 HCM Lane LOS AAAAA HCM 95th-tile Q 0.1 0.2 0.5 1.1 0.3

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 55 HCM 2010 AWSC 1200: North New Street & North Water Street 08/03/2017

Intersection Intersection Delay, s/veh Intersection LOS

Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 25 10 20 Future Vol, veh/h 0 25 10 20 Peak Hour Factor 0.92 0.93 0.93 0.93 Heavy Vehicles, % 2227 Mvmt Flow 0 27 11 22 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 2 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 8.2 HCM LOS A

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 56 Lanes, Volumes, Timings 1300: North McClurg Court & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 95 25 20 0 35 100 0 15 0 125 40 180 Future Volume (vph) 95 25 20 0 35 100 0 15 0 125 40 180 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.980 0.900 0.929 Flt Protected 0.967 0.982 Satd. Flow (prot) 0 1754 0 0 1676 0 0 1863 0 0 1680 0 Flt Permitted 0.967 0.982 Satd. Flow (perm) 0 1754 0 0 1676 0 0 1863 0 0 1680 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 253 328 153 560 Travel Time (s) 5.8 7.5 3.5 12.7 Confl. Peds. (#/hr) 34 65 65 34 153 300 300 153 Confl. Bikes (#/hr) 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 (%) 3% 2% 2% 2% 2% 2% 2% 2% 2% 2% 3% 4% Adj. Flow (vph) 103 27 22 0 38 109 0 16 0 136 43 196 Shared Lane Traffic (%) Lane Group Flow (vph) 0 152 0 0 147 0 0 16 0 0 375 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.6% ICU Level of Service C Analysis Period (min) 15

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 57 HCM 2010 AWSC 1300: North McClurg Court & North Water Street 08/03/2017

Intersection Intersection Delay, s/veh 10.3 Intersection LOS B

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations Traffic Vol, veh/h 0 95 25 20 0 0 35 100 0 0 15 0 Future Vol, veh/h 0 95 25 20 0 0 35 100 0 0 15 0 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, % 232222222222 Mvmt Flow 0 103 27 22 0 0 38 109 0 0 16 0 Number of Lanes 001000100010 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 1 1 1 Conflicting Approach Left SB NB EB Conflicting Lanes Left 1 1 1 Conflicting Approach Right NB SB WB Conflicting Lanes Right 1 1 1 HCM Control Delay 9.5 8.7 8.3 HCM LOS A A A

Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 68% 0% 36% Vol Thru, % 100% 18% 26% 12% Vol Right, % 0% 14% 74% 52% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 15 140 135 345 LT Vol 0 95 0 125 Through Vol 15 25 35 40 RT Vol 0 20 100 180 Lane Flow Rate 16 152 147 375 Geometry Grp 1111 Degree of Util (X) 0.023 0.215 0.187 0.462 Departure Headway (Hd) 5.104 5.081 4.594 4.431 Convergence, Y/N Yes Yes Yes Yes Cap 696 702 776 810 Service Time 3.178 3.143 2.655 2.476 HCM Lane V/C Ratio 0.023 0.217 0.189 0.463 HCM Control Delay 8.3 9.5 8.7 11.3 HCM Lane LOS AAAB HCM 95th-tile Q 0.1 0.8 0.7 2.5

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 58 HCM 2010 AWSC 1300: North McClurg Court & North Water Street 08/03/2017

Intersection Intersection Delay, s/veh Intersection LOS

Movement SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 125 40 180 Future Vol, veh/h 0 125 40 180 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2234 Mvmt Flow 0 136 43 196 Number of Lanes 0010 Approach SB Opposing Approach NB Opposing Lanes 1 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 11.3 HCM LOS B

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 59 Lanes, Volumes, Timings 1301: Existing Driveways & North Water Street 08/03/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 100 50 0 90 00000045 Future Volume (vph) 0 100 50 0 90 00000045 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.955 0.865 Flt Protected Satd. Flow (prot) 0 1779 0 0 1863 0 1863 00001611 Flt Permitted Satd. Flow (perm) 0 1779 0 0 1863 0 1863 00001611 Link Speed (mph) 30 30 30 30 Link Distance (ft) 328 269 109 111 Travel Time (s) 7.5 6.1 2.5 2.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 109 54 0 98 00000049 Shared Lane Traffic (%) Lane Group Flow (vph) 0 163 0 0 98 00000049 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 14.7% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 60 HCM 2010 TWSC 1301: Existing Driveways & North Water Street 08/03/2017

Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 100 50 0 90 0 0 0 0 0 0 45 Future Vol, veh/h 0 100 50 0 90 0 0 0 0 0 0 45 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------0 - - - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 109 54 0 98 0 0 0 0 0 0 49

Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All - 0 0 - - 0 234 - - - - 98 Stage 1 ------136 - - - - - Stage 2 ------98 - - - - - Critical Hdwy ------7.12 - - - - 6.22 Critical Hdwy Stg 1 ------6.12 - - - - - Critical Hdwy Stg 2 ------6.12 - - - - - Follow-up Hdwy ------3.518 - - - - 3.318 Pot Cap-1 Maneuver 0 - - 0 - 0 721 0 0 0 0 958 Stage 1 0 - - 0 - 0 867 0 0 0 0 - Stage 2 0 - - 0 - 0 908 0 0 0 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver ------684 - - - - 958 Mov Cap-2 Maneuver ------684 - - - - - Stage 1 ------867 - - - - - Stage 2 ------862 - - - - -

Approach EB WB NB SB HCM Control Delay, s 0 0 0 9 HCM LOS A A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBT SBLn1 Capacity (veh/h) ----958 HCM Lane V/C Ratio ----0.051 HCM Control Delay (s) 0 - - - 9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) ----0.2

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 61 Lanes, Volumes, Timings 1400: North Water Street & West Access 08/03/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 100 90 0 0 0 Future Volume (vph) 0 100 90 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 0 1863 1863 0 0 1863 Flt Permitted Satd. Flow (perm) 0 1863 1863 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 269 48 162 Travel Time (s) 6.1 1.1 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 109 98 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 109 98 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 8.6% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 62 HCM 2010 TWSC 1400: North Water Street & West Access 08/03/2017

Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 100 90 0 0 0 Future Vol, veh/h 0 100 90 0 0 0 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 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 109 98 0 0 0

Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 - 98 Stage 1 ------Stage 2 ------Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver 0 - - 0 0 958 Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 958 Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

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

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

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 63 Lanes, Volumes, Timings 1500: East Access & SB Off-Ramp 08/03/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 35 0 0 0 30 Future Volume (vph) 0 35 0 0 0 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1611 0 0 0 1863 Flt Permitted Satd. Flow (perm) 0 1611 0 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 73 96 112 Travel Time (s) 1.7 2.2 2.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 38 0 0 0 33 Shared Lane Traffic (%) Lane Group Flow (vph) 0 38 0 0 0 33 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Free Stop Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 64 Lanes, Volumes, Timings 1600: SB Off-Ramp & North Lake Shore Drive S 08/03/2017

Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 0 0 1080 35 0 0 Future Volume (vph) 0 0 1080 35 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.91 0.91 1.00 1.00 Frt 0.995 Flt Protected Satd. Flow (prot) 0 0 5060 0 0 0 Flt Permitted Satd. Flow (perm) 0 0 5060 0 0 0 Link Speed (mph) 30 30 30 Link Distance (ft) 526 305 169 Travel Time (s) 12.0 6.9 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 1174 38 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 1212 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.0% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 65 Lanes, Volumes, Timings 1700: North Lake Shore Drive N & NB On-Ramp 08/03/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 30 455 0 0 0 Future Volume (vph) 0 30 455 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1611 3539 0 0 0 Flt Permitted Satd. Flow (perm) 0 1611 3539 0 0 0 Link Speed (mph) 30 30 30 Link Distance (ft) 236 425 323 Travel Time (s) 5.4 9.7 7.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 33 495 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 33 495 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 22.6% ICU Level of Service A Analysis Period (min) 15

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 66 HCM 2010 TWSC 1700: North Lake Shore Drive N & NB On-Ramp 08/03/2017

Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 30 455 0 0 0 Future Vol, veh/h 0 30 455 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - - Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 33 495 0 0 0

Major/Minor Minor1 Major1 Conflicting Flow All - 247 0 - 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 0 753 - 0 Stage 1 0 - - 0 Stage 2 0 - - 0 Platoon blocked, % - Mov Cap-1 Maneuver - 753 - - Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 - - - -

Approach WB NB HCM Control Delay, s 10 0 HCM LOS B

Minor Lane/Major Mvmt NBTWBLn1 Capacity (veh/h) - 753 HCM Lane V/C Ratio - 0.043 HCM Control Delay (s) - 10 HCM Lane LOS - B HCM 95th %tile Q(veh) - 0.1

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 67 Lanes, Volumes, Timings 1800: East Access 08/03/2017

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 68 HCM 2010 TWSC 1800: East Access 08/03/2017

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

Minor Lane/Major Mvmt EBLn1 SBL Capacity (veh/h) - - HCM Lane V/C Ratio - - HCM Control Delay (s) 0 - HCM Lane LOS A - HCM 95th %tile Q(veh) - -

Future (2020) Build Traffic Volumes 1:00 pm 06/22/2017 Saturday Peak Hour Synchro 9 Report EJA Page 69

TRUCK TURN SCHEMATICS

400 N. Lake Shore Drive – Chicago, Illinois August 2017

111 West Jackson Boulevard I Suite 1320 I Chicago, IL I 60604 312-726-9445