CCC Traffic Study by Jllconstuction

MIXED-USE DEVELOPMENT Traffic Impact Study Hazel Crest, Illinois

September 2022

Prepared for:

Catalyst Consulting Group, LLC

TABLE OF CONTENTS Executive Summary

Introduction

Existing Conditions

Future Conditions – Phase A

Future Conditions – Phase B (Full Buildout)

Recommendations & Conclusion

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

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LIST OF TABLES Table 2.1. Level of Service Grading Descriptions

Table 2.2. Level of Service Grading Criteria

Table 2.3. Existing (2019) Levels of Service

Table 3.1. ITE Trip Generation Data by Land Use

Table 3.2. Site-Generated Traffic Projections – Phase A

Table 3.3. Estimated Trip Distribution

Table 3.4. Future Growth Rates

Table 3.5. Future (2029) No-Build Levels of Service

Table 3.6. Future (2029) Build Signal Warrant Analysis

Table 3.7. Future (2029) Build Levels of Service

Table 4.1. ITE Trip Generation Data by Land Use

Table 4.2. Site-Generated Traffic Projections – Phase B (Full Buildout)

Table 4.3. Future (2031) No-Build Levels of Service

Table 4.4. Future (2031) Build Signal Warrant Analysis

Table 4.5. Future (2031) Build Levels of Service

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LIST OF EXHIBITS Exhibit 1. Site Location Map

Exhibit 2. Existing (2019) Traffic Volumes

Exhibit 3. Site Trip Assignment (Phase A) – Trucks

Exhibit 4. Site Trip Assignment (Phase A) – Cars

Exhibit 5. Site Trip Assignment (Phase A) – Total

Exhibit 6. Future (2029) No-Build Traffic Projections

Exhibit 7. Future (2029) Build Traffic Projections

Exhibit 8. Site Trip Assignment (Phase B) – Cars

Exhibit 9. Site Trip Assignment (Phase B) – Pass-By

Exhibit 10. Site Trip Assignment (Phase B) – Total

Exhibit 11. Site Trip Assignment (Full Buildout) – Total

Exhibit 12. Future (2031) No-Build Traffic Projections

Exhibit 13. Future (2031) Build Traffic Projections

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EXECUTIVE SUMMARY Kimley-Horn and Associates, Inc. (Kimley-Horn) was retained by Catalyst Consulting Group, LLC to perform a traffic impact study for a proposed mixed-use development on the northwest quadrant of Dixie Highway/175th Street/Governors Highway in Hazel Crest, Illinois. It is anticipated the development would occur in phases with the initial phase (Phase A) to include a 196,339 square-foot aquaponics facility and 1,059,430 square feet of industrial warehouse use. A future phase of development (Phase B) would include a mix of retail, restaurant, and office uses along the Dixie Highway frontage. Phase B would also include a 135-room hotel and 119,534 square-foot mixed-use building near the southeast quadrant of the site, and a water park and track and field facility near the southwest quadrant of the site. Access to the site would be provided on Dixie Highway by a three-quarter access driveway (Access A) located opposite 173rd Street and a full-access driveway (Access B) located opposite 174th Street. In addition, access along 175th Street would be provided via a right-in/right-out (RIRO) driveway (Access C), a full-access driveway (Access D) located opposite Howe Avenue, and a RIRO driveway (Access E) located opposite Western Avenue at the western boundary of the site. As part of this traffic impact study, existing and future traffic conditions were evaluated for the area study intersections and the planned site access driveways. This study evaluates Year 2029 traffic conditions with the development of Phase A. Based on the results of this analysis, improvements were identified to support site access and the addition of site-generated traffic to the area roadway network. Additional improvements were identified to support Phase B. Plans for Phase B are considered preliminary and subject to further refinement; and therefore, the analysis presented for Phase B is provided for planning purposes only. As the development plan for Phase B is further refined, the Year 2031 analysis may need to be updated. With development of Phase A, a dedicated right-turn lane is recommended on the south leg of Dixie Highway at 171st Street. The turn lane should provide 145 feet of storage with a 175-foot taper. At the intersection of Dixie Highway/I-294 & I-80 Off-Ramp, a dedicated right-turn lane should be provided on the off-ramp (west leg). The turn lane should provide 220 feet of storage and a 215-foot taper. As part of Phase A, improvements are also recommended on Dixie Highway and 175th Street to facilitate turning movements at the site access driveways. On the south leg of Dixie Highway at Access A, a dedicated left-turn lane is recommended. The turn lane should provide 145 feet of storage with a 175-foot taper. On the north leg of Dixie Highway at Access A, dedicated left- and right-turn lanes should be provided, each with 145 feet of storage and a 175-foot taper. At the intersection of Dixie Highway/174th Street/Access B, dedicated left-turn lanes are recommended on the north and south legs. Additionally, a dedicated right-turn lane should be provided on the north leg. Each turn lane should provide 145 feet of storage with a 175-foot taper. At the intersection of 175th Street/Howe Avenue/Access D, eastbound and westbound left-turn lanes should be provided on 175th Street. The turn lanes should provide 185 feet of storage with a 200-foot taper. Additionally, a dedicated rightturn lane should be provided on the east leg of 175th Street at Access D. Per IDOT design standards, the right-turn lane should provide 185 feet of storage with a 200-foot taper.

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With the addition of site-generated traffic estimated for Phase B, a traffic signal is warranted at the intersections of Dixie Highway/174th Street/Access B and 175th Street/Howe Avenue/Access D. The traffic signals should be installed per Illinois Department of Transportation (IDOT) design standards. In addition, at Dixie Highway/175th Street/Governors Highway, a dedicated right-turn lane should be provided on the north leg. The turn lane should provide 145 feet of storage with a 175-foot taper. With installation of the southbound right-turn lane on Dixie Highway at 175th Street/Governors Highway, modifications to the traffic signal should be considered in order to provide a southbound right-turn overlap phase and additional green time for the southbound approach. Based on projected traffic volumes, a dedicated right-turn lane should be provided on the east leg of 175th Street at Access C and Access E. Per IDOT design standards, these right-turn lanes should provide 185 feet of storage with a 200-foot taper. Access A should provide a single outbound lane with a raised channelizing island and “No Left Turn” signage for outbound traffic. This driveway should be designed as a three-quarter access with outbound left-turn movements prohibited. Access C and Access E should be designed as RIRO driveways with a single inbound lane and a single outbound lane. A raised channelizing island should be provided with “No Left Turn” signage posted for outbound traffic. At Access B and Access D, a single inbound lane and separate outbound left-turn and shared through/right-turn lanes should be provided. Additional details related to the improvements identified above are provided in the Recommendations & Conclusion section of this report.

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1. INTRODUCTION Kimley-Horn was retained by Catalyst Consulting Group, LLC to perform a traffic impact study for a mixed-use development proposed on the northwest quadrant of Dixie Highway/175th Street/Governors Highway in Hazel Crest, Illinois. The existing golf course would be removed to accommodate the development. For purposes of this analysis, it was assumed the proposed development would be completed in two phases. Phase A would include construction of a 173,062 square-foot aquaponics facility with a 23,277 square-foot accessory retail component located at the northeast quadrant of the site. The initial phase would also include 1,059,430 square feet of industrial warehouse use. Phase B would include development along the Dixie Highway frontage with six retail buildings totaling 136,606 square feet and six retail towers totaling 45,384 square feet. A 135-room hotel and 119,534 square-foot mixeduse building are proposed near the southeast quadrant of the site. Near the southwest quadrant of the site, a track and field facility and water park are proposed. Access to the site would be provided on Dixie Highway by a three-quarter access driveway (Access A) located opposite 173rd Street and a full-access driveway (Access B) located opposite 174th Street. Along the 175th Street frontage, a right-in/right-out (RIRO) driveway (Access C) is proposed west of Dixie Highway, a full-access driveway (Access D) would be provided opposite Howe Avenue, and a right-in/right-out (RIRO) driveway (Access E) is proposed opposite Western Avenue. The access driveways would be constructed with development of Phase A. An aerial view of the study location and the surrounding roadway network is presented in Exhibit 1. As a part of this study, the existing network was analyzed to determine current operation at the study intersections. Trip generation characteristics were then established for each phase of the development. These trips were added to future background traffic volumes to evaluate the impact of the development on area study intersections. For purposes of this analysis, Phase A was assumed to be operational by Year 2024 and Phase B in Year 2026. Consistent with Illinois Department of Transportation (IDOT) requirements, traffic conditions were evaluated for Year 2029 and Year 2031, which represent build-plus-five years for Phase A and Phase B, respectively. This report presents and documents Kimley-Horn’s data collection, summarizes the evaluation of traffic conditions on the surrounding roadways, and identifies recommendations to address the potential impact of site-generated traffic on the adjacent roadway network.

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171ST STREET N NOT TO SCALE

DIXIE HIGHWAY

173RD STREET

SITE

174TH STREET

PRIVATE DRIVEWAY

DIXMOOR DRIVE

HOWE AVENUE

GOLFVIEW AVENUE

WESTERN AVENUE

GOVERNORS HIGHWAY

175TH STREET

EXHIBIT 1 SITE LOCATION MAP

2. EXISTING CONDITIONS Kimley-Horn conducted field observations to collect relevant information pertaining to the site, existing land uses in the surrounding area, current traffic volumes and operational conditions, lane configurations and traffic controls, and other key roadway characteristics. A detailed account of this information and findings are as follows.

2.1. Area Connectivity and Existing Land Uses The subject site is located on the west side of Dixie Highway, bounded by Interstate 294 (I294)/Interstate 80 (I-80) to the north and 175th Street to the south. The site is currently occupied by the Calumet Country Club. The area south of 175th Street is developed with single-family residences. Immediately west of the subject property is developed with office uses. The east side of Dixie Highway is developed with single-family residences and commercial uses. The Calumet Metra Station is located less than one-quarter of a mile east of the subject site. Interstate access is located to the north and northeast. The I-294 southbound/I-80 eastbound off-ramp is located at the northeast corner of the site. Access to I-294 northbound/I-80 westbound is provided immediately south of the intersection of 171st Street/Wood Street, less than one-half of a mile northeast of the subject site. Access to I-294 southbound/I-80 eastbound is also provided at 171st Street / Halsted Street, approximately two miles northeast of the site.

2.2. Existing Roadway Characteristics The predominant roadways within the vicinity of the subject site include Dixie Highway, Governors Highway, and 175th Street. Descriptions of roadways within the vicinity of the subject site are summarized below. Dixie Highway is a four-lane, north-south roadway located along the eastern boundary of the subject site. Classified as a Minor Arterial by the Illinois Department of Transportation (IDOT), dedicated turn lanes are located on Dixie Highway at its intersections with 171st Street and 175th Street/Governors Highway. At its signalized intersection with 171st Street, Dixie Highway provides an exclusive left-turn lane, one through lane, and one shared through/right-turn lane on both the north and south legs. Crosswalks with pedestrian pushbuttons for the signal are located on all four legs of the intersection. At its signalized intersection with the I-80 off-ramp, Dixie Highway provides two through lanes on both the north and south legs. At its intersections with 173rd Street and 174th Street, Dixie Highway provides one through lane and one shared left-turn/through lane on the north leg, and one through lane and one shared through/right lane on the south leg. At its signalized intersection with 175th Street, Dixie Highway provides an exclusive left-turn lane, one through lane, and one shared through/right-turn lane on both the north and south legs. Crosswalks with pedestrian pushbuttons for the signal are located on all four legs of the intersection. In the study area, the posted speed limit on Dixie Highway is 35 miles per hour (MPH). Dixie Highway is under the jurisdiction of IDOT. Dixmoor Drive is a two-lane, north-south roadway with a single travel lane in each direction. At its unsignalized T-intersection with 175th Street, Dixmoor Drive operates under minor-leg stop control. A

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striped crosswalk is provided across Dixmoor Drive. A speed limit is not posted on Dixmoor Drive; therefore, for purposes of this analysis, a residential speed limit of 25 MPH was assumed. Dixmoor Drive is a local road under Village of Homewood jurisdiction. Howe Avenue is a two-lane, north-south roadway which extends south of 175th Street. At its unsignalized intersection with 175th Street, Howe Avenue operates under minor-leg stop control. Access to the Calumet Country Club is located on the north side of 175th Street offset less than 25 feet to the west of Howe Avenue. A striped crosswalk is provided across Howe Avenue at its intersection with 175th Street. A speed limit is not posted on Howe Avenue, so a residential speed limit of 25 MPH was assumed. Howe Avenue is a local road under Village of Homewood jurisdiction. Golfview Avenue is a two-lane, north-south roadway which extends south of 175th Street. Classified as a local road, Golfview Avenue operates under minor-leg stop control at its T-intersection with 175th Street. A striped crosswalk is provided on Golfview Avenue at its intersection with 175th Street. There is no posted speed limit on Golfview Avenue; therefore, a residential speed limit of 25 MPH was assumed. Golfview Avenue is a local road under Village of Homewood jurisdiction. Western Avenue is a two-lane, north-south roadway. At its intersection with 175th Street, Western Avenue operates under minor-leg stop control. A service access for the Calumet Country Club is located opposite Western Avenue; however, this access driveway was closed at the time of data collection. At this intersection, a striped crosswalk is provided on Western Avenue. A posted speed limit is not provided; therefore, a residential speed limit of 25 MPH was assumed for the analysis. Western Avenue is a local road under Village of Homewood jurisdiction. Governors Highway is a four-lane, north-south roadway located west of the subject site. Classified as a Minor Arterial by IDOT, Governors Highway extends south of 175th Street. At its signalized intersection with 175th Street, Governors Highway provides dedicated left- and right-turn lanes. Within the study area, the posted speed limit on Governors Highway is 40 MPH. Governors Highway is under IDOT jurisdiction. 171st Street is a two-lane, east-west roadway located north of I-80. At its signalized intersection with Dixie Highway, 171st Street provides one exclusive left-turn lane and one shared through/right-turn lane on both the east and west legs. Striped crosswalks with pedestrian pushbuttons are provided on all legs of this intersection. 171st Street is classified by IDOT as a Major Collector east of Dixie Highway, and a local road to the west. Within the study area, the posted speed limit is 20 MPH. I-294 Southbound/I-80 Eastbound Off-Ramp is single lane off-ramp. The posted speed limit is 45 MPH. At its signalized intersection with Dixie Highway, the ramp provides a single shared lane; however, based on the pavement width a de facto right-turn with storage for approximately two vehicles was observed in the field. For purposes of this analysis, the off-ramp was assumed as a single shared lane. 173rd Street is a two-lane, east-west roadway which extends east of Dixie Highway. At its intersection with Dixie Highway, 173rd Street operates under minor-leg stop control. The posted speed limit is 20

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MPH. 173rd Street is classified as a local road by IDOT. The roadway is under Village of East Hazel Crest jurisdiction. 174th Street is a private road between Dixie Highway and Hawthorne Drive. Through access is prohibited by a gate located at the eastern boundary of the surface parking lot fronting Dixie Highway. At its intersection with Dixie Highway, 174th Street provides access to parking and loading for a multitenant office building. East of the gate, 174th Street provides access to additional parking and loading. Access to the commuter parking lot for the Wood/Calumet Metra Station is not provided via 174th Street. There is no posted speed limit on 174th Street, so 25 MPH was assumed. 175th Street is a four-lane, east-west roadway located along the southern boundary of the subject site. At its signalized intersection with Dixie Highway, 175th Street provides one exclusive left-turn lane, one through lane, and one shared through/right-turn lane on both legs. Striped crosswalks and pedestrian pushbuttons are provided on all four legs of the intersection. At the minor-leg stop controlled intersections between Dixie Highway and Governors Highway, 175th Street provides two travel lanes in each direction; dedicated turn lanes are not provided. At its signalized intersection with Governors Highway/Private Driveway, 175th Street provides one exclusive left-turn lane, one through lane, and one shared through/right-turn lane on the east leg; on the west leg, 175th Street provides two through lanes and one dedicated right-turn lane. 175th Street is classified by IDOT as a Minor Arterial east of Governors Highway and a Major Collector west of Governors Highway. The roadway is under IDOT jurisdiction. The posted speed limit is 40 MPH east of Governors Highway and 35 MPH to the west. Private Driveway is a residential driveway which intersects 175th Street opposite Governors Highway. Private Driveway is included with the signalized intersection of 175th Street/Governors Highway. For purposes of this analysis, single inbound and outbound lanes were assumed. A speed limit of 25 MPH was also assumed.

2.3. Traffic Count Data Turning movement count data was collected for the weekday and Saturday peak periods in January 2019 at the intersections listed below. Counts were conducted from 7:00 to 9:00AM and from 4:00 to 6:00PM on a typical weekday and from 11:00AM to 12:00PM on a typical Saturday.          

171st Street / Dixie Highway I-294 Southbound / I-80 Eastbound Off-Ramp / Dixie Highway 173rd Street / Dixie Highway 174th Street / Dixie Highway 175th Street / Dixie Highway 175th Street / Dixmoor Drive 175th Street / Howe Avenue 175th Street / Golfview Avenue 175th Street / Western Avenue 175th Street / Governors Highway

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This data indicates that peak traffic volumes occur within the study area on weekdays from 7:15 to 8:15AM and 5:00 to 6:00PM. On Saturday, the midday peak occurs from 12:00 to 1:00PM. For purposes of this study, traffic counts were rounded to the nearest multiple of five and balanced between intersections. Existing peak hour traffic volumes are presented in Exhibit 2. A summary of the traffic count data is provided in the appendix. Weekday count data reveals traffic volumes on Dixie Highway are generally higher in the northbound direction during the morning peak hour. In the evening and Saturday midday peak hours, traffic volumes are higher in the southbound direction. East of Dixie Highway, traffic volumes on 171st Street are generally higher in the eastbound direction during the morning peak hour. During the evening and Saturday midday peak hours, traffic volumes on 171st Street are generally evenly distributed. Traffic volumes on 175th Street are generally higher in the eastbound direction during the morning peak hour, and higher in the westbound direction during the evening peak hour. On Saturday, traffic volumes on 175th Street are generally evenly distributed.

2.4. Existing Levels of Service Traffic volume data was analyzed with Synchro capacity analysis software in order to determine the quality of operation in the existing network. Operation is characterized according to the amount of control delay at each approach and quantified into a level of service (LOS). The LOS grades shown below, which are provided in the Transportation Research Board’s Highway Capacity Manual (HCM), quantify and categorize a driver’s discomfort, frustration, fuel consumption, and travel times experienced as a result of intersection control and the resulting traffic queuing. LOS D is typically the minimum acceptable LOS accepted by agencies in Northeastern Illinois. A detailed description of each LOS rating can be found in Table 2.1. Table 2.1. Level of Service Grading Descriptions1 Level of Service A B

Description Minimal control delay; traffic operates at primarily free-flow conditions; unimpeded movement within traffic stream. Minor control delay at signalized intersections; traffic operates at a fairly unimpeded level with slightly restricted movement within traffic stream.

Moderate control delay; movement within traffic stream more restricted than at LOS B; formation of queues contributes to lower average travel speeds.

Considerable control delay that may be substantially increased by small increases in flow; average travel speeds continue to decrease.

E F

High control delay; average travel speed no more than 33 percent of free flow speed. Extremely high control delay; extensive queuing and high volumes create exceedingly restricted traffic flow.

1Highway Capacity Manual, 6th Edition

Table 2.2 presents the range of control delay for each LOS rating as detailed in the HCM. 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.

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10 (5) [10] 165 (295) [130] 120 (115) [50]

LEGEND

110 (140) [50] 25 (30) [10] 10 (15) [5]

N NOT TO SCALE

[10] (10) 5 [15] (20) 25 [10] (20) 20

(7:15 – 8:15am)

(xx) Weekday PM Peak (5:00 – 6:00pm)

[10] (25) 20 [95] (230) 335 [25] (50) 145

xx Weekday AM Peak

195 (330) [145]

171st STREET

[xx] Saturday Peak

(12:00 – 1:00pm)

Existing Stop Sign Less than Five Vehicles

390 (650) [235] 5 (5) [5]

[20] (50 ) 135 [95] (32 5) 2 0 0

[110] (255) 365

Existing Signalized Intersection

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

395 (655) [235] - (-) [-]

[105] (250) 355 [-] (10) 5

173rd STREET

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

174th STREET [105] (260) 360 [-] (-) -

DIXIE HIGHWAY

355 (660) [230] 40 (-) [5]

SITE

- (5) [10] - (60) [-]

[25] (75) 165 [170] (420) 585 [55] (165) 95

[95] (255) 360 [-] (-) 115

5 (5) [-] 310 (520) [130] 65 (200) [60]

0 25) 12 [55] (1 5 0 75) 3 [70] (1 ) 360 75 [95] (1

[250] (655) 840 [-] (5) -

DIXMOOR DRIVE

[240] (655) 835 [-] (10) 5

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

530 (830) [250] - (-) [-]

535 (830) [250] - (5) [-]

HOWE AVENUE

GOLFVIEW AVENUE

[240] (665) 835 [5] (10) 5 [-] (5) 5 [5] (-) 5

[65] (130) 175 [90] (240) 335

AY IGHW

SH OR

RN VE GO

[240] (675) 835 [5] (5) -

WESTERN AVENUE

175th STREET [155] (440) 500 [60] (175) 110

540 (830) [255] - (5) [-]

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

545 (835) [250] 5 (-) [5]

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

385 (535) [175] 165 (305) [75]

100 (185) [65] 250 (525) [160] 5 (10) [5]

PRIVATE DRIVEWAY

EXHIBIT 2 EXISTING (2019) TRAFFIC VOLUMES

Table 2.2. Level of Service Grading Criteria1 Level of Service A B C D E F2

Average Control Delay (s/veh) at: Unsignalized Intersections Signalized Intersections 0 – 10 0 – 10 > 10 – 15 > 10 – 20 > 15 – 25 > 20 – 35 > 25 – 35 > 35 – 55 > 35 – 50 > 55 – 80 > 50 > 80

1Highway Capacity Manual, 6th Edition 2All movements with a Volume to Capacity (v/C) ratio greater than 1 receive a rating of LOS F.

Based on these standards, capacity results were identified for the study intersections under existing conditions. In order to evaluate existing traffic operation, signal timings for the intersection of Dixie Highway/175th Street/Governors Highway were obtained from IDOT. According to IDOT, the remaining signalized intersections are “free” running stand-alone traffic signals and do not currently operate on a coordinated signal system. In order to evaluate traffic conditions and reflect the responsive nature of the signal cycles, the signals were optimized with an assumed minimum cycle length of 90 seconds. Per IDOT requirements, right-turn-on-red (RTOR) movements were not included in the capacity analysis. As RTOR movements were observed in the field, the results of this analysis are considered conservative. The results of capacity analysis for existing conditions are summarized in Table 2.3. In this table, operation on each approach is quantified according to the average delay per vehicle and the corresponding level of service. Overall intersection operations are reported for the signalized intersections. Overall intersection level of service is not reported for minor-leg stop-controlled intersections, since the majority of vehicles are able to move through the intersection with little to no delay. The results presented in Table 2.3 are based on Synchro’s HCM 6th Edition reports with one exception. The results presented for the intersection of Dixie Highway/171st Street are based on Synchro’s Lanes, Volumes, Timings report due to the speed limit on 171st Street (posted speed limit is 20 MPH which is less than the 25 MPH threshold used by HCM 6th Edition). Copies of the reports are included in the appendix. In addition to the HCM 6th Edition report, the Synchro’s Lanes, Volumes, Timings report is provided for each study intersection per IDOT direction.

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Table 2.3. Existing (2019) Levels of Service Weekday AM Peak Delay LOS (s/veh)

Intersection Dixie Highway / 171st Street Northbound

Weekday PM Peak Delay LOS (s/veh)

Saturday Midday Peak Delay LOS (s/veh)



Southbound Eastbound Westbound Intersection Dixie Highway / I-294 SB Off-Ramp /  I-80 EB Off-Ramp Northbound Southbound Eastbound Intersection  Dixie Highway / 173rd Street Southbound (Left) Westbound  Dixie Highway / 174th Street Southbound (Left) Westbound Dixie Highway / 175th Street / Governors  Highway Northbound Southbound Eastbound Westbound Intersection Dixmoor Drive / 175th Street  Northbound Westbound (Left) Howe Avenue / 175th Street  Northbound Westbound (Left) Golfview Avenue / 175th Street  Northbound Westbound (Left)

17 9 16

B A B

17 22 15

B C B

15 17 12

B B B

8 7 15 10+

A A B B

9 1017 12

A A B B

3 4 27 11

A A C B

9 11

A B

8 12

A B

8 9

A A

8 11

A B

8 13

A B

7 9

A A

46 35+ 16 15 29

D1 D B B C

26 60 22 17 32

C E C B C

36 45 7 7 24

D D A A C

19 10-

C A

17 9

C A

10+ 8

B A

18 10-

C A

18 9

C A

108

A A

23 10-

C A

21 9

C A

108

A A

 – Signalized Intersection  – Minor-Leg Stop-Controlled Intersection 1Right-turn movement operates at LOS E.

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Table 2.3. Existing (2019) Levels of Service (continued) Weekday AM Peak Delay LOS (s/veh)

Intersection Western Avenue / 175th Street Northbound Westbound (Left) Governors Highway / Private Driveway / 175th Street Northbound Southbound Eastbound Westbound Intersection  – Signalized Intersection

Weekday PM Peak Delay LOS (s/veh)

Saturday Midday Peak Delay LOS (s/veh)

 19 10-

C A

22 9

C A

9 8

A A

15 13 19 10+ 15

B B B B B

15 15 17 8 12

B B B A B

15 15 9 5 9

B B A A A



 – Minor-Leg Stop-Controlled Intersection

As shown in Table 2.3, the signalized intersections operate at an overall LOS C or better during the peak hours. All movements and approaches operate at LOS D or better with two exceptions. At the intersection of Dixie Highway/175th Street/Governors Highway, the northbound right-turn movement operates at LOS E during the morning peak hour. During the evening peak hour, the southbound approach operates at LOS E. These delay results are largely attributable to the signal priority given to east-west traffic on 175th Street/Governors Highway. As a result, long periods of green time are allocated to the east-west through movements and the minor street (Dixie Highway) approaches receive shorter green times. During the evening peak hour, the 95th percentile queue estimate for the southbound left-turn movement is approximately 55 feet (2 vehicles), which is accommodated within the existing 155-foot storage lane. Based on the results of the capacity analysis, the 95th percentile queues estimated for turn movements at the signalized intersections are accommodated within the existing turn lanes, consistent with peak hour observations. At the I-294/I-80 off-ramp, the estimated 95th percentile queue for the eastbound approach (i.e., off-ramp) is approximately 125 feet (5 vehicles) or less during each peak hour. With an existing 990 feet between the stop bar and the gore for the I-80 off-ramp, the 95th percentile queue occupies less than 15 percent of the available distance used for stacking on the off-ramp. Off-ramp queue spillback to the mainline travel lanes was not observed during the peak hours. At the unsignalized intersections, each approach and movement operate at LOS C or better during the peak hours. The 95th percentile queues estimated for each intersection are approximately 25 feet (1 vehicle) or less during the weekday and Saturday peak hours.

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3. FUTURE CONDITIONS – PHASE A This section of the report outlines the proposed site plan, summarizes site-specific traffic characteristics, and develops future traffic projections for analysis of Phase A.

3.1. Development Characteristics & Site Access Phase A includes a 173,062 square-foot aquaponics facility with a 23,277 square-foot retail component located at the northeast quadrant of the site. The development also includes 14 warehouse buildings totaling 1,059,430 square feet. Access to the site would be provided via Dixie Highway and 175th Street as follows:     

Access A – A three-quarter access driveway to Dixie Highway located opposite 173rd Street (approximately 565 feet south of the I-294 southbound/I-80 eastbound off-ramp). Access B – A full-access driveway to Dixie Highway located opposite 174th Street. Access C – A RIRO driveway to 175th Street, located approximately 500 feet west of Dixie Highway. Access D – A full-access driveway to 175th Street, located opposite Howe Avenue. Access E – A RIRO driveway to 175th Street, located opposite Western Avenue.

For purposes of this analysis, Phase A was assumed to be occupied in Year 2024. A copy of the conceptual site plan is provided in the appendix.

3.2. Trip Generation In order to calculate traffic generated by the proposed development, data was referenced from the Institute of Transportation Engineers (ITE) titled Trip Generation Manual, 11th Edition. Where available, the trip generation equation for each ITE Land Use Code (LUC) corresponding to a proposed use is shown in Table 3.1; where a trip generation equation was not provided by ITE, the average rate is shown. For purposes of estimating traffic for the aquaponics facility, ITE data provided for LUC 110, General Light Industrial, was selected as mostly closely representative of the anticipated operational characteristics. For purposes of a conservative analysis, site-generated trips for the accessory aquaponics retail component were calculated using ITE data for LUC 822, Strip Retail Plaza (<40k). Copies of the ITE data are provided in the appendix.

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

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Table 3.1. ITE Trip Generation Data by Land Use ITE Land Use

General Light Industrial (LUC 110)

Weekday

Saturday Midday Peak Hour

Vehicle Type

Daily

AM Peak Hour

PM Peak Hour

Passenger Vehicles1

4.62X 50% in/50% out

T = 0.73X 88% in/12% out

0.64X 14% in/86% out

0.10X2 88% in/12% out

Heavy Vehicles

0.25X 50% in/50% out

0.01X 60% in/40% out

0.01X 50% in/50% out

0.01X3 50% in/50% out

Passenger Vehicles

1.11X 50% in/50% out

0.15X 77% in/23% out

0.15X 28% in/72% out

0.025X 64% in/36% out

Heavy Vehicles

0.60X 50% in/50% out

0.02X 52% in/48% out

0.03X 48% in/52% out

0.025X4 52% in/48% out

Passenger Vehicles

T = 42.20X + 229.68 50% in/50% out

Ln(T) = 0.66 Ln(X) + 1.84 60% in/40% out

Ln(T) = 0.71 Ln(X) + 2.72 50% in/50% out

6.57X 51% in/49% out

Warehousing (LUC 150)

Strip Retail Plaza (<40k) (LUC 822)

T – Site-generated trips X – 1,000 square feet gross floor area 1Passenger vehicle trip generation rates were derived from the difference between the total trip generation data and heavy vehicle (truck) trip generation data presented in the ITE Trip Generation Manual, 11th Edition. 2ITE data not provided for Saturday passenger vehicle trips; therefore, the rate is calculated based on the ratio of trip generation rates provided for the AM Peak Hour of Adjacent Street Traffic and Daily trips to Saturday Daily trips. AM peak hour distribution applied. 3ITE data not provided for Saturday truck trips. For purposes of this study, assumed the trip generation rate and directional distribution provided for the evening peak hour. 4ITE data not provided for Saturday truck trips. For purposes of this study, assumed the average of the truck trip generation rates provided for the AM Peak Hour of Adjacent Street Traffic and PM Peak Hour of Adjacent Street Traffic. Assumed the directional distribution provided for the evening peak hour.

It is assumed for the purpose of this study that site-generated trucks will be new trips at the study intersections. Passenger vehicles, on the other hand, are expected to exhibit a more diverse range of travel patterns when traveling to and from the subject development: 



Internal Capture – The proposed uses are intended to complement each other; thus, it is likely that some patrons that visit the aquaponics facility will also visit the accessory aquaponics retail component. To reflect these “internally captured” trips, a 10 percent reduction was assumed for the retail use. A 10 percent internal capture trip reduction was not applied to the aquaponics facility or industrial warehouse uses. Primary Trips – Vehicles that travel to the subject development and then return directly to their place of origin are called “primary trips.” Primary trips reflect new traffic volumes generated by the proposed development that would approach and depart on the same route. Trips to/from the site that are not internally captured or pass-by trips are expected to be primary trips.

Per these assumptions and the calculations detailed previously, site-generated traffic projections are presented in Table 3.2.

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Table 3.2. Site-Generated Traffic Projections – Phase A1 Land Use

Unit

Daily

Weekday AM Peak Hour In Out Total

PM Peak Hour In Out Total

Saturday Midday Peak Hour In Out Total

Industrial Warehouse (LUC 150) Passenger Vehicles 1,059,430 sq, ft, Heavy Vehicles

1,070

105

130

125

640

Subtotal

1,710

115

150

110

155

Aquaponics Facility (LUC 110) Passenger Vehicles 173,062 sq. ft. Heavy Vehicles

660

105

120

Aquaponics Retail (LUC 822)

1,210

140

155

-120

-5

-10

-20

1,790

130

165

115

190

155

3,500 2,820 680

245 235 10

70 60 10

315 295 20

120 105 15

225 210 15

345 315 30

120 105 15

90 75 15

210 180 30

23,777 sq. ft.

Less Internal Capture Trips2 Subtotal Total New Trips (Phase A) Passenger Vehicles Heavy Vehicles

1In/Out volumes are rounded to the nearest multiple of five and daily trips rounded to the nearest multiple of ten. 2Internal Capture is assumed to occur between the accessory aquaponics retail use and the aquaponics and industrial warehouse uses. Internal

Capture was assumed as 10 percent. Internal capture was not applied to the trips estimated for the aquaponics facility or industrial warehouse uses.

3.3. Directional Distribution The estimated distribution of site-generated traffic on the surrounding roadway network as it approaches and departs the site is a function of several variables, such as the nature of surrounding land uses, prevailing traffic volumes/patterns, and the ease with which motorists can travel various sections of the area roadway network. The anticipated directional distribution of site-generated traffic is summarized in Table 3.3. Traffic generated by the subject site was assigned to the study intersections and the proposed site access according to this distribution. Table 3.3. Estimated Trip Distribution Traveling to/from: East via I-294 West via I-294/I-80 Off-Ramp West via 175th Street North via Dixie Highway South via Dixie Highway South via Governors Highway Total

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Portion of Site Traffic Trucks 70% 30% ----100%

Cars 25% 25% 15% 10% 10% 15% 100%

Page 18

3.4. 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 3.2) and the directional distribution (Table 3.3). The peak hour site traffic assignment is presented in Exhibit 3 and Exhibit 4 for truck trips and passenger vehicle trips, respectively. Total site-generated traffic for Phase A is presented in Exhibit 5.

3.5. Future Levels of Service Phase A is expected to be constructed by Year 2024; therefore, Kimley-Horn evaluated a Year 2029 design horizon (build-plus-five condition) per typical IDOT requirements. A future no-build scenario was prepared in order to assess future traffic operation without the proposed development. Sitegenerated trips were then added to the no-build scenario to analyze the development’s impact on the study intersections. Future No-Build Traffic Projections For the future no-build and build scenarios, background traffic volumes were estimated using data from the Chicago Metropolitan Agency for Planning (CMAP). An official letter documenting the projected Year 2050 traffic volume on the study roadways is provided in the appendix. A summary of the growth rates is presented in Table 3.4. The Year 2029 no-build traffic projections are depicted in Exhibit 6. Table 3.4. Future Growth Rates Roadway Segment Dixie Highway north of 171st Street Dixie Highway south of I-294/I-80 Off-Ramp Dixie Highway south of 175th Street Governors Highway south of 175th Street 171st Street east of Dixie Highway 175th Street west of Dixie Highway 175th Street east of Dixie Highway

Growth Rate 0.55% 0.69% 0.56% 0.63% 0.60% 0.69% 0.80%

Based on the projected traffic volumes, the results of the capacity analysis for the Year 2029 no-build conditions are summarized in Table 3.5. Future no-build conditions were evaluated based on existing geometry and signal timings. Consistent with the results of the existing conditions analysis, the capacity analysis results are based on Synchro’s HCM 6th Edition report with one exception. The results presented for the intersection of Dixie Highway/171st Street are based on Synchro’s Lanes, Volumes, Timings report due to the posted speed limit (20 MPH) on 171st Street. Additional capacity analysis details are included in the appendix. In addition to the HCM 6th Edition report, the Synchro Lanes, Volumes, Timings report is provided for each study intersection per IDOT direction.

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

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N 5 (10) [10]

LEGEND

NOT TO SCALE

171st STREET

xx Weekday AM Peak (7:15 – 8:15am)

(xx) Weekday PM Peak 5 (10) [10]

(5:00 – 6:00pm)

[xx] Saturday Peak

(12:00 – 1:00pm)

Existing Signalized Intersection

[5] (5)

Existing Stop Sign

10 (15) [15]

Proposed Stop Sign

Less than Five Vehicles

173rd STREET

10 (15) [15]

ACCESS A

SITE

DIXIE HIGHWAY

ACCESS B [15] (15) 10

174th STREET

10 (15) [15]

ACCESS E

ACCESS D

ACCESS C

PRIVATE DRIVEWAY

DIXMOOR DRIVE

HOWE AVENUE

GOLFVIEW AVENUE

WESTERN AVENUE

IGHW

175th STREET

EXHIBIT 3 SITE TRIP ASSIGNMENT (PHASE A) - TRUCKS

20 (15) [5]

N 60 (25) [25]

LEGEND

NOT TO SCALE

171st STREET

xx Weekday AM Peak 80 (40) [30]

(xx) Weekday PM Peak (5:00 – 6:00pm)

[xx] Saturday Peak

80 [25] (2

Existing Stop Sign

0) 65 55 (30) [30]

Proposed Stop Sign Less than Five Vehicles

[30] (95) 20

Existing Signalized Intersection

90 (30) [25]

(12:00 – 1:00pm)

[5] (15) 5 [25] (80) 15

(7:15 – 8:15am)

173rd STREET

ACCESS A

15 (40) [25]

[30] (95) 20 [10] (20) 10

[30] (95) 20

174th STREET [10] (10) 10

ACCESS B

DIXIE HIGHWAY

SITE

5 (20) [15]

90 (30) [25]

[15] (20) 5

20 (55) [20]

10 (5) [-]

[10] (10) 10

ACCESS C

ACCESS D

20 (55) [20]

5 (10) [5] 10 (30) [20]

10 (35) [10] 10 (30) [10]

20 (55) [20] 5 (10) [-]

- (10) [-]

ACCESS E

PRIVATE DRIVEWAY

10 (5) [-]

[-] (10) 5

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

DIXMOOR DRIVE

[-] (10) 5

[40] (30) 70

HOWE AVENUE

[40] (30) 70

GOLFVIEW AVENUE

[20] (15) 35

AY IGHW

SH OR

RN VE GO

[40] (30) 70

WESTERN AVENUE

175th STREET [20] (15) 35

EXHIBIT 4 SITE TRIP ASSIGNMENT (PHASE A) - CARS

20 (15) [5]

N 65 (35) [35]

LEGEND

NOT TO SCALE

171st STREET

xx Weekday AM Peak 85 (50) [40]

(xx) Weekday PM Peak (5:00 – 6:00pm)

[xx] Saturday Peak

Existing Signalized Intersection

[30] (2

5) 70 55 (30) [30] 100 (45) [40]

Existing Stop Sign

[30] (95) 20

(12:00 – 1:00pm)

[5] (15) 5 [25] (80) 15

(7:15 – 8:15am)

Proposed Stop Sign Less than Five Vehicles

173rd STREET

ACCESS A

25 (55) [40]

ACCESS B [30] (95) 20 [25] (35) 20

174th STREET [10] (10) 10

SITE

DIXIE HIGHWAY

100 (45) [40] 5 (20) [15]

[30] (95) 20

[15] (20) 5

20 (55) [20]

10 (5) [-]

[10] (10) 10

ACCESS C

ACCESS D

20 (55) [20]

5 (10) [5] 20 (45) [35]

10 (35) [10] 10 (30) [10]

20 (55) [20] 5 (10) [-]

- (10) [-]

ACCESS E

PRIVATE DRIVEWAY

10 (5) [-]

[-] (10) 5

[-] (10) 5 10 [-] (5) 10 ) 0 [10] (1

DIXMOOR DRIVE

[-] (10) 5

[40] (30) 70

HOWE AVENUE

[40] (30) 70

GOLFVIEW AVENUE

[20] (15) 35

AY IGHW

SH OR

RN VE GO

[40] (30) 70

WESTERN AVENUE

175th STREET [20] (15) 35

EXHIBIT 5 SITE TRIP ASSIGNMENT (PHASE A) - TOTAL

10 (5) [10] 190 (335) [145] 125 (120) [55]

LEGEND

115 (150) [55] 25 (30) [10] 10 (15) [5]

N NOT TO SCALE

(xx) Weekday PM Peak

220 (370) [160]

[10] (10) 5 [15] (20) 25 [10] (20) 20

(7:15 – 8:15am) (5:00 – 6:00pm)

[xx] Saturday Peak

(12:00 – 1:00pm)

[20] (55 [95] (34 ) 145 0) 205

Existing Stop Sign Less than Five Vehicles

420 (705) [250] 5 (5) [5]

Existing Signalized Intersection

[120] (275) 395

xx Weekday AM Peak

[10] (25) 20 [105] (250) 365 [25] (55) 155

171st STREET

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

425 (710) [250] - (-) [-]

[115] (270) 385 [-] (10) 5

173rd STREET

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

174th STREET [115] (280) 390 [-] (-) -

DIXIE HIGHWAY

385 (715) [245] 40 (-) [5]

SITE

- (5) [10] - (60) [-]

[25] (85) 175 [185] (450) 630 [60] (175) 100

[105] (275) 390 [-] (-) 115

5 (5) [-] 340 (565) [140] 70 (215) [65]

5 30) 12 [60] (1 5 2 8 5) 3 [80] (1 ) 380 85 [100] (1

[270] (705) 900 [-] (5) -

DIXMOOR DRIVE

[260] (705) 895 [-] (10) 5

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

570 (895) [270] - (-) [-]

575 (895) [270] - (5) [-]

HOWE AVENUE

GOLFVIEW AVENUE

[260] (715) 895 [5] (10) 5 [-] (5) 5 [5] (-) 5

[70] (140) 185 [95] (255) 355

AY IGHW

SH OR

RN VE GO

[260] (725) 895 [5] (5) -

WESTERN AVENUE

175th STREET [170] (475) 540 [65] (185) 120

580 (895) [275] - (5) [-]

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

585 (900) [270] 5 (-) [5]

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

415 (580) [190] 175 (325) [80]

105 (200) [70] 275 (565) [170] 5 (10) [5]

PRIVATE DRIVEWAY

EXHIBIT 6 FUTURE (2029) NO-BUILD TRAFFIC PROJECTIONS

Table 3.5. Future (2029) No-Build Levels of Service Weekday AM Peak Delay LOS (s/veh)

Intersection Dixie Highway / 171st Street Northbound Southbound Eastbound Westbound Intersection Dixie Highway / I-294 SB Off-Ramp / I-80 EB Off-Ramp Northbound Southbound Eastbound Intersection Dixie Highway / 173rd Street Southbound (Left) Westbound Dixie Highway / 174th Street Southbound (Left) Westbound Dixie Highway / 175th Street / Governors Highway Northbound Southbound Eastbound Westbound Intersection Dixmoor Drive / 175th Street Northbound Westbound (Left) Howe Avenue / 175th Street Northbound Westbound (Left) Golfview Avenue / 175th Street Northbound Westbound (Left)

Weekday PM Peak Delay LOS (s/veh)

Saturday Midday Peak Delay LOS (s/veh)

 17 10+ 23 28 17

B B C C B

17 12 18 23 16

B B B C B

12 9 15 17 11

B A B B B

8 7 15 10+

A A B B

10+ 11 17 13

B B B B

3 4 27 10+

A A C B

9 12

A B

8 12

A B

8 9

A A

8 12

A B

8 14

A B

8 9

A A

53 37 16 16 31

D1 D B B C

27 76 23 18 37

C E C B D

35+ 44 8 7 24

D D A A C

20 10+

C B

19 9

C A

10+ 8

B A

20 10+

C B

19 9

C A

10+ 8

B A

25+ 10+

D B

23 9

C A

108

A A









 – Signalized Intersection  – Minor-Leg Stop-Controlled Intersection 1Right-turn movement operates at LOS E.

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Table 3.5. Future (2031) No-Build Levels of Service (continued) Intersection Western Avenue / 175th Street Northbound Westbound (Left) Governors Highway / Private Driveway / 175th Street Northbound Southbound Eastbound Westbound Intersection  – Signalized Intersection

Weekday AM Peak Delay LOS (s/veh)

Weekday PM Peak Delay LOS (s/veh)

Saturday Midday Peak Delay LOS (s/veh)

20 10+

C B

259

C A

108

A A

16 13 2011 16

B B B B B

15 16 18 9 13

B B B A B

15 15 9 5 9

B B A A A





 – Minor-Leg Stop-Controlled Intersection

With the addition of background traffic growth, the signalized intersections are expected to operate at an overall LOS D or better during the peak hours. Consistent with existing conditions, all movements and approaches are projected to operate at LOS D or better with two exceptions. At the intersection of Dixie Highway/175th Street/Governors Highway, the northbound right-turn movement is projected to continue to operate at LOS E during the morning peak hour. Similarly, during the evening peak hour the southbound approach is projected to continue to operate at LOS E. Again, these delay results are largely attributable to the signal priority given to east-west traffic on 175th Street/Governors Highway. As a result, long periods of green time are allocated to the east-west through movements and the minor street (Dixie Highway) approaches receive shorter green times. Based on the results of the capacity analysis, the 95th percentile queues estimated for turn movements at the signalized intersections are expected to continue to be accommodated within the existing turn lanes. At the I-294/I-80 off-ramp, the estimated 95th percentile queue for the eastbound approach (i.e., off-ramp) is approximately 125 feet (5 vehicles) or less during each peak hour, consistent with existing conditions. At the unsignalized intersections, each approach and movement operate at LOS D or better during the peak hours. The 95th percentile queues estimated for each intersection are approximately 25 feet (1 vehicle) or less during the weekday and Saturday peak hours. Future Build Traffic Projections Total traffic projections for Year 2029 were calculated by adding site trips (Exhibit 5) to future no-build traffic projections (Exhibit 6). Traffic projections for the Year 2029 future build scenario are illustrated in Exhibit 7.

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10 (5) [10] 210 (350) [150] 125 (120) [55]

LEGEND

115 (150) [55] 25 (30) [10] 75 (50) [40]

N NOT TO SCALE

(xx) Weekday PM Peak (5:00 – 6:00pm)

[xx] Saturday Peak

(12:00 – 1:00pm)

[20] (55 )1 [125] (36 45 5) 275

Existing Stop Sign Less than Five Vehicles

55 (30) [30] 520 (750) [290] 5 (5) [5]

Existing Signalized Intersection

[150] (370) 415

(7:15 – 8:15am)

305 (420) [200]

[10] (10) 5 [15] (20) 25 [10] (20) 20

xx Weekday AM Peak

[10] (25) 20 [110] (265) 370 [50] (135) 170

171st STREET

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

173rd STREET

ACCESS A

[30] (95) 20 [-] (-) [25] (35) 20

410 (770) [285] 40 (-) [5]

ACCESS B

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

174th STREET [10] (10) 10 [115] (280) 390 [-] (-) -

SITE

DIXIE HIGHWAY

100 (45) [40] 430 (730) [265] - (-) [-]

[-] (-) [145] (365) 405

[-] (10) 5

[15] (20) 5

- (5) [10] - (60) [-]

5 (5) [-] 340 (565) [140] 70 (215) [65]

5 35) 13 [60] (1 5 3 9 5) 3 [90] (1 ) 380 85 [100] (1

[25] (85) 175 [185] (450) 630 [60] (185) 105

[115] (285) 400 [-] (-) 115

- (-) [-] 580 (900) [270]

105 (200) [70] 280 (575) [175] 25 (55) [40]

ACCESS C

- (-) [-]

[270] (720) 910 [-] (5) 5 [-] (5) 5

[270] (715) 905 [-] (5) -

580 (900) [270] - (-) [-]

DIXMOOR DRIVE

[40] (30) 70 [260] (705) 895 [-] (10) 5

10 (5) [-] 575 (895) [270] - (5) [-]

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

ACCESS D

600 (950) [295] - (5) [-]

HOWE AVENUE

[300] (745) 965 [5] (10) 5 [-] (5) 5 [5] (-) 5

[70] (140) 185 [115] (270) 390

AY IGHW

SH OR

RN VE GO

[300] (755) 965 [5] (5) -

WESTERN AVENUE

175th STREET [190] (490) 575 [65] (185) 120

20 (55) [20] - (-) [-] 5 (10) [-]

- (-) [-] 605 (955) [290] 5 (-) [5]

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

425 (615) [200] 185 (355) [90]

GOLFVIEW AVENUE

ACCESS E

- (10) [-]

PRIVATE DRIVEWAY

EXHIBIT 7 FUTURE (2029) BUILD TRAFFIC PROJECTIONS

Turn Lane Warrant Analysis For the analysis of future traffic conditions, turn lane warrants were evaluated at the study intersections and proposed site access driveways using guidelines in the IDOT Bureau of Design and Environment (BDE) Manual and traffic volume projections for the Year 2029 future build scenario. Per IDOT direction, a southbound right-turn lane was assumed on Dixie Highway at Access A in order to facilitate truck turning movements. According to IDOT design standards, the turn lane should provide 145 feet of storage with a 175-foot taper. Based on the volume guidance provided for twolane facilities with a design speed below 50 MPH (posted speed limit on Dixie Highway is 35 MPH), a southbound right-turn lane should be provided on Dixie Highway at Access B. According to IDOT design standards, the turn lane should provide 145 feet of storage with a 175-foot taper. In order to accommodate truck turning movements, a westbound right-turn lane was also assumed on 175th Street at Access D. This turn lane should provide 185 feet of storage with a 200-foot taper (posted speed limit on 175th Street is 40 MPH). In addition to the right-turn warrant criteria, the IDOT left-turn warrant criteria were evaluated at the site access driveways. Based on the volume guidance provided for two-lane roadways with a design speed of 40 MPH (posted speed limit on Dixie Highway is 35 MPH), a northbound left-turn lane is warranted on Dixie Highway at 174th Street/Access B. In order to mirror the turn lane recommended on the south leg, an exclusive southbound left-turn lane is also recommended at this intersection. A northbound left-turn lane is also recommended on Dixie Highway at Access A. Again, in order to mirror the turn lane recommended on the south leg, an exclusive southbound left-turn lane is also recommended to facilitate access to 173rd Street. According to the IDOT volume guidance provided for a two-lane facility with a design speed of 45 MPH (posted speed limit on 175th Street is 40 MPH), an exclusive eastbound left-turn lane is warranted on 175th Street at Howe Avenue/Access D. In order to mirror this turn lane, and facilitate left-turn movements to Howe Avenue, a westbound left-turn lane is also recommended at this intersection. Per IDOT, the eastbound and westbound left-turn lanes should provide 185 feet of storage with a 200-foot taper. Based on IDOT traffic volume criteria provided for signalized intersections, where the peak hour rightturn volume is greater than 150 vehicles and mainline traffic volumes are greater than 300 vehicles per hour per lane, a right-turn lane should be considered. According to IDOT criteria, an exclusive right-turn lane is warranted under existing conditions for the following intersections: 



Dixie Highway/I-294 Southbound/I-80 Eastbound Off-Ramp: An exclusive right-turn lane is warranted on the west leg (i.e., I-294/I-80 off-ramp) based on morning and evening peak hour traffic volumes. Dixie Highway/175th Street/Governors Highway: Based on evening peak hour traffic volumes, exclusive right-turn lanes are warranted on the west and north legs of the intersection. Traffic volumes during both morning and evening peak hours warrant an exclusive right-turn lane on the south leg of the intersection. Dixie Highway/171st Street: During the morning peak hour, existing traffic volumes approach warrant criteria for a right-turn lane on the south leg of the intersection.

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Based on the anticipated distribution of site-generated traffic (Exhibit 5), the following turn lanes were assumed for the analysis of future conditions: 



Dixie Highway/I-294 Southbound/I-80 Eastbound Off-Ramp: An exclusive right-turn lane on the west leg (i.e., I-294/I-80 off-ramp) with 220 feet of storage and a 215-foot taper (based on design speed of 50 MPH). Dixie Highway/171st Street: A northbound right-turn lane with 145 feet of storage with a 175foot taper (based on design speed of 40 MPH / posted speed limit of 35 MPH).

In addition to the exclusive turn lanes, the following geometry is recommended for each site access driveway: 



 



Access A (Three-Quarter Driveway) – A single inbound lane and a single outbound lane should be provided. The driveway should be designed to prohibit outbound left-turn movements. “No Left Turn” signage should be installed for outbound traffic. This driveway should be designed to accommodate truck turning movements. Access B (Full-Access) – A single inbound lane and separate outbound left-turn and shared through/right-turn lanes should be provided. This driveway should be designed to accommodate truck turning movements. Access C (RIRO) – A single inbound lane and a single outbound lane should be provided with a raised channelizing island and “No Left Turn” signage for outbound traffic. Access D (Full-Access) – This driveway should be designed to accommodate truck turning movements and should provide a single inbound lane and separate outbound left-turn and shared through/right-turn lanes. Access E (RIRO) – A single inbound lane and a single outbound lane should be provided. A raised channelizing island and “No Left Turn” signage should be installed for outbound traffic.

Minor-leg stop control is recommended for outbound traffic at each site driveway. Signal Warrant Analysis Evening peak hour traffic projections for the following intersections were compared to criteria provided in the Manual on Uniform Traffic Control Devices (MUTCD) to determine whether a traffic signal may be warranted under the Year 2031 build condition at the proposed full-access driveways proposed at the intersections of Dixie Highway/174th Street/Access B and 175th Street/Howe Avenue/Access D. Signal warrant analyses were performed according to criteria set by the Manual on Uniform Traffic Control Devices (MUTCD) for Warrant 1 (Eight-Hour Warrant), Condition A (Minimum Vehicular Volume) and Condition B (Interruption of Continuous Traffic). Warrant 1 can be satisfied by meeting the following conditions: Condition A (Minimum Vehicular Volume), Condition B (Interruption of Continuous Traffic), or the combined Condition A & B. The signal warrant analysis is typically completed with at least eight hours of traffic count data for an intersection. Because only peak hour projections can be formulated for the proposed development, typical IDOT practice allows a signal warrant to instead be evaluated by reducing evening peak hour volumes to 55 percent of their projected total to represent the minimum volume during a given eight-hour period. Minor-street right-

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

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turning volumes were also reduced at the study intersections in accordance with Pagone’s Theorem, per IDOT requirements. These reduced volumes were compared to MUTCD criteria for signal warrant analysis. Table 3.6 reports the signal warrant analysis conducted for the intersections of Dixie Highway/174th Street/Access B and 175th Street/Howe Avenue/Access D. Table 3.6. Future (2029) Build Signal Warrant Analyses Traffic Volume Intersection / Warrant Criteria

Major Street

Dixie Highway / 174th Street / Access B Two-Lane Major Street/One-Lane Minor Street at 100% MUTCD Criteria Warrant 1A 600 Warrant 1B 900 Combined Condition A 480 Combined Condition B 720 Year 2029 Build 588 th 175 Street / Howe Avenue / Access D Two-Lane Major Street/One-Lane Minor Street at 100% MUTCD Criteria Warrant 1A 600 Warrant 1B 900 Combined Condition A 480 Combined Condition B 720 Year 2029 Build 908

Higher-Volume Minor-Leg Approach

Meets Warrant?

150 75 120 60 61

---

150 75 120 60 20

---

As shown above, traffic signals are not warranted with background traffic growth and development of Phase A. Therefore, the intersections of Dixie Highway/174th Street/Access B and 175th/Howe Avenue/Access D were assumed to operate under minor-leg stop control under the Year 2029 build condition. Based on these assumptions, future capacity analysis results for the Year 2029 build condition are provided in Table 3.7. Consistent with the results of the existing conditions analysis, the capacity analysis results are based on Synchro’s HCM 6th Edition report with one exception. The results presented for the intersection of Dixie Highway/171st Street are based on Synchro’s Lanes, Volumes, Timings report due to the posted speed limit (20 MPH) on 171st Street. Additional capacity analysis details are included in the appendix.

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Table 3.7. Future (2029) Build Levels of Service Weekday AM Peak Delay LOS (s/veh)

Intersection Dixie Highway / 171st Street Northbound Southbound Eastbound Westbound Intersection Dixie Highway / I-294 SB Off-Ramp / I-80 EB Off-Ramp Northbound Southbound Eastbound Intersection Dixie Highway / 173rd Street / Access A Northbound (Left) Southbound (Left) Eastbound Westbound Dixie Highway / 174th Street / Access B Northbound (Left) Southbound (Left) Eastbound Westbound Dixie Highway / 175th Street / Governors Highway Northbound Southbound Eastbound Westbound Intersection 175th Street / Access C Southbound (Right) Dixmoor Drive / 175th Street Northbound Westbound (Left)

Weekday PM Peak Delay LOS (s/veh)

Saturday Midday Peak Delay LOS (s/veh)

 18 11 26 24 17

B B C C B

18 12 21 22 16

B B C C B

12 9 17 16 12

B A B B B

7 6 13 9

A A B A

8 8 14 10-

A A B A

4 4 17 8

A A B A

9 9 10+ 13

A A B B

108 11 14

A A B B

8 8 9 10-

A A A A

9 8 14 15+

A A B C

108 30 17

A A D2 C

8 8 11 11

A A B B

53 35+ 17 17 32

D1 D B B C

29 51 24 19 31

C D C B C

39 43 8 7 25

D D A A C

10+

20 10+

C B

19 9

C A

10+ 8

B A







 

 – Signalized Intersection  – Minor-Leg Stop-Controlled Intersection 1Right-turn movement operates at LOS E. 2Left-turn movement operates at LOS E.

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Table 3.7. Future (2029) Build Levels of Service (continued) Intersection 175th Street / Howe Avenue / Access D Northbound Southbound Eastbound (Left) Westbound (Left) Golfview Avenue / 175th Street Northbound Westbound (Left) 175th Street / Western Avenue / Access E Northbound Southbound (Right) Westbound (Left) Governors Highway / Private Driveway / 175th Street Northbound Southbound Eastbound Westbound Intersection

Weekday AM Peak Delay LOS (s/veh)

Weekday PM Peak Delay LOS (s/veh)

Saturday Midday Peak Delay LOS (s/veh)

32 17 9 10+

D C1 A B

30 19 10+ 9

D C1 B A

11 108 8

B A A A

28 10+

D B

25 9

C A

10+ 8

B A

26 10+ 10+

D B B

33 12 9

D B A

109 8

A A A

17 14 21 12 17

B B C B B

15 16 19 9 14

B B B A B

15 15 9 5 9

B B A A A





 – Signalized Intersection  – Minor-Leg Stop-Controlled Intersection 1Left-turn movement operates at LOS E.

With the addition of background traffic growth, Phase A site-generated trips, and recommended improvements, the signalized intersections are expected to operate at an overall LOS C or better during the peak hours. All movements and approaches operate at LOS D or better with one exception. At the intersection of Dixie Highway/175th Street/Governors Highway, the northbound right-turn movement is projected to operate at LOS E during the morning peak hour, consistent with existing and no-build conditions. In order to address delay projected for southbound movements in the evening peak hour, signal timing modifications are recommended (and included in the capacity analysis results). The signal timing modifications would provide additional green time to the southbound approach. Based on the results of the capacity analysis, the 95th percentile queues estimated for turn movements at the signalized intersections are expected to continue to be accommodated within the existing turn lanes. At the I-294/I-80 off-ramp, the estimated 95th percentile queue for the eastbound (i.e., off-ramp) left- and right-turn movements are approximately 100 feet (4 vehicles) or less during each peak hour; queue spillback to the mainline travel lanes is not anticipated. It should be noted that the results of this analysis are considered conservative as RTOR movements were not included despite being observed at the I-294/I-80 off-ramp.

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At the unsignalized intersections, all movements and approaches are projected to operate at LOS D or better with three exceptions. At the intersection of 175th Street/Howe Avenue/Access D, the southbound left-turn movement is expected to operate at LOS E during the morning and evening peak hours. During the evening peak hour, the eastbound left-turn movement at Dixie Highway/174th Street/Access B is projected to operate at LOS E. The projected delay is not uncommon for minorleg stop controlled intersections with an arterial roadway such as 175th Street and Dixie Highway. For all approaches and movements at the unsignalized intersections, the 95th percentile queues are approximately 50 feet (2 vehicles) or less during the peak hours.

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4. FUTURE CONDITIONS – PHASE B (FULL BUILDOUT) This section of the report outlines the proposed site plan, summarizes site-specific traffic characteristics, and develops future traffic projections for analysis of Phase B. Plans for Phase B are considered preliminary and subject to further refinement; and therefore, the analysis presented for Phase B is provided for planning purposes only. As the development plan for Phase B is further refined, the Year 2031 analysis may need to be updated.

4.1. Development Characteristics & Site Access Phase B contains development along the Dixie Highway frontage, including six retail buildings and six retail towers with a total of 136,606 square feet and 45,384 square feet respectively. For purposes of this analysis, the retail buildings were assumed to be 50 percent retail use and 50 percent restaurant use; the retail towers were assumed to be 50 percent office use and 50 percent retail use. Near the southeast quadrant of the site, a 135-room hotel and 119,534 square-foot mixed-use building are planned. For purposes of this analysis, the mixed-use building was assumed to include 150 residential units and 59,767 square feet of retail use. Near the southwest quadrant of the site, community uses such as a track and field facility and water park are planned. No changes to the site access configuration are planned as part of Phase B. Access to the development would be provided via Dixie Highway and 175th Street as summarized below.     

For purposes of this analysis, Phase B was assumed to be operational in Year 2026. A copy of the conceptual site plan is provided in the appendix.

4.2. Trip Generation In order to calculate traffic generated by the proposed development, data was referenced from the Institute of Transportation Engineers (ITE) titled Trip Generation Manual, 11th Edition. Where available, the trip generation equation for each ITE Land Use Code (LUC) corresponding to the proposed uses in Phase B is shown in Table 4.1; where a trip generation equation was not provided by ITE, the average rate is shown. For the proposed track & field facility, ITE data provided for LUC 411, Community Park, was selected. Copies of the ITE data are provided in the appendix.

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Table 4.1. ITE Trip Generation Data by Land Use Daily

Weekday AM Peak Hour

PM Peak Hour

Passenger Vehicles

T = 4.77D - 46.46 50% in/50% out

T = 0.44D - 11.61 23% in/77% out

T = 0.39D + 0.34 61% in/39% out

Ln(T) = 1.0 Ln(D) - 0.91

Hotel (LUC 310)

Passenger Vehicles

T = 10.84R - 423.51 50% in/50% out

T = 0.50R - 7.45 56% in/44% out

T = 0.74R - 27.89 51% in/49% out

T = 0.69R + 5.95 56% in/44% out

Community Park (LUC 411)

Passenger Vehicles

T = 0.64A + 88.46 50% in/50% out

0.02X 59% in/41% out

T = 0.06A + 22.60 55% in/45% out

T = 0.20A + 26.40 55% in/45% out

Water Park (LUC 482)

Passenger Vehicles

16.70X 50% in/50% out1

0.89X 70% in/30% out2

1.92X 21% in/79% out2

3.58X 58% in/42% out3

General Office Building (LUC 710)

Passenger Vehicles

Ln(T) = 0.87 Ln(X) + 3.05

Ln(T) = 0.86 Ln(X) + 1.16

Ln(T) = 0.83 Ln(X) + 1.29

50% in/50% out

88% in/12% out

17% in/83% out

0.53X 54% in/46% out

ITE Land Use

Vehicle Type

Multifamily Housing (MidRise) – Not Close to Rail Transit (LUC 221)

Saturday Midday Peak Hour 51% in/49% out

Shopping Plaza (40Passenger 67.52X 1.73X 5.19X T = 7.75X - 98.93 150k) Supermarket-No Vehicles 50% in/50% out 62% in/38% out 49% in/51% out 52% in/48% out (LUC 821) High-Turnover Passenger 107.20X 9.57X 9.05X 11.19X (Sit-Down) Restaurant Vehicles 50% in/50% out 55% in/45% out 61% in/39% out 51% in/49% out (LUC 932) T – Site-generated trips X – 1,000 square feet gross floor area D – Dwelling units R – Rooms A – Acres 1ITE data not provided for Daily trips; therefore, the rate is calculated based on the ratio of trip generation rates provided per parking spaces for the AM Peak Hour of Adjacent Street Traffic and Daily trips. 2Directional distribution not provided for vehicle trip ends per 1,000 square feet of gross floor area; and therefore, assumed directional distribution for data provided per parking spaces during the AM Peak Hour of Adjacent Street Traffic and PM Peak Hour of Adjacent Street Traffic. 3Directional distribution not provided for vehicle trip ends per 1,000 square feet of gross floor area; and therefore, assumed directional distribution for data provided per employees during the Saturday Peak Hour of Generator.

It is assumed for the purpose of this study that passenger vehicles are expected to exhibit a diverse range of travel patterns when traveling to and from the subject development: 



Internal Capture – The proposed uses within the mixed-use development are intended to complement each other; thus, it is likely that some patrons that visit the retail uses will also patronize the restaurant uses. In addition, it is anticipated that some of the industrial warehouse employees, residential residents/guests, and hotel employees/guests will also visit these uses. To reflect these “internally captured” trips, a 10 percent reduction was assumed for the retail and restaurant uses. A 10 percent internal capture trip reduction was not applied to the aquaponics facility or the industrial warehouse, office, residential, and hotel uses. Pass-by – Pass-by traffic reflects the travel patterns of motorists who are already traveling on the adjacent study roadways and stop at the site en route to another primary destination. According to the pass-by data and rate tables included in the appendix to the ITE Trip Generation Manual, 11th Edition, approximately 40 percent of vehicles at a Shopping Plaza (LUC 821) are pass-by trips during the evening peak hour and 31 percent during the Saturday midday peak hour. Daily and morning peak hour pass-by data is not provided; and therefore, 20 percent was assumed. For a High-Turnover (Sit-Down) Restaurant (LUC 932), pass-by trips account for approximately 43 percent of weekday evening peak hour trips. Data is not

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

provided for the Saturday midday peak hour; and therefore, the evening peak hour data (43 percent) was assumed. To estimate daily pass-by trips, the average of the morning peak hour (0 percent) and evening peak hour (43 percent) was assumed (22 percent). Pass-by trips were not assumed for the aquaponics facility or the industrial warehouse, office, residential, and hotel uses. Primary Trips – Vehicles that travel to the subject development and then return directly to their place of origin are called “primary trips.” Primary trips reflect new traffic volumes generated by the proposed development that would approach and depart on the same route. Trips to/from the site that are not internally captured or pass-by trips are expected to be primary trips.

Per these assumptions and the calculations detailed previously, site-generated traffic projections are presented in Table 4.2.

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Table 4.2. Site-Generated Traffic Projections – Phase B (Full Buildout)1 Land Use

Unit

Daily

Weekday AM Peak Hour In Out Total

PM Peak Hour In Out Total

Saturday Midday Peak Hour In Out Total

Retail (LUC 821)3

90,945 sq. ft.

6,140

100

160

230

240

470

315

290

605

Restaurant (LUC 932)3

68,253 sq. ft.

7,320

360

295

655

380

240

620

390

375

765

Office (LUC 710)4

22,692 sq. ft.

1,650

Hotel (LUC 310)

135 rooms

1,040

100

4,040

105

150

160

310

190

175

365

670

-1,740

-50

-40

-90

-80

-65

-145

-90

-180

-3,260

-15

-30

-260

-520

-285

-570

15,860

550

410

960

500

415

915

610

545

1,155

Mixed-Use / Retail 59,767 sq. ft. (LUC 821)5 Mixed-Use / Residential 150 units (LUC 221)5 Less Internal Capture6 Less Pass-by Trips7 Subtotal Water Park (LUC 482)

70,912 sq. ft.

1,790

110

140

150

105

255

Track & Field (LUC 411)

3 acres

Subtotal

1,880

120

165

115

280

Total New Trips – Phase B Total New Trips – Phase A (Table 3.2) Total New Trips – Full Buildout Passenger Vehicles Heavy Vehicles

17,740 3,500 21,240 20,560 680

595 245 840 830 10

430 70 500 490 10

1,025 315 1,340 1,320 20

545 120 665 650 15

535 225 760 745 15

1,080 345 1,425 1,395 30

775 120 895 880 15

660 90 750 735 15

1,430 210 1,645 1,615 30

1In/Out volumes are rounded to the nearest multiple of five and daily trips rounded to the nearest multiple of ten. 2Based upon the pass-by data included in the ITE Trip Generation Manual, 11th Edition. 3For six retail buildings along Dixie Highway (total 136,506 square feet), assumed 50 percent retail and 50 percent restaurant use. 4Assumed 50 percent of retail towers to be office use; remaining 50 percent assumed to be retail. Proposed six retail tower buildings total 45,384

square feet. 5For mixed-use commercial/residential building at southeast quadrant of the site, assumed 59,767 square feet of retail use and 150 residential units. 6A 10 percent Internal Capture reduction was applied to the retail and restaurant uses only. Internal capture was not applied to the aquaponics facility, industrial warehouse, office, hotel, and residential trips. 7Per the TE Trip Generation Manual, 11th Edition, approximately 40 percent of vehicles at a Shopping Plaza (LUC 821) are pass-by trips during the evening peak hour and 31 percent during the Saturday midday peak hour. Daily and morning peak hour pass-by data is not provided; and therefore, 20 percent was assumed. For a High-Turnover (Sit-Down) Restaurant (LUC 932), pass-by trips account for approximately 43 percent of weekday evening peak hour trips. Data is not provided for the Saturday midday peak hour; and therefore, the evening peak hour data (43 percent) was assumed. To estimate daily pass-by trips, the average of the morning peak hour (0 percent) and evening peak hour (43 percent) was assumed (22 percent). Pass-by trips were not assumed for the aquaponics facility or the industrial warehouse, office, residential, and hotel uses.

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4.3. Directional Distribution The estimated distribution of site-generated traffic on the surrounding roadway network as it approaches and departs the site is a function of several variables, such as the nature of surrounding land uses, prevailing traffic volumes/patterns, and the ease with which motorists can travel various sections of the area roadway network. The anticipated directional distribution of site-generated traffic is summarized in Table 3.3. Traffic generated by Phase B was assigned to the study intersections and the proposed site access according to this distribution. Pass-by trips are expected to travel to and from the site in a manner that is proportional to existing travel patterns. Based on a review of the site plan, pass-by trip distribution estimates account for the expectation that these trips are likely to travel along both Dixie Highway and 175th Street.

4.4. 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 4.2) and the directional distribution (Table 3.3). Phase B site traffic assignment is presented in Exhibit 8 and Exhibit 9 for primary and pass-by trips, respectively. Total site-generated traffic for Phase B is depicted in Exhibit 10. Total site-generated traffic for full buildout (Phase A + Phase B) is presented in Exhibit 11.

4.5. Future Levels of Service Phase B is expected to be constructed by Year 2026; therefore, Kimley-Horn evaluated a Year 2031 design horizon (build-plus-five condition) per typical IDOT requirements. A future no-build scenario was prepared in order to assess future traffic operation without the proposed development. Sitegenerated trips were then added to the no-build scenario to analyze the development’s impact on the study intersections.

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60 (55) [80]

N 150 (140) [195]

LEGEND

NOT TO SCALE

171st STREET

xx Weekday AM Peak 210 (195) [275]

(xx) Weekday PM Peak (5:00 – 6:00pm)

[xx] Saturday Peak

Existing Signalized Intersection

[195] (1 3

5) 145 70 (70) [85] 285 (260) [385]

ProposedStop Existing Signalized Sign Intersection Proposed Stop Sign Existing Stop Sign Less than Five Vehicles Proposed Stop Sign

[65] (50) 40

(12:00 – 1:00pm)

[65] (50) 40

(7:15 – 8:15am)

Less than Five Vehicles

173rd STREET

ACCESS A

170 (155) [190] 155 (145) [245]

[55] (40) 50 [65] (50) 40

[50] (40) 40

SITE ACCESS B

145 (160) [260]

155 (160) [280]

100 (90) [110] 125 (130) [240]

[120] (105) 120 [90] (70) 70

345 (340) [500]

DIXIE HIGHWAY

ACCESS C

30 (30) [40] 10 (10) [30] 145 (150) [250]

PRIVATE DRIVEWAY [210] (175) 190

25 (25) [85] 120 (135) [175]

174th STREET

205 (200) [320] 30 (30) [40] 110 (110) [140]

65 (85) [105] 65 (80) [95]

ACCESS D

- (10) [10] 140 (210) [250]

ACCESS E

10 (30) [25]

[30] (20) 20 [255] (195) 190

[380] (320) 270

[165] (140) 150 [190] (160) 110 [25] (20) 10

0) 20 [30] (2 5) 40 [45] (3

[380] (320) 270

DIXMOOR DRIVE

[100] (50) 50 [130] (110) 130

HOWE AVENUE

[230] (160) 180

GOLFVIEW AVENUE

AY [115] (80) 90

IGHW

SH OR

RN VE GO

[230] (160) 180

WESTERN AVENUE

175th STREET [115] (80) 90

EXHIBIT 8 SITE TRIP ASSIGNMENT (PHASE B) - CARS

N NOT TO SCALE

LEGEND

171st STREET

xx Weekday AM Peak (7:15 – 8:15am)

(xx) Weekday PM Peak (5:00 – 6:00pm)

[xx] Saturday Peak

(12:00 – 1:00pm)

Existing Signalized Intersection

- (45) [50] - (-45) [-50]

ProposedStop Existing Signalized Sign Intersection Proposed Stop Sign Existing Stop Sign Less than Five Vehicles Proposed Stop Sign Less than Five Vehicles

173rd STREET

ACCESS A

SITE

[35] (25) 5

- (45) [45] - (-45) [-45]

[50] (45) -

ACCESS B

174th STREET

ACCESS C

5 (65) [55]

ACCESS E

ACCESS D

[100] (80) 5 [-100] (-80) -5

[45] (45) -

DIXIE HIGHWAY

[135] (105) 10

PRIVATE DRIVEWAY

5 (65) [55] -5 (-65) [-55]

DIXMOOR DRIVE

HOWE AVENUE

GOLFVIEW AVENUE

WESTERN AVENUE

IGHW

175th STREET

EXHIBIT 9 SITE TRIP ASSIGNMENT (PHASE B) - PASS-BY

60 (55) [80]

N 150 (140) [195]

LEGEND

NOT TO SCALE

171st STREET

xx Weekday AM Peak 210 (195) [275]

(xx) Weekday PM Peak (5:00 – 6:00pm)

[xx] Saturday Peak

Existing Signalized Intersection

[195] (1 3

5) 145 70 (115) [135] 285 (215) [335]

ProposedStop Existing Signalized Sign Intersection Proposed Stop Sign Existing Stop Sign Less than Five Vehicles Proposed Stop Sign

[65] (50) 40

(12:00 – 1:00pm)

[65] (50) 40

(7:15 – 8:15am)

Less than Five Vehicles

173rd STREET

ACCESS A

170 (200) [235] 155 (100) [200]

[90] (65) 55 [65] (50) 40

[100] (85) 40

SITE ACCESS B

145 (160) [260]

155 (160) [280]

105 (155) [165] 125 (65) [185]

[220] (185) 125 [-10] (-10) 65

345 (340) [500]

DIXIE HIGHWAY

ACCESS C

35 (95) [95] 10 (10) [30] 145 (150) [250]

PRIVATE DRIVEWAY [210] (175) 190

25 (25) [85] 120 (135) [175]

174th STREET

205 (200) [320] 30 (30) [40] 110 (110) [140]

65 (85) [105] 65 (80) [95]

ACCESS D

- (10) [10] 140 (210) [250]

ACCESS E

10 (30) [25]

[165] (125) 30 [300] (240) 190

[380] (320) 270

[165] (140) 150 [190] (160) 110 [25] (20) 10

0) 20 [30] (2 5) 40 [45] (3

[380] (320) 270

DIXMOOR DRIVE

[100] (50) 50 [130] (110) 130

HOWE AVENUE

[230] (160) 180

GOLFVIEW AVENUE

AY [115] (80) 90

IGHW

SH OR

RN VE GO

[230] (160) 180

WESTERN AVENUE

175th STREET [115] (80) 90

EXHIBIT 10 SITE TRIP ASSIGNMENT (PHASE B) - TOTAL

80 (70) [85]

N 215 (175) [230]

LEGEND

NOT TO SCALE

171st STREET

xx Weekday AM Peak 295 (245) [315]

(xx) Weekday PM Peak (5:00 – 6:00pm)

[xx] Saturday Peak

(12:00 – 1:00pm)

Existing Signalized Intersection

[70] (65) 45 [25] (80) 15

(7:15 – 8:15am)

125 (145) [165] 385 (260) [375]

ProposedStop Existing Signalized Sign Intersection Proposed Stop Sign Existing Stop Sign Less than Five Vehicles Proposed Stop Sign

[95] (145) 60

[225] (1 60) 21 5

Less than Five Vehicles

173rd STREET

ACCESS A

270 (245) [275] 160 (120) [215]

[90] (65) 55 [95] (145) 60

[115] (105) 45

SITE ACCESS B

165 (215) [280]

165 (165) [280]

105 (155) [165] 130 (70) [185]

[230] (195) 135 [-10] (-10) 65

DIXIE HIGHWAY

PRIVATE DRIVEWAY [220] (185) 200

ACCESS C

35 (95) [95] 20 (15) [30] 145 (150) [250]

205 (200) [320]

25 (25) [85] 140 (190) [195]

ACCESS D

20 (65) [30] 145 (220) [250]

ACCESS E

10 (40) [25] 75 (120) [115] 75 (110) [105]

35 (40) [45] 130 (155) [175

370 (395) [540]

174th STREET

[195] (220) 50 [325] (275) 210

[380] (330) 275

[165] (140) 150 [190] (160) 110 [25] (30) 15

5) 3 0 [30] (2 50 5) [55] (4

[380] (330) 275

DIXMOOR DRIVE

[140] (80) 120 [130] (110) 130

HOWE AVENUE

[270] (190) 250

GOLFVIEW AVENUE

[135] (95) 125

AY IGHW

SH OR

RN VE GO

[270] (190) 250

WESTERN AVENUE

175th STREET [135] (95) 125

EXHIBIT 11 SITE TRIP ASSIGNMENT (FULL BUILDOUT) - TOTAL

Future No-Build Traffic Projections For the future no-build and build scenarios, background traffic volumes were estimated using the CMAP data summarized in Table 3.4. The Year 2031 no-build traffic projections are depicted in Exhibit 12. Based on the projected traffic volumes, the results of the capacity analysis for the Year 2031 nobuild conditions are summarized in Table 4.3. Future no-build conditions were evaluated based on existing geometry and signal timings. Consistent with the results of the existing conditions analysis, the capacity analysis results are based on Synchro’s HCM 6th Edition report with one exception. The results presented for the intersection of Dixie Highway/171st Street are based on Synchro’s Lanes, Volumes, Timings report due to the posted speed limit (20 MPH) on 171st Street. Additional capacity analysis details are included in the appendix. In addition to the HCM 6th Edition report, the Synchro Lanes, Volumes, Timings report is provided for each study intersection per IDOT direction.

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10 (5) [10] 190 (340) [150] 130 (125) [55]

LEGEND

120 (150) [55] 25 (30) [10] 10 (15) [5]

N NOT TO SCALE

(xx) Weekday PM Peak

220 (375) [165]

[10] (10) 5 [15] (20) 25 [10] (20) 20

(7:15 – 8:15am) (5:00 – 6:00pm)

[xx] Saturday Peak

(12:00 – 1:00pm)

[20] (55 [95] (34 ) 145 0) 210

Existing Stop Sign Less than Five Vehicles

425 (710) [255] 5 (5) [5]

Existing Signalized Intersection

[120] (280) 405

xx Weekday AM Peak

[10] (25) 20 [105] (255) 370 [25] (55) 160

171st STREET

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

430 (715) [255] - (-) [-]

[115] (275) 395 [-] (10) 5

173rd STREET

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

174th STREET [115] (285) 400 [-] (-) -

DIXIE HIGHWAY

390 (720) [250] 40 (-) [5]

SITE

- (5) [10] - (60) [-]

[25] (85) 180 [185] (455) 630 [60] (180) 105

[105] (280) 400 [-] (-) 115

5 (5) [-] 340 (570) [145] 70 (220) [65]

0 35) 13 [60] (1 0 3 90) 3 [80] (1 ) 385 85 [100] (1

[270] (715) 910 [-] (5) -

DIXMOOR DRIVE

[260] (715) 905 [-] (10) 5

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

580 (905) [275] - (-) [-]

585 (905) [275] - (5) [-]

HOWE AVENUE

GOLFVIEW AVENUE

[70] (140) 190 [95] (260) 360

[260] (725) 905 [5] (10) 5 [-] (5) 5 [5] (-) 5

AY IGHW

SH OR

RN VE GO

[260] (735) 905 [5] (5) -

WESTERN AVENUE

175th STREET [170] (480) 545 [65] (190) 120

590 (905) [280] - (5) [-]

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

595 (910) [275] 5 (-) [5]

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

420 (585) [195] 180 (330) [80]

110 (200) [70] 275 (570) [175] 5 (10) [5]

PRIVATE DRIVEWAY

EXHIBIT 12 FUTURE (2031) NO-BUILD TRAFFIC PROJECTIONS

Table 4.3. Future (2031) No-Build Levels of Service Weekday AM Peak Delay LOS (s/veh)

Weekday PM Peak Delay LOS (s/veh)

Saturday Midday Peak Delay LOS (s/veh)

 17 10+ 23 28 17

B B C C B

17 12 18 23 16

B B B C B

12 9 15 17 11

B A B B B

8 7 15 11

A A B B

10+ 11 17 13

B B B B

3 4 27 10+

A A C B

9 12

A B

8 12

A B

8 9

A A

8 12

A B

8 14

A B

8 9

A A

54 37 16 16 32

D1 D B B C

27 78 23 18 38

C E C B D

35+ 44 8 7 24

D D A A C

20 10+

C B

19 9

C A

10+ 8

B A

20 10+

C B

20 9

C A

10+ 8

B A

26 10+

D B

23 9

C A

108

A A









 – Signalized Intersection  – Minor-Leg Stop-Controlled Intersection 1Right-turn movement operates at LOS E.

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Page 44

Table 4.3. Future (2031) No-Build Levels of Service (continued) Weekday AM Peak Delay LOS (s/veh)

Weekday PM Peak Delay LOS (s/veh)

Saturday Midday Peak Delay LOS (s/veh)

 21 10+

C B

25 9

D A

108

A A

16 13 20+ 11 16

B B C B B

15 16 18 9 13

B B B A B

15 15 9 5 9

B B A A A



 – Minor-Leg Stop-Controlled Intersection

With the addition of background traffic growth, the signalized intersections are expected to operate at an overall LOS D or better during the peak hours. Consistent with existing conditions, all movements and approaches are projected to operate at LOS D or better with two exceptions. At the intersection of Dixie Highway/175th Street/Governors Highway, the northbound right-turn movement is projected to continue to operate at LOS E during the morning peak hour. Similarly, during the evening peak hour the southbound approach is projected to continue to operate at LOS E. Again, these delay results are largely attributable to the signal priority given to east-west traffic on 175th Street/Governors Highway. As a result, long periods of green time are allocated to the east-west through movements and the minor street (Dixie Highway) approaches receive shorter green times. Based on the results of the capacity analysis, the 95th percentile queues estimated for turn movements at the signalized intersections are expected to continue to be accommodated within the existing turn lanes. At the I-294/I-80 off-ramp, the estimated 95th percentile queue for the eastbound approach (i.e., off-ramp) is approximately 125 feet (5 vehicles) or less during each peak hour, consistent with existing conditions. At the unsignalized intersections, each approach and movement operate at LOS D or better during the peak hours. The 95th percentile queues estimated for each intersection are approximately 25 feet (1 vehicle) or less during the weekday and Saturday peak hours. Future Build Traffic Projections Total traffic projections for Year 2031 were calculated by adding full buildout (Phase A + Phase B) site-generated trips (Exhibit 11) to future no-build traffic projections (Exhibit 12). Traffic projections for the Year 2031 future build scenario are illustrated in Exhibit 13.

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Page 45

10 (5) [10] 270 (410) [235] 130 (125) [55]

LEGEND

120 (150) [55] 25 (30) [10] 225 (190) [235]

N NOT TO SCALE

(xx) Weekday PM Peak (5:00 – 6:00pm)

[xx] Saturday Peak

(12:00 – 1:00pm)

[20] (55 )1 [320] (50 45 0) 425

125 (145) [165]

ProposedStop Existing Signalized Sign Intersection Proposed Stop Sign Existing Stop Sign Less than Five Vehicles Proposed Stop Sign

810 (970) [630] 5 (5) [5]

Existing Signalized Intersection

[215] (425) 465

(7:15 – 8:15am)

515 (620) [480]

[10] (10) 5 [15] (20) 25 [10] (20) 20

xx Weekday AM Peak

[10] (25) 20 [175] (320) 415 [50] (135) 175

171st STREET

Less than Five Vehicles

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

173rd STREET

ACCESS A

270 (245) [275] 590 (835) [470] - (-) [-]

[90] (65) 55 [210] (420) 455

[-] (10) 5

[115] (105) 45

SITE

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

ACCESS B [230] (195) 135 [105] (275) 465 [-] (-) -

5 (5) [-] 340 (570) [145] 70 (220) [65]

0 60) 16 [90] (1 0 8 2 3 5) 3 [135] ( 5) 385 8 [100] (1

DIXIE HIGHWAY

760 (1115) [790] 40 (-) [5]

[190] (225) 330 [375] (615) 740 [85] (210) 120

- (5) [10] - (60) [-]

PRIVATE DRIVEWAY [325] (465) 600 [-] (-) 115

105 (155) [165] 710 (975) [460]

315 (400) [390] 310 (610) [220] 135 (165) [180]

ACCESS C

35 (95) [95]

[650] (1050) 1190 [-] (5) 5 [-] (5) 5

[650] (1045) 1185 [-] (5) -

745 (1070) [555] - (-) [-]

DIXMOOR DRIVE

[140] (80) 120 [390] (825) 1035 [-] (10) 5

20 (15) [30] 730 (1055) [525] - (5) [-]

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

ACCESS D

755 (1120) [560] - (5) [-]

HOWE AVENUE

[530] (915) 1155 [5] (10) 5 [-] (5) 5 [5] (-) 5

[70] (140) 190 [230] (355) 485

AY IGHW

SH OR

RN VE GO

[530] (925) 1155 [5] (5) -

WESTERN AVENUE

175th STREET [305] (575) 670 [65] (190) 120

20 (65) [30] - (-) [-] 145 (220) [250]

25 (25) [85] 735 (1100) [470] 5 (-) [5]

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

495 (705) [310] 255 (440) [185]

GOLFVIEW AVENUE

ACCESS E

10 (40) [25]

[195] (220) 50 [-] (-) [325] (275) 210

174th STREET

EXHIBIT 13 FUTURE (2031) BUILD TRAFFIC PROJECTIONS

Turn Lane Warrant Analysis For the analysis of traffic conditions with full buildout of the development (Phase A + Phase B), turn lane warrants were evaluated at the study intersections and proposed site access driveways using guidelines in the IDOT BDE Manual and traffic volume projections for the Year 2031 future build scenario. Based on projected traffic volumes and IDOT traffic volume criteria, the following turn lanes were assumed for the analysis of Year 2031 build conditions. 

 

Dixie Highway/175th Street/Governors Highway: A southbound-right turn lane with 145 feet of storage with a 175-foot taper (based on design speed of 40 MPH / posted speed limit of 35 MPH). With installation of a southbound right-turn lane, the traffic signal should be modified to provide a southbound right-turn overlap phase. 175th Street/Access C: A westbound right-turn lane should be provided on 175th Street at Access C. The turn lane should provide 185 feet of storage with a 200-foot taper. 175th Street/Access E: A westbound right-turn lane should be provided on 175th Street at Access E. The turn lane should provide 185 feet of storage with a 200-foot taper.

These turn lanes are in addition to those identified to facilitate access to Phase A under the Year 2029 build scenario. Signal Warrant Analysis Evening peak hour traffic projections for the following intersections were compared to criteria provided in the Manual on Uniform Traffic Control Devices (MUTCD) to determine whether a traffic signal may be warranted under the Year 2031 build condition at the proposed full-access driveways proposed at the intersections of Dixie Highway/174th Street/Access B and 175th Street/Howe Avenue/Access D. Table 4.4 reports the signal warrant analysis conducted for the intersections of Dixie Highway/174th Street/Access B and 175th Street/Howe Avenue/Access D.

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Page 47

Table 4.4. Future (2031) Build Signal Warrant Analyses Traffic Volume Intersection / Warrant Criteria

Higher-Volume Minor-Leg Approach

Meets Warrant?

Dixie Highway / 174th Street / Access B Two-Lane Major Street/One-Lane Minor Street at 100% MUTCD Criteria Warrant 1A 600 Warrant 1B 900 Combined Condition A 480 Combined Condition B 720

150 75 120 60

---

Year 2031 Build

855

190

175th Street / Howe Avenue / Access D Two-Lane Major Street/One-Lane Minor Street at 100% MUTCD Criteria Warrant 1A 600 Warrant 1B 900 Combined Condition A 480 Combined Condition B 720

150 75 120 60

Year 2031 Build

140

Major Street

1095

Yes (Warrant 1A, Combined 1A & 1B)

---

Yes (Warrant 1B, Combined 1A & 1B)

As shown in the table above, based on projected future traffic volumes, a traffic signal is warranted at both the intersections of Dixie Highway/174th Street/Access B and 175th Street/Howe Avenue/Access D. For the analysis of Year 2031 build conditions, a traffic signal was assumed at each intersection. A cycle length of 90 seconds was assumed for both signals, and splits were optimized. For the intersection of Dixie Highway/174th Street/Access B, side-street split phasing was assumed for 174th Street/Access B. Similarly, side-street split phasing was assumed for Howe Avenue/Access D at 175th Street. Based on these assumptions, future capacity analysis results for the Year 2031 build condition are provided in Table 4.5. Consistent with the results of the existing conditions analysis, the capacity analysis results are based on Synchro’s HCM 6th Edition report with one exception. The results presented for the intersection of Dixie Highway/171st Street are based on Synchro’s Lanes, Volumes, Timings report due to the posted speed limit (20 MPH) on 171st Street. Additional capacity analysis details are included in the appendix.

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Page 48

Table 4.5. Future (2031) Build Levels of Service Weekday AM Peak Delay LOS (s/veh)

Intersection Dixie Highway / 171st Street Northbound Southbound Eastbound Westbound Intersection Dixie Highway / I-294 SB Off-Ramp / I-80 EB Off-Ramp Northbound Southbound Eastbound Intersection Dixie Highway / 173rd Street / Access A Northbound (Left) Southbound (Left) Eastbound Westbound Dixie Highway / 174th Street / Access B Northbound Southbound Eastbound Westbound Intersection Dixie Highway / 175th Street / Governors Highway Northbound Southbound Eastbound Westbound Intersection 175th Street / Access C Southbound (Right) Dixmoor Drive / 175th Street Northbound Westbound (Left)

Weekday PM Peak Delay LOS (s/veh)

Saturday Midday Peak Delay LOS (s/veh)

 19 12 27 27 19

B B C C B

18 12 22 23 17

B B C C B

13 1017 17 13

B A B B B

101014 11

A A B B

11 12 16 13

B B B B

6 7 14 9

A A B A

11 9 12 17

B A B C

12 8 14 24

B A B C

10+ 8 12 11

B A B B

12 17 26 53 17

B B C D B

14 21 33 45 22

B C C D C

15 19 34 5523

B B C D C

48 26 26 23 32

D1 C C C C

34 29 28 24 28

C C C C C

29 29 17 17 24

C C B B C

31 12

D B

32 11

D B

15+ 9

C A







 

 – Signalized Intersection  – Minor-Leg Stop-Controlled Intersection 1Right-turn movement operates at LOS E.

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Page 49

Table 4.5. Future (2031) Build Levels of Service (continued) Weekday AM Peak Delay LOS (s/veh)

Intersection 175th Street / Howe Avenue / Access D Northbound Southbound Eastbound Westbound Intersection Golfview Avenue / 175th Street Northbound Westbound (Left) 175th Street / Western Avenue / Access E Northbound Southbound (Right) Westbound (Left) Governors Highway / Private Driveway / 175th Street Northbound Southbound Eastbound Westbound Intersection  – Signalized Intersection

Weekday PM Peak Delay LOS (s/veh)

Saturday Midday Peak Delay LOS (s/veh)

 36 29 15 14 16

D C B B B

40 30 14 18 18

D C B B B

32 25 13 18 18

C C B B B

42 11

E B

3510+

D B

13 9

B A

39 11 8

E B A

53 14 10+

F B B

12 10+ 9

B B A

20+ 16 26 14 20+

C B C B C

17 18 23 12 17

B B C B B

15 14 13 7 11

B B B A B





 – Minor-Leg Stop-Controlled Intersection

With the addition of background traffic growth, site-generated trips, and recommended improvements, the signalized intersections are expected to operate at an overall LOS C or better during the peak hours. All movements and approaches operate at LOS D or better with four exceptions. At the intersection of Dixie Highway/175th Street/Governors Highway, the northbound right-turn movement is projected to operate at LOS E during the morning peak hour, consistent with existing and no-build conditions. In order to address delay projected for southbound movements in the evening peak hour, signal timing modifications are recommended (and included in the capacity analysis results). The signal timing modifications would provide additional green time to the southbound approach. With the addition of a southbound right-turn lane, modifications should be considered to provide a southbound right-turn overlap phase. At the intersection of Golfview Avenue/175th Street, the northbound approach is projected to operate at LOS E during the morning peak hour. The projected delay is not unusual for a minor-leg stopcontrolled intersection with an arterial such as 175th Street. During the morning peak hour, the average delay is approximately 42 seconds per vehicle and the projected 95th percentile queue is approximately 25 feet (1 vehicle) or less. A similar condition is projected for the northbound approach at the intersection of 175th Street/Western Avenue/Access E in the morning and evening peak hours. The projected 95th percentile queue for the northbound approach is approximately 25 feet (1 vehicle)

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Page 50

or less during both peak hours. At all other unsignalized intersections, the projected delay is LOS D or better and the 95th percentile queues are approximately 25 feet (1 vehicle) or less during the peak hours. Based on the results of the capacity analysis, the 95th percentile queues estimated for turn movements at the signalized intersections are expected to continue to be accommodated within the existing turn lanes. At the I-294/I-80 off-ramp, the estimated 95th percentile queue for the eastbound (i.e., off-ramp) left- and right-turn movements are approximately 175 feet (7 vehicles) or less during each peak hour; queue spillback to the mainline travel lanes is not anticipated. It should be noted that the results of this analysis are considered conservative as RTOR movements were not included despite being observed at the I-294/I-80 off-ramp.

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Page 51

RECOMMENDATIONS & CONCLUSIONS Based on Kimley-Horn’s review of the proposed site plan and evaluation of existing and future traffic conditions, the study intersections are expected to adequately accommodate the proposed mixeduse development with the following recommended mitigation measures: Year 2029 Build Scenario – Phase A The following improvements are recommended to facilitate access to the aquaponics facility and industrial warehouse uses under Phase A. 

Dixie Highway / 171st Street o Install a dedicated right-turn lane on the south leg. The turn lane should provide 145 feet of storage with a 175-foot taper.



Dixie Highway / I-294 & I-80 Off-Ramp o Provide a dedicated right-turn lane on the off-ramp. The turn lane should provide 220 feet of storage and a 215-foot taper.



Dixie Highway / 173rd Street / Access A o Install a dedicated right-turn lane on the north leg. The turn lane should provide 145 feet of storage with a 175-foot taper. o Provide a dedicated left-turn lane on the south leg. In order to mirror this turn lane, a dedicated left-turn lane should be provided on the north leg to facilitate access to 173rd Street. The left-turn lanes should provide 145 feet of storage with a 175-foot taper. o Provide a single inbound lane and a single outbound lane for Access A. This driveway should be designed as a three-quarter access with outbound left-turn movements prohibited. “No Left Turn” signage should be posted for outbound traffic at Access A.



Dixie Highway / 174th Street / Access B o Install a dedicated right-turn lane on the north leg. The turn lane should provide 145 feet of storage with a 175-foot taper. o Provide a dedicated left-turn lane on the south leg. In order to mirror this turn lane, a dedicated left-turn lane should be provided on the north leg to facilitate access to 174th Street. The left-turn lanes should provide 145 feet of storage with a 175-foot taper. o Provide a single inbound lane and separate outbound left-turn and shared through/right-turn lanes for Access B.



175th Street / Access C o Provide a single inbound lane and a single outbound lane for Access C. In addition, a raised channelizing island should be provided and “No Left Turn” signage should be posted for outbound traffic at Access C.



175th Street / Howe Avenue / Access D o Provide left-turn lanes on the east and west legs of 175th Street. The left-turn lanes should provide 185 feet of storage with a 200-foot taper. o Install a dedicated right-turn lane on the east leg of the intersection. The right-turn lane should provide 185 feet of storage with a 200-foot taper.

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Page 52

Provide a single inbound lane and separate outbound left-turn and shared through/right-turn lanes for Access D.



175th Street / Access E o Provide a single inbound lane and a single outbound lane for Access E. In addition, a raised channelizing island should be provided and “No Left Turn” signage should be posted for outbound traffic.



Access A, Access B, and Access D should be designed to accommodate truck turning movements.



Minor-leg stop control should be posted for outbound traffic at the site access driveways.

Year 2031 Build Scenario – Full Buildout (Phase A + Phase B) The following improvements are recommended for Phase B. These improvements are in addition to those identified for Phase A. It should be noted that plans for Phase B are considered preliminary and subject to further refinement; and therefore, the analysis presented for Phase B is provided for planning purposes only. As the development plan for Phase B is further refined, the Year 2031 analysis may need to be updated. 

Dixie Highway / 175th Street / Governors Highway o Install a dedicated right-turn lane on the north leg. The turn lane should provide 145 feet of storage with a 175-foot taper. o Modify the traffic signal to provide a southbound right-turn overlap phase. Consider modifications to the traffic signal timing in order to provide additional green time on the southbound approach.



Dixie Highway / 174th Street / Access B o Install a traffic signal per IDOT design standards.



175th Street / Access C o Install a right-turn lane on the east leg. According to IDOT design standards, the turn lane should provide 185 feet of storage with a 200-foot taper. 

175th Street / Howe Avenue / Access D o Install a traffic signal per IDOT design standards.



175th Street / Access E o Install a dedicated right-turn lane on the east leg of 175th Street at Access E. The turn lane should provide 185 feet of storage with a 200-foot taper.

Regardless of the final configuration of the intersection geometrics, several additional items should be taken into consideration when preparing roadway improvement plans for the existing access points. As the site development plan is finalized, care should be taken with landscaping, signage, and monumentation at the existing and proposed access locations to ensure that adequate horizontal sight distance is provided from the new stop bars. If alterations to the site plan or land uses should occur, changes to the analysis within this traffic impact study may be necessary.

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Page 53

APPENDIX Conceptual Site Plan Existing (2019) Capacity Reports – HCM 6th Edition Existing (2019) Capacity Reports – Synchro Lanes, Volumes, Timings Future (2029) No-Build Capacity Reports – HCM 6th Edition Future (2029) No-Build Capacity Reports – Synchro Lanes, Volumes, Timings Future (2029) Build (Phase A) Capacity Reports – HCM 6th Edition Future (2029) Build (Phase A) Capacity Reports – Synchro Lanes, Volumes, Timings Future (2031) No-Build Capacity Reports – HCM 6th Edition Future (2031) No-Build Capacity Reports – Synchro Lanes, Volumes, Timings Future (2031) Build (Full Buildout) Capacity Reports – HCM 6th Edition Future (2031) Build (Full Buildout) Capacity Reports – Synchro Lanes, Volumes, Timings Data from the ITE Trip Generation Manual, 11th Edition CMAP Year 2050 Traffic Projections Traffic Count Data

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Page 54

CONCEPTUAL SITE PLAN

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

EXISTING (2019) CAPACITY REPORTS – HCM 6TH EDITION Weekday Morning Peak Hour Weekday Evening Peak Hour Saturday Midday Peak Hour

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

Lane Group 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 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) 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 Detector 2 Channel Detector 2 Extend (s) Turn Type

11/26/2019

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

5 5 1900 12 105 1 115 1.00

25 25 1900 11

20 20 1900 11 0 0

25 25 1900 13

110 110 1900 13 0 0

145 145 1900 11 0 0

10 10 1900 11 0 0

1.00 0.877

1.00

0.95 0.955

0.95

120 120 1900 12 50 1 45 1.00

165 165 1900 11

1.00

20 20 1900 12 45 1 40 1.00

335 335 1900 11

1.00 0.933

10 10 1900 11 95 1 130 1.00

0.95 0.991

0.95

1680

1367

2953

3250

1680

0 No

1367

0 No

2953

0 No

3250

0 No

0.950 1504 0.666 1055

0.95 20% 5

20 1042 35.5 0.95 2% 26

0.950 1711 0.726 1307

0.95 2% 21

0.95 2% 11

20 1108 37.8 0.95 8% 26

0.950 1770 0.635 1183

0.95 30% 116

0.95 2% 21

35 557 10.9 0.95 8% 353

0.950 1467 0.409 632

0.95 24% 153

0.95 23% 126

35 430 8.4 0.95 6% 174

0.95 13% 11

5 No Left

47 No Left 12 0 16

0 No Right

11 No Left

142 No Left 12 0 16

0 No Right

21 No Left

506 No Left 17 0 16

0 No Right

126 No Left

185 No Left 17 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

0.96

0.96 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

pm+pt

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 10 Report Page 1

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

Lane Group Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio

EBL 7 4 7

EBT 4

3.0 6.5 10.0 11.1% 6.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 28.0 31.1% 22.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 14.1 0.23 0.12 23.0 0.0 23.0 C 22.4 C 22.0 Hold 16.4 Hold 13.6 Hold 11.3 Hold 0.0 Skip 13 49 962

16.0 0.27 0.02 17.2 0.0 17.2 B 6.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 9 105 339 0 0 0 0.01

674 0 0 0 0.07

11/26/2019

EBR

WBL 3 8 3

WBT 8

3.0 6.5 10.0 11.1% 6.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 24.0 28.0 31.1% 22.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 14.5 0.24 0.43 28.1 0.0 28.1 C 27.3 C 22.0 Max 16.4 Gap 13.6 Gap 11.3 Gap 0.0 Skip 42 125 1028

16.0 0.27 0.03 17.3 0.0 17.3 B 6.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 3 14

95 402 0 0 0 0.03

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

548 0 0 0 0.26

WBR

NBL 5 2 5

NBT 2

3.0 6.5 10.0 11.1% 6.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 29.4 0.49 0.35 17.0 0.0 17.0 B 16.6 B 30.0 Max 25.9 Gap 21.3 Gap 18.1 Gap 28.9 Dwell 68 170 477

34.5 0.57 0.03 7.8 0.0 7.8 A 6.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 3 16 45 755 0 0 0 0.03

1616 0 0 0 0.31

NBR

SBL 1 6 1

SBT 6

3.0 6.5 16.0 17.8% 12.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 42.0 46.7% 36.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 37.2 0.62 0.09 10.0 0.0 10.0 B 9.4 A 36.0 Hold 38.3 Hold 32.6 Hold 28.5 Hold 28.9 Dwell 14 56 350

39.2 0.65 0.24 8.5 0.0 8.5 A 12.5 Max 8.9 Gap 7.8 Gap 6.9 Gap 0.0 Skip 16 64 50 601 0 0 0 0.21

SBR

2137 0 0 0 0.09

Synchro 10 Report Page 2

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 60.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.43 Intersection Signal Delay: 16.3 Intersection Capacity Utilization 42.0% Analysis Period (min) 15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 66.7 50th %ile Actuated Cycle: 58.2 30th %ile Actuated Cycle: 51.8 10th %ile Actuated Cycle: 34.9 Splits and Phases:

11/26/2019

Intersection LOS: B ICU Level of Service A

100: Dixie Highway & 171st Street

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 3

HCM 6th Signalized Intersection Summary 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL EBR Lane Configurations Traffic Volume (veh/h) 135 200 Future Volume (veh/h) 135 200 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1976 1900 Adj Flow Rate, veh/h 142 211 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 0 0 Cap, veh/h 177 263 Arrive On Green 0.30 0.30 Sat Flow, veh/h 582 865 Grp Volume(v), veh/h 354 0 Grp Sat Flow(s),veh/h/ln1452 0 Q Serve(g_s), s 8.2 0.0 Cycle Q Clear(g_c), s 8.2 0.0 Prop In Lane 0.40 0.60 Lane Grp Cap(c), veh/h 441 0 V/C Ratio(X) 0.80 0.00 Avail Cap(c_a), veh/h 1924 0 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay (d), s/veh 11.7 0.0 Incr Delay (d2), s/veh 3.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(95%),veh/ln3.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.2 0.0 LnGrp LOS B A Approach Vol, veh/h 354 Approach Delay, s/veh 15.2 Approach LOS B

NBL

NBT

SBT SBR

0 0 0 1.00 1.00

365 365 0

195 195 0

1.00 No 1891 384 0.95 7 1472 0.41 3782 384 1796 2.6 2.6

1.00 No 1922 205 0.95 5 1496 0.41 3844 205 1826 1.3 1.3

7.6 A 384 7.6 A

6.9 A 205 6.9 A

0 0 0 1.00 1.00

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 1472 1496 0.00 0.26 0.14 0 3042 3092 1.00 1.00 1.00 0.00 1.00 1.00 0.0 7.1 6.8 0.0 0.4 0.2 0.0 0.0 0.0 0.0 1.3 0.6

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0

0.0 A

Timer - Assigned Phs 2 Phs Duration (G+Y+Rc), s 21.0 Change Period (Y+Rc), s 6.0 Max Green Setting (Gmax), s 31.0 Max Q Clear Time (g_c+I1), s 4.6 Green Ext Time (p_c), s 7.1 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

11/26/2019

4 15.6 4.5 48.5 10.2 1.2

6 21.0 6.0 31.0 3.3 3.6

10.3 B

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 3

HCM 6th Signalized Intersection Capacity Analysis 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL Lane Configurations Traffic Volume (veh/h) 135 Future Volume (veh/h) 135 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1976 Adj Flow Rate, veh/h 142 Peak Hour Factor 0.95 Percent Heavy Veh, % 0 Opposing Right Turn Influence Yes Cap, veh/h 177 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.30 Unsig. Movement Delay Ln Grp Delay, s/veh 15.2 Ln Grp LOS B Approach Vol, veh/h 354 Approach Delay, s/veh 15.2 Approach LOS B Timer: Assigned Phs Case No Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green (Gmax), s Max Allow Headway (MAH), s Max Q Clear (g_c+l1), s Green Ext Time (g_e), s Prob of Phs Call (p_c) Prob of Max Out (p_x)

11/26/2019

EBR

NBL

NBT

SBT

SBR

200 200 14 0 1.00 1.00

0 0 5 0 1.00 1.00

365 365 2 0

195 195 6 0

1.00 No

0 0 16 0 1.00 1.00

1900 211 0.95 0

1891 384 0.95 7

1922 205 0.95 5

0 0 0.95 0

263 1.00 0.30

0 0 0.95 0 No 0 1.00 0.00

1472 1.00 0.41

1496 1.00 0.41

0 1.00 0.00

0.0 A

7.6 A 384 7.6 A

6.9 A 205 6.9 A

0.0 A

2 2 8.0 21.0 6.0 31.0 9.1 4.6 7.1 1.00 0.13

4 4 12.0 15.6 4.5 48.5 3.9 10.2 1.2 0.97 0.00

6 6 8.0 21.0 6.0 31.0 9.1 3.3 3.6 1.00 0.02

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 0

7 582

1 0

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 3782

4 4

6 3844

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 0

14 865

16 0

Left Lane Group Data Assigned Mvmt Lane Assignment

7 L+T+R

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

0 Synchro 10 Report Page 4

HCM 6th Signalized Intersection Capacity Analysis 200: Dixie Highway & I-294/I-80 Off-Ramp Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s Cycle Q Clear Time (g_c), s Perm LT Sat Flow (s_l), veh/h/ln Shared LT Sat Flow (s_sh), veh/h/ln Perm LT Eff Green (g_p), s Perm LT Serve Time (g_u), s Perm LT Q Serve Time (g_ps), s Time to First Blk (g_f), s Serve Time pre Blk (g_fs), s Prop LT Inside Lane (P_L) Lane Grp Cap (c), veh/h V/C Ratio (X) Avail Cap (c_a), veh/h Upstream Filter (I) Uniform Delay (d1), s/veh Incr Delay (d2), s/veh Initial Q Delay (d3), s/veh Control Delay (d), s/veh 1st-Term Q (Q1), veh/ln 2nd-Term Q (Q2), veh/ln 3rd-Term Q (Q3), veh/ln %ile Back of Q Factor (f_B%) %ile Back of Q (95%), veh/ln %ile Storage Ratio (RQ%) Initial Q (Qb), veh Final (Residual) Q (Qe), veh Sat Delay (ds), s/veh Sat Q (Qs), veh Sat Cap (cs), veh/h Initial Q Clear Time (tc), h Middle Lane Group Data Assigned Mvmt Lane Assignment Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s Cycle Q Clear Time (g_c), s Lane Grp Cap (c), veh/h V/C Ratio (X) Avail Cap (c_a), veh/h Upstream Filter (I) Uniform Delay (d1), s/veh Incr Delay (d2), s/veh Initial Q Delay (d3), s/veh Control Delay (d), s/veh 1st-Term Q (Q1), veh/ln 2nd-Term Q (Q2), veh/ln

11/26/2019

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 354 1452 8.2 8.2 0 0 0.0 0.0 0.0 0.0 0.0 0.40 441 0.80 1924 1.00 11.7 3.5 0.0 15.2 1.6 0.4 0.0 1.80 3.7 0.14 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 2 384 1796 2.6 2.6 1472 0.26 3042 1.00 7.1 0.4 0.0 7.6 0.6 0.1

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

6 T 2 205 1826 1.3 1.3 1496 0.14 3092 1.00 6.8 0.2 0.0 6.9 0.3 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 5

HCM 6th Signalized Intersection Capacity Analysis 200: Dixie Highway & I-294/I-80 Off-Ramp 3rd-Term Q (Q3), veh/ln %ile Back of Q Factor (f_B%) %ile Back of Q (95%), veh/ln %ile Storage Ratio (RQ%) Initial Q (Qb), veh Final (Residual) Q (Qe), veh Sat Delay (ds), s/veh Sat Q (Qs), veh Sat Cap (cs), veh/h Initial Q Clear Time (tc), h Right Lane Group Data Assigned Mvmt Lane Assignment Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s Cycle Q Clear Time (g_c), s Prot RT Sat Flow (s_R), veh/h/ln Prot RT Eff Green (g_R), s Prop RT Outside Lane (P_R) Lane Grp Cap (c), veh/h V/C Ratio (X) Avail Cap (c_a), veh/h Upstream Filter (I) Uniform Delay (d1), s/veh Incr Delay (d2), s/veh Initial Q Delay (d3), s/veh Control Delay (d), s/veh 1st-Term Q (Q1), veh/ln 2nd-Term Q (Q2), veh/ln 3rd-Term Q (Q3), veh/ln %ile Back of Q Factor (f_B%) %ile Back of Q (95%), veh/ln %ile Storage Ratio (RQ%) Initial Q (Qb), veh Final (Residual) Q (Qe), veh Sat Delay (ds), s/veh Sat Q (Qs), veh Sat Cap (cs), veh/h Initial Q Clear Time (tc), h Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

11/26/2019

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 1.3 0.07 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.6 0.03 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.60 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

10.3 B

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 6

HCM 6th TWSC 400: Dixie Highway & 173rd Street

Intersection Int Delay, s/veh

11/26/2019

0.3

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 10 355 5 5 390 Future Vol, veh/h 5 10 355 5 5 390 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 40 6 17 29 3 Mvmt Flow 5 11 374 5 5 411 Major/Minor Minor1 Conflicting Flow All 593 Stage 1 377 Stage 2 216 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 437 Stage 1 663 Stage 2 799 Platoon blocked, % Mov Cap-1 Maneuver 434 Mov Cap-2 Maneuver 434 Stage 1 663 Stage 2 794 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 11.3 B

Major1 190 0 7.7 3.7 713 713 -

Major2 0 379 - 4.68 - 2.49 - 1004 - 1004 -

NB 0

SB 0.1

NBT NBRWBLn1 SBL - 587 1004 - 0.027 0.005 - 11.3 8.6 B A 0.1 0

0 -

SBT 0 A -

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 7

HCM 6th TWSC 600: Dixie Highway & 174th Street

Intersection Int Delay, s/veh

11/26/2019

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 1 360 1 1 395 Future Vol, veh/h 1 1 360 1 1 395 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 6 2 2 3 Mvmt Flow 1 1 379 1 1 416 Major/Minor Minor1 Conflicting Flow All 590 Stage 1 380 Stage 2 210 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 439 Stage 1 661 Stage 2 805 Platoon blocked, % Mov Cap-1 Maneuver 439 Mov Cap-2 Maneuver 439 Stage 1 661 Stage 2 804 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 11.3 B

Major1 190 0 6.94 3.32 820 820 -

Major2 0 380 - 4.14 - 2.22 - 1175 - 1175 -

NB 0

SB 0

NBT NBRWBLn1 SBL - 572 1175 - 0.004 0.001 - 11.3 8.1 B A 0 0

0 -

SBT 0 A -

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 8

HCM 6th Signalized Intersection Summary 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 165 Future Volume (veh/h) 165 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 174 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 619 Arrive On Green 0.07 Sat Flow, veh/h 1781 Grp Volume(v), veh/h 174 Grp Sat Flow(s),veh/h/ln 1781 Q Serve(g_s), s 4.5 Cycle Q Clear(g_c), s 4.5 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 619 V/C Ratio(X) 0.28 Avail Cap(c_a), veh/h 678 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 10.9 Incr Delay (d2), s/veh 0.2 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.2 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

1 6.7 3.5 9.5 3.9 0.0

11/26/2019

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

585 585 0

95 95 0 1.00 1.00

65 65 0 1.00 1.00

310 310 0

5 5 0 1.00 1.00

120 120 0 1.00 1.00

305 305 0

360 360 0 1.00 1.00

5 5 0 1.00 1.00

250 250 0

100 100 0 1.00 1.00

1870 100 0.95 2 240 0.48 496 359 1781 11.7 11.7 0.28 860 0.42 860 1.00 1.00 15.1 1.5 0.0 8.2

1826 68 0.95 5 395 0.04 1739 68 1739 1.9 1.9 1.00 395 0.17 516 1.00 1.00 13.0 0.2 0.0 1.3

1870 5 0.95 2 24 0.45 55 169 1860 5.0 5.0 0.03 830 0.20 830 1.00 1.00 15.2 0.6 0.0 3.8

1870 126 0.95 2 310 0.07 1781 126 1781 4.8 4.8 1.00 310 0.41 347 1.00 1.00 25.0 0.9 0.0 3.7

1796 379 0.95 7 405 0.27 1522 379 1522 21.9 21.9 1.00 405 0.94 406 1.00 1.00 32.3 29.5 0.0 16.5

1693 5 0.95 14 102 0.00 1612 5 1612 0.2 0.2 1.00 102 0.05 248 1.00 1.00 30.2 0.2 0.0 0.2

16.5 B 890 15.5 B

16.6 B

13.2 B

15.8 B 399 15.3 B

15.7 B

25.9 C

36.1 D 826 46.3 D

61.8 E

30.4 C

2 49.5 6.0 29.0 13.7 8.9

3 3.9 3.5 8.5 2.2 0.0

4 30.0 6.0 24.0 23.9 0.1

5 10.0 3.5 9.5 6.5 0.1

6 46.2 6.0 29.0 7.0 5.1

7 10.1 3.5 8.5 6.8 0.0

8 23.7 6.0 24.0 10.9 3.0

1.00 No 1870 616 0.95 2 1479 0.48 3062 357 1777 11.7 11.7 858 0.42 858 1.00 1.00 15.1 1.5 0.0 8.2

1.00 No 1870 326 0.95 2 1598 0.45 3582 162 1777 5.0 5.0 793 0.20 793 1.00 1.00 15.2 0.6 0.0 3.6

1.00 No 1796 321 0.95 7 454 0.27 1706 321 1706 15.3 15.3 454 0.71 455 1.00 1.00 29.8 6.2 0.0 11.1

1.00 No 1841 263 0.95 4 484 0.20 2460 185 1749 8.5 8.5 344 0.54 466 1.00 1.00 32.5 2.8 0.0 6.8 35.2 D 373 35.4 D

1841 105 0.95 4 188 0.20 957 183 1668 8.9 8.9 0.57 328 0.56 445 1.00 1.00 32.6 3.1 0.0 6.8 35.7 D

28.7 C

Notes User approved pedestrian interval to be less than phase max green.

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 9

HCM 6th Signalized Intersection Capacity Analysis 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 165 Future Volume (veh/h) 165 Number 5 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 174 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 619 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.07 Unsig. Movement Delay Ln Grp Delay, s/veh 11.2 Ln Grp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS

11/26/2019

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

585 585 2 0

95 95 12 0 1.00 1.00

65 65 1 0 1.00 1.00

310 310 6 0

5 5 16 0 1.00 1.00

120 120 7 0 1.00 1.00

305 305 4 0

360 360 14 0 1.00 1.00

5 5 3 0 1.00 1.00

250 250 8 0

100 100 18 0 1.00 1.00

1870 616 0.95 2

1870 100 0.95 2

1870 326 0.95 2

1870 5 0.95 2

1796 379 0.95 7

1841 105 0.95 4

1598 1.00 0.45

24 1.00 0.45

454 1.00 0.27

405 1.00 0.27

1693 5 0.95 14 Yes 102 1.00 0.00

1841 263 0.95 4

240 1.00 0.48

1870 126 0.95 2 Yes 310 1.00 0.07

1796 321 0.95 7

1479 1.00 0.48

1826 68 0.95 5 Yes 395 1.00 0.04

484 1.00 0.20

188 1.00 0.20

16.5 B 890 15.5 B

16.6 B

13.2 B

15.8 B 399 15.3 B

15.7 B

25.9 C

36.1 D 826 46.3 D

61.8 E

30.4 C

35.2 D 373 35.4 D

35.7 D

Timer: Assigned Phs Case No Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green (Gmax), s Max Allow Headway (MAH), s Max Q Clear (g_c+l1), s Green Ext Time (g_e), s Prob of Phs Call (p_c) Prob of Max Out (p_x)

1 1 1.1 6.7 3.5 9.5 3.7 3.9 0.0 0.82 0.10

2 2 4.0 49.5 6.0 29.0 9.1 13.7 8.9 1.00 0.74

3 3 1.1 3.9 3.5 8.5 3.8 2.2 0.0 0.12 0.00

4 4 4.0 30.0 6.0 24.0 7.3 23.9 0.1 1.00 1.00

5 5 1.1 10.0 3.5 9.5 3.7 6.5 0.1 0.99 1.00

6 6 4.0 46.2 6.0 29.0 9.0 7.0 5.1 1.00 0.16

7 7 1.1 10.1 3.5 8.5 3.8 6.8 0.0 0.96 1.00

8 8 4.0 23.7 6.0 24.0 7.2 10.9 3.0 1.00 0.33

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

1 1739

1.00 No

3 1612

5 1781

1.00 No

7 1781

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 3062

4 1706

6 3582

8 2460

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 496

14 1522

16 55

18 957

Left Lane Group Data Assigned Mvmt Lane Assignment

1 L (Pr/Pm)

0 3 L (Pr/Pm)

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

0 5 L (Pr/Pm)

1.00 No

0 7 L (Pr/Pm)

0 Synchro 10 Report Page 10

HCM 6th Signalized Intersection Capacity Analysis 800: Dixie Highway & 175th Street/Governors Highway Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s Cycle Q Clear Time (g_c), s Perm LT Sat Flow (s_l), veh/h/ln Shared LT Sat Flow (s_sh), veh/h/ln Perm LT Eff Green (g_p), s Perm LT Serve Time (g_u), s Perm LT Q Serve Time (g_ps), s Time to First Blk (g_f), s Serve Time pre Blk (g_fs), s Prop LT Inside Lane (P_L) Lane Grp Cap (c), veh/h V/C Ratio (X) Avail Cap (c_a), veh/h Upstream Filter (I) Uniform Delay (d1), s/veh Incr Delay (d2), s/veh Initial Q Delay (d3), s/veh Control Delay (d), s/veh 1st-Term Q (Q1), veh/ln 2nd-Term Q (Q2), veh/ln 3rd-Term Q (Q3), veh/ln %ile Back of Q Factor (f_B%) %ile Back of Q (95%), veh/ln %ile Storage Ratio (RQ%) Initial Q (Qb), veh Final (Residual) Q (Qe), veh Sat Delay (ds), s/veh Sat Q (Qs), veh Sat Cap (cs), veh/h Initial Q Clear Time (tc), h Middle Lane Group Data Assigned Mvmt Lane Assignment Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s Cycle Q Clear Time (g_c), s Lane Grp Cap (c), veh/h V/C Ratio (X) Avail Cap (c_a), veh/h Upstream Filter (I) Uniform Delay (d1), s/veh Incr Delay (d2), s/veh Initial Q Delay (d3), s/veh Control Delay (d), s/veh 1st-Term Q (Q1), veh/ln 2nd-Term Q (Q2), veh/ln

11/26/2019

1 68 1739 1.9 1.9 718 0 40.2 31.7 0.9 0.0 0.0 1.00 395 0.17 516 1.00 13.0 0.2 0.0 13.2 0.7 0.0 0.0 1.80 1.3 0.10 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 5 1612 0.2 0.2 675 0 17.7 2.1 0.1 0.0 0.0 1.00 102 0.05 248 1.00 30.2 0.2 0.0 30.4 0.1 0.0 0.0 1.80 0.2 0.03 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 174 1781 4.5 4.5 1049 0 42.0 35.2 1.4 0.0 0.0 1.00 619 0.28 678 1.00 10.9 0.2 0.0 11.2 1.6 0.0 0.0 1.80 2.9 0.26 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 126 1781 4.8 4.8 1014 0 19.7 8.8 1.5 0.0 0.0 1.00 310 0.41 347 1.00 25.0 0.9 0.0 25.9 2.0 0.1 0.0 1.80 3.7 0.31 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 1 357 1777 11.7 11.7 858 0.42 858 1.00 15.1 1.5 0.0 16.5 4.3 0.4

4 T 1 321 1706 15.3 15.3 454 0.71 455 1.00 29.8 6.2 0.0 36.1 6.0 0.8

6 T 1 162 1777 5.0 5.0 793 0.20 793 1.00 15.2 0.6 0.0 15.8 1.9 0.1

8 T 1 185 1749 8.5 8.5 344 0.54 466 1.00 32.5 2.8 0.0 35.2 3.5 0.3

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Synchro 10 Report Page 11

HCM 6th Signalized Intersection Capacity Analysis 800: Dixie Highway & 175th Street/Governors Highway 3rd-Term Q (Q3), veh/ln %ile Back of Q Factor (f_B%) %ile Back of Q (95%), veh/ln %ile Storage Ratio (RQ%) Initial Q (Qb), veh Final (Residual) Q (Qe), veh Sat Delay (ds), s/veh Sat Q (Qs), veh Sat Cap (cs), veh/h Initial Q Clear Time (tc), h Right Lane Group Data Assigned Mvmt Lane Assignment Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s Cycle Q Clear Time (g_c), s Prot RT Sat Flow (s_R), veh/h/ln Prot RT Eff Green (g_R), s Prop RT Outside Lane (P_R) Lane Grp Cap (c), veh/h V/C Ratio (X) Avail Cap (c_a), veh/h Upstream Filter (I) Uniform Delay (d1), s/veh Incr Delay (d2), s/veh Initial Q Delay (d3), s/veh Control Delay (d), s/veh 1st-Term Q (Q1), veh/ln 2nd-Term Q (Q2), veh/ln 3rd-Term Q (Q3), veh/ln %ile Back of Q Factor (f_B%) %ile Back of Q (95%), veh/ln %ile Storage Ratio (RQ%) Initial Q (Qb), veh Final (Residual) Q (Qe), veh Sat Delay (ds), s/veh Sat Q (Qs), veh Sat Cap (cs), veh/h Initial Q Clear Time (tc), h Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

11/26/2019

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.76 8.2 0.35 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.63 11.1 0.55 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 3.6 0.13 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 6.8 0.19 0.0 0.0 0.0 0.0 0 0.0

12 T+R 1 359 1781 11.7 11.7 0.0 0.0 0.28 860 0.42 860 1.00 15.1 1.5 0.0 16.6 4.3 0.4 0.0 1.76 8.2 0.36 0.0 0.0 0.0 0.0 0 0.0

14 T+R 1 379 1522 21.9 21.9 0.0 0.0 1.00 405 0.94 406 1.00 32.3 29.5 0.0 61.8 7.7 3.3 0.0 1.49 16.5 0.82 0.0 0.0 0.0 0.0 0 0.0

16 T+R 1 169 1860 5.0 5.0 0.0 0.0 0.03 830 0.20 830 1.00 15.2 0.6 0.0 15.7 2.0 0.1 0.0 1.80 3.8 0.14 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 183 1668 8.9 8.9 0.0 0.0 0.57 328 0.56 445 1.00 32.6 3.1 0.0 35.7 3.5 0.3 0.0 1.80 6.8 0.19 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

28.7 C

Notes User approved pedestrian interval to be less than phase max green.

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 12

HCM 6th TWSC 1000: Dixmoor Drive & 175th Street

Intersection Int Delay, s/veh

11/26/2019

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 840 1 2 530 5 5 Future Vol, veh/h 840 1 2 530 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 100 2 2 2 2 Mvmt Flow 884 1 2 558 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 885 - 4.14 - 2.22 - 760 - 760 -

Minor1 0 1168 - 885 - 283 - 6.84 - 5.84 - 5.84 - 3.52 - 186 - 364 - 740 - 185 - 185 - 364 - 737

WB 0

NB 18.5 C

EB 0

NBLn1 278 0.038 18.5 C 0.1

443 6.94 3.32 562 562 -

EBT EBR WBL WBT - 760 - 0.003 9.8 0 A A 0 -

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 13

HCM 6th TWSC 1100: Howe Avenue & 175th Street

Intersection Int Delay, s/veh

11/26/2019

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 835 5 1 535 5 5 Future Vol, veh/h 835 5 1 535 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 17 2 2 2 2 Mvmt Flow 879 5 1 563 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 884 - 4.14 - 2.22 - 761 - 761 -

Minor1 0 1166 - 882 - 284 - 6.84 - 5.84 - 5.84 - 3.52 - 187 - 365 - 739 - 187 - 187 - 365 - 738

WB 0

NB 18.3 C

EB 0

NBLn1 281 0.037 18.3 C 0.1

442 6.94 3.32 563 563 -

EBT EBR WBL WBT - 761 - 0.001 9.7 0 A A 0 -

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 14

HCM 6th TWSC 1200: Golfview Avenue & 175th Street

Intersection Int Delay, s/veh

11/26/2019

0.2

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 835 5 1 540 10 5 Future Vol, veh/h 835 5 1 540 10 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 13 20 Mvmt Flow 879 5 1 568 11 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 884 - 4.14 - 2.22 - 761 - 761 -

Minor1 0 1168 - 882 - 286 - 7.06 - 6.06 - 6.06 - 3.63 - 171 - 339 - 705 - 171 - 171 - 339 - 704

WB 0

NB 22.6 C

EB 0

NBLn1 220 0.072 22.6 C 0.2

442 7.3 3.5 516 516 -

EBT EBR WBL WBT - 761 - 0.001 9.7 0 A A 0 -

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 15

HCM 6th TWSC 1300: Western Ave & 175th Street

Intersection Int Delay, s/veh

11/26/2019

0.2

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 835 1 5 545 5 5 Future Vol, veh/h 835 1 5 545 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 879 1 5 574 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 880 - 4.14 - 2.22 - 764 - 764 -

Minor1 0 1177 - 880 - 297 - 6.84 - 5.84 - 5.84 - 3.52 - 184 - 366 - 728 - 182 - 182 - 366 - 721

WB 0.1

NB 18.6 C

EB 0

NBLn1 275 0.038 18.6 C 0.1

440 6.94 3.32 565 565 -

EBT EBR WBL WBT - 764 - 0.007 9.7 0 A A 0 -

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 16

HCM 6th Signalized Intersection Summary 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 66 Arrive On Green 0.27 Sat Flow, veh/h 1 Grp Volume(v), veh/h 283 Grp Sat Flow(s),veh/h/ln 1869 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 7.1 Prop In Lane 0.00 Lane Grp Cap(c), veh/h 575 V/C Ratio(X) 0.49 Avail Cap(c_a), veh/h 948 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 17.1 Incr Delay (d2), s/veh 1.4 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.5 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

11/26/2019

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

500 500 0

110 110 0 1.00 1.00

165 165 0 1.00 1.00

385 385 0

1 1 0 1.00 1.00

175 175 0 1.00 1.00

1 1 0

335 335 0 1.00 1.00

1 1 0 1.00 1.00

1 1 0

1 1 0 1.00 1.00

1796 116 0.95 7 415 0.27 1522 116 1522 3.3 3.3 1.00 415 0.28 719 1.00 1.00 15.8 0.8 0.0 2.0

1870 174 0.95 2 420 0.10 1781 174 1781 3.5 3.5 1.00 420 0.41 810 1.00 1.00 11.7 0.7 0.0 2.1

1856 1 0.95 3 4 0.45 9 208 1854 3.8 3.8 0.00 841 0.25 1617 1.00 1.00 9.3 0.3 0.0 2.2

1870 184 0.95 2 570 0.33 1339 185 1347 0.2 6.6 0.99 573 0.32 880 1.00 1.00 14.6 1.5 0.0 3.1

1870 353 0.95 2 678 0.33 1585 353 1585 9.0 9.0 1.00 678 0.52 1021 1.00 1.00 11.6 2.9 0.0 5.4

1870 1 0.95 2 186 0.33 300 3 1280 0.0 6.5 0.33 508 0.01 812 1.00 1.00 12.5 0.0 0.0 0.0

19.5 B 643 18.5 B

16.5 B

12.3 B

9.6 A

16.1 B

14.5 B

12.5 B

2 24.1 6.0 30.0 11.0 7.0

3 10.0 4.5 17.5 5.5 0.3

4 21.0 6.0 26.0 9.1 5.8

1.00 No 1870 526 0.95 2 950 0.27 3485 244 1617 7.1 7.1 441 0.55 764 1.00 1.00 17.1 2.3 0.0 4.7

1.00 No 1856 405 0.95 3 1636 0.45 3608 198 1763 3.8 3.8 799 0.25 1538 1.00 1.00 9.3 0.3 0.0 2.1 9.6 A 580 10.4 B

6 24.1 6.0 30.0 8.5 0.0

1.00 No 1870 1 0.95 2 3 0.33 8 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 538 15.0 B

1.00 No 1870 1 0.95 2 182 0.33 554 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 3 12.5 B

1870 1 0.95 2 140 0.33 427 0 0 0.0 0.0 0.33 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A

8 31.0 6.0 48.0 5.8 4.9

14.8 B

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 17

HCM 6th Signalized Intersection Capacity Analysis 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 66 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.27 Unsig. Movement Delay Ln Grp Delay, s/veh 18.5 Ln Grp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS

11/26/2019

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

500 500 4 0

110 110 14 0 1.00 1.00

165 165 3 0 1.00 1.00

385 385 8 0

1 1 18 0 1.00 1.00

175 175 5 0 1.00 1.00

1 1 2 0

335 335 12 0 1.00 1.00

1 1 1 0 1.00 1.00

1 1 6 0

1 1 16 0 1.00 1.00

1870 526 0.95 2

1796 116 0.95 7

1856 405 0.95 3

1856 1 0.95 3

1870 353 0.95 2

1870 1 0.95 2

1636 1.00 0.45

4 1.00 0.45

3 1.00 0.33

678 1.00 0.33

1870 1 0.95 2 Yes 186 1.00 0.33

1870 1 0.95 2

415 1.00 0.27

1870 184 0.95 2 Yes 570 1.00 0.33

1870 1 0.95 2

950 1.00 0.27

1870 174 0.95 2 Yes 420 1.00 0.10

182 1.00 0.33

140 1.00 0.33

19.5 B 643 18.5 B

16.5 B

12.3 B

9.6 A 580 10.4 B

9.6 A

16.1 B

0.0 A 538 15.0 B

14.5 B

12.5 B

0.0 A 3 12.5 B

0.0 A

2 2 7.0 24.1 6.0 30.0 8.3 11.0 7.0 1.00 0.37

3 3 1.2 10.0 4.5 17.5 3.7 5.5 0.3 0.93 0.00

4 4 7.3 21.0 6.0 26.0 6.9 9.1 5.8 1.00 0.33

6 6 8.0 24.1 6.0 30.0 9.8 8.5 0.0 1.00 0.00

8 8 4.0 31.0 6.0 48.0 7.0 5.8 4.9 1.00 0.00

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 1339

3 1781

7 1

1 300

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 8

4 3485

6 554

8 3608

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 1585

14 1522

16 427

18 9

5 3 L+TL (Pr/Pm)

7 L+T

Left Lane Group Data Assigned Mvmt Lane Assignment

1.00 No

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

1 L+T+R

1.00 No

0 Synchro 10 Report Page 18

HCM 6th Signalized Intersection Capacity Analysis 1400: Governors Highway/Private Driveway & 175th Street Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s Cycle Q Clear Time (g_c), s Perm LT Sat Flow (s_l), veh/h/ln Shared LT Sat Flow (s_sh), veh/h/ln Perm LT Eff Green (g_p), s Perm LT Serve Time (g_u), s Perm LT Q Serve Time (g_ps), s Time to First Blk (g_f), s Serve Time pre Blk (g_fs), s Prop LT Inside Lane (P_L) Lane Grp Cap (c), veh/h V/C Ratio (X) Avail Cap (c_a), veh/h Upstream Filter (I) Uniform Delay (d1), s/veh Incr Delay (d2), s/veh Initial Q Delay (d3), s/veh Control Delay (d), s/veh 1st-Term Q (Q1), veh/ln 2nd-Term Q (Q2), veh/ln 3rd-Term Q (Q3), veh/ln %ile Back of Q Factor (f_B%) %ile Back of Q (95%), veh/ln %ile Storage Ratio (RQ%) Initial Q (Qb), veh Final (Residual) Q (Qe), veh Sat Delay (ds), s/veh Sat Q (Qs), veh Sat Cap (cs), veh/h Initial Q Clear Time (tc), h Middle Lane Group Data Assigned Mvmt Lane Assignment Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s Cycle Q Clear Time (g_c), s Lane Grp Cap (c), veh/h V/C Ratio (X) Avail Cap (c_a), veh/h Upstream Filter (I) Uniform Delay (d1), s/veh Incr Delay (d2), s/veh Initial Q Delay (d3), s/veh Control Delay (d), s/veh 1st-Term Q (Q1), veh/ln 2nd-Term Q (Q2), veh/ln

11/26/2019

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 185 1347 0.2 6.6 1437 1219 18.1 11.7 0.2 0.0 0.0 0.99 573 0.32 880 1.00 14.6 1.5 0.0 16.1 1.5 0.2 0.0 1.80 3.1 0.11 0.0 0.0 0.0 0.0 0 0.0

1 174 1781 3.5 3.5 787 0 17.0 7.9 2.6 0.0 0.0 1.00 420 0.41 810 1.00 11.7 0.7 0.0 12.3 1.1 0.1 0.0 1.80 2.1 0.21 0.0 0.0 0.0 0.0 0 0.0

1 283 1869 0.0 7.1 995 0 15.0 15.0 0.0 12.4 7.1 0.00 575 0.49 948 1.00 17.1 1.4 0.0 18.5 2.7 0.2 0.0 1.80 5.2 0.28 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 3 1280 0.0 6.5 1043 0 18.1 11.6 0.0 3.9 0.1 0.33 508 0.01 812 1.00 12.5 0.0 0.0 12.5 0.0 0.0 0.0 1.80 0.0 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

4 T 1 244 1617 7.1 7.1 441 0.55 764 1.00 17.1 2.3 0.0 19.5 2.3 0.3

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

8 T 1 198 1763 3.8 3.8 799 0.25 1538 1.00 9.3 0.3 0.0 9.6 1.1 0.1

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 19

HCM 6th Signalized Intersection Capacity Analysis 1400: Governors Highway/Private Driveway & 175th Street 3rd-Term Q (Q3), veh/ln %ile Back of Q Factor (f_B%) %ile Back of Q (95%), veh/ln %ile Storage Ratio (RQ%) Initial Q (Qb), veh Final (Residual) Q (Qe), veh Sat Delay (ds), s/veh Sat Q (Qs), veh Sat Cap (cs), veh/h Initial Q Clear Time (tc), h Right Lane Group Data Assigned Mvmt Lane Assignment Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s Cycle Q Clear Time (g_c), s Prot RT Sat Flow (s_R), veh/h/ln Prot RT Eff Green (g_R), s Prop RT Outside Lane (P_R) Lane Grp Cap (c), veh/h V/C Ratio (X) Avail Cap (c_a), veh/h Upstream Filter (I) Uniform Delay (d1), s/veh Incr Delay (d2), s/veh Initial Q Delay (d3), s/veh Control Delay (d), s/veh 1st-Term Q (Q1), veh/ln 2nd-Term Q (Q2), veh/ln 3rd-Term Q (Q3), veh/ln %ile Back of Q Factor (f_B%) %ile Back of Q (95%), veh/ln %ile Storage Ratio (RQ%) Initial Q (Qb), veh Final (Residual) Q (Qe), veh Sat Delay (ds), s/veh Sat Q (Qs), veh Sat Cap (cs), veh/h Initial Q Clear Time (tc), h Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

11/26/2019

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 4.7 0.25 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 2.1 0.04 0.0 0.0 0.0 0.0 0 0.0

12 R 1 353 1585 9.0 9.0 1585.1 5.5 1.00 678 0.52 1021 1.00 11.6 2.9 0.0 14.5 2.4 0.5 0.0 1.80 5.4 0.18 0.0 0.0 0.0 0.0 0 0.0

14 R 1 116 1522 3.3 3.3 0.0 0.0 1.00 415 0.28 719 1.00 15.8 0.8 0.0 16.5 1.0 0.1 0.0 1.80 2.0 0.42 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.33 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 208 1854 3.8 3.8 0.0 0.0 0.00 841 0.25 1617 1.00 9.3 0.3 0.0 9.6 1.2 0.1 0.0 1.80 2.2 0.05 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

14.8 B

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 20

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

11/26/2019

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

10 10 1900 12 105 1 115 1.00

20 20 1900 11

20 20 1900 11 0 0

30 30 1900 13

140 140 1900 13 0 0

50 50 1900 11 0 0

5 5 1900 11 0 0

1.00 0.877

1.00

0.95 0.973

0.95

115 115 1900 12 50 1 45 1.00

295 295 1900 11

1.00

25 25 1900 12 45 1 40 1.00

230 230 1900 11

1.00 0.925

15 15 1900 11 95 1 130 1.00

0.95 0.998

0.95

1666

1574

3130

3414

1666

0 No

1574

0 No

3130

0 No

3414

0 No

0.950 1770 0.644 1200

0.95 2% 11

20 1042 35.5 0.95 2% 21

0.950 1711 0.730 1314

0.95 2% 21

0.95 2% 16

20 1108 37.8 0.95 2% 32

0.950 1770 0.560 1043

0.95 11% 147

0.95 2% 26

35 557 10.9 0.95 2% 242

0.950 1687 0.483 858

0.95 38% 53

0.95 7% 121

35 430 8.4 0.95 2% 311

0.95 2% 5

11 No Left

42 No Left 12 0 16

0 No Right

16 No Left

179 No Left 12 0 16

0 No Right

26 No Left

295 No Left 17 0 16

0 No Right

121 No Left

316 No Left 17 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

0.96

0.96 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

pm+pt

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 10 Report Page 1

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

EBL 7 4 7

EBT 4

3.0 6.5 8.0 8.9% 4.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 13.8 0.26 0.10 18.2 0.0 18.2 B 17.2 B 21.0 Hold 15.3 Hold 13.2 Hold 11.3 Hold 9.3 Hold 10 38 962

17.1 0.32 0.03 13.3 0.0 13.3 B 4.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 2 12 105 429 0 0 0 0.03

971 0 0 0 0.04

11/26/2019

EBR

WBL 3 8 3

WBT 8

3.0 6.5 8.0 8.9% 4.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 24.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 13.8 0.26 0.44 22.7 0.0 22.7 C 21.9 C 21.0 Gap 15.3 Gap 13.2 Gap 11.3 Gap 9.3 Gap 45 126 1028

17.1 0.32 0.04 13.4 0.0 13.4 B 4.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 3 15

95 450 0 0 0 0.04

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

917 0 0 0 0.20

WBR

NBL 5 2 5

NBT 2

3.0 6.5 8.0 8.9% 4.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 17.5 0.32 0.29 17.4 0.0 17.4 B 16.7 B 21.0 Gap 16.3 Gap 15.0 Min 15.0 Min 17.5 Dwell 35 92 477

23.6 0.44 0.05 8.4 0.0 8.4 A 4.5 Max 4.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 3 18 45 519 0 0 0 0.05

1459 0 0 0 0.20

NBR

SBL 1 6 1

SBT 6

3.0 6.5 16.0 17.8% 12.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 38.0 42.2% 32.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 23.7 0.44 0.21 12.0 0.0 12.0 B 11.0 B 27.5 Hold 20.1 Hold 25.9 Hold 25.1 Hold 17.5 Dwell 24 84 350

29.1 0.54 0.21 8.5 0.0 8.5 A 11.0 Gap 8.3 Gap 7.4 Gap 6.6 Gap 0.0 Skip 15 57 50 662 0 0 0 0.18

SBR

2122 0 0 0 0.15

Synchro 10 Report Page 2

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 54 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.44 Intersection Signal Delay: 15.3 Intersection Capacity Utilization 42.4% Analysis Period (min) 15 90th %ile Actuated Cycle: 76.5 70th %ile Actuated Cycle: 55.4 50th %ile Actuated Cycle: 51.1 30th %ile Actuated Cycle: 48.4 10th %ile Actuated Cycle: 38.8 Splits and Phases:

11/26/2019

Intersection LOS: B ICU Level of Service A

100: Dixie Highway & 171st Street

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 3

HCM 6th Signalized Intersection Summary 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL EBR Lane Configurations Traffic Volume (veh/h) 50 325 Future Volume (veh/h) 50 325 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1976 1900 Adj Flow Rate, veh/h 53 342 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 0 0 Cap, veh/h 62 397 Arrive On Green 0.38 0.38 Sat Flow, veh/h 160 1033 Grp Volume(v), veh/h 396 0 Grp Sat Flow(s),veh/h/ln1196 0 Q Serve(g_s), s 12.6 0.0 Cycle Q Clear(g_c), s 12.6 0.0 Prop In Lane 0.13 0.86 Lane Grp Cap(c), veh/h 460 0 V/C Ratio(X) 0.86 0.00 Avail Cap(c_a), veh/h 1517 0 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay (d), s/veh 11.7 0.0 Incr Delay (d2), s/veh 4.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(95%),veh/ln4.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.6 0.0 LnGrp LOS B A Approach Vol, veh/h 396 Approach Delay, s/veh 16.6 Approach LOS B

NBL

NBT

SBT SBR

0 0 0 1.00 1.00

255 255 0

330 330 0

1.00 No 1969 268 0.95 2 1355 0.36 3938 268 1870 2.0 2.0

1.00 No 1969 347 0.95 2 1355 0.36 3938 347 1870 2.7 2.7

9.4 A 268 9.4 A

9.7 A 347 9.7 A

0 0 0 1.00 1.00

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 1355 1355 0.00 0.20 0.26 0 2439 2439 1.00 1.00 1.00 0.00 1.00 1.00 0.0 9.1 9.3 0.0 0.3 0.5 0.0 0.0 0.0 0.0 1.2 1.6

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0

0.0 A

Timer - Assigned Phs 2 Phs Duration (G+Y+Rc), s 21.0 Change Period (Y+Rc), s 6.0 Max Green Setting (Gmax), s 27.0 Max Q Clear Time (g_c+I1), s 4.0 Green Ext Time (p_c), s 4.4 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

11/26/2019

4 20.4 4.5 52.5 14.6 1.5

6 21.0 6.0 27.0 4.7 5.8

12.3 B

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 3

HCM 6th Signalized Intersection Capacity Analysis 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL Lane Configurations Traffic Volume (veh/h) 50 Future Volume (veh/h) 50 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1976 Adj Flow Rate, veh/h 53 Peak Hour Factor 0.95 Percent Heavy Veh, % 0 Opposing Right Turn Influence Yes Cap, veh/h 62 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.38 Unsig. Movement Delay Ln Grp Delay, s/veh 16.6 Ln Grp LOS B Approach Vol, veh/h 396 Approach Delay, s/veh 16.6 Approach LOS B Timer: Assigned Phs Case No Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green (Gmax), s Max Allow Headway (MAH), s Max Q Clear (g_c+l1), s Green Ext Time (g_e), s Prob of Phs Call (p_c) Prob of Max Out (p_x)

11/26/2019

EBR

NBL

NBT

SBT

SBR

325 325 14 0 1.00 1.00

0 0 5 0 1.00 1.00

255 255 2 0

330 330 6 0

1.00 No

0 0 16 0 1.00 1.00

1900 342 0.95 0

1969 268 0.95 2

1969 347 0.95 2

0 0 0.95 0

397 1.00 0.38

0 0 0.95 0 No 0 1.00 0.00

1355 1.00 0.36

0 1.00 0.00

0.0 A

9.4 A 268 9.4 A

9.7 A 347 9.7 A

0.0 A

2 2 8.0 21.0 6.0 27.0 9.1 4.0 4.4 1.00 0.09

4 4 12.0 20.4 4.5 52.5 4.0 14.6 1.5 0.99 0.00

6 6 8.0 21.0 6.0 27.0 9.1 4.7 5.8 1.00 0.17

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 0

7 160

1 0

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 3938

4 3

6 3938

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 0

14 1033

16 0

Left Lane Group Data Assigned Mvmt Lane Assignment

7 L+T+R

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

0 Synchro 10 Report Page 4

11/26/2019

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 396 1196 12.6 12.6 0 0 0.0 0.0 0.0 0.0 0.0 0.13 460 0.86 1517 1.00 11.7 4.9 0.0 16.6 2.1 0.6 0.0 1.80 4.8 0.21 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 2 268 1870 2.0 2.0 1355 0.20 2439 1.00 9.1 0.3 0.0 9.4 0.6 0.1

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

6 T 2 347 1870 2.7 2.7 1355 0.26 2439 1.00 9.3 0.5 0.0 9.7 0.8 0.1

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 5

11/26/2019

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 1.2 0.06 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 1.6 0.08 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.86 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

12.3 B

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 6

HCM 6th TWSC 400: Dixie Highway & 173rd Street

Intersection Int Delay, s/veh

11/26/2019

0.2

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 5 250 10 5 650 Future Vol, veh/h 5 5 250 10 5 650 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 5 263 11 5 684 Major/Minor Minor1 Conflicting Flow All 621 Stage 1 269 Stage 2 352 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 419 Stage 1 752 Stage 2 683 Platoon blocked, % Mov Cap-1 Maneuver 416 Mov Cap-2 Maneuver 416 Stage 1 752 Stage 2 679 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 11.5 B

Major1 137 0 6.94 3.32 886 886 -

Major2 0 274 - 4.14 - 2.22 - 1286 - 1286 -

NB 0

SB 0.1

NBT NBRWBLn1 SBL - 566 1286 - 0.019 0.004 - 11.5 7.8 B A 0.1 0

0 -

SBT 0 A -

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 7

HCM 6th TWSC 600: Dixie Highway & 174th Street

Intersection Int Delay, s/veh

11/26/2019

0.1

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 1 260 2 2 655 Future Vol, veh/h 5 1 260 2 2 655 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 1 274 2 2 689 Major/Minor Minor1 Conflicting Flow All 624 Stage 1 275 Stage 2 349 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 417 Stage 1 747 Stage 2 685 Platoon blocked, % Mov Cap-1 Maneuver 416 Mov Cap-2 Maneuver 416 Stage 1 747 Stage 2 683 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 13 B

Major1 138 0 6.94 3.32 885 885 -

Major2 0 276 - 4.14 - 2.22 - 1284 - 1284 -

NB 0

SB 0

NBT NBRWBLn1 SBL - 456 1284 - 0.014 0.002 13 7.8 B A 0 0

0 -

SBT 0 A -

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 8

HCM 6th Signalized Intersection Summary 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 75 Future Volume (veh/h) 75 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 79 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 446 Arrive On Green 0.04 Sat Flow, veh/h 1781 Grp Volume(v), veh/h 79 Grp Sat Flow(s),veh/h/ln 1781 Q Serve(g_s), s 2.4 Cycle Q Clear(g_c), s 2.4 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 446 V/C Ratio(X) 0.18 Avail Cap(c_a), veh/h 559 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 15.2 Incr Delay (d2), s/veh 0.2 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.4 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

1 11.5 3.5 9.5 8.0 0.1

11/26/2019

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

420 420 0

165 165 0 1.00 1.00

200 200 0 1.00 1.00

520 520 0

5 5 0 1.00 1.00

125 125 0 1.00 1.00

175 175 0

175 175 0 1.00 1.00

10 10 0 1.00 1.00

525 525 0

185 185 0 1.00 1.00

1870 174 0.95 2 383 0.39 974 303 1695 11.9 11.9 0.57 666 0.45 666 1.00 1.00 20.2 2.2 0.0 8.3

1870 211 0.95 2 450 0.09 1781 211 1781 6.0 6.0 1.00 450 0.47 478 1.00 1.00 14.0 0.8 0.0 4.1

1870 5 0.95 2 15 0.44 33 283 1864 9.0 9.0 0.02 820 0.34 820 1.00 1.00 16.6 1.1 0.0 6.9

1870 132 0.95 2 227 0.07 1781 132 1781 4.8 4.8 1.00 227 0.58 264 1.00 1.00 24.7 2.3 0.0 3.8

1870 184 0.95 2 473 0.30 1585 184 1585 8.3 8.3 1.00 473 0.39 473 1.00 1.00 25.0 1.1 0.0 5.7

1870 11 0.95 2 304 0.01 1781 11 1781 0.4 0.4 1.00 304 0.04 458 1.00 1.00 26.1 0.0 0.0 0.3

22.2 C 695 21.5 C

22.4 C

14.8 B

17.8 B 763 17.0 B

17.8 B

27.0 C

25.5 C 500 26.2 C

26.2 C

2 41.4 6.0 32.0 13.9 8.8

3 4.2 3.5 8.5 2.4 0.0

4 32.9 6.0 21.0 10.3 2.7

5 7.3 3.5 9.5 4.4 0.1

6 45.6 6.0 32.0 11.0 8.6

7 10.1 3.5 8.5 6.8 0.0

8 27.0 6.0 21.0 20.9 0.0

1.00 No 1870 442 0.95 2 981 0.39 2497 313 1777 11.7 11.7 698 0.45 698 1.00 1.00 20.1 2.1 0.0 8.5

1.00 No 1870 547 0.95 2 1587 0.44 3608 269 1777 9.0 9.0 782 0.34 782 1.00 1.00 16.6 1.2 0.0 6.6

1.00 No 1870 184 0.95 2 531 0.30 1777 184 1777 7.3 7.3 531 0.35 531 1.00 1.00 24.7 0.8 0.0 5.6

1.00 No 1870 553 0.95 2 601 0.23 2578 381 1777 18.8 18.8 414 0.92 415 1.00 1.00 33.7 26.2 0.0 16.2 59.9 E 759 60.1 E

1870 195 0.95 2 211 0.23 906 367 1707 18.9 18.9 0.53 398 0.92 398 1.00 1.00 33.7 27.7 0.0 15.9 61.4 E

31.9 C

Notes User approved pedestrian interval to be less than phase max green.

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 9

HCM 6th Signalized Intersection Capacity Analysis 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 75 Future Volume (veh/h) 75 Number 5 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 79 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 446 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.04 Unsig. Movement Delay Ln Grp Delay, s/veh 15.4 Ln Grp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS

11/26/2019

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

420 420 2 0

165 165 12 0 1.00 1.00

200 200 1 0 1.00 1.00

520 520 6 0

5 5 16 0 1.00 1.00

125 125 7 0 1.00 1.00

175 175 4 0

175 175 14 0 1.00 1.00

10 10 3 0 1.00 1.00

525 525 8 0

185 185 18 0 1.00 1.00

1870 442 0.95 2

1870 174 0.95 2

1870 547 0.95 2

1870 5 0.95 2

1870 184 0.95 2

1870 195 0.95 2

1587 1.00 0.44

15 1.00 0.44

531 1.00 0.30

473 1.00 0.30

1870 11 0.95 2 Yes 304 1.00 0.01

1870 553 0.95 2

383 1.00 0.39

1870 132 0.95 2 Yes 227 1.00 0.07

1870 184 0.95 2

981 1.00 0.39

1870 211 0.95 2 Yes 450 1.00 0.09

601 1.00 0.23

211 1.00 0.23

22.2 C 695 21.5 C

22.4 C

14.8 B

17.8 B 763 17.0 B

17.8 B

27.0 C

25.5 C 500 26.2 C

26.2 C

59.9 E 759 60.1 E

61.4 E

1 1 1.1 11.5 3.5 9.5 3.7 8.0 0.1 0.99 1.00

2 2 4.0 41.4 6.0 32.0 9.1 13.9 8.8 1.00 0.57

3 3 1.1 4.2 3.5 8.5 3.8 2.4 0.0 0.24 0.01

4 4 4.0 32.9 6.0 21.0 7.3 10.3 2.7 1.00 0.53

5 5 1.1 7.3 3.5 9.5 3.7 4.4 0.1 0.86 0.19

6 6 4.0 45.6 6.0 32.0 9.0 11.0 8.6 1.00 0.41

7 7 1.1 10.1 3.5 8.5 3.8 6.8 0.0 0.96 1.00

8 8 4.0 27.0 6.0 21.0 7.2 20.9 0.0 1.00 1.00

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

1 1781

1.00 No

3 1781

5 1781

1.00 No

7 1781

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 2497

4 1777

6 3608

8 2578

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 974

14 1585

16 33

18 906

Left Lane Group Data Assigned Mvmt Lane Assignment

1 L (Pr/Pm)

0 3 L (Pr/Pm)

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

0 5 L (Pr/Pm)

1.00 No

0 7 L (Pr/Pm)

0 Synchro 10 Report Page 10

11/26/2019

1 211 1781 6.0 6.0 807 0 37.4 23.5 4.9 0.0 0.0 1.00 450 0.47 478 1.00 14.0 0.8 0.0 14.8 2.2 0.1 0.0 1.80 4.1 0.32 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 11 1781 0.4 0.4 1014 0 21.0 18.6 0.0 0.0 0.0 1.00 304 0.04 458 1.00 26.1 0.0 0.0 26.2 0.2 0.0 0.0 1.80 0.3 0.05 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 79 1781 2.4 2.4 856 0 35.4 30.6 0.5 0.0 0.0 1.00 446 0.18 559 1.00 15.2 0.2 0.0 15.4 0.9 0.0 0.0 1.80 1.6 0.15 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 132 1781 4.8 4.8 713 0 23.0 2.0 2.0 0.0 0.0 1.00 227 0.58 264 1.00 24.7 2.3 0.0 27.0 1.9 0.1 0.0 1.80 3.8 0.32 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 1 313 1777 11.7 11.7 698 0.45 698 1.00 20.1 2.1 0.0 22.2 4.5 0.4

4 T 1 184 1777 7.3 7.3 531 0.35 531 1.00 24.7 0.8 0.0 25.5 3.0 0.1

6 T 1 269 1777 9.0 9.0 782 0.34 782 1.00 16.6 1.2 0.0 17.8 3.4 0.3

8 T 1 381 1777 18.8 18.8 414 0.92 415 1.00 33.7 26.2 0.0 59.9 7.8 3.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Synchro 10 Report Page 11

11/26/2019

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.74 8.5 0.37 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 5.6 0.27 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 6.6 0.24 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.50 16.2 0.44 0.0 0.0 0.0 0.0 0 0.0

12 T+R 1 303 1695 11.9 11.9 0.0 0.0 0.57 666 0.45 666 1.00 20.2 2.2 0.0 22.4 4.4 0.4 0.0 1.75 8.3 0.36 0.0 0.0 0.0 0.0 0 0.0

14 T+R 1 184 1585 8.3 8.3 0.0 0.0 1.00 473 0.39 473 1.00 25.0 1.1 0.0 26.2 3.0 0.1 0.0 1.80 5.7 0.27 0.0 0.0 0.0 0.0 0 0.0

16 T+R 1 283 1864 9.0 9.0 0.0 0.0 0.02 820 0.34 820 1.00 16.6 1.1 0.0 17.8 3.6 0.3 0.0 1.80 6.9 0.26 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 367 1707 18.9 18.9 0.0 0.0 0.53 398 0.92 398 1.00 33.7 27.7 0.0 61.4 7.5 3.1 0.0 1.50 15.9 0.44 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

31.9 C

Notes User approved pedestrian interval to be less than phase max green.

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 12

HCM 6th TWSC 1000: Dixmoor Drive & 175th Street

Intersection Int Delay, s/veh

11/26/2019

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 655 5 2 830 5 5 Future Vol, veh/h 655 5 2 830 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 689 5 2 874 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 694 - 4.14 - 2.22 - 897 - 897 -

Minor1 0 1133 - 692 - 441 - 6.84 - 5.84 - 5.84 - 3.52 - 197 - 458 - 616 - 196 - 196 - 458 - 614

WB 0

NB 17.4 C

EB 0

NBLn1 301 0.035 17.4 C 0.1

347 6.94 3.32 649 649 -

EBT EBR WBL WBT - 897 - 0.002 9 0 A A 0 -

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 13

HCM 6th TWSC 1100: Howe Avenue & 175th Street

Intersection Int Delay, s/veh

11/26/2019

0.2

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 655 10 5 830 5 5 Future Vol, veh/h 655 10 5 830 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 689 11 5 874 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 700 - 4.14 - 2.22 - 893 - 893 -

Minor1 0 1142 - 695 - 447 - 6.84 - 5.84 - 5.84 - 3.52 - 194 - 456 - 611 - 192 - 192 - 456 - 604

WB 0.1

NB 17.6 C

EB 0

NBLn1 296 0.036 17.6 C 0.1

350 6.94 3.32 646 646 -

EBT EBR WBL WBT - 893 - 0.006 9.1 0 A A 0 -

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 14

HCM 6th TWSC 1200: Golfview Avenue & 175th Street

Intersection Int Delay, s/veh

11/26/2019

0.2

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 665 10 5 830 5 2 Future Vol, veh/h 665 10 5 830 5 2 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 700 11 5 874 5 2 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 711 - 4.14 - 2.22 - 884 - 884 -

Minor1 0 1153 - 706 - 447 - 6.84 - 5.84 - 5.84 - 3.52 - 191 - 450 - 611 - 189 - 189 - 450 - 604

WB 0.1

NB 20.7 C

EB 0

NBLn1 237 0.031 20.7 C 0.1

356 6.94 3.32 640 640 -

EBT EBR WBL WBT - 884 - 0.006 9.1 0 A A 0 -

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 15

HCM 6th TWSC 1300: Western Ave & 175th Street

Intersection Int Delay, s/veh

11/26/2019

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 675 5 1 835 5 1 Future Vol, veh/h 675 5 1 835 5 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 711 5 1 879 5 1 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 716 - 4.14 - 2.22 - 880 - 880 -

Minor1 0 1156 - 714 - 442 - 6.84 - 5.84 - 5.84 - 3.52 - 190 - 446 - 615 - 190 - 190 - 446 - 614

WB 0

NB 22.3 C

EB 0

NBLn1 215 0.029 22.3 C 0.1

358 6.94 3.32 638 638 -

EBT EBR WBL WBT - 880 - 0.001 9.1 0 A A 0 -

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 16

HCM 6th Signalized Intersection Summary 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 69 Arrive On Green 0.28 Sat Flow, veh/h 1 Grp Volume(v), veh/h 249 Grp Sat Flow(s),veh/h/ln 1869 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 5.8 Prop In Lane 0.00 Lane Grp Cap(c), veh/h 601 V/C Ratio(X) 0.41 Avail Cap(c_a), veh/h 990 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 15.5 Incr Delay (d2), s/veh 1.0 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.5 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

11/26/2019

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

440 440 0

175 175 0 1.00 1.00

305 305 0 1.00 1.00

535 535 0

1 1 0 1.00 1.00

130 130 0 1.00 1.00

1 1 0

240 240 0 1.00 1.00

1 1 0 1.00 1.00

1 1 0

1 1 0 1.00 1.00

1870 184 0.95 2 452 0.28 1585 184 1585 4.9 4.9 1.00 452 0.41 783 1.00 1.00 15.2 1.3 0.0 3.0

1870 321 0.95 2 567 0.16 1781 321 1781 5.9 5.9 1.00 567 0.57 1069 1.00 1.00 9.4 0.9 0.0 3.1

1870 1 0.95 2 3 0.54 6 289 1869 4.5 4.5 0.00 1000 0.29 1917 1.00 1.00 6.7 0.3 0.0 2.3

1870 137 0.95 2 482 0.24 1457 138 1470 2.0 3.8 0.99 485 0.28 795 1.00 1.00 16.7 1.5 0.0 2.5

1870 253 0.95 2 637 0.24 1585 253 1585 6.0 6.0 1.00 637 0.40 984 1.00 1.00 11.2 1.9 0.0 3.5

1870 1 0.95 2 173 0.24 343 3 1550 0.0 0.1 0.33 459 0.01 778 1.00 1.00 15.4 0.0 0.0 0.1

17.1 B 648 16.7 B

16.5 B

10.3 B

7.1 A

18.2 B

13.1 B

15.4 B

2 18.5 6.0 24.0 8.0 4.5

3 13.2 4.5 23.5 7.9 0.8

4 21.0 6.0 26.0 7.8 5.9

1.00 No 1870 463 0.95 2 993 0.28 3484 215 1617 5.8 5.8 461 0.47 798 1.00 1.00 15.5 1.6 0.0 3.6

1.00 No 1870 563 0.95 2 1947 0.54 3640 275 1777 4.5 4.5 951 0.29 1822 1.00 1.00 6.7 0.4 0.0 2.2 7.1 A 885 8.2 A

6 18.5 6.0 24.0 2.1 0.0

1.00 No 1870 1 0.95 2 3 0.24 13 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 391 14.9 B

1.00 No 1870 1 0.95 2 164 0.24 690 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 3 15.4 B

1870 1 0.95 2 122 0.24 517 0 0 0.0 0.0 0.33 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A

8 34.2 6.0 54.0 6.5 7.4

12.4 B

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 17

HCM 6th Signalized Intersection Capacity Analysis 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 69 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.28 Unsig. Movement Delay Ln Grp Delay, s/veh 16.5 Ln Grp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS

11/26/2019

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

440 440 4 0

175 175 14 0 1.00 1.00

305 305 3 0 1.00 1.00

535 535 8 0

1 1 18 0 1.00 1.00

130 130 5 0 1.00 1.00

1 1 2 0

240 240 12 0 1.00 1.00

1 1 1 0 1.00 1.00

1 1 6 0

1 1 16 0 1.00 1.00

1870 463 0.95 2

1870 184 0.95 2

1870 563 0.95 2

1870 1 0.95 2

1870 253 0.95 2

1870 1 0.95 2

1947 1.00 0.54

3 1.00 0.54

3 1.00 0.24

637 1.00 0.24

1870 1 0.95 2 Yes 173 1.00 0.24

1870 1 0.95 2

452 1.00 0.28

1870 137 0.95 2 Yes 482 1.00 0.24

1870 1 0.95 2

993 1.00 0.28

1870 321 0.95 2 Yes 567 1.00 0.16

164 1.00 0.24

122 1.00 0.24

17.1 B 648 16.7 B

16.5 B

10.3 B

7.1 A 885 8.2 A

7.1 A

18.2 B

0.0 A 391 14.9 B

13.1 B

15.4 B

0.0 A 3 15.4 B

0.0 A

2 2 7.0 18.5 6.0 24.0 8.3 8.0 4.5 1.00 0.35

3 3 1.2 13.2 4.5 23.5 3.7 7.9 0.8 0.99 0.00

4 4 7.3 21.0 6.0 26.0 6.8 7.8 5.9 1.00 0.26

6 6 8.0 18.5 6.0 24.0 9.7 2.1 0.0 1.00 0.00

8 8 4.0 34.2 6.0 54.0 7.0 6.5 7.4 1.00 0.01

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 1457

3 1781

7 1

1 343

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 13

4 3484

6 690

8 3640

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 1585

14 1585

16 517

18 6

5 3 L+TL (Pr/Pm)

7 L+T

Left Lane Group Data Assigned Mvmt Lane Assignment

1.00 No

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

1 L+T+R

1.00 No

0 Synchro 10 Report Page 18

11/26/2019

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 138 1470 2.0 3.8 1437 1782 12.5 10.7 2.0 0.0 0.0 0.99 485 0.28 795 1.00 16.7 1.5 0.0 18.2 1.2 0.2 0.0 1.80 2.5 0.08 0.0 0.0 0.0 0.0 0 0.0

1 321 1781 5.9 5.9 784 0 17.0 9.2 5.4 0.0 0.0 1.00 567 0.57 1069 1.00 9.4 0.9 0.0 10.3 1.6 0.1 0.0 1.80 3.1 0.31 0.0 0.0 0.0 0.0 0 0.0

1 249 1869 0.0 5.8 860 0 15.0 15.0 0.0 12.4 5.8 0.00 601 0.41 990 1.00 15.5 1.0 0.0 16.5 2.1 0.2 0.0 1.80 4.1 0.22 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 3 1550 0.0 0.1 1143 0 12.5 9.0 0.0 3.7 0.1 0.33 459 0.01 778 1.00 15.4 0.0 0.0 15.4 0.0 0.0 0.0 1.80 0.1 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

4 T 1 215 1617 5.8 5.8 461 0.47 798 1.00 15.5 1.6 0.0 17.1 1.8 0.2

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

8 T 1 275 1777 4.5 4.5 951 0.29 1822 1.00 6.7 0.4 0.0 7.1 1.1 0.1

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 19

11/26/2019

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 3.6 0.19 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 2.2 0.04 0.0 0.0 0.0 0.0 0 0.0

12 R 1 253 1585 6.0 6.0 1585.1 8.7 1.00 637 0.40 984 1.00 11.2 1.9 0.0 13.1 1.6 0.3 0.0 1.80 3.5 0.12 0.0 0.0 0.0 0.0 0 0.0

14 R 1 184 1585 4.9 4.9 0.0 0.0 1.00 452 0.41 783 1.00 15.2 1.3 0.0 16.5 1.5 0.2 0.0 1.80 3.0 0.62 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.33 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 289 1869 4.5 4.5 0.0 0.0 0.00 1000 0.29 1917 1.00 6.7 0.3 0.0 7.1 1.2 0.1 0.0 1.80 2.3 0.05 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

12.4 B

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 20

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

11/26/2019

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

10 10 1900 12 105 1 115 1.00

15 15 1900 11

10 10 1900 11 0 0

10 10 1900 13

50 50 1900 13 0 0

25 25 1900 11 0 0

10 10 1900 11 0 0

1.00 0.876

1.00

0.95 0.969

0.95

50 50 1900 12 50 1 45 1.00

130 130 1900 11

1.00

10 10 1900 12 45 1 40 1.00

95 95 1900 11

1.00 0.939

5 5 1900 11 95 1 130 1.00

0.95 0.989

0.95

1691

1536

3174

3345

1691

0 No

1536

0 No

3174

0 No

3345

0 No

0.950 1770 0.703 1310

0.95 2% 11

20 1042 35.5 0.95 2% 16

0.950 1711 0.740 1332

0.95 2% 11

0.95 2% 5

20 1108 37.8 0.95 2% 11

0.950 1770 0.658 1226

0.95 14% 53

0.95 2% 11

35 557 10.9 0.95 2% 100

0.950 1703 0.634 1136

0.95 24% 26

0.95 6% 53

35 430 8.4 0.95 2% 137

0.95 18% 11

11 No Left

27 No Left 12 0 16

0 No Right

5 No Left

64 No Left 12 0 16

0 No Right

11 No Left

126 No Left 17 0 16

0 No Right

53 No Left

148 No Left 17 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

0.96

0.96 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

pm+pt

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 10 Report Page 1

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

EBL 7 4 7

EBT 4

3.0 6.5 11.0 12.2% 7.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 9.7 0.23 0.07 16.8 0.0 16.8 B 15.2 B 12.7 Hold 10.0 Hold 9.2 Hold 0.0 Skip 0.0 Skip 4 26 962

10.8 0.25 0.03 11.3 0.0 11.3 B 6.4 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 10 105 445 0 0 0 0.02

1105 0 0 0 0.02

11/26/2019

EBR

WBL 3 8 3

WBT 8

3.0 6.5 11.0 12.2% 7.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 24.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 9.6 0.22 0.19 17.9 0.0 17.9 B 17.4 B 12.2 Gap 10.0 Gap 9.2 Gap 0.0 Skip 0.0 Skip 10 48 1028

10.7 0.25 0.01 11.2 0.0 11.2 B 5.9 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 6 95 434 0 0 0 0.01

1004 0 0 0 0.06

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

WBR

NBL 5 2 5

NBT 2

3.0 6.5 11.0 12.2% 7.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 25.7 0.60 0.07 11.9 0.0 11.9 B 11.5 B 15.0 Min 15.0 Min 15.0 Min 30.0 Dwell 30.0 Dwell 7 37 477

27.4 0.64 0.01 6.8 0.0 6.8 A 6.2 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 9 45 892 0 0 0 0.01

2267 0 0 0 0.06

NBR

SBL 1 6 1

SBT 6

3.0 6.5 16.0 17.8% 12.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 27.8 0.65 0.07 9.5 0.0 9.5 A 8.7 A 16.6 Hold 24.9 Hold 15.0 Min 30.0 Dwell 30.0 Dwell 8 41 350

28.6 0.66 0.06 6.4 0.0 6.4 A 7.8 Gap 6.4 Gap 0.0 Skip 0.0 Skip 0.0 Skip 5 25 50 932 0 0 0 0.06

SBR

2609 0 0 0 0.06

Synchro 10 Report Page 2

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 43.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.19 Intersection Signal Delay: 11.5 Intersection Capacity Utilization 29.7% Analysis Period (min) 15 90th %ile Actuated Cycle: 60.4 70th %ile Actuated Cycle: 46.9 50th %ile Actuated Cycle: 36.2 30th %ile Actuated Cycle: 36 10th %ile Actuated Cycle: 36 Splits and Phases:

11/26/2019

Intersection LOS: B ICU Level of Service A

100: Dixie Highway & 171st Street

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 3

HCM 6th Signalized Intersection Summary 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL EBR Lane Configurations Traffic Volume (veh/h) 20 95 Future Volume (veh/h) 20 95 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1976 1900 Adj Flow Rate, veh/h 21 100 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 0 0 Cap, veh/h 24 115 Arrive On Green 0.11 0.11 Sat Flow, veh/h 221 1051 Grp Volume(v), veh/h 122 0 Grp Sat Flow(s),veh/h/ln1283 0 Q Serve(g_s), s 2.7 0.0 Cycle Q Clear(g_c), s 2.7 0.0 Prop In Lane 0.17 0.82 Lane Grp Cap(c), veh/h 141 0 V/C Ratio(X) 0.87 0.00 Avail Cap(c_a), veh/h 1948 0 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay (d), s/veh 12.5 0.0 Incr Delay (d2), s/veh 14.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(95%),veh/ln1.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.0 0.0 LnGrp LOS C A Approach Vol, veh/h 122 Approach Delay, s/veh 27.0 Approach LOS C

NBL

NBT

SBT SBR

0 0 0 1.00 1.00

110 110 0

145 145 0

1.00 No 1969 116 0.95 2 1959 0.52 3938 116 1870 0.4 0.4

1.00 No 1969 153 0.95 2 1959 0.52 3938 153 1870 0.6 0.6

3.4 A 116 3.4 A

3.5 A 153 3.5 A

0 0 0 1.00 1.00

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 1959 1959 0.00 0.06 0.08 0 4701 4701 1.00 1.00 1.00 0.00 1.00 1.00 0.0 3.4 3.4 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0

0.0 A

Timer - Assigned Phs 2 Phs Duration (G+Y+Rc), s 21.0 Change Period (Y+Rc), s 6.0 Max Green Setting (Gmax), s 36.0 Max Q Clear Time (g_c+I1), s 2.4 Green Ext Time (p_c), s 2.0 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

11/26/2019

4 7.6 4.5 43.5 4.7 0.4

6 21.0 6.0 36.0 2.6 2.8

10.8 B

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 3

HCM 6th Signalized Intersection Capacity Analysis 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL Lane Configurations Traffic Volume (veh/h) 20 Future Volume (veh/h) 20 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1976 Adj Flow Rate, veh/h 21 Peak Hour Factor 0.95 Percent Heavy Veh, % 0 Opposing Right Turn Influence Yes Cap, veh/h 24 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.11 Unsig. Movement Delay Ln Grp Delay, s/veh 27.0 Ln Grp LOS C Approach Vol, veh/h 122 Approach Delay, s/veh 27.0 Approach LOS C Timer: Assigned Phs Case No Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green (Gmax), s Max Allow Headway (MAH), s Max Q Clear (g_c+l1), s Green Ext Time (g_e), s Prob of Phs Call (p_c) Prob of Max Out (p_x)

11/26/2019

EBR

NBL

NBT

SBT

SBR

95 95 14 0 1.00 1.00

0 0 5 0 1.00 1.00

110 110 2 0

145 145 6 0

1.00 No

0 0 16 0 1.00 1.00

1900 100 0.95 0

1969 116 0.95 2

1969 153 0.95 2

0 0 0.95 0

115 1.00 0.11

0 0 0.95 0 No 0 1.00 0.00

1959 1.00 0.52

0 1.00 0.00

0.0 A

3.4 A 116 3.4 A

3.5 A 153 3.5 A

0.0 A

2 2 8.0 21.0 6.0 36.0 9.1 2.4 2.0 1.00 0.00

4 4 12.0 7.6 4.5 43.5 4.0 4.7 0.4 0.62 0.00

6 6 8.0 21.0 6.0 36.0 9.1 2.6 2.8 1.00 0.00

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 0

7 221

1 0

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 3938

4 11

6 3938

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 0

14 1051

16 0

Left Lane Group Data Assigned Mvmt Lane Assignment

7 L+T+R

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

0 Synchro 10 Report Page 4

11/26/2019

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 122 1283 2.7 2.7 0 0 0.0 0.0 0.0 0.0 0.0 0.17 141 0.87 1948 1.00 12.5 14.4 0.0 27.0 0.5 0.6 0.0 1.80 1.9 0.08 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 2 116 1870 0.4 0.4 1959 0.06 4701 1.00 3.4 0.1 0.0 3.4 0.0 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

6 T 2 153 1870 0.6 0.6 1959 0.08 4701 1.00 3.4 0.1 0.0 3.5 0.1 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 5

11/26/2019

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.1 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.1 0.01 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.82 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

10.8 B

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 6

HCM 6th TWSC 400: Dixie Highway & 173rd Street

Intersection Int Delay, s/veh

11/26/2019

0.3

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 5 105 2 5 235 Future Vol, veh/h 1 5 105 2 5 235 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 5 111 2 5 247 Major/Minor Minor1 Conflicting Flow All 246 Stage 1 112 Stage 2 134 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 721 Stage 1 900 Stage 2 878 Platoon blocked, % Mov Cap-1 Maneuver 718 Mov Cap-2 Maneuver 718 Stage 1 900 Stage 2 874 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 8.9 A

Major1 57 0 6.94 3.32 997 997 -

Major2 0 113 - 4.14 - 2.22 - 1474 - 1474 -

NB 0

SB 0.2

NBT NBRWBLn1 SBL - 936 1474 - 0.007 0.004 8.9 7.5 A A 0 0

0 -

SBT 0 A -

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 7

HCM 6th TWSC 600: Dixie Highway & 174th Street

Intersection Int Delay, s/veh

11/26/2019

0.1

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 1 105 1 1 235 Future Vol, veh/h 1 1 105 1 1 235 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 1 111 1 1 247 Major/Minor Minor1 Conflicting Flow All 238 Stage 1 112 Stage 2 126 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 729 Stage 1 900 Stage 2 886 Platoon blocked, % Mov Cap-1 Maneuver 728 Mov Cap-2 Maneuver 728 Stage 1 900 Stage 2 885 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 9.3 A

Major1 56 0 6.94 3.32 999 999 -

Major2 0 112 - 4.14 - 2.22 - 1475 - 1475 -

NB 0

SB 0

NBT NBRWBLn1 SBL - 842 1475 - 0.003 0.001 9.3 7.4 A A 0 0

0 -

SBT 0 A -

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 8

HCM 6th Signalized Intersection Summary 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 25 Future Volume (veh/h) 25 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 26 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 869 Arrive On Green 0.02 Sat Flow, veh/h 1781 Grp Volume(v), veh/h 26 Grp Sat Flow(s),veh/h/ln 1781 Q Serve(g_s), s 0.5 Cycle Q Clear(g_c), s 0.5 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 869 V/C Ratio(X) 0.03 Avail Cap(c_a), veh/h 1029 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 6.4 Incr Delay (d2), s/veh 0.0 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.4 LnGrp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

1 6.1 3.5 9.5 3.2 0.0

11/26/2019

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

170 170 0

55 55 0 1.00 1.00

60 60 0 1.00 1.00

130 130 0

1 1 0 1.00 1.00

55 55 0 1.00 1.00

70 70 0

95 95 0 1.00 1.00

5 5 0 1.00 1.00

160 160 0

65 65 0 1.00 1.00

1856 58 0.95 3 506 0.61 829 119 1706 2.6 2.6 0.49 1041 0.11 1041 1.00 1.00 7.4 0.2 0.0 1.6

1796 63 0.95 7 767 0.03 1711 63 1711 1.2 1.2 1.00 767 0.08 898 1.00 1.00 6.1 0.0 0.0 0.7

1841 1 0.95 4 16 0.62 26 71 1836 1.4 1.4 0.01 1144 0.06 1144 1.00 1.00 6.6 0.1 0.0 0.9

1870 58 0.95 2 200 0.04 1781 58 1781 2.5 2.5 1.00 200 0.29 299 1.00 1.00 32.5 0.8 0.0 2.0

1856 100 0.95 3 230 0.15 1572 100 1572 5.2 5.2 1.00 230 0.44 419 1.00 1.00 35.1 2.8 0.0 3.8

1470 5 0.95 29 169 0.00 1400 5 1400 0.3 0.3 1.00 169 0.03 296 1.00 1.00 35.4 0.1 0.0 0.2

7.5 A 263 7.4 A

7.6 A

6.2 A

6.8 A 201 6.6 A

6.8 A

33.3 C

35.6 D 232 36.0 D

37.8 D

35.5 D

2 60.9 6.0 29.0 4.6 3.7

3 3.9 3.5 8.5 2.3 0.0

4 19.1 6.0 24.0 7.2 1.5

5 4.9 3.5 9.5 2.5 0.0

6 62.1 6.0 29.0 3.4 2.0

7 7.0 3.5 8.5 4.5 0.0

8 16.0 6.0 24.0 8.0 2.0

1.00 No 1856 179 0.95 3 1610 0.61 2640 118 1763 2.5 2.5 1075 0.11 1075 1.00 1.00 7.3 0.2 0.0 1.6

1.00 No 1841 137 0.95 4 2217 0.62 3559 67 1749 1.4 1.4 1090 0.06 1090 1.00 1.00 6.6 0.1 0.0 0.8

1.00 No 1856 74 0.95 3 257 0.15 1763 74 1763 3.4 3.4 257 0.29 470 1.00 1.00 34.3 1.3 0.0 2.7

1.00 No 1870 168 0.95 2 278 0.11 2499 118 1777 5.7 5.7 198 0.59 474 1.00 1.00 38.1 6.0 0.0 4.9 44.1 D 241 44.5 D

1870 68 0.95 2 108 0.11 973 118 1695 6.0 6.0 0.57 188 0.63 452 1.00 1.00 38.2 7.2 0.0 5.1 45.4 D

23.9 C

Notes User approved pedestrian interval to be less than phase max green.

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 9

HCM 6th Signalized Intersection Capacity Analysis 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 25 Future Volume (veh/h) 25 Number 5 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 26 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 869 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.02 Unsig. Movement Delay Ln Grp Delay, s/veh 6.4 Ln Grp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS

11/26/2019

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

170 170 2 0

55 55 12 0 1.00 1.00

60 60 1 0 1.00 1.00

130 130 6 0

1 1 16 0 1.00 1.00

55 55 7 0 1.00 1.00

70 70 4 0

95 95 14 0 1.00 1.00

5 5 3 0 1.00 1.00

160 160 8 0

65 65 18 0 1.00 1.00

1856 179 0.95 3

1856 58 0.95 3

1841 137 0.95 4

1841 1 0.95 4

1856 100 0.95 3

1870 68 0.95 2

2217 1.00 0.62

16 1.00 0.62

257 1.00 0.15

230 1.00 0.15

1470 5 0.95 29 Yes 169 1.00 0.00

1870 168 0.95 2

506 1.00 0.61

1870 58 0.95 2 Yes 200 1.00 0.04

1856 74 0.95 3

1610 1.00 0.61

1796 63 0.95 7 Yes 767 1.00 0.03

278 1.00 0.11

108 1.00 0.11

7.5 A 263 7.4 A

7.6 A

6.2 A

6.8 A 201 6.6 A

6.8 A

33.3 C

35.6 D 232 36.0 D

37.8 D

35.5 D

44.1 D 241 44.5 D

45.4 D

1 1 1.1 6.1 3.5 9.5 3.7 3.2 0.0 0.79 0.04

2 2 4.0 60.9 6.0 29.0 9.1 4.6 3.7 1.00 0.06

3 3 1.1 3.9 3.5 8.5 3.9 2.3 0.0 0.12 0.00

4 4 4.0 19.1 6.0 24.0 7.3 7.2 1.5 1.00 0.04

5 5 1.1 4.9 3.5 9.5 3.7 2.5 0.0 0.48 0.00

6 6 4.0 62.1 6.0 29.0 9.0 3.4 2.0 1.00 0.01

7 7 1.1 7.0 3.5 8.5 3.8 4.5 0.0 0.77 0.76

8 8 4.0 16.0 6.0 24.0 7.2 8.0 2.0 1.00 0.09

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

1 1711

1.00 No

3 1400

5 1781

1.00 No

7 1781

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 2640

4 1763

6 3559

8 2499

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 829

14 1572

16 26

18 973

Left Lane Group Data Assigned Mvmt Lane Assignment

1 L (Pr/Pm)

0 3 L (Pr/Pm)

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

0 5 L (Pr/Pm)

1.00 No

0 7 L (Pr/Pm)

0 Synchro 10 Report Page 10

11/26/2019

1 63 1711 1.2 1.2 1098 0 54.9 52.3 0.2 0.0 0.0 1.00 767 0.08 898 1.00 6.1 0.0 0.0 6.2 0.4 0.0 0.0 1.80 0.7 0.06 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 5 1400 0.3 0.3 952 0 10.0 7.9 0.0 0.0 0.0 1.00 169 0.03 296 1.00 35.4 0.1 0.0 35.5 0.1 0.0 0.0 1.80 0.2 0.04 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 26 1781 0.5 0.5 1251 0 54.9 54.7 0.0 0.0 0.0 1.00 869 0.03 1029 1.00 6.4 0.0 0.0 6.4 0.2 0.0 0.0 1.80 0.3 0.03 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 58 1781 2.5 2.5 1144 0 11.6 4.0 0.4 0.0 0.0 1.00 200 0.29 299 1.00 32.5 0.8 0.0 33.3 1.1 0.0 0.0 1.80 2.0 0.17 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 1 118 1763 2.5 2.5 1075 0.11 1075 1.00 7.3 0.2 0.0 7.5 0.8 0.1

4 T 1 74 1763 3.4 3.4 257 0.29 470 1.00 34.3 1.3 0.0 35.6 1.4 0.1

6 T 1 67 1749 1.4 1.4 1090 0.06 1090 1.00 6.6 0.1 0.0 6.8 0.4 0.0

8 T 1 118 1777 5.7 5.7 198 0.59 474 1.00 38.1 6.0 0.0 44.1 2.4 0.3

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Synchro 10 Report Page 11

11/26/2019

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 1.6 0.07 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 2.7 0.13 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.8 0.03 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 4.9 0.14 0.0 0.0 0.0 0.0 0 0.0

12 T+R 1 119 1706 2.6 2.6 0.0 0.0 0.49 1041 0.11 1041 1.00 7.4 0.2 0.0 7.6 0.8 0.1 0.0 1.80 1.6 0.07 0.0 0.0 0.0 0.0 0 0.0

14 T+R 1 100 1572 5.2 5.2 0.0 0.0 1.00 230 0.44 419 1.00 35.1 2.8 0.0 37.8 1.9 0.2 0.0 1.80 3.8 0.18 0.0 0.0 0.0 0.0 0 0.0

16 T+R 1 71 1836 1.4 1.4 0.0 0.0 0.01 1144 0.06 1144 1.00 6.6 0.1 0.0 6.8 0.4 0.0 0.0 1.80 0.9 0.03 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 118 1695 6.0 6.0 0.0 0.0 0.57 188 0.63 452 1.00 38.2 7.2 0.0 45.4 2.4 0.4 0.0 1.80 5.1 0.14 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

23.9 C

Notes User approved pedestrian interval to be less than phase max green.

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 12

HCM 6th TWSC 1000: Dixmoor Drive & 175th Street

Intersection Int Delay, s/veh

11/26/2019

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 250 1 1 250 2 2 Future Vol, veh/h 250 1 1 250 2 2 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 263 1 1 263 2 2 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 264 - 4.14 - 2.22 - 1297 - 1297 -

Minor1 0 398 - 264 - 134 - 6.84 - 5.84 - 5.84 - 3.52 - 580 - 756 - 878 - 579 - 579 - 756 - 877

WB 0

NB 10.2 B

EB 0

NBLn1 703 0.006 10.2 B 0

132 6.94 3.32 893 893 -

EBT EBR WBL WBT - 1297 - 0.001 7.8 0 A A 0 -

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 13

HCM 6th TWSC 1100: Howe Avenue & 175th Street

Intersection Int Delay, s/veh

11/26/2019

0.3

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 240 2 1 250 5 10 Future Vol, veh/h 240 2 1 250 5 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 253 2 1 263 5 11 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 255 - 4.14 - 2.22 - 1307 - 1307 -

Minor1 0 388 - 254 - 134 - 6.84 - 5.84 - 5.84 - 3.52 - 588 - 765 - 878 - 587 - 587 - 765 - 877

WB 0

NB 9.8 A

EB 0

NBLn1 763 0.021 9.8 A 0.1

128 6.94 3.32 898 898 -

EBT EBR WBL WBT - 1307 - 0.001 7.8 0 A A 0 -

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 14

HCM 6th TWSC 1200: Golfview Avenue & 175th Street

Intersection Int Delay, s/veh

11/26/2019

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 240 5 1 255 1 2 Future Vol, veh/h 240 5 1 255 1 2 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 95 95 95 95 95 95 Heavy Vehicles, % 3 2 2 2 2 2 Mvmt Flow 253 5 1 268 1 2 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 258 - 4.14 - 2.22 - 1304 - 1304 -

Minor1 0 392 - 256 - 136 - 6.84 - 5.84 - 5.84 - 3.52 - 585 - 763 - 876 - 584 - 584 - 763 - 875

WB 0

NB 9.8 A

EB 0

NBLn1 761 0.004 9.8 A 0

129 6.94 3.32 897 897 -

EBT EBR WBL WBT - 1304 - 0.001 7.8 0 A A 0 -

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 15

HCM 6th TWSC 1300: Western Ave & 175th Street

Intersection Int Delay, s/veh

11/26/2019

0.2

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 240 5 5 250 1 5 Future Vol, veh/h 240 5 5 250 1 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 253 5 5 263 1 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 258 - 4.14 - 2.22 - 1304 - 1304 -

Minor1 0 398 - 256 - 142 - 6.84 - 5.84 - 5.84 - 3.52 - 580 - 763 - 870 - 578 - 578 - 763 - 867

WB 0.2

NB 9.4 A

EB 0

NBLn1 821 0.008 9.4 A 0

129 6.94 3.32 897 897 -

EBT EBR WBL WBT - 1304 - 0.004 7.8 0 A A 0 -

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 16

HCM 6th Signalized Intersection Summary 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1826 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 5 Cap, veh/h 89 Arrive On Green 0.36 Sat Flow, veh/h 3 Grp Volume(v), veh/h 88 Grp Sat Flow(s),veh/h/ln 1824 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 1.3 Prop In Lane 0.01 Lane Grp Cap(c), veh/h 751 V/C Ratio(X) 0.12 Avail Cap(c_a), veh/h 1278 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 8.8 Incr Delay (d2), s/veh 0.1 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.9 LnGrp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

11/26/2019

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

155 155 0

60 60 0 1.00 1.00

75 75 0 1.00 1.00

175 175 0

1 1 0 1.00 1.00

65 65 0 1.00 1.00

1 1 0

90 90 0 1.00 1.00

1 1 0 1.00 1.00

1 1 0

1 1 0 1.00 1.00

1856 63 0.95 3 571 0.36 1572 63 1572 1.1 1.1 1.00 571 0.11 1028 1.00 1.00 8.7 0.2 0.0 0.5

1870 79 0.95 2 685 0.07 1781 79 1781 1.0 1.0 1.00 685 0.12 1225 1.00 1.00 5.9 0.1 0.0 0.4

1856 1 0.95 3 11 0.54 20 95 1852 1.0 1.0 0.01 1008 0.09 2108 1.00 1.00 4.5 0.1 0.0 0.4

1870 68 0.95 2 403 0.17 1395 69 1423 1.7 1.7 0.99 408 0.17 1239 1.00 1.00 15.1 0.9 0.0 1.0

1870 95 0.95 2 376 0.17 1585 95 1585 2.0 2.0 1.00 376 0.25 1304 1.00 1.00 12.8 1.6 0.0 1.3

1870 1 0.95 2 164 0.17 290 3 1644 0.0 0.1 0.33 388 0.01 1295 1.00 1.00 14.4 0.0 0.0 0.0

9.0 A 227 9.0 A

8.9 A

6.0 A

4.6 A

16.0 B

14.4 B

14.5 B

2 12.8 6.0 31.0 4.0 2.2

3 7.5 4.5 15.5 3.0 0.1

4 21.0 6.0 27.0 3.3 2.1

1.00 No 1826 163 0.95 5 1234 0.36 3399 76 1578 1.3 1.3 573 0.13 1032 1.00 1.00 8.8 0.2 0.0 0.7

1.00 No 1856 184 0.95 3 1957 0.54 3595 90 1763 1.0 1.0 959 0.09 2006 1.00 1.00 4.5 0.1 0.0 0.4 4.6 A 264 5.0 A

6 12.8 6.0 31.0 2.1 0.0

1.00 No 1870 1 0.95 2 5 0.17 29 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 164 15.1 B

1.00 No 1870 1 0.95 2 133 0.17 807 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 3 14.5 B

1870 1 0.95 2 91 0.17 548 0 0 0.0 0.0 0.33 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A

8 28.5 6.0 47.0 3.0 2.1

8.9 A

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 17

HCM 6th Signalized Intersection Capacity Analysis 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1826 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 5 Opposing Right Turn Influence Yes Cap, veh/h 89 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.36 Unsig. Movement Delay Ln Grp Delay, s/veh 8.9 Ln Grp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS

11/26/2019

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

155 155 4 0

60 60 14 0 1.00 1.00

75 75 3 0 1.00 1.00

175 175 8 0

1 1 18 0 1.00 1.00

65 65 5 0 1.00 1.00

1 1 2 0

90 90 12 0 1.00 1.00

1 1 1 0 1.00 1.00

1 1 6 0

1 1 16 0 1.00 1.00

1826 163 0.95 5

1856 63 0.95 3

1856 184 0.95 3

1856 1 0.95 3

1870 95 0.95 2

1870 1 0.95 2

1957 1.00 0.54

11 1.00 0.54

5 1.00 0.17

376 1.00 0.17

1870 1 0.95 2 Yes 164 1.00 0.17

1870 1 0.95 2

571 1.00 0.36

1870 68 0.95 2 Yes 403 1.00 0.17

1870 1 0.95 2

1234 1.00 0.36

1870 79 0.95 2 Yes 685 1.00 0.07

133 1.00 0.17

91 1.00 0.17

9.0 A 227 9.0 A

8.9 A

6.0 A

4.6 A 264 5.0 A

4.6 A

16.0 B

0.0 A 164 15.1 B

14.4 B

14.5 B

0.0 A 3 14.5 B

0.0 A

2 2 7.0 12.8 6.0 31.0 8.4 4.0 2.2 0.85 0.01

3 3 1.2 7.5 4.5 15.5 3.7 3.0 0.1 0.60 0.00

4 4 7.3 21.0 6.0 27.0 6.8 3.3 2.1 1.00 0.01

6 6 8.0 12.8 6.0 31.0 9.6 2.1 0.0 0.85 0.00

8 8 4.0 28.5 6.0 47.0 7.0 3.0 2.1 1.00 0.00

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 1395

3 1781

7 3

1 290

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 29

4 3399

6 807

8 3595

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 1585

14 1572

16 548

18 20

5 3 L+TL (Pr/Pm)

7 L+T

Left Lane Group Data Assigned Mvmt Lane Assignment

1.00 No

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

1 L+T+R

1.00 No

0 Synchro 10 Report Page 18

11/26/2019

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 69 1423 1.7 1.7 1437 1783 6.8 6.8 1.7 0.0 0.0 0.99 408 0.17 1239 1.00 15.1 0.9 0.0 16.0 0.5 0.1 0.0 1.80 1.0 0.03 0.0 0.0 0.0 0.0 0 0.0

1 79 1781 1.0 1.0 1155 0 17.0 13.7 0.2 0.0 0.0 1.00 685 0.12 1225 1.00 5.9 0.1 0.0 6.0 0.2 0.0 0.0 1.80 0.4 0.04 0.0 0.0 0.0 0.0 0 0.0

1 88 1824 0.0 1.3 1218 0 15.0 15.0 0.0 12.5 1.3 0.01 751 0.12 1278 1.00 8.8 0.1 0.0 8.9 0.4 0.0 0.0 1.80 0.8 0.04 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 3 1644 0.0 0.1 1320 0 6.8 5.1 0.0 3.0 0.1 0.33 388 0.01 1295 1.00 14.4 0.0 0.0 14.5 0.0 0.0 0.0 1.80 0.0 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

4 T 1 76 1578 1.3 1.3 573 0.13 1032 1.00 8.8 0.2 0.0 9.0 0.3 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

8 T 1 90 1763 1.0 1.0 959 0.09 2006 1.00 4.5 0.1 0.0 4.6 0.2 0.0

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 19

11/26/2019

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.7 0.04 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.4 0.01 0.0 0.0 0.0 0.0 0 0.0

12 R 1 95 1585 2.0 2.0 1585.1 3.0 1.00 376 0.25 1304 1.00 12.8 1.6 0.0 14.4 0.5 0.2 0.0 1.80 1.3 0.04 0.0 0.0 0.0 0.0 0 0.0

14 R 1 63 1572 1.1 1.1 0.0 0.0 1.00 571 0.11 1028 1.00 8.7 0.2 0.0 8.9 0.3 0.0 0.0 1.80 0.5 0.11 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.33 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 95 1852 1.0 1.0 0.0 0.0 0.01 1008 0.09 2108 1.00 4.5 0.1 0.0 4.6 0.2 0.0 0.0 1.80 0.4 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

8.9 A

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 20

EXISTING (2019) CAPACITY REPORTS – SYNCHRO LANES, VOLUMES, TIMINGS Weekday Morning Peak Hour Weekday Evening Peak Hour Saturday Midday Peak Hour

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

10/12/2020

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

5 5 1900 12 105 1 115 1.00

25 25 1900 11

20 20 1900 11 0 0

25 25 1900 13

110 110 1900 13 0 0

145 145 1900 11 0 0

10 10 1900 11 0 0

1.00 0.877

1.00

0.95 0.955

0.95

120 120 1900 12 50 1 45 1.00

165 165 1900 11

1.00

20 20 1900 12 45 1 40 1.00

335 335 1900 11

1.00 0.933

10 10 1900 11 95 1 130 1.00

0.95 0.991

0.95

1680

1367

2953

3250

1680

0 No

1367

0 No

2953

0 No

3250

0 No

0.950 1504 0.666 1055

0.95 20% 5

20 1042 35.5 0.95 2% 26

0.950 1711 0.726 1307

0.95 2% 21

0.95 2% 11

20 1108 37.8 0.95 8% 26

0.950 1770 0.635 1183

0.95 30% 116

0.95 2% 21

35 557 10.9 0.95 8% 353

0.950 1467 0.409 632

0.95 24% 153

0.95 23% 126

35 430 8.4 0.95 6% 174

0.95 13% 11

5 No Left

47 No Left 12 0 16

0 No Right

11 No Left

142 No Left 12 0 16

0 No Right

21 No Left

506 No Left 17 0 16

0 No Right

126 No Left

185 No Left 17 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

0.96

0.96 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

pm+pt

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 10 Report Page 1

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

EBL 7 4 7

EBT 4

3.0 6.5 10.0 11.1% 6.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 28.0 31.1% 22.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 14.1 0.23 0.12 23.0 0.0 23.0 C 22.4 C 22.0 Hold 16.4 Hold 13.6 Hold 11.3 Hold 0.0 Skip 13 49 962

16.0 0.27 0.02 17.2 0.0 17.2 B 6.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 9 105 339 0 0 0 0.01

674 0 0 0 0.07

10/12/2020

EBR

WBL 3 8 3

WBT 8

3.0 6.5 10.0 11.1% 6.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 24.0 28.0 31.1% 22.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 14.5 0.24 0.43 28.1 0.0 28.1 C 27.3 C 22.0 Max 16.4 Gap 13.6 Gap 11.3 Gap 0.0 Skip 42 125 1028

16.0 0.27 0.03 17.3 0.0 17.3 B 6.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 3 14

95 402 0 0 0 0.03

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

548 0 0 0 0.26

WBR

NBL 5 2 5

NBT 2

3.0 6.5 10.0 11.1% 6.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 29.4 0.49 0.35 17.0 0.0 17.0 B 16.6 B 30.0 Max 25.9 Gap 21.3 Gap 18.1 Gap 28.9 Dwell 68 170 477

34.5 0.57 0.03 7.8 0.0 7.8 A 6.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 3 16 45 755 0 0 0 0.03

1616 0 0 0 0.31

NBR

SBL 1 6 1

SBT 6

3.0 6.5 16.0 17.8% 12.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 42.0 46.7% 36.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 37.2 0.62 0.09 10.0 0.0 10.0 B 9.4 A 36.0 Hold 38.3 Hold 32.6 Hold 28.5 Hold 28.9 Dwell 14 56 350

39.2 0.65 0.24 8.5 0.0 8.5 A 12.5 Max 8.9 Gap 7.8 Gap 6.9 Gap 0.0 Skip 16 64 50 601 0 0 0 0.21

SBR

2137 0 0 0 0.09

Synchro 10 Report Page 2

10/12/2020

Intersection LOS: B ICU Level of Service A

100: Dixie Highway & 171st Street

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 3

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. 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) 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 Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Detector Phase

10/12/2020

EBL

EBR

NBL

NBT

SBT

SBR

135 135 1900 15 1.00 0.919 0.980 1701 0.980 1701

200 200 1900 12 1.00

0 0 1900 12 1.00

365 365 2000 11 0.95

195 195 2000 12 0.95

0 0 1900 11 1.00

3433

3619

0 No

3433

3619

0 No

0.95 3% 211

0.95 2% 0

35 555 10.8 0.95 7% 384

35 557 10.9 0.95 5% 205

353 No Left 15 0 16

0 No Right

0 No Left

384 No Left 12 0 16

205 No Left 12 0 16

0 No Right

0.88 15 1 Left 20 0 0 20 Cl+Ex

1.00 9

1.00 15

0.98

0.94

1.04 9

2 Thru 100 0 0 6 Cl+Ex

0.0 0.0 0.0 94 6 Cl+Ex

Prot 4

0.0 NA 2

0.0 NA 6

45 811 12.3 0.95 22% 142

0.0 0.0 0.0

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

0.95 2% 0

Synchro 10 Report Page 4

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

Lane Group Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio

EBL

EBR

NBL

10/12/2020

NBT

SBT

3.0 7.5 53.0 58.9% 48.5 3.5 1.0 0.0 4.5

15.0 21.0 37.0 41.1% 31.0 4.0 2.0 0.0 6.0

3.0 None 14.3 0.34 0.61 16.4 0.0 16.4 B 16.4 B 21.5 Gap 16.6 Gap 13.9 Gap 11.6 Gap 9.2 Gap 61 140 731

7.0 Min 16.7 0.40 0.28 9.9 0.0 9.9 A 9.9 A 20.4 Gap 17.4 Gap 15.2 Gap 15.0 Min 15.0 Min 28 67 475

7.0 Min 16.7 0.40 0.14 9.2 0.0 9.2 A 9.2 A 20.4 Hold 17.4 Hold 15.2 Hold 15.0 Min 15.0 Min 14 37 477

1676 0 0 0 0.21

2608 0 0 0 0.15

2750 0 0 0 0.07

SBR

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 41.7 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 5

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp Maximum v/c Ratio: 0.61 Intersection Signal Delay: 12.2 Intersection Capacity Utilization 41.0% Analysis Period (min) 15 90th %ile Actuated Cycle: 52.4 70th %ile Actuated Cycle: 44.5 50th %ile Actuated Cycle: 39.6 30th %ile Actuated Cycle: 37.1 10th %ile Actuated Cycle: 34.7 Splits and Phases:

10/12/2020 Intersection LOS: B ICU Level of Service A

200: Dixie Highway & I-294/I-80 Off-Ramp

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 6

Lanes, Volumes, Timings 400: Dixie Highway & 173rd Street

10/12/2020

WBL

WBR

NBT

NBR

SBL

SBT

5 5 1900 11 1.00 0.907 0.985 1281 0.985 1281 20 294 10.0 0.95 2% 5

10 10 1900 11 1.00

355 355 1900 11 0.95 0.998

5 5 1900 11 0.95

390 390 1900 11 0.95

3281

3281 35 500 9.7 0.95 6% 374

0.95 17% 5

0.95 29% 5

16 No Left 11 0 16

0 No Right

379 No Left 0 0 16

0 No Right

0 No Left

416 No Left 0 0 16

1.04 15 Stop

1.04 9

1.04

1.04 9

1.04 15

1.04

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.3% Analysis Period (min) 15

0.95 40% 11

Free

0.999 3374 0.999 3374 35 555 10.8 0.95 3% 411

Free

ICU Level of Service A

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 7

Lanes, Volumes, Timings 600: Dixie Highway & 174th Street

10/12/2020

WBL

WBR

NBT

NBR

SBL

SBT

1 1 1900 13 1.00 0.932 0.976 1751 0.976 1751 25 269 7.3 0.95 2% 1

1 1 1900 12 1.00

360 360 1900 11 0.95

1 1 1900 12 0.95

395 395 1900 11 0.95

3292

3388

3292 35 1022 19.9 0.95 6% 379

0.95 2% 1

3388 35 500 9.7 0.95 3% 416

2 No Left 13 0 16

0 No Right

380 No Left 0 0 16

0 No Right

0 No Left

417 No Left 0 0 16

0.96 15 Stop

1.00 9

1.04

1.00 9

1.00 15

1.04

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.6% Analysis Period (min) 15

0.95 2% 1

Free

ICU Level of Service A

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 8

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

10/12/2020

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

165 165 1900 11 280 1 175 1.00

585 585 1900 11

95 95 1900 12 0 0

310 310 1900 11

5 5 1900 12 0 0

360 360 1900 12 0 0

100 100 1900 12 0 0

0.95 0.998

0.95

0.95 0.919

0.95

5 5 1900 10 155 1 210 1.00

250 250 1900 11

0.95

120 120 1900 10 300 1 195 1.00

305 305 1900 11

0.95 0.979

65 65 1900 11 325 1 175 1.00

0.95 0.957

0.95

0.950 1711 0.501 902

3331

0.950 1662 0.317 554

3414

3331

0 No

0.95 2% 174

40 651 11.1 0.95 2% 616

0.950 1652 0.407 708

3075

3414

0 No

0.95 6% 100

0.95 5% 68

40 744 12.7 0.95 2% 326

0.950 1478 0.330 513

3229

3075

0 No

3229

0 No

0.95 2% 5

0.95 2% 126

35 575 11.2 0.95 7% 321

0.95 2% 379

0.95 14% 5

35 1022 19.9 0.95 4% 263

0.95 2% 105

174 No Left

716 No Left 11 0 16

0 No Right

68 No Left

331 No Left 11 0 16

0 No Right

126 No Left

700 No Left 10 0 16

0 No Right

5 No Left

368 No Left 10 0 16

0 No Right

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

pm+pt

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 10 Report Page 9

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

EBL 5 2 5

EBT 2

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 39.0 0.43 0.50 21.9 0.0 21.9 C 20.1 C 29.0 Coord 33.6 Coord 37.4 Coord 40.3 Coord 54.7 Coord 155 246 571

49.4 0.55 0.30 12.3 0.0 12.3 B 9.5 Max 11.6 Gap 9.9 Gap 8.5 Gap 6.8 Gap 45 92 280 586 0 0 0 0.30

1443 0 0 0 0.50

EBR

WBL 1 6 1

WBT 6

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 35.2 0.39 0.25 20.5 0.0 20.5 C 19.1 B 29.0 Coord 30.0 Coord 34.6 Coord 38.2 Coord 44.4 Coord 66 108 664

45.0 0.50 0.19 12.0 0.0 12.0 B 9.5 Max 8.0 Gap 7.1 Gap 6.4 Gap 0.0 Skip 17 42 325 407 0 0 0 0.17

1337 0 0 0 0.25

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

WBR

10/12/2020

NBL 7 4 7

NBT 4

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 28.0 0.31 0.73 32.8 0.0 32.8 C 31.1 C 26.2 Max 32.9 Gap 30.0 Gap 27.8 Hold 23.3 Gap 178 259 495

32.2 0.36 0.37 21.9 0.0 21.9 C 8.5 Max 8.5 Max 8.5 Max 8.9 Gap 6.8 Gap 49 80 300 343 0 0 0 0.37

963 0 0 0 0.73

NBR

SBL 3 8 3

SBT 8

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 18.3 0.20 0.56 35.1 0.0 35.1 D 34.8 C 24.0 Hold 20.9 Hold 18.0 Hold 15.4 Gap 13.0 Gap 100 133 942

26.5 0.29 0.02 16.4 0.0 16.4 B 6.3 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 2 8 155 257 0 0 0 0.02

SBR

861 0 0 0 0.43

Synchro 10 Report Page 10

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

10/12/2020

800: Dixie Highway & 175th Street/Governors Highway

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 11

Lanes, Volumes, Timings 1000: Dixmoor Drive & 175th Street

10/12/2020

EBT

EBR

WBL

WBT

NBL

NBR

840 840 1900 11 0.95

1 1 1900 11 0.95

2 2 1900 11 0.95

530 530 1900 11 0.95

5 5 1900 12 1.00

3418

3421

3418 40 723 12.3 0.95 2% 884

0.95 100% 1

0.95 2% 2

3421 40 651 11.1 0.95 2% 558

5 5 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 303 8.3 0.95 2% 5

885 No Left 0 0 16

0 No Right

0 No Left

560 No Left 0 0 16

10 No Left 12 0 16

0 No Right

1.04

1.04 9

1.04 15

1.04

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.3% Analysis Period (min) 15

Free

0 0

0.95 2% 5

ICU Level of Service A

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 12

Lanes, Volumes, Timings 1100: Howe Avenue & 175th Street

10/12/2020

EBT

EBR

WBL

WBT

NBL

NBR

835 835 1900 10 0.95 0.999

5 5 1900 10 0.95

1 1 1900 10 0.95

535 535 1900 10 0.95

5 5 1900 12 1.00

3297

3303

3297 40 717 12.2 0.95 2% 879

0.95 17% 5

0.95 2% 1

3303 40 723 12.3 0.95 2% 563

5 5 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 340 9.3 0.95 2% 5

884 No Left 0 0 16

0 No Right

0 No Left

564 No Left 0 0 16

10 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.2% Analysis Period (min) 15

Free

0 0

0.95 2% 5

ICU Level of Service A

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 13

Lanes, Volumes, Timings 1200: Golfview Avenue & 175th Street

10/12/2020

EBT

EBR

WBL

WBT

NBL

NBR

835 835 1900 10 0.95 0.999

5 5 1900 10 0.95

1 1 1900 10 0.95

540 540 1900 10 0.95

5 5 1900 12 1.00

3300

3303

3300 40 532 9.1 0.95 2% 879

0.95 2% 5

0.95 2% 1

3303 40 717 12.2 0.95 2% 568

10 10 1900 12 1.00 0.958 0.967 1528 0.967 1528 25 436 11.9 0.95 13% 11

884 No Left 0 0 16

0 No Right

0 No Left

569 No Left 0 0 16

16 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.2% Analysis Period (min) 15

Free

0 0

0.95 20% 5

ICU Level of Service A

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 14

Lanes, Volumes, Timings 1300: Western Ave & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

10/12/2020

EBT

EBR

WBL

WBT

NBL

NBR

835 835 1900 10 0.95

1 1 1900 10 0.95

5 5 1900 10 0.95

545 545 1900 10 0.95

5 5 1900 12 1.00

3303

3303 40 1316 22.4 0.95 879

0.95 1

0.95 5

3303 40 532 9.1 0.95 574

5 5 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 482 13.1 0.95 5

880 No Left 0 0 16

0 No Right

0 No Left

579 No Left 0 0 16

10 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.1% Analysis Period (min) 15

Free

0 0

0.95 5

ICU Level of Service A

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 15

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

10/12/2020

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

1 1 1900 12 0 0 25 0.95

500 500 1900 11

110 110 1900 12 125 1

385 385 1900 12

1 1 1900 12 0 0

335 335 1900 12 0 1

1 1 1900 12 0 0

0.95

1.00

1.00 0.850

1 1 1900 12 0 0 25 1.00

1 1 1900 12

1.00 0.850

175 175 1900 11 0 0 25 1.00

1 1 1900 11

0.95

165 165 1900 12 260 1 105 1.00

1.00

1509

3505

3421 0.954 3264

3505

0 No

0.953 1716 0.726 1307

0.95 2% 1

35 527 10.3 0.95 2% 526

0.95 2% 1

0.95 2% 184

40 787 13.4 0.95 2% 1

1509 No

0.950 1770 0.337 628

0.95 7% 116

0.95 2% 174

40 1316 22.4 0.95 3% 405

1583

1583 No

1.00 0.955 0.984 1750 0.928 1651

0.95 2% 353

0.95 2% 1

25 196 5.3 0.95 2% 1

0 0 No

0.95 2% 1

0 No Left

527 No Left 17 0 16

116 No Right

174 No Left

406 No Left 16 0 16

0 No Right

0 No Left

185 No Left 17 0 16

353 No Right

0 No Left

3 No Left 0 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

0.0 0.0 0.0

Perm

pm+pt

0.0 NA pm+ov

Perm

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

0.0 NA

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 10 Report Page 16

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

Lane Group Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Cycle Length: 90

EBL 4 4 15.0 23.0 32.0 35.6% 26.0 4.0 2.0 Lag Yes 5.0 Min

26.0 Max 24.2 Gap 19.6 Gap 16.4 Gap 15.0 Min

EBT 4 4 15.0 23.0 32.0 35.6% 26.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 20.2 0.31 0.52 21.4 0.0 21.4 C 21.1 C 26.0 Max 24.2 Gap 19.6 Gap 16.4 Gap 15.0 Min 84 167 447 1357 0 0 0 0.39

EBR

WBT 8

4 4

WBL 3 8 3

15.0 23.0 32.0 35.6% 26.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 20.2 0.31 0.25 20.1 0.0 20.1 C

5.0 9.5 22.0 24.4% 17.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 35.4 0.55 0.35 10.2 0.0 10.2 B

15.0 23.0 54.0 60.0% 48.0 4.0 2.0 0.0 6.0

8.0 22.0 36.0 40.0% 30.0 4.0 2.0

8.0 22.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0

7.0 None

26.0 Max 24.2 Gap 19.6 Gap 16.4 Gap 15.0 Min 32 87

13.6 Gap 9.9 Gap 8.5 Gap 7.5 Gap 6.3 Gap 30 75

5.0 Min 33.8 0.52 0.22 9.1 0.0 9.1 A 9.5 A 44.1 Hold 38.6 Hold 32.6 Hold 28.4 Hold 25.8 Hold 40 82 1236

7.0 None 18.4 0.28 0.50 25.6 0.0 25.6 C 16.5 B 27.6 Gap 21.2 Gap 17.9 Gap 15.1 Gap 12.0 Gap 58 135 707

125 627 0 0 0 0.19

260 663 0 0 0 0.26

2691 0 0 0 0.15

WBR

10/12/2020

NBL 2 2

27.6 Gap 21.2 Gap 17.9 Gap 15.1 Gap 12.0 Gap

NBT 2 2

627 0 0 0 0.30

NBR 3 2 3

SBL

5.0 9.5 22.0 24.4% 17.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 33.7 0.52 0.43 11.8 0.0 11.8 B

8.0 22.0 36.0 40.0% 30.0 4.0 2.0

8.0 22.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0

7.0 None

13.6 Gap 9.9 Gap 8.5 Gap 7.5 Gap 6.3 Gap 76 155

27.6 Hold 21.2 Hold 17.9 Hold 15.1 Hold 12.0 Hold

7.0 None 18.4 0.28 0.01 18.3 0.0 18.3 B 18.3 B 27.6 Hold 21.2 Hold 17.9 Hold 15.1 Hold 12.0 Hold 1 7 116

1045 0 0 0 0.34

6 6

SBT 6

SBR

792 0 0 0 0.00

Other

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 17

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street Actuated Cycle Length: 64.7 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 15.9 Intersection Capacity Utilization 57.8% Analysis Period (min) 15 90th %ile Actuated Cycle: 83.7 70th %ile Actuated Cycle: 71.8 50th %ile Actuated Cycle: 62.5 30th %ile Actuated Cycle: 55.5 10th %ile Actuated Cycle: 49.8 Splits and Phases:

10/12/2020

Intersection LOS: B ICU Level of Service B

1400: Governors Highway/Private Driveway & 175th Street

Existing (2019) Traffic Volumes 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 10 Report Page 18

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

10/12/2020

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

10 10 1900 12 105 1 115 1.00

20 20 1900 11

20 20 1900 11 0 0

30 30 1900 13

140 140 1900 13 0 0

50 50 1900 11 0 0

5 5 1900 11 0 0

1.00 0.877

1.00

0.95 0.973

0.95

115 115 1900 12 50 1 45 1.00

295 295 1900 11

1.00

25 25 1900 12 45 1 40 1.00

230 230 1900 11

1.00 0.925

15 15 1900 11 95 1 130 1.00

0.95 0.998

0.95

1666

1574

3130

3414

1666

0 No

1574

0 No

3130

0 No

3414

0 No

0.950 1770 0.644 1200

0.95 2% 11

20 1042 35.5 0.95 2% 21

0.950 1711 0.730 1314

0.95 2% 21

0.95 2% 16

20 1108 37.8 0.95 2% 32

0.950 1770 0.560 1043

0.95 11% 147

0.95 2% 26

35 557 10.9 0.95 2% 242

0.950 1687 0.483 858

0.95 38% 53

0.95 7% 121

35 430 8.4 0.95 2% 311

0.95 2% 5

11 No Left

42 No Left 12 0 16

0 No Right

16 No Left

179 No Left 12 0 16

0 No Right

26 No Left

295 No Left 17 0 16

0 No Right

121 No Left

316 No Left 17 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

0.96

0.96 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

pm+pt

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 10 Report Page 1

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

EBL 7 4 7

EBT 4

3.0 6.5 8.0 8.9% 4.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 13.8 0.26 0.10 18.2 0.0 18.2 B 17.2 B 21.0 Hold 15.3 Hold 13.2 Hold 11.3 Hold 9.3 Hold 10 38 962

17.1 0.32 0.03 13.3 0.0 13.3 B 4.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 2 12 105 429 0 0 0 0.03

971 0 0 0 0.04

10/12/2020

EBR

WBL 3 8 3

WBT 8

3.0 6.5 8.0 8.9% 4.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 24.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 13.8 0.26 0.44 22.7 0.0 22.7 C 21.9 C 21.0 Gap 15.3 Gap 13.2 Gap 11.3 Gap 9.3 Gap 45 126 1028

17.1 0.32 0.04 13.4 0.0 13.4 B 4.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 3 15

95 450 0 0 0 0.04

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

917 0 0 0 0.20

WBR

NBL 5 2 5

NBT 2

3.0 6.5 8.0 8.9% 4.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 17.5 0.32 0.29 17.4 0.0 17.4 B 16.7 B 21.0 Gap 16.3 Gap 15.0 Min 15.0 Min 17.5 Dwell 35 92 477

23.6 0.44 0.05 8.4 0.0 8.4 A 4.5 Max 4.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 3 18 45 519 0 0 0 0.05

1459 0 0 0 0.20

NBR

SBL 1 6 1

SBT 6

3.0 6.5 16.0 17.8% 12.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 38.0 42.2% 32.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 23.7 0.44 0.21 12.0 0.0 12.0 B 11.0 B 27.5 Hold 20.1 Hold 25.9 Hold 25.1 Hold 17.5 Dwell 24 84 350

29.1 0.54 0.21 8.5 0.0 8.5 A 11.0 Gap 8.3 Gap 7.4 Gap 6.6 Gap 0.0 Skip 15 57 50 662 0 0 0 0.18

SBR

2122 0 0 0 0.15

Synchro 10 Report Page 2

10/12/2020

Intersection LOS: B ICU Level of Service A

100: Dixie Highway & 171st Street

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 3

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

10/12/2020

EBL

EBR

NBL

NBT

SBT

SBR

50 50 1900 15 1.00 0.883 0.993 1715 0.993 1715

325 325 1900 12 1.00

0 0 1900 12 1.00

255 255 2000 11 0.95

330 330 2000 12 0.95

0 0 1900 11 1.00

3601

3725

0 No

3601

3725

0 No

0.95 2% 342

0.95 2% 0

35 555 10.8 0.95 2% 268

35 557 10.9 0.95 2% 347

395 No Left 15 0 16

0 No Right

0 No Left

268 No Left 12 0 16

347 No Left 12 0 16

0 No Right

0.88 15 1 Left 20 0 0 20 Cl+Ex

1.00 9

1.00 15

0.98

0.94

1.04 9

2 Thru 100 0 0 6 Cl+Ex

0.0 0.0 0.0 94 6 Cl+Ex

Prot 4

0.0 NA 2

0.0 NA 6

45 811 12.3 0.95 38% 53

0.0 0.0 0.0

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

0.95 2% 0

Synchro 10 Report Page 4

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

EBL

EBR

NBL

10/12/2020

NBT

SBT

3.0 7.5 57.0 63.3% 52.5 3.5 1.0 0.0 4.5

15.0 21.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0

3.0 None 15.0 0.36 0.64 16.2 0.0 16.2 B 16.2 B 22.5 Gap 17.4 Gap 14.5 Gap 12.3 Gap 9.9 Gap 70 147 731

7.0 Min 15.9 0.38 0.19 10.1 0.0 10.1 B 10.1 B 18.3 Hold 15.5 Hold 15.0 Min 15.0 Min 15.0 Min 20 50 475

7.0 Min 15.9 0.38 0.24 10.3 0.0 10.3 B 10.3 B 18.3 Gap 15.5 Gap 15.0 Min 15.0 Min 15.0 Min 26 63 477

1715 0 0 0 0.23

2377 0 0 0 0.11

2458 0 0 0 0.14

SBR

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 41.6 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 5

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp Maximum v/c Ratio: 0.64 Intersection Signal Delay: 12.5 Intersection Capacity Utilization 44.1% Analysis Period (min) 15 90th %ile Actuated Cycle: 51.3 70th %ile Actuated Cycle: 43.4 50th %ile Actuated Cycle: 40 30th %ile Actuated Cycle: 37.8 10th %ile Actuated Cycle: 35.4 Splits and Phases:

10/12/2020 Intersection LOS: B ICU Level of Service A

200: Dixie Highway & I-294/I-80 Off-Ramp

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 6

Lanes, Volumes, Timings 400: Dixie Highway & 173rd Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

10/12/2020

WBL

WBR

NBT

NBR

SBL

SBT

5 5 1900 11 1.00 0.932 0.976 1638 0.976 1638 20 294 10.0 0.95 5

5 5 1900 11 1.00

250 250 1900 11 0.95 0.994

10 10 1900 11 0.95

5 5 1900 11 0.95

650 650 1900 11 0.95

3401

3421

3401 35 500 9.7 0.95 263

0.95 11

0.95 5

3421 35 555 10.8 0.95 684

10 No Left 11 0 16

0 No Right

274 No Left 0 0 16

0 No Right

0 No Left

689 No Left 0 0 16

1.04 15 Stop

1.04 9

1.04

1.04 9

1.04 15

1.04

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.5% Analysis Period (min) 15

0.95 5

Free

ICU Level of Service A

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 7

Lanes, Volumes, Timings 600: Dixie Highway & 174th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

10/12/2020

WBL

WBR

NBT

NBR

SBL

SBT

5 5 1900 13 1.00 0.977 0.960 1805 0.960 1805 25 269 7.3 0.95 5

1 1 1900 12 1.00

260 260 1900 11 0.95 0.999

2 2 1900 12 0.95

655 655 1900 11 0.95

3418

3421

3418 35 1022 19.9 0.95 274

0.95 2

3421 35 500 9.7 0.95 689

6 No Left 13 0 16

0 No Right

276 No Left 0 0 16

0 No Right

0 No Left

691 No Left 0 0 16

0.96 15 Stop

1.00 9

1.04

1.00 9

1.00 15

1.04

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 29.5% Analysis Period (min) 15

0.95 1

Free

ICU Level of Service A

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 8

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

Lane Group 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 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) Peak Hour Factor 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 Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases

10/12/2020

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

75 75 1900 11 280 1 175 1.00

420 420 1900 11

165 165 1900 12 0 0

520 520 1900 11

5 5 1900 12 0 0

175 175 1900 12 0 0

185 185 1900 12 0 0

0.95 0.999

0.95

0.95 0.925

0.95

10 10 1900 10 155 1 210 1.00

525 525 1900 11

0.95

125 125 1900 10 300 1 195 1.00

175 175 1900 11

0.95 0.958

200 200 1900 11 325 1 175 1.00

0.95 0.961

0.95

0.950 1711 0.398 717

3278

0.950 1711 0.270 486

3418

3278

0 No

0.95 79

40 651 11.1 0.95 442

0.950 1652 0.173 301

3165

3418

0 No

0.95 174

0.95 211

40 744 12.7 0.95 547

0.950 1652 0.533 927

3288

3165

0 No

3288

0 No

0.95 5

0.95 132

35 575 11.2 0.95 184

0.95 184

0.95 11

35 1022 19.9 0.95 553

0.95 195

79 No Left

616 No Left 11 0 16

0 No Right

211 No Left

552 No Left 11 0 16

0 No Right

132 No Left

368 No Left 10 0 16

0 No Right

11 No Left

748 No Left 10 0 16

0 No Right

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

0.0 0.0 0.0

pm+pt 5

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 2

0.0 0.0 0.0

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

pm+pt 1

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

0.0 NA 6

0.0 0.0 0.0

pm+pt 7

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 4

0.0 0.0 0.0

pm+pt 3

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 8

Synchro 10 Report Page 9

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

Lane Group Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio

EBL 2 5

EBT

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 38.0 42.2% 32.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 29.8 0.33 0.57 27.0 0.0 27.0 C 25.4 C 32.0 Coord 32.0 Coord 29.3 Coord 26.5 Coord 29.1 Coord 151 196 571

39.9 0.44 0.20 12.6 0.0 12.6 B 9.5 Max 8.3 Gap 7.6 Gap 6.9 Gap 0.0 Skip 23 43 280 437 0 0 0 0.18

1165 0 0 0 0.53

EBR

WBL 6 1

WBT

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 38.0 42.2% 32.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 33.2 0.37 0.44 23.2 0.0 23.2 C 22.2 C 32.0 Coord 33.2 Coord 31.2 Coord 29.1 Coord 40.7 Coord 127 172 664

43.3 0.48 0.59 19.8 0.0 19.8 B 9.5 Max 9.5 Max 9.5 Max 9.5 Max 8.1 Gap 66 102 325 363 0 0 0 0.58

1290 0 0 0 0.43

WBR

10/12/2020

NBL 4 7

NBT

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 27.0 30.0% 21.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 33.5 0.37 0.31 22.5 0.0 22.5 C 22.9 C 22.8 Max 33.0 Hold 35.7 Hold 38.5 Hold 37.3 Hold 73 136 495

37.7 0.42 0.50 24.2 0.0 24.2 C 8.5 Max 8.5 Max 11.2 Max 9.9 Gap 7.3 Gap 46 89 300 265 0 0 0 0.50

1176 0 0 0 0.31

NBR

SBL 8 3

SBT

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 27.0 30.0% 21.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 22.9 0.25 0.89 48.3 0.0 48.3 D 47.8 D 21.0 Max 21.0 Max 21.0 Max 25.1 Max 26.5 Gap 223 #343 942

31.4 0.35 0.03 16.9 0.0 16.9 B 6.7 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 4 14 155 418 0 0 0 0.03

SBR

837 0 0 0 0.89

Intersection Summary Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 10

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

10/12/2020

Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 30.3 Intersection LOS: C Intersection Capacity Utilization 72.0% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases:

800: Dixie Highway & 175th Street/Governors Highway

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 11

Lanes, Volumes, Timings 1000: Dixmoor Drive & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

10/12/2020

EBT

EBR

WBL

WBT

NBL

NBR

655 655 1900 11 0.95 0.999

5 5 1900 11 0.95

2 2 1900 11 0.95

830 830 1900 11 0.95

5 5 1900 12 1.00

3418

3421

3418 40 723 12.3 0.95 689

0.95 5

0.95 2

3421 40 651 11.1 0.95 874

5 5 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 303 8.3 0.95 5

694 No Left 0 0 16

0 No Right

0 No Left

876 No Left 0 0 16

10 No Left 12 0 16

0 No Right

1.04

1.04 9

1.04 15

1.04

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 34.3% Analysis Period (min) 15

Free

0 0

0.95 5

ICU Level of Service A

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 12

Lanes, Volumes, Timings 1100: Howe Avenue & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

10/12/2020

EBT

EBR

WBL

WBT

NBL

NBR

655 655 1900 10 0.95 0.998

10 10 1900 10 0.95

5 5 1900 10 0.95

830 830 1900 10 0.95

5 5 1900 12 1.00

3297

3303

3297 40 717 12.2 0.95 689

0.95 11

0.95 5

3303 40 723 12.3 0.95 874

5 5 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 340 9.3 0.95 5

700 No Left 0 0 16

0 No Right

0 No Left

879 No Left 0 0 16

10 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.4% Analysis Period (min) 15

Free

0 0

0.95 5

ICU Level of Service A

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 13

Lanes, Volumes, Timings 1200: Golfview Avenue & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

10/12/2020

EBT

EBR

WBL

WBT

NBL

NBR

665 665 1900 10 0.95 0.998

10 10 1900 10 0.95

5 5 1900 10 0.95

830 830 1900 10 0.95

2 2 1900 12 1.00

3297

3303

3297 40 532 9.1 0.95 700

0.95 11

0.95 5

3303 40 717 12.2 0.95 874

5 5 1900 12 1.00 0.961 0.966 1729 0.966 1729 25 436 11.9 0.95 5

711 No Left 0 0 16

0 No Right

0 No Left

879 No Left 0 0 16

7 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.4% Analysis Period (min) 15

Free

0 0

0.95 2

ICU Level of Service A

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 14

Lanes, Volumes, Timings 1300: Western Ave & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

10/12/2020

EBT

EBR

WBL

WBT

NBL

NBR

675 675 1900 10 0.95 0.999

5 5 1900 10 0.95

1 1 1900 10 0.95

835 835 1900 10 0.95

1 1 1900 12 1.00

3300

3303

3300 40 1316 22.4 0.95 711

0.95 5

0.95 1

3303 40 532 9.1 0.95 879

5 5 1900 12 1.00 0.977 0.960 1747 0.960 1747 25 482 13.1 0.95 5

716 No Left 0 0 16

0 No Right

0 No Left

880 No Left 0 0 16

6 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.8% Analysis Period (min) 15

Free

0 0

0.95 1

ICU Level of Service A

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 15

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

Lane Group 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 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) Peak Hour Factor 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 Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases

10/12/2020

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

1 1 1900 12 0 0 25 0.95

440 440 1900 11

175 175 1900 12 125 1

535 535 1900 12

1 1 1900 12 0 0

240 240 1900 12 0 1

1 1 1900 12 0 0

0.95

1.00

1.00 0.850

1 1 1900 12 0 0 25 1.00

1 1 1900 12

1.00 0.850

130 130 1900 11 0 0 25 1.00

1 1 1900 11

0.95

305 305 1900 12 260 1 105 1.00

1.00

1583

3539

3421 0.954 3264

3539

0 No

0.953 1716 0.726 1307

0.95 1

35 527 10.3 0.95 463

0.95 1

0.95 137

40 787 13.4 0.95 1

1583 No

0.950 1770 0.387 721

0.95 184

0.95 321

40 1316 22.4 0.95 563

1583

1583 No

1.00 0.955 0.984 1750 0.911 1621

0.95 253

0.95 1

25 196 5.3 0.95 1

0 0 No

0.95 1

0 No Left

464 No Left 17 0 16

184 No Right

321 No Left

564 No Left 16 0 16

0 No Right

0 No Left

138 No Left 17 0 16

253 No Right

0 No Left

3 No Left 0 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

0.0 0.0 0.0

Perm

pm+pt 3

0.0 NA pm+ov 2 3

Perm

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 4

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

0.0 NA 8

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 6

Synchro 10 Report Page 16

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

Lane Group Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio

EBL 4 4

EBT

15.0 23.0 32.0 35.6% 26.0 4.0 2.0

15.0 23.0 32.0 35.6% 26.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 20.1 0.33 0.43 20.3 0.0 20.3 C 20.7 C 26.0 Max 22.9 Gap 18.4 Gap 15.5 Gap 15.0 Min 73 147 447

Lag Yes 5.0 Min

26.0 Max 22.9 Gap 18.4 Gap 15.5 Gap 15.0 Min

1510 0 0 0 0.31

EBR 4 4

WBL 8 3

WBT

NBL 2 2

NBT

15.0 23.0 32.0 35.6% 26.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 20.1 0.33 0.35 21.8 0.0 21.8 C

5.0 9.5 28.0 31.1% 23.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 39.4 0.64 0.47 9.5 0.0 9.5 A

15.0 23.0 60.0 66.7% 54.0 4.0 2.0 0.0 6.0

8.0 22.0 30.0 33.3% 24.0 4.0 2.0

8.0 22.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0

5.0 Min 39.8 0.65 0.25 7.5 0.0 7.5 A 8.2 A 49.0 Hold 40.8 Hold 34.1 Hold 29.6 Hold 28.8 Hold 53 100 1236

7.0 None

7.0 None 16.5 0.27 0.39 26.0 0.0 26.0 C 15.8 B 23.3 Gap 18.6 Gap 15.6 Gap 13.3 Gap 0.0 Skip 43 111 707

26.0 Max 22.9 Gap 18.4 Gap 15.5 Gap 15.0 Min 54 133

18.5 Gap 13.4 Gap 11.2 Gap 9.6 Gap 9.3 Gap 55 121

125 732 0 0 0 0.25

260 901 0 0 0 0.36

3012 0 0 0 0.19

WBR

10/12/2020

23.3 Gap 18.6 Gap 15.6 Gap 13.3 Gap 0.0 Skip

558 0 0 0 0.25

NBR 2 3

SBL 6 6

SBT

5.0 9.5 28.0 31.1% 23.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 29.8 0.49 0.33 10.3 0.0 10.3 B

8.0 22.0 30.0 33.3% 24.0 4.0 2.0

8.0 22.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0

7.0 None

18.5 Gap 13.4 Gap 11.2 Gap 9.6 Gap 9.3 Gap 48 107

23.3 Hold 18.6 Hold 15.6 Hold 13.3 Hold 0.0 Skip

7.0 None 16.0 0.26 0.01 21.0 0.0 21.0 C 21.0 C 23.3 Hold 18.6 Hold 15.6 Hold 13.3 Hold 0.0 Skip 1 8 116

1103 0 0 0 0.23

SBR

692 0 0 0 0.00

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 61.4 Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 17

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.47 Intersection Signal Delay: 14.0 Intersection Capacity Utilization 58.3% Analysis Period (min) 15 90th %ile Actuated Cycle: 84.3 70th %ile Actuated Cycle: 71.4 50th %ile Actuated Cycle: 61.7 30th %ile Actuated Cycle: 54.9 10th %ile Actuated Cycle: 34.8 Splits and Phases:

10/12/2020

Intersection LOS: B ICU Level of Service B

1400: Governors Highway/Private Driveway & 175th Street

Existing (2019) Traffic Volumes 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 18

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

10/12/2020

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

10 10 1900 12 105 1 115 1.00

15 15 1900 11

10 10 1900 11 0 0

10 10 1900 13

50 50 1900 13 0 0

25 25 1900 11 0 0

10 10 1900 11 0 0

1.00 0.876

1.00

0.95 0.969

0.95

50 50 1900 12 50 1 45 1.00

130 130 1900 11

1.00

10 10 1900 12 45 1 40 1.00

95 95 1900 11

1.00 0.939

5 5 1900 11 95 1 130 1.00

0.95 0.989

0.95

1691

1536

3174

3345

1691

0 No

1536

0 No

3174

0 No

3345

0 No

0.950 1770 0.703 1310

0.95 2% 11

20 1042 35.5 0.95 2% 16

0.950 1711 0.740 1332

0.95 2% 11

0.95 2% 5

20 1108 37.8 0.95 2% 11

0.950 1770 0.658 1226

0.95 14% 53

0.95 2% 11

35 557 10.9 0.95 2% 100

0.950 1703 0.634 1136

0.95 24% 26

0.95 6% 53

35 430 8.4 0.95 2% 137

0.95 18% 11

11 No Left

27 No Left 12 0 16

0 No Right

5 No Left

64 No Left 12 0 16

0 No Right

11 No Left

126 No Left 17 0 16

0 No Right

53 No Left

148 No Left 17 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

0.96

0.96 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

pm+pt

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 10 Report Page 1

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

EBL 7 4 7

EBT 4

3.0 6.5 11.0 12.2% 7.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 9.7 0.23 0.07 16.8 0.0 16.8 B 15.2 B 12.7 Hold 10.0 Hold 9.2 Hold 0.0 Skip 0.0 Skip 4 26 962

10.8 0.25 0.03 11.3 0.0 11.3 B 6.4 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 10 105 445 0 0 0 0.02

1105 0 0 0 0.02

10/12/2020

EBR

WBL 3 8 3

WBT 8

3.0 6.5 11.0 12.2% 7.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 24.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 9.6 0.22 0.19 17.9 0.0 17.9 B 17.4 B 12.2 Gap 10.0 Gap 9.2 Gap 0.0 Skip 0.0 Skip 10 48 1028

10.7 0.25 0.01 11.2 0.0 11.2 B 5.9 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 6 95 434 0 0 0 0.01

1004 0 0 0 0.06

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

WBR

NBL 5 2 5

NBT 2

3.0 6.5 11.0 12.2% 7.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 25.7 0.60 0.07 11.9 0.0 11.9 B 11.5 B 15.0 Min 15.0 Min 15.0 Min 30.0 Dwell 30.0 Dwell 7 37 477

27.4 0.64 0.01 6.8 0.0 6.8 A 6.2 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 9 45 892 0 0 0 0.01

2267 0 0 0 0.06

NBR

SBL 1 6 1

SBT 6

3.0 6.5 16.0 17.8% 12.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 27.8 0.65 0.07 9.5 0.0 9.5 A 8.7 A 16.6 Hold 24.9 Hold 15.0 Min 30.0 Dwell 30.0 Dwell 8 41 350

28.6 0.66 0.06 6.4 0.0 6.4 A 7.8 Gap 6.4 Gap 0.0 Skip 0.0 Skip 0.0 Skip 5 25 50 932 0 0 0 0.06

SBR

2609 0 0 0 0.06

Synchro 10 Report Page 2

10/12/2020

Intersection LOS: B ICU Level of Service A

100: Dixie Highway & 171st Street

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 3

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

10/12/2020

EBL

EBR

NBL

NBT

SBT

SBR

20 20 1900 15 1.00 0.888 0.991 1716 0.991 1716

95 95 1900 12 1.00

0 0 1900 12 1.00

110 110 2000 11 0.95

145 145 2000 12 0.95

0 0 1900 11 1.00

3601

3725

0 No

3601

3725

0 No

0.95 2% 100

0.95 2% 0

35 555 10.8 0.95 2% 116

35 557 10.9 0.95 2% 153

121 No Left 15 0 16

0 No Right

0 No Left

116 No Left 12 0 16

153 No Left 12 0 16

0 No Right

0.88 15 1 Left 20 0 0 20 Cl+Ex

1.00 9

1.00 15

0.98

0.94

1.04 9

2 Thru 100 0 0 6 Cl+Ex

0.0 0.0 0.0 94 6 Cl+Ex

Prot 4

0.0 NA 2

0.0 NA 6

45 811 12.3 0.95 32% 21

0.0 0.0 0.0

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

0.95 2% 0

Synchro 10 Report Page 4

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

EBL

EBR

NBL

10/12/2020

NBT

SBT

3.0 7.5 48.0 53.3% 43.5 3.5 1.0 0.0 4.5

15.0 21.0 42.0 46.7% 36.0 4.0 2.0 0.0 6.0

3.0 None 7.8 0.22 0.33 13.6 0.0 13.6 B 13.6 B 9.4 Gap 8.3 Gap 7.6 Gap 7.4 Gap 0.0 Skip 18 42 731

7.0 Min 21.1 0.58 0.06 5.5 0.0 5.5 A 5.5 A 15.0 Min 15.0 Min 15.7 Dwell 24.7 Dwell 30.0 Dwell 5 14 475

7.0 Min 21.1 0.58 0.07 5.5 0.0 5.5 A 5.5 A 15.0 Min 15.0 Min 15.7 Dwell 24.7 Dwell 30.0 Dwell 6 17 477

1716 0 0 0 0.07

3489 0 0 0 0.03

3609 0 0 0 0.04

SBR

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 36.2 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 5

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp Maximum v/c Ratio: 0.33 Intersection Signal Delay: 8.0 Intersection Capacity Utilization 28.2% Analysis Period (min) 15 90th %ile Actuated Cycle: 34.9 70th %ile Actuated Cycle: 33.8 50th %ile Actuated Cycle: 33.8 30th %ile Actuated Cycle: 42.6 10th %ile Actuated Cycle: 36 Splits and Phases:

10/12/2020 Intersection LOS: A ICU Level of Service A

200: Dixie Highway & I-294/I-80 Off-Ramp

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 6

Lanes, Volumes, Timings 400: Dixie Highway & 173rd Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

10/12/2020

WBL

WBR

NBT

NBR

SBL

SBT

1 1 1900 11 1.00 0.887 0.992 1584 0.992 1584 20 294 10.0 0.95 1

5 5 1900 11 1.00

105 105 1900 11 0.95 0.997

2 2 1900 11 0.95

5 5 1900 11 0.95

235 235 1900 11 0.95

3411

3411 35 500 9.7 0.95 111

0.95 2

0.95 5

6 No Left 11 0 16

0 No Right

113 No Left 0 0 16

0 No Right

0 No Left

252 No Left 0 0 16

1.04 15 Stop

1.04 9

1.04

1.04 9

1.04 15

1.04

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.0% Analysis Period (min) 15

0.95 5

Free

0.999 3418 0.999 3418 35 555 10.8 0.95 247

Free

ICU Level of Service A

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 7

Lanes, Volumes, Timings 600: Dixie Highway & 174th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

10/12/2020

WBL

WBR

NBT

NBR

SBL

SBT

1 1 1900 13 1.00 0.932 0.976 1751 0.976 1751 25 269 7.3 0.95 1

1 1 1900 12 1.00

105 105 1900 11 0.95 0.999

1 1 1900 12 0.95

235 235 1900 11 0.95

3418

3421

3418 35 1022 19.9 0.95 111

0.95 1

3421 35 500 9.7 0.95 247

2 No Left 13 0 16

0 No Right

112 No Left 0 0 16

0 No Right

0 No Left

248 No Left 0 0 16

0.96 15 Stop

1.00 9

1.04

1.00 9

1.00 15

1.04

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.2% Analysis Period (min) 15

0.95 1

Free

ICU Level of Service A

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 8

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

10/12/2020

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

25 25 1900 11 280 1 175 1.00

170 170 1900 11

55 55 1900 12 0 0

130 130 1900 11

1 1 1900 12 0 0

95 95 1900 12 0 0

65 65 1900 12 0 0

0.95 0.999

0.95

0.95 0.914

0.95

5 5 1900 10 155 1 210 1.00

160 160 1900 11

0.95

55 55 1900 10 300 1 195 1.00

70 70 1900 11

0.95 0.963

60 60 1900 11 325 1 175 1.00

0.95 0.957

0.95

3270

3353

3114

3274

3270

0 No

3353

0 No

3114

0 No

3274

0 No

0.950 1711 0.664 1196

0.95 2% 26

40 651 11.1 0.95 3% 179

0.950 1631 0.562 965

0.95 2% 58

0.95 7% 63

40 744 12.7 0.95 4% 137

0.950 1652 0.496 862

0.95 2% 1

0.95 2% 58

35 575 11.2 0.95 3% 74

0.950 1306 0.642 883

0.95 2% 100

0.95 29% 5

35 1022 19.9 0.95 2% 168

0.95 2% 68

26 No Left

237 No Left 11 0 16

0 No Right

63 No Left

138 No Left 11 0 16

0 No Right

58 No Left

174 No Left 10 0 16

0 No Right

5 No Left

236 No Left 10 0 16

0 No Right

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

pm+pt

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 10 Report Page 9

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

EBL 5 2 5

EBT 2

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 45.7 0.51 0.14 14.8 0.0 14.8 B 14.2 B 33.9 Coord 39.0 Coord 42.4 Coord 45.5 Coord 67.7 Coord 38 73 571

53.2 0.59 0.04 8.7 0.0 8.7 A 7.1 Gap 6.4 Gap 0.0 Skip 0.0 Skip 0.0 Skip 5 18 280 796 0 0 0 0.03

1660 0 0 0 0.14

EBR

WBL 1 6 1

WBT 6

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 50.3 0.56 0.07 12.5 0.0 12.5 B 11.4 B 35.7 Coord 40.2 Coord 52.7 Coord 55.2 Coord 67.7 Coord 16 44 664

56.1 0.62 0.10 8.8 0.0 8.8 A 8.9 Gap 7.6 Gap 6.8 Gap 6.2 Gap 0.0 Skip 13 35 325 677 0 0 0 0.09

1874 0 0 0 0.07

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

WBR

10/12/2020

NBL 7 4 7

NBT 4

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 21.6 0.24 0.23 27.3 0.0 27.3 C 25.9 C 21.7 Hold 27.9 Hold 25.3 Hold 22.8 Hold 10.3 Hold 39 70 495

26.1 0.29 0.18 21.8 0.0 21.8 C 10.4 Gap 9.4 Gap 8.2 Gap 7.0 Gap 0.0 Skip 24 46 300 329 0 0 0 0.18

866 0 0 0 0.20

NBR

SBL 3 8 3

SBT 8

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 13.8 0.15 0.47 37.4 0.0 37.4 D 37.0 D 17.8 Gap 15.0 Gap 13.6 Gap 12.3 Gap 10.3 Gap 65 96 942

21.0 0.23 0.02 19.2 0.0 19.2 B 6.5 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 2 9 155 266 0 0 0 0.02

SBR

873 0 0 0 0.27

Synchro 10 Report Page 10

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

10/12/2020

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 50 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.47 Intersection Signal Delay: 22.4 Intersection LOS: C Intersection Capacity Utilization 42.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases:

800: Dixie Highway & 175th Street/Governors Highway

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 11

Lanes, Volumes, Timings 1000: Dixmoor Drive & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

10/12/2020

EBT

EBR

WBL

WBT

NBL

NBR

250 250 1900 11 0.95 0.999

1 1 1900 11 0.95

250 250 1900 11 0.95

2 2 1900 12 1.00

3418

3421

3418 40 723 12.3 0.95 263

0.95 1

3421 40 651 11.1 0.95 263

2 2 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 303 8.3 0.95 2

264 No Left 0 0 16

0 No Right

0 No Left

264 No Left 0 0 16

4 No Left 12 0 16

0 No Right

1.04

1.04 9

1.04 15

1.04

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.6% Analysis Period (min) 15

Free

0 0

0.95 2

ICU Level of Service A

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 12

Lanes, Volumes, Timings 1100: Howe Avenue & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

10/12/2020

EBT

EBR

WBL

WBT

NBL

NBR

240 240 1900 10 0.95 0.999

2 2 1900 10 0.95

1 1 1900 10 0.95

250 250 1900 10 0.95

10 10 1900 12 1.00

3300

3303

3300 40 717 12.2 0.95 253

0.95 2

0.95 1

3303 40 723 12.3 0.95 263

5 5 1900 12 1.00 0.907 0.985 1664 0.985 1664 25 340 9.3 0.95 5

255 No Left 0 0 16

0 No Right

0 No Left

264 No Left 0 0 16

16 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.6% Analysis Period (min) 15

Free

0 0

0.95 11

ICU Level of Service A

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 13

Lanes, Volumes, Timings 1200: Golfview Avenue & 175th Street

10/12/2020

EBT

EBR

WBL

WBT

NBL

NBR

240 240 1900 10 0.95 0.997

5 5 1900 10 0.95

1 1 1900 10 0.95

255 255 1900 10 0.95

2 2 1900 12 1.00

3262

3303

3262 40 532 9.1 0.95 3% 253

0.95 2% 5

0.95 2% 1

3303 40 717 12.2 0.95 2% 268

1 1 1900 12 1.00 0.910 0.984 1668 0.984 1668 25 436 11.9 0.95 2% 1

258 No Left 0 0 16

0 No Right

0 No Left

269 No Left 0 0 16

3 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.7% Analysis Period (min) 15

Free

0 0

0.95 2% 2

ICU Level of Service A

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 14

Lanes, Volumes, Timings 1300: Western Ave & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

10/12/2020

EBT

EBR

WBL

WBT

NBL

NBR

240 240 1900 10 0.95 0.997

5 5 1900 10 0.95

250 250 1900 10 0.95

5 5 1900 12 1.00

3293

3293 40 1316 22.4 0.95 253

0.95 5

0.999 3300 0.999 3300 40 532 9.1 0.95 263

1 1 1900 12 1.00 0.887 0.992 1639 0.992 1639 25 482 13.1 0.95 1

258 No Left 0 0 16

0 No Right

0 No Left

268 No Left 0 0 16

6 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.5% Analysis Period (min) 15

Free

0 0

0.95 5

ICU Level of Service A

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 15

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

10/12/2020

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

1 1 1900 12 0 0 25 0.95

155 155 1900 11

60 60 1900 12 125 1

175 175 1900 12

1 1 1900 12 0 0

90 90 1900 12 0 1

1 1 1900 12 0 0

0.95 0.999

0.95

1.00

1.00 0.850

1 1 1900 12 0 0 25 1.00

1 1 1900 12

1.00 0.850

65 65 1900 11 0 0 25 1.00

1 1 1900 11

0.95

75 75 1900 12 260 1 105 1.00

1.00

1568

3502

3324 0.954 3171

3502

0 No

0.953 1716 0.728 1311

0.95 2% 1

35 527 10.3 0.95 5% 163

0.95 2% 1

0.95 2% 68

40 787 13.4 0.95 2% 1

1568 No

0.950 1770 0.526 980

0.95 3% 63

0.95 2% 79

40 1316 22.4 0.95 3% 184

1583

1583 No

1.00 0.955 0.984 1750 0.867 1542

0.95 2% 95

0.95 2% 1

25 196 5.3 0.95 2% 1

0 0 No

0.95 2% 1

0 No Left

164 No Left 17 0 16

63 No Right

79 No Left

185 No Left 16 0 16

0 No Right

0 No Left

69 No Left 17 0 16

95 No Right

0 No Left

3 No Left 0 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

0.0 0.0 0.0

Perm

pm+pt

0.0 NA pm+ov

Perm

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

0.0 NA

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 10 Report Page 16

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

Lane Group Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Cycle Length: 90

EBL 4 4 15.0 23.0 33.0 36.7% 27.0 4.0 2.0 Lag Yes 5.0 Min

15.0 Min 15.0 Min 15.0 Min 15.0 Min 30.0 Dwell

EBT 4 4 15.0 23.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 20.8 0.47 0.11 12.9 0.0 12.9 B 13.2 B 15.0 Min 15.0 Min 15.0 Min 15.0 Min 30.0 Dwell 17 39 447 2158 0 0 0 0.08

EBR

WBT 8

4 4

WBL 3 8 3

15.0 23.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 20.8 0.47 0.09 13.7 0.0 13.7 B

5.0 9.5 20.0 22.2% 15.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 30.1 0.67 0.10 5.6 0.0 5.6 A

15.0 23.0 53.0 58.9% 47.0 4.0 2.0 0.0 6.0

8.0 22.0 37.0 41.1% 31.0 4.0 2.0

8.0 22.0 37.0 41.1% 31.0 4.0 2.0 0.0 6.0

7.0 None

15.0 Min 15.0 Min 15.0 Min 15.0 Min 30.0 Dwell 13 38

7.7 Gap 7.0 Gap 6.5 Gap 7.3 Gap 0.0 Skip 9 26

5.0 Min 31.7 0.71 0.07 5.6 0.0 5.6 A 5.6 A 27.2 Hold 26.5 Hold 26.0 Hold 26.8 Hold 30.0 Dwell 12 26 1236

7.0 None 11.9 0.27 0.20 16.6 0.0 16.6 B 11.5 B 14.1 Gap 12.6 Gap 11.6 Gap 0.0 Skip 0.0 Skip 16 43 707

125 1067 0 0 0 0.06

260 948 0 0 0 0.08

3326 0 0 0 0.06

WBR

10/12/2020

NBL 2 2

14.1 Gap 12.6 Gap 11.6 Gap 0.0 Skip 0.0 Skip

NBT 2 2

949 0 0 0 0.07

NBR 3 2 3

SBL

5.0 9.5 20.0 22.2% 15.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 16.9 0.38 0.16 7.8 0.0 7.8 A

8.0 22.0 37.0 41.1% 31.0 4.0 2.0

8.0 22.0 37.0 41.1% 31.0 4.0 2.0 0.0 6.0

7.0 None

7.7 Gap 7.0 Gap 6.5 Gap 7.3 Gap 0.0 Skip 14 32

14.1 Hold 12.6 Hold 11.6 Hold 0.0 Skip 0.0 Skip

7.0 None 11.6 0.26 0.01 14.7 0.0 14.7 B 14.7 B 14.1 Hold 12.6 Hold 11.6 Hold 0.0 Skip 0.0 Skip 1 5 116

920 0 0 0 0.10

6 6

SBT 6

SBR

1116 0 0 0 0.00

Other

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 17

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street Actuated Cycle Length: 44.6 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.20 Intersection Signal Delay: 9.7 Intersection Capacity Utilization 49.0% Analysis Period (min) 15 90th %ile Actuated Cycle: 53.3 70th %ile Actuated Cycle: 51.1 50th %ile Actuated Cycle: 49.6 30th %ile Actuated Cycle: 32.8 10th %ile Actuated Cycle: 36 Splits and Phases:

10/12/2020

Intersection LOS: A ICU Level of Service A

1400: Governors Highway/Private Driveway & 175th Street

Existing (2019) Traffic Volumes 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 10 Report Page 18

FUTURE (2029) NO-BUILD CAPACITY REPORTS – HCM 6TH EDITION Weekday Morning Peak Hour Weekday Evening Peak Hour Saturday Midday Peak Hour

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

HCM 6th Signalized Intersection Summary 100: Dixie Highway & 171st Street

08/29/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 1

HCM 6th Signalized Intersection Summary 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL EBR Lane Configurations Traffic Volume (veh/h) 145 205 Future Volume (veh/h) 145 205 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1637 1856 Adj Flow Rate, veh/h 153 216 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 22 3 Cap, veh/h 189 267 Arrive On Green 0.31 0.31 Sat Flow, veh/h 601 849 Grp Volume(v), veh/h 370 0 Grp Sat Flow(s),veh/h/ln1454 0 Q Serve(g_s), s 8.7 0.0 Cycle Q Clear(g_c), s 8.7 0.0 Prop In Lane 0.41 0.58 Lane Grp Cap(c), veh/h 457 0 V/C Ratio(X) 0.81 0.00 Avail Cap(c_a), veh/h 1896 0 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay (d), s/veh 11.7 0.0 Incr Delay (d2), s/veh 3.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(95%),veh/ln3.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.2 0.0 LnGrp LOS B A Approach Vol, veh/h 370 Approach Delay, s/veh 15.2 Approach LOS B

NBL

NBT

SBT SBR

0 0 0 1.00 1.00

395 395 0

220 220 0

1.00 No 1891 416 0.95 7 1449 0.40 3782 416 1796 2.9 2.9

1.00 No 1922 232 0.95 5 1472 0.40 3844 232 1826 1.5 1.5

8.0 A 416 8.0 A

7.3 A 232 7.3 A

0 0 0 1.00 1.00

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 1449 1472 0.00 0.29 0.16 0 2994 3043 1.00 1.00 1.00 0.00 1.00 1.00 0.0 7.5 7.1 0.0 0.5 0.2 0.0 0.0 0.0 0.0 1.5 0.8

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0

0.0 A

Timer - Assigned Phs 2 Phs Duration (G+Y+Rc), s 21.0 Change Period (Y+Rc), s 6.0 Max Green Setting (Gmax), s 31.0 Max Q Clear Time (g_c+I1), s 4.9 Green Ext Time (p_c), s 7.7 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

08/29/2022

4 16.2 4.5 48.5 10.7 1.3

6 21.0 6.0 31.0 3.5 4.1

10.4 B

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 2

HCM 6th TWSC 400: Dixie Highway & 173rd Street

Intersection Int Delay, s/veh

08/29/2022

0.3

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 10 385 5 5 420 Future Vol, veh/h 5 10 385 5 5 420 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 40 6 17 29 3 Mvmt Flow 5 11 405 5 5 442 Major/Minor Minor1 Conflicting Flow All 639 Stage 1 408 Stage 2 231 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 408 Stage 1 640 Stage 2 785 Platoon blocked, % Mov Cap-1 Maneuver 405 Mov Cap-2 Maneuver 405 Stage 1 640 Stage 2 780 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 11.6 B

Major1 205 0 7.7 3.7 696 696 -

Major2 0 410 - 4.68 - 2.49 - 974 - 974 -

NB 0

SB 0.1

NBT NBRWBLn1 SBL - 562 974 - 0.028 0.005 - 11.6 8.7 B A 0.1 0

0 -

SBT 0 A -

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 3

HCM 6th TWSC 600: Dixie Highway & 174th Street

Intersection Int Delay, s/veh

08/29/2022

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 1 390 1 1 425 Future Vol, veh/h 1 1 390 1 1 425 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 6 2 2 3 Mvmt Flow 1 1 411 1 1 447 Major/Minor Minor1 Conflicting Flow All 638 Stage 1 412 Stage 2 226 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 409 Stage 1 637 Stage 2 790 Platoon blocked, % Mov Cap-1 Maneuver 409 Mov Cap-2 Maneuver 409 Stage 1 637 Stage 2 789 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 11.7 B

Major1 206 0 6.94 3.32 800 800 -

Major2 0 412 - 4.14 - 2.22 - 1143 - 1143 -

NB 0

SB 0

NBT NBRWBLn1 SBL - 541 1143 - 0.004 0.001 - 11.7 8.2 B A 0 0

0 -

SBT 0 A -

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 4

HCM 6th Signalized Intersection Summary 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 175 Future Volume (veh/h) 175 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 184 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 603 Arrive On Green 0.08 Sat Flow, veh/h 1781 Grp Volume(v), veh/h 184 Grp Sat Flow(s),veh/h/ln 1781 Q Serve(g_s), s 4.8 Cycle Q Clear(g_c), s 4.8 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 603 V/C Ratio(X) 0.31 Avail Cap(c_a), veh/h 656 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 11.0 Incr Delay (d2), s/veh 0.3 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.3 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

1 7.0 3.5 9.5 4.1 0.1

08/29/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

630 630 0

100 100 0 1.00 1.00

70 70 0 1.00 1.00

340 340 0

5 5 0 1.00 1.00

125 125 0 1.00 1.00

325 325 0

380 380 0 1.00 1.00

5 5 0 1.00 1.00

275 275 0

105 105 0 1.00 1.00

1811 105 0.95 6 233 0.48 486 385 1783 12.9 12.9 0.27 855 0.45 855 1.00 1.00 15.5 1.7 0.0 8.9

1826 74 0.95 5 377 0.04 1739 74 1739 2.1 2.1 1.00 377 0.20 493 1.00 1.00 13.2 0.3 0.0 1.4

1870 5 0.95 2 22 0.44 50 186 1861 5.6 5.6 0.03 823 0.23 823 1.00 1.00 15.5 0.6 0.0 4.2

1870 132 0.95 2 300 0.08 1781 132 1781 5.1 5.1 1.00 300 0.44 332 1.00 1.00 25.2 1.0 0.0 3.9

1870 400 0.95 2 406 0.27 1522 400 1522 23.5 23.5 1.00 406 0.99 406 1.00 1.00 32.8 40.8 0.0 18.7

1693 5 0.95 14 90 0.00 1612 5 1612 0.2 0.2 1.00 90 0.06 236 1.00 1.00 30.6 0.3 0.0 0.2

17.2 B 952 16.1 B

17.3 B

13.5 B

16.2 B 437 15.7 B

16.2 B

26.2 C

38.4 D 874 52.7 D

73.7 E

30.9 C

2 49.2 6.0 29.0 14.9 8.9

3 3.9 3.5 8.5 2.2 0.0

4 30.0 6.0 24.0 25.5 0.0

5 10.3 3.5 9.5 6.8 0.1

6 45.8 6.0 29.0 7.6 5.6

7 10.4 3.5 8.5 7.1 0.0

8 23.5 6.0 24.0 11.8 3.1

1.00 No 1870 663 0.95 2 1474 0.48 3074 383 1777 12.9 12.9 852 0.45 852 1.00 1.00 15.5 1.7 0.0 8.8

1.00 No 1870 358 0.95 2 1587 0.44 3588 177 1777 5.6 5.6 786 0.23 786 1.00 1.00 15.5 0.7 0.0 4.0

1.00 No 1796 342 0.95 7 455 0.27 1706 342 1706 16.5 16.5 455 0.75 455 1.00 1.00 30.3 8.2 0.0 12.0

1.00 No 1841 289 0.95 4 483 0.19 2487 201 1749 9.4 9.4 340 0.59 466 1.00 1.00 33.0 3.5 0.0 7.6 36.5 D 405 36.7 D

1870 111 0.95 2 181 0.19 934 199 1673 9.8 9.8 0.56 325 0.61 446 1.00 1.00 33.2 3.9 0.0 7.6 37.1 D

31.2 C

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 5

HCM 6th TWSC 1000: Dixmoor Drive & 175th Street

Intersection Int Delay, s/veh

08/29/2022

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 900 1 2 570 5 5 Future Vol, veh/h 900 1 2 570 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 100 2 2 2 2 Mvmt Flow 947 1 2 600 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 948 - 4.14 - 2.22 - 720 - 720 -

Minor1 0 1252 - 948 - 304 - 6.84 - 5.84 - 5.84 - 3.52 - 164 - 337 - 722 - 163 - 163 - 337 - 719

WB 0

NB 20 C

EB 0

NBLn1 250 0.042 20 C 0.1

474 6.94 3.32 537 537 -

EBT EBR WBL WBT - 720 - 0.003 10 0 B A 0 -

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 6

HCM 6th TWSC 1100: Howe Avenue & 175th Street

Intersection Int Delay, s/veh

08/29/2022

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 895 5 1 575 5 5 Future Vol, veh/h 895 5 1 575 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 17 2 2 2 2 Mvmt Flow 942 5 1 605 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 947 - 4.14 - 2.22 - 721 - 721 -

Minor1 0 1250 - 945 - 305 - 6.84 - 5.84 - 5.84 - 3.52 - 165 - 338 - 721 - 165 - 165 - 338 - 720

WB 0

NB 19.9 C

EB 0

NBLn1 252 0.042 19.9 C 0.1

474 6.94 3.32 537 537 -

EBT EBR WBL WBT - 721 - 0.001 10 0 B A 0 -

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 7

HCM 6th TWSC 1200: Golfview Avenue & 175th Street

Intersection Int Delay, s/veh

08/29/2022

0.3

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 895 5 1 580 10 5 Future Vol, veh/h 895 5 1 580 10 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 13 20 Mvmt Flow 942 5 1 611 11 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 947 - 4.14 - 2.22 - 721 - 721 -

Minor1 0 1253 - 945 - 308 - 7.06 - 6.06 - 6.06 - 3.63 - 150 - 313 - 687 - 150 - 150 - 313 - 686

WB 0

NB 25.1 D

EB 0

NBLn1 195 0.081 25.1 D 0.3

474 7.3 3.5 491 491 -

EBT EBR WBL WBT - 721 - 0.001 10 0 B A 0 -

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 8

HCM 6th TWSC 1300: Western Ave & 175th Street

Intersection Int Delay, s/veh

08/29/2022

0.2

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 895 1 5 585 5 5 Future Vol, veh/h 895 1 5 585 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 942 1 5 616 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 943 - 4.14 - 2.22 - 723 - 723 -

Minor1 0 1261 - 943 - 318 - 6.84 - 5.84 - 5.84 - 3.52 - 162 - 339 - 710 - 160 - 160 - 339 - 702

WB 0.2

NB 20.2 C

EB 0

NBLn1 247 0.043 20.2 C 0.1

472 6.94 3.32 538 538 -

EBT EBR WBL WBT - 723 - 0.007 10 0.1 B A 0 -

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 9

HCM 6th Signalized Intersection Summary 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 63 Arrive On Green 0.28 Sat Flow, veh/h 1 Grp Volume(v), veh/h 305 Grp Sat Flow(s),veh/h/ln 1869 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 8.1 Prop In Lane 0.00 Lane Grp Cap(c), veh/h 586 V/C Ratio(X) 0.52 Avail Cap(c_a), veh/h 899 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 18.0 Incr Delay (d2), s/veh 1.5 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 6.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.5 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

08/29/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

540 540 0

120 120 0 1.00 1.00

175 175 0 1.00 1.00

415 415 0

1 1 0 1.00 1.00

185 185 0 1.00 1.00

1 1 0

355 355 0 1.00 1.00

1 1 0 1.00 1.00

1 1 0

1 1 0 1.00 1.00

1796 126 0.95 7 426 0.28 1522 126 1522 3.8 3.8 1.00 426 0.30 682 1.00 1.00 16.4 0.8 0.0 2.3

1870 184 0.95 2 411 0.10 1781 184 1781 3.9 3.9 1.00 411 0.45 766 1.00 1.00 12.2 0.8 0.0 2.4

1870 1 0.95 2 4 0.46 8 225 1854 4.3 4.3 0.00 852 0.26 1534 1.00 1.00 9.6 0.3 0.0 2.6

1870 195 0.95 2 517 0.33 1179 196 1186 0.3 9.9 0.99 519 0.38 780 1.00 1.00 16.2 2.1 0.0 3.8

1870 374 0.95 2 690 0.33 1585 374 1585 10.1 10.1 1.00 690 0.54 982 1.00 1.00 12.1 3.0 0.0 6.1

1870 1 0.95 2 160 0.33 231 3 1050 0.0 9.7 0.33 433 0.01 688 1.00 1.00 13.2 0.0 0.0 0.0

20.5 C 695 19.5 B

17.2 B

12.9 B

10.0 A

18.3 B

15.1 B

13.2 B

2 25.3 6.0 30.0 12.1 7.2

3 10.4 4.5 17.5 5.9 0.4

4 22.2 6.0 26.0 10.1 6.1

1.00 No 1870 568 0.95 2 976 0.28 3485 264 1617 8.1 8.1 453 0.58 725 1.00 1.00 18.0 2.5 0.0 5.4

1.00 No 1856 437 0.95 3 1659 0.46 3609 213 1763 4.3 4.3 810 0.26 1459 1.00 1.00 9.6 0.4 0.0 2.5 10.0 A 622 10.9 B

6 25.3 6.0 30.0 11.7 0.0

1.00 No 1870 1 0.95 2 2 0.33 7 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 570 16.2 B

1.00 No 1870 1 0.95 2 156 0.33 469 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 3 13.2 B

1870 1 0.95 2 117 0.33 350 0 0 0.0 0.0 0.33 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A

8 32.7 6.0 48.0 6.3 5.4

15.6 B

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 10

HCM 6th Signalized Intersection Summary 100: Dixie Highway & 171st Street

08/29/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 1

HCM 6th Signalized Intersection Capacity Analysis 100: Dixie Highway & 171st Street

08/29/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 2

HCM 6th Signalized Intersection Summary 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL EBR Lane Configurations Traffic Volume (veh/h) 55 340 Future Volume (veh/h) 55 340 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1390 1870 Adj Flow Rate, veh/h 58 358 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 38 2 Cap, veh/h 67 412 Arrive On Green 0.40 0.40 Sat Flow, veh/h 166 1028 Grp Volume(v), veh/h 417 0 Grp Sat Flow(s),veh/h/ln1197 0 Q Serve(g_s), s 13.6 0.0 Cycle Q Clear(g_c), s 13.6 0.0 Prop In Lane 0.14 0.86 Lane Grp Cap(c), veh/h 480 0 V/C Ratio(X) 0.87 0.00 Avail Cap(c_a), veh/h 1476 0 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay (d), s/veh 11.7 0.0 Incr Delay (d2), s/veh 5.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(95%),veh/ln5.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.7 0.0 LnGrp LOS B A Approach Vol, veh/h 417 Approach Delay, s/veh 16.7 Approach LOS B

NBL

NBT

SBT SBR

0 0 0 1.00 1.00

275 275 0

370 370 0

1.00 No 1969 289 0.95 2 1318 0.35 3938 289 1870 2.3 2.3

1.00 No 1969 389 0.95 2 1318 0.35 3938 389 1870 3.2 3.2

10.1 B 289 10.1 B

10.5 B 389 10.5 B

0 0 0 1.00 1.00

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 1318 1318 0.00 0.22 0.30 0 2373 2373 1.00 1.00 1.00 0.00 1.00 1.00 0.0 9.7 10.0 0.0 0.4 0.6 0.0 0.0 0.0 0.0 1.4 2.0

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0

0.0 A

Timer - Assigned Phs 2 Phs Duration (G+Y+Rc), s 21.0 Change Period (Y+Rc), s 6.0 Max Green Setting (Gmax), s 27.0 Max Q Clear Time (g_c+I1), s 4.3 Green Ext Time (p_c), s 4.8 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

08/29/2022

4 21.6 4.5 52.5 15.6 1.6

6 21.0 6.0 27.0 5.2 6.5

12.7 B

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 3

HCM 6th Signalized Intersection Capacity Analysis 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL Lane Configurations Traffic Volume (veh/h) 55 Future Volume (veh/h) 55 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1390 Adj Flow Rate, veh/h 58 Peak Hour Factor 0.95 Percent Heavy Veh, % 38 Opposing Right Turn Influence Yes Cap, veh/h 67 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.40 Unsig. Movement Delay Ln Grp Delay, s/veh 16.7 Ln Grp LOS B Approach Vol, veh/h 417 Approach Delay, s/veh 16.7 Approach LOS B Timer: Assigned Phs Case No Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green (Gmax), s Max Allow Headway (MAH), s Max Q Clear (g_c+l1), s Green Ext Time (g_e), s Prob of Phs Call (p_c) Prob of Max Out (p_x)

08/29/2022

EBR

NBL

NBT

SBT

SBR

340 340 14 0 1.00 1.00

0 0 5 0 1.00 1.00

275 275 2 0

370 370 6 0

1.00 No

0 0 16 0 1.00 1.00

1870 358 0.95 2

1969 289 0.95 2

1969 389 0.95 2

0 0 0.95 0

412 1.00 0.40

0 0 0.95 0 No 0 1.00 0.00

1318 1.00 0.35

0 1.00 0.00

0.0 A

10.1 B 289 10.1 B

10.5 B 389 10.5 B

0.0 A

2 2 8.0 21.0 6.0 27.0 9.1 4.3 4.8 1.00 0.12

4 4 12.0 21.6 4.5 52.5 4.0 15.6 1.6 0.99 0.00

6 6 8.0 21.0 6.0 27.0 9.1 5.2 6.5 1.00 0.22

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 0

7 166

1 0

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 3938

4 3

6 3938

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 0

14 1028

16 0

Left Lane Group Data Assigned Mvmt Lane Assignment

7 L+T+R

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

0 Synchro 11 Report Page 4

08/29/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 417 1197 13.6 13.6 0 0 0.0 0.0 0.0 0.0 0.0 0.14 480 0.87 1476 1.00 11.7 5.0 0.0 16.7 2.3 0.7 0.0 1.80 5.3 0.22 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 2 289 1870 2.3 2.3 1318 0.22 2373 1.00 9.7 0.4 0.0 10.1 0.7 0.1

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

6 T 2 389 1870 3.2 3.2 1318 0.30 2373 1.00 10.0 0.6 0.0 10.5 1.0 0.1

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 5

08/29/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 1.4 0.07 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 2.0 0.10 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.86 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

12.7 B

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 6

HCM 6th TWSC 400: Dixie Highway & 173rd Street

Intersection Int Delay, s/veh

08/29/2022

0.2

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 5 270 10 5 705 Future Vol, veh/h 5 5 270 10 5 705 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 5 284 11 5 742 Major/Minor Minor1 Conflicting Flow All 671 Stage 1 290 Stage 2 381 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 390 Stage 1 734 Stage 2 660 Platoon blocked, % Mov Cap-1 Maneuver 387 Mov Cap-2 Maneuver 387 Stage 1 734 Stage 2 655 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 11.9 B

Major1 148 0 6.94 3.32 872 872 -

Major2 0 295 - 4.14 - 2.22 - 1263 - 1263 -

NB 0

SB 0.1

NBT NBRWBLn1 SBL - 536 1263 - 0.02 0.004 - 11.9 7.9 B A 0.1 0

0 -

SBT 0 A -

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 7

HCM 6th TWSC 600: Dixie Highway & 174th Street

Intersection Int Delay, s/veh

08/29/2022

0.1

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 1 280 2 2 710 Future Vol, veh/h 5 1 280 2 2 710 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 1 295 2 2 747 Major/Minor Minor1 Conflicting Flow All 674 Stage 1 296 Stage 2 378 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 388 Stage 1 729 Stage 2 663 Platoon blocked, % Mov Cap-1 Maneuver 387 Mov Cap-2 Maneuver 387 Stage 1 729 Stage 2 661 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 13.6 B

Major1 149 0 6.94 3.32 871 871 -

Major2 0 297 - 4.14 - 2.22 - 1261 - 1261 -

NB 0

SB 0

NBT NBRWBLn1 SBL - 426 1261 - 0.015 0.002 - 13.6 7.9 B A 0 0

0 -

SBT 0 A -

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 8

HCM 6th Signalized Intersection Summary 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 85 Future Volume (veh/h) 85 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 89 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 426 Arrive On Green 0.05 Sat Flow, veh/h 1781 Grp Volume(v), veh/h 89 Grp Sat Flow(s),veh/h/ln 1781 Q Serve(g_s), s 2.7 Cycle Q Clear(g_c), s 2.7 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 426 V/C Ratio(X) 0.21 Avail Cap(c_a), veh/h 531 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 15.5 Incr Delay (d2), s/veh 0.2 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.7 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

1 12.0 3.5 9.5 8.5 0.1

08/29/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

450 450 0

175 175 0 1.00 1.00

215 215 0 1.00 1.00

565 565 0

5 5 0 1.00 1.00

130 130 0 1.00 1.00

185 185 0

185 185 0 1.00 1.00

10 10 0 1.00 1.00

565 565 0

200 200 0 1.00 1.00

1870 184 0.95 2 372 0.38 966 323 1696 13.0 13.0 0.57 653 0.49 653 1.00 1.00 21.0 2.7 0.0 9.1

1870 226 0.95 2 435 0.09 1781 226 1781 6.5 6.5 1.00 435 0.52 454 1.00 1.00 14.6 1.0 0.0 4.4

1870 5 0.95 2 13 0.43 30 307 1865 10.1 10.1 0.02 807 0.38 807 1.00 1.00 17.3 1.4 0.0 7.7

1870 137 0.95 2 217 0.08 1781 137 1781 5.0 5.0 1.00 217 0.63 250 1.00 1.00 24.7 4.1 0.0 4.1

1870 195 0.95 2 477 0.30 1585 195 1585 8.8 8.8 1.00 477 0.41 477 1.00 1.00 25.1 1.2 0.0 6.0

1870 11 0.95 2 296 0.01 1781 11 1781 0.4 0.4 1.00 296 0.04 450 1.00 1.00 26.1 0.1 0.0 0.3

23.5 C 747 22.7 C

23.7 C

15.5 B

18.8 B 826 17.9 B

18.7 B

28.8 C

25.6 C 527 26.7 C

26.3 C

26.2 C

2 40.6 6.0 32.0 15.0 9.0

3 4.2 3.5 8.5 2.4 0.0

4 33.1 6.0 21.0 10.8 2.7

5 7.7 3.5 9.5 4.7 0.1

6 44.9 6.0 32.0 12.1 9.0

7 10.3 3.5 8.5 7.0 0.0

8 27.0 6.0 21.0 22.8 0.0

1.00 No 1870 474 0.95 2 964 0.38 2507 335 1777 12.9 12.9 684 0.49 684 1.00 1.00 21.0 2.5 0.0 9.3

1.00 No 1870 595 0.95 2 1562 0.43 3611 293 1777 10.1 10.1 769 0.38 769 1.00 1.00 17.3 1.4 0.0 7.4

1.00 No 1870 195 0.95 2 535 0.30 1777 195 1777 7.8 7.8 535 0.36 535 1.00 1.00 24.7 0.9 0.0 5.9

1.00 No 1870 595 0.95 2 600 0.23 2573 411 1777 20.7 20.7 415 0.99 415 1.00 1.00 34.4 41.7 0.0 19.4 76.1 E 817 76.2 E

1870 211 0.95 2 212 0.23 911 395 1706 20.8 20.8 0.53 398 0.99 398 1.00 1.00 34.4 43.2 0.0 19.0 77.7 E

37.0 D

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 9

HCM 6th Signalized Intersection Capacity Analysis 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 85 Future Volume (veh/h) 85 Number 5 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 89 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 426 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.05 Unsig. Movement Delay Ln Grp Delay, s/veh 15.7 Ln Grp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS

08/29/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

450 450 2 0

175 175 12 0 1.00 1.00

215 215 1 0 1.00 1.00

565 565 6 0

5 5 16 0 1.00 1.00

130 130 7 0 1.00 1.00

185 185 4 0

185 185 14 0 1.00 1.00

10 10 3 0 1.00 1.00

565 565 8 0

200 200 18 0 1.00 1.00

1870 474 0.95 2

1870 184 0.95 2

1870 595 0.95 2

1870 5 0.95 2

1870 195 0.95 2

1870 211 0.95 2

1562 1.00 0.43

13 1.00 0.43

535 1.00 0.30

477 1.00 0.30

1870 11 0.95 2 Yes 296 1.00 0.01

1870 595 0.95 2

372 1.00 0.38

1870 137 0.95 2 Yes 217 1.00 0.08

1870 195 0.95 2

964 1.00 0.38

1870 226 0.95 2 Yes 435 1.00 0.09

600 1.00 0.23

212 1.00 0.23

23.5 C 747 22.7 C

23.7 C

15.5 B

18.8 B 826 17.9 B

18.7 B

28.8 C

25.6 C 527 26.7 C

26.3 C

26.2 C

76.1 E 817 76.2 E

77.7 E

1 1 1.1 12.0 3.5 9.5 3.7 8.5 0.1 1.00 1.00

2 2 4.0 40.6 6.0 32.0 9.1 15.0 9.0 1.00 0.65

3 3 1.1 4.2 3.5 8.5 3.8 2.4 0.0 0.24 0.01

4 4 4.0 33.1 6.0 21.0 7.3 10.8 2.7 1.00 0.60

5 5 1.1 7.7 3.5 9.5 3.7 4.7 0.1 0.89 0.29

6 6 4.0 44.9 6.0 32.0 9.0 12.1 9.0 1.00 0.49

7 7 1.1 10.3 3.5 8.5 3.8 7.0 0.0 0.97 1.00

8 8 4.0 27.0 6.0 21.0 7.2 22.8 0.0 1.00 1.00

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

1 1781

1.00 No

3 1781

5 1781

1.00 No

7 1781

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 2507

4 1777

6 3611

8 2573

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 966

14 1585

16 30

18 911

Left Lane Group Data Assigned Mvmt Lane Assignment

1 L (Pr/Pm)

0 3 L (Pr/Pm)

1.00 No

0 5 L (Pr/Pm)

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

0 7 L (Pr/Pm)

0 Synchro 11 Report Page 10

08/29/2022

1 226 1781 6.5 6.5 776 0 36.6 21.6 6.2 0.0 0.0 1.00 435 0.52 454 1.00 14.6 1.0 0.0 15.5 2.3 0.1 0.0 1.80 4.4 0.35 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 11 1781 0.4 0.4 994 0 21.0 18.3 0.0 0.0 0.0 1.00 296 0.04 450 1.00 26.1 0.1 0.0 26.2 0.2 0.0 0.0 1.80 0.3 0.05 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 89 1781 2.7 2.7 819 0 34.6 28.9 0.7 0.0 0.0 1.00 426 0.21 531 1.00 15.5 0.2 0.0 15.7 1.0 0.0 0.0 1.80 1.9 0.17 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 137 1781 5.0 5.0 676 0 23.0 0.2 0.2 0.0 0.0 1.00 217 0.63 250 1.00 24.7 4.1 0.0 28.8 2.0 0.2 0.0 1.80 4.1 0.34 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 1 335 1777 12.9 12.9 684 0.49 684 1.00 21.0 2.5 0.0 23.5 5.0 0.5

4 T 1 195 1777 7.8 7.8 535 0.36 535 1.00 24.7 0.9 0.0 25.6 3.1 0.1

6 T 1 293 1777 10.1 10.1 769 0.38 769 1.00 17.3 1.4 0.0 18.8 3.8 0.3

8 T 1 411 1777 20.7 20.7 415 0.99 415 1.00 34.4 41.7 0.0 76.1 8.6 4.8

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Synchro 11 Report Page 11

08/29/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.70 9.3 0.40 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 5.9 0.28 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 7.4 0.28 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.45 19.4 0.53 0.0 0.0 0.0 0.0 0 0.0

12 T+R 1 323 1696 13.0 13.0 0.0 0.0 0.57 653 0.49 653 1.00 21.0 2.7 0.0 23.7 4.8 0.5 0.0 1.71 9.1 0.39 0.0 0.0 0.0 0.0 0 0.0

14 T+R 1 195 1585 8.8 8.8 0.0 0.0 1.00 477 0.41 477 1.00 25.1 1.2 0.0 26.3 3.2 0.2 0.0 1.80 6.0 0.29 0.0 0.0 0.0 0.0 0 0.0

16 T+R 1 307 1865 10.1 10.1 0.0 0.0 0.02 807 0.38 807 1.00 17.3 1.4 0.0 18.7 4.0 0.3 0.0 1.79 7.7 0.29 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 395 1706 20.8 20.8 0.0 0.0 0.53 398 0.99 398 1.00 34.4 43.2 0.0 77.7 8.3 4.8 0.0 1.45 19.0 0.52 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

37.0 D

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 12

HCM 6th TWSC 1000: Dixmoor Drive & 175th Street

Intersection Int Delay, s/veh

08/29/2022

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 705 5 2 895 5 5 Future Vol, veh/h 705 5 2 895 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 742 5 2 942 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 747 - 4.14 - 2.22 - 857 - 857 -

Minor1 0 1220 - 745 - 475 - 6.84 - 5.84 - 5.84 - 3.52 - 172 - 430 - 592 - 171 - 171 - 430 - 589

WB 0

NB 19 C

EB 0

NBLn1 268 0.039 19 C 0.1

374 6.94 3.32 623 623 -

EBT EBR WBL WBT - 857 - 0.002 9.2 0 A A 0 -

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 13

HCM 6th TWSC 1100: Howe Avenue & 175th Street

Intersection Int Delay, s/veh

08/29/2022

0.2

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 705 10 5 895 5 5 Future Vol, veh/h 705 10 5 895 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 742 11 5 942 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 753 - 4.14 - 2.22 - 853 - 853 -

Minor1 0 1229 - 748 - 481 - 6.84 - 5.84 - 5.84 - 3.52 - 170 - 429 - 588 - 168 - 168 - 429 - 581

WB 0.2

NB 19.2 C

EB 0

NBLn1 264 0.04 19.2 C 0.1

377 6.94 3.32 621 621 -

EBT EBR WBL WBT - 853 - 0.006 9.2 0.1 A A 0 -

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 14

HCM 6th TWSC 1200: Golfview Avenue & 175th Street

Intersection Int Delay, s/veh

08/29/2022

0.2

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 715 10 5 895 5 2 Future Vol, veh/h 715 10 5 895 5 2 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 753 11 5 942 5 2 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 764 - 4.14 - 2.22 - 845 - 845 -

Minor1 0 1240 - 759 - 481 - 6.84 - 5.84 - 5.84 - 3.52 - 167 - 423 - 588 - 165 - 165 - 423 - 581

WB 0.2

NB 22.9 C

EB 0

NBLn1 209 0.035 22.9 C 0.1

382 6.94 3.32 616 616 -

EBT EBR WBL WBT - 845 - 0.006 9.3 0.1 A A 0 -

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 15

HCM 6th TWSC 1300: Western Ave & 175th Street

Intersection Int Delay, s/veh

08/29/2022

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 725 5 1 900 5 1 Future Vol, veh/h 725 5 1 900 5 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 763 5 1 947 5 1 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 768 - 4.14 - 2.22 - 842 - 842 -

Minor1 0 1242 - 766 - 476 - 6.84 - 5.84 - 5.84 - 3.52 - 167 - 419 - 591 - 166 - 166 - 419 - 589

WB 0

NB 24.7 C

EB 0

NBLn1 189 0.033 24.7 C 0.1

384 6.94 3.32 614 614 -

EBT EBR WBL WBT - 842 - 0.001 9.3 0 A A 0 -

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 16

HCM 6th Signalized Intersection Summary 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 67 Arrive On Green 0.28 Sat Flow, veh/h 1 Grp Volume(v), veh/h 269 Grp Sat Flow(s),veh/h/ln 1869 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 6.6 Prop In Lane 0.00 Lane Grp Cap(c), veh/h 585 V/C Ratio(X) 0.46 Avail Cap(c_a), veh/h 964 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 16.5 Incr Delay (d2), s/veh 1.2 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.7 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

08/29/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

475 475 0

185 185 0 1.00 1.00

325 325 0 1.00 1.00

580 580 0

1 1 0 1.00 1.00

140 140 0 1.00 1.00

1 1 0

255 255 0 1.00 1.00

1 1 0 1.00 1.00

1 1 0

1 1 0 1.00 1.00

1870 195 0.95 2 440 0.28 1585 195 1585 5.5 5.5 1.00 440 0.44 762 1.00 1.00 16.1 1.5 0.0 3.4

1870 342 0.95 2 560 0.17 1781 342 1781 6.6 6.6 1.00 560 0.61 1025 1.00 1.00 10.0 1.1 0.0 3.6

1870 1 0.95 2 3 0.53 6 314 1869 5.1 5.1 0.00 999 0.31 1867 1.00 1.00 7.0 0.4 0.0 2.7

1870 147 0.95 2 501 0.24 1511 148 1523 0.0 3.7 0.99 504 0.29 788 1.00 1.00 16.9 1.5 0.0 2.7

1870 268 0.95 2 661 0.24 1585 268 1585 6.4 6.4 1.00 661 0.41 979 1.00 1.00 11.0 1.8 0.0 3.7

1870 1 0.95 2 173 0.24 345 3 1534 0.0 3.8 0.33 462 0.01 753 1.00 1.00 15.5 0.0 0.0 0.1

18.4 B 696 17.9 B

17.6 B

11.1 B

7.4 A

18.4 B

12.9 B

15.5 B

2 19.2 6.0 24.0 8.4 4.8

3 13.9 4.5 23.5 8.6 0.9

4 21.0 6.0 26.0 8.6 6.2

1.00 No 1870 500 0.95 2 967 0.28 3484 232 1617 6.6 6.6 449 0.52 778 1.00 1.00 16.5 2.0 0.0 4.2

1.00 No 1870 611 0.95 2 1946 0.53 3640 298 1777 5.1 5.1 950 0.31 1775 1.00 1.00 7.0 0.4 0.0 2.5 7.4 A 954 8.7 A

6 19.2 6.0 24.0 5.8 0.0

1.00 No 1870 1 0.95 2 3 0.24 12 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 416 14.8 B

1.00 No 1870 1 0.95 2 165 0.24 678 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 3 15.5 B

1870 1 0.95 2 125 0.24 511 0 0 0.0 0.0 0.33 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A

8 34.9 6.0 54.0 7.1 8.2

13.1 B

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 17

HCM 6th Signalized Intersection Capacity Analysis 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 67 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.28 Unsig. Movement Delay Ln Grp Delay, s/veh 17.7 Ln Grp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS

08/29/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

475 475 4 0

185 185 14 0 1.00 1.00

325 325 3 0 1.00 1.00

580 580 8 0

1 1 18 0 1.00 1.00

140 140 5 0 1.00 1.00

1 1 2 0

255 255 12 0 1.00 1.00

1 1 1 0 1.00 1.00

1 1 6 0

1 1 16 0 1.00 1.00

1870 500 0.95 2

1870 195 0.95 2

1870 611 0.95 2

1870 1 0.95 2

1870 268 0.95 2

1870 1 0.95 2

1946 1.00 0.53

3 1.00 0.53

3 1.00 0.24

661 1.00 0.24

1870 1 0.95 2 Yes 173 1.00 0.24

1870 1 0.95 2

440 1.00 0.28

1870 147 0.95 2 Yes 501 1.00 0.24

1870 1 0.95 2

967 1.00 0.28

1870 342 0.95 2 Yes 560 1.00 0.17

165 1.00 0.24

125 1.00 0.24

18.4 B 696 17.9 B

17.6 B

11.1 B

7.4 A 954 8.7 A

7.4 A

18.4 B

0.0 A 416 14.8 B

12.9 B

15.5 B

0.0 A 3 15.5 B

0.0 A

2 2 7.0 19.2 6.0 24.0 8.3 8.4 4.8 1.00 0.40

3 3 1.2 13.9 4.5 23.5 3.7 8.6 0.9 0.99 0.00

4 4 7.3 21.0 6.0 26.0 6.8 8.6 6.2 1.00 0.32

6 6 8.0 19.2 6.0 24.0 9.7 5.8 0.0 1.00 0.00

8 8 4.0 34.9 6.0 54.0 7.0 7.1 8.2 1.00 0.01

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 1511

3 1781

7 1

1 345

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 12

4 3484

6 678

8 3640

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 1585

14 1585

16 511

18 6

5 3 L+TL (Pr/Pm)

7 L+T

Left Lane Group Data Assigned Mvmt Lane Assignment

1.00 No

1 L+T+R

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

1.00 No

0 Synchro 11 Report Page 18

08/29/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 148 1523 0.0 3.7 1437 1778 13.2 9.3 0.0 0.0 0.0 0.99 504 0.29 788 1.00 16.9 1.5 0.0 18.4 1.3 0.2 0.0 1.80 2.7 0.09 0.0 0.0 0.0 0.0 0 0.0

1 342 1781 6.6 6.6 750 0 17.0 8.4 7.2 0.0 0.0 1.00 560 0.61 1025 1.00 10.0 1.1 0.0 11.1 1.8 0.2 0.0 1.80 3.6 0.35 0.0 0.0 0.0 0.0 0 0.0

1 269 1869 0.0 6.6 823 0 15.0 15.0 0.0 12.4 6.6 0.00 585 0.46 964 1.00 16.5 1.2 0.0 17.7 2.4 0.2 0.0 1.80 4.7 0.25 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 3 1534 0.0 3.8 1128 0 13.2 9.4 0.0 3.7 0.1 0.33 462 0.01 753 1.00 15.5 0.0 0.0 15.5 0.0 0.0 0.0 1.80 0.1 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

4 T 1 232 1617 6.6 6.6 449 0.52 778 1.00 16.5 2.0 0.0 18.4 2.1 0.2

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

8 T 1 298 1777 5.1 5.1 950 0.31 1775 1.00 7.0 0.4 0.0 7.4 1.3 0.1

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 19

08/29/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 4.2 0.22 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 2.5 0.05 0.0 0.0 0.0 0.0 0 0.0

12 R 1 268 1585 6.4 6.4 1585.1 9.4 1.00 661 0.41 979 1.00 11.0 1.8 0.0 12.9 1.7 0.3 0.0 1.80 3.7 0.13 0.0 0.0 0.0 0.0 0 0.0

14 R 1 195 1585 5.5 5.5 0.0 0.0 1.00 440 0.44 762 1.00 16.1 1.5 0.0 17.6 1.7 0.2 0.0 1.80 3.4 0.70 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.33 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 314 1869 5.1 5.1 0.0 0.0 0.00 999 0.31 1867 1.00 7.0 0.4 0.0 7.4 1.4 0.1 0.0 1.80 2.7 0.05 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

13.1 B

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 20

HCM 6th Signalized Intersection Summary 100: Dixie Highway & 171st Street

08/29/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 1

HCM 6th Signalized Intersection Capacity Analysis 100: Dixie Highway & 171st Street

08/29/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 2

HCM 6th Signalized Intersection Summary 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL EBR Lane Configurations Traffic Volume (veh/h) 20 95 Future Volume (veh/h) 20 95 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1483 1870 Adj Flow Rate, veh/h 21 100 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 32 2 Cap, veh/h 24 115 Arrive On Green 0.11 0.11 Sat Flow, veh/h 221 1051 Grp Volume(v), veh/h 122 0 Grp Sat Flow(s),veh/h/ln1283 0 Q Serve(g_s), s 2.7 0.0 Cycle Q Clear(g_c), s 2.7 0.0 Prop In Lane 0.17 0.82 Lane Grp Cap(c), veh/h 141 0 V/C Ratio(X) 0.87 0.00 Avail Cap(c_a), veh/h 1948 0 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay (d), s/veh 12.5 0.0 Incr Delay (d2), s/veh 14.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(95%),veh/ln1.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.0 0.0 LnGrp LOS C A Approach Vol, veh/h 122 Approach Delay, s/veh 27.0 Approach LOS C

NBL

NBT

SBT SBR

0 0 0 1.00 1.00

120 120 0

160 160 0

1.00 No 1969 126 0.95 2 1959 0.52 3938 126 1870 0.5 0.5

1.00 No 1969 168 0.95 2 1959 0.52 3938 168 1870 0.6 0.6

3.4 A 126 3.4 A

3.5 A 168 3.5 A

0 0 0 1.00 1.00

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 1959 1959 0.00 0.06 0.09 0 4701 4701 1.00 1.00 1.00 0.00 1.00 1.00 0.0 3.4 3.4 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.2

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0

0.0 A

Timer - Assigned Phs 2 Phs Duration (G+Y+Rc), s 21.0 Change Period (Y+Rc), s 6.0 Max Green Setting (Gmax), s 36.0 Max Q Clear Time (g_c+I1), s 2.5 Green Ext Time (p_c), s 2.2 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

08/29/2022

4 7.6 4.5 43.5 4.7 0.4

6 21.0 6.0 36.0 2.6 3.1

10.4 B

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 3

HCM 6th Signalized Intersection Capacity Analysis 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL Lane Configurations Traffic Volume (veh/h) 20 Future Volume (veh/h) 20 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1483 Adj Flow Rate, veh/h 21 Peak Hour Factor 0.95 Percent Heavy Veh, % 32 Opposing Right Turn Influence Yes Cap, veh/h 24 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.11 Unsig. Movement Delay Ln Grp Delay, s/veh 27.0 Ln Grp LOS C Approach Vol, veh/h 122 Approach Delay, s/veh 27.0 Approach LOS C Timer: Assigned Phs Case No Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green (Gmax), s Max Allow Headway (MAH), s Max Q Clear (g_c+l1), s Green Ext Time (g_e), s Prob of Phs Call (p_c) Prob of Max Out (p_x)

08/29/2022

EBR

NBL

NBT

SBT

SBR

95 95 14 0 1.00 1.00

0 0 5 0 1.00 1.00

120 120 2 0

160 160 6 0

1.00 No

0 0 16 0 1.00 1.00

1870 100 0.95 2

1969 126 0.95 2

1969 168 0.95 2

0 0 0.95 0

115 1.00 0.11

0 0 0.95 0 No 0 1.00 0.00

1959 1.00 0.52

0 1.00 0.00

0.0 A

3.4 A 126 3.4 A

3.5 A 168 3.5 A

0.0 A

2 2 8.0 21.0 6.0 36.0 9.1 2.5 2.2 1.00 0.00

4 4 12.0 7.6 4.5 43.5 4.0 4.7 0.4 0.62 0.00

6 6 8.0 21.0 6.0 36.0 9.1 2.6 3.1 1.00 0.00

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 0

7 221

1 0

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 3938

4 11

6 3938

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 0

14 1051

16 0

Left Lane Group Data Assigned Mvmt Lane Assignment

7 L+T+R

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

0 Synchro 11 Report Page 4

08/29/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 122 1283 2.7 2.7 0 0 0.0 0.0 0.0 0.0 0.0 0.17 141 0.87 1948 1.00 12.5 14.4 0.0 27.0 0.5 0.6 0.0 1.80 1.9 0.08 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 2 126 1870 0.5 0.5 1959 0.06 4701 1.00 3.4 0.1 0.0 3.4 0.0 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

6 T 2 168 1870 0.6 0.6 1959 0.09 4701 1.00 3.4 0.1 0.0 3.5 0.1 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 5

08/29/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.1 0.01 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.2 0.01 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.82 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

10.4 B

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 6

HCM 6th TWSC 400: Dixie Highway & 173rd Street

Intersection Int Delay, s/veh

08/29/2022

0.2

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 5 115 2 5 250 Future Vol, veh/h 1 5 115 2 5 250 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 5 121 2 5 263 Major/Minor Minor1 Conflicting Flow All 264 Stage 1 122 Stage 2 142 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 703 Stage 1 890 Stage 2 870 Platoon blocked, % Mov Cap-1 Maneuver 700 Mov Cap-2 Maneuver 700 Stage 1 890 Stage 2 867 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 8.9 A

Major1 62 0 6.94 3.32 990 990 -

Major2 0 123 - 4.14 - 2.22 - 1462 - 1462 -

NB 0

SB 0.1

NBT NBRWBLn1 SBL - 926 1462 - 0.007 0.004 8.9 7.5 A A 0 0

0 -

SBT 0 A -

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 7

HCM 6th TWSC 600: Dixie Highway & 174th Street

Intersection Int Delay, s/veh

08/29/2022

0.1

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 1 115 1 1 250 Future Vol, veh/h 1 1 115 1 1 250 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 1 121 1 1 263 Major/Minor Minor1 Conflicting Flow All 256 Stage 1 122 Stage 2 134 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 711 Stage 1 890 Stage 2 878 Platoon blocked, % Mov Cap-1 Maneuver 710 Mov Cap-2 Maneuver 710 Stage 1 890 Stage 2 877 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 9.4 A

Major1 61 0 6.94 3.32 991 991 -

Major2 0 122 - 4.14 - 2.22 - 1463 - 1463 -

NB 0

SB 0

NBT NBRWBLn1 SBL - 827 1463 - 0.003 0.001 9.4 7.5 A A 0 0

0 -

SBT 0 A -

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 8

HCM 6th Signalized Intersection Summary 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 25 Future Volume (veh/h) 25 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 26 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 849 Arrive On Green 0.02 Sat Flow, veh/h 1781 Grp Volume(v), veh/h 26 Grp Sat Flow(s),veh/h/ln 1781 Q Serve(g_s), s 0.5 Cycle Q Clear(g_c), s 0.5 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 849 V/C Ratio(X) 0.03 Avail Cap(c_a), veh/h 1008 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 6.8 Incr Delay (d2), s/veh 0.0 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.8 LnGrp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

1 6.3 3.5 9.5 3.4 0.1

08/29/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

185 185 0

60 60 0 1.00 1.00

65 65 0 1.00 1.00

140 140 0

1 1 0 1.00 1.00

60 60 0 1.00 1.00

80 80 0

100 100 0 1.00 1.00

5 5 0 1.00 1.00

170 170 0

70 70 0 1.00 1.00

1870 63 0.95 2 496 0.60 828 130 1706 3.0 3.0 0.49 1021 0.13 1021 1.00 1.00 7.8 0.3 0.0 1.8

1796 68 0.95 7 742 0.03 1711 68 1711 1.4 1.4 1.00 742 0.09 870 1.00 1.00 6.5 0.1 0.0 0.8

1870 1 0.95 2 15 0.61 24 76 1836 1.5 1.5 0.01 1127 0.07 1127 1.00 1.00 7.0 0.1 0.0 1.0

1870 63 0.95 2 206 0.04 1781 63 1781 2.7 2.7 1.00 206 0.31 300 1.00 1.00 31.8 0.8 0.0 2.1

1870 105 0.95 2 244 0.16 1572 105 1572 5.4 5.4 1.00 244 0.43 419 1.00 1.00 34.4 2.5 0.0 4.0

1470 5 0.95 29 174 0.00 1400 5 1400 0.3 0.3 1.00 174 0.03 301 1.00 1.00 34.9 0.1 0.0 0.2

8.1 A 284 8.0 A

8.1 A

6.5 A

7.1 A 216 6.9 A

7.1 A

32.6 C

35.1 D 252 35.2 D

37.0 D

35.0 C

2 59.9 6.0 29.0 5.0 4.1

3 3.9 3.5 8.5 2.3 0.0

4 20.0 6.0 24.0 7.4 1.6

5 4.9 3.5 9.5 2.5 0.0

6 61.2 6.0 29.0 3.5 2.2

7 7.3 3.5 8.5 4.7 0.0

8 16.6 6.0 24.0 8.4 2.1

1.00 No 1856 195 0.95 3 1581 0.60 2641 128 1763 2.8 2.8 1055 0.12 1055 1.00 1.00 7.8 0.2 0.0 1.8

1.00 No 1841 147 0.95 4 2186 0.61 3561 72 1749 1.5 1.5 1073 0.07 1073 1.00 1.00 7.0 0.1 0.0 0.9

1.00 No 1856 84 0.95 3 274 0.16 1763 84 1763 3.8 3.8 274 0.31 470 1.00 1.00 33.7 1.3 0.0 3.0

1.00 No 1870 179 0.95 2 291 0.12 2482 126 1777 6.1 6.1 209 0.60 474 1.00 1.00 37.7 5.9 0.0 5.3 43.6 D 258 44.1 D

1870 74 0.95 2 116 0.12 988 127 1693 6.4 6.4 0.58 199 0.64 451 1.00 1.00 37.9 7.1 0.0 5.4 45.0 D

23.8 C

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 9

HCM 6th Signalized Intersection Capacity Analysis 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 25 Future Volume (veh/h) 25 Number 5 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 26 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 849 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.02 Unsig. Movement Delay Ln Grp Delay, s/veh 6.8 Ln Grp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS

08/29/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

185 185 2 0

60 60 12 0 1.00 1.00

65 65 1 0 1.00 1.00

140 140 6 0

1 1 16 0 1.00 1.00

60 60 7 0 1.00 1.00

80 80 4 0

100 100 14 0 1.00 1.00

5 5 3 0 1.00 1.00

170 170 8 0

70 70 18 0 1.00 1.00

1856 195 0.95 3

1870 63 0.95 2

1841 147 0.95 4

1870 1 0.95 2

1870 105 0.95 2

1870 74 0.95 2

2186 1.00 0.61

15 1.00 0.61

274 1.00 0.16

244 1.00 0.16

1470 5 0.95 29 Yes 174 1.00 0.00

1870 179 0.95 2

496 1.00 0.60

1870 63 0.95 2 Yes 206 1.00 0.04

1856 84 0.95 3

1581 1.00 0.60

1796 68 0.95 7 Yes 742 1.00 0.03

291 1.00 0.12

116 1.00 0.12

8.1 A 284 8.0 A

8.1 A

6.5 A

7.1 A 216 6.9 A

7.1 A

32.6 C

35.1 D 252 35.2 D

37.0 D

35.0 C

43.6 D 258 44.1 D

45.0 D

1 1 1.1 6.3 3.5 9.5 3.7 3.4 0.1 0.82 0.05

2 2 4.0 59.9 6.0 29.0 9.1 5.0 4.1 1.00 0.08

3 3 1.1 3.9 3.5 8.5 3.9 2.3 0.0 0.12 0.00

4 4 4.0 20.0 6.0 24.0 7.3 7.4 1.6 1.00 0.05

5 5 1.1 4.9 3.5 9.5 3.7 2.5 0.0 0.48 0.00

6 6 4.0 61.2 6.0 29.0 9.0 3.5 2.2 1.00 0.01

7 7 1.1 7.3 3.5 8.5 3.8 4.7 0.0 0.79 0.97

8 8 4.0 16.6 6.0 24.0 7.2 8.4 2.1 1.00 0.11

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

1 1711

1.00 No

3 1400

5 1781

1.00 No

7 1781

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 2641

4 1763

6 3561

8 2482

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 828

14 1572

16 24

18 988

Left Lane Group Data Assigned Mvmt Lane Assignment

1 L (Pr/Pm)

0 3 L (Pr/Pm)

0 5 L (Pr/Pm)

1.00 No

0 7 L (Pr/Pm)

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

0 Synchro 11 Report Page 10

08/29/2022

1 68 1711 1.4 1.4 1077 0 53.9 50.9 0.2 0.0 0.0 1.00 742 0.09 870 1.00 6.5 0.1 0.0 6.5 0.4 0.0 0.0 1.80 0.8 0.06 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 5 1400 0.3 0.3 939 0 10.6 8.5 0.0 0.0 0.0 1.00 174 0.03 301 1.00 34.9 0.1 0.0 35.0 0.1 0.0 0.0 1.80 0.2 0.03 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 26 1781 0.5 0.5 1240 0 53.9 53.7 0.0 0.0 0.0 1.00 849 0.03 1008 1.00 6.8 0.0 0.0 6.8 0.2 0.0 0.0 1.80 0.3 0.03 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 63 1781 2.7 2.7 1127 0 12.5 4.1 0.5 0.0 0.0 1.00 206 0.31 300 1.00 31.8 0.8 0.0 32.6 1.1 0.0 0.0 1.80 2.1 0.18 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 1 128 1763 2.8 2.8 1055 0.12 1055 1.00 7.8 0.2 0.0 8.1 0.9 0.1

4 T 1 84 1763 3.8 3.8 274 0.31 470 1.00 33.7 1.3 0.0 35.1 1.6 0.1

6 T 1 72 1749 1.5 1.5 1073 0.07 1073 1.00 7.0 0.1 0.0 7.1 0.5 0.0

8 T 1 126 1777 6.1 6.1 209 0.60 474 1.00 37.7 5.9 0.0 43.6 2.6 0.3

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Synchro 11 Report Page 11

08/29/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 1.8 0.08 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 3.0 0.15 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.9 0.03 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 5.3 0.14 0.0 0.0 0.0 0.0 0 0.0

12 T+R 1 130 1706 3.0 3.0 0.0 0.0 0.49 1021 0.13 1021 1.00 7.8 0.3 0.0 8.1 0.9 0.1 0.0 1.80 1.8 0.08 0.0 0.0 0.0 0.0 0 0.0

14 T+R 1 105 1572 5.4 5.4 0.0 0.0 1.00 244 0.43 419 1.00 34.4 2.5 0.0 37.0 2.0 0.2 0.0 1.80 4.0 0.19 0.0 0.0 0.0 0.0 0 0.0

16 T+R 1 76 1836 1.5 1.5 0.0 0.0 0.01 1127 0.07 1127 1.00 7.0 0.1 0.0 7.1 0.5 0.0 0.0 1.80 1.0 0.04 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 127 1693 6.4 6.4 0.0 0.0 0.58 199 0.64 451 1.00 37.9 7.1 0.0 45.0 2.6 0.4 0.0 1.80 5.4 0.15 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

23.8 C

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 12

HCM 6th TWSC 1000: Dixmoor Drive & 175th Street

Intersection Int Delay, s/veh

08/29/2022

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 270 1 1 270 2 2 Future Vol, veh/h 270 1 1 270 2 2 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 284 1 1 284 2 2 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 285 - 4.14 - 2.22 - 1274 - 1274 -

Minor1 0 429 - 285 - 144 - 6.84 - 5.84 - 5.84 - 3.52 - 554 - 738 - 868 - 553 - 553 - 738 - 867

WB 0

NB 10.3 B

EB 0

NBLn1 679 0.006 10.3 B 0

143 6.94 3.32 879 879 -

EBT EBR WBL WBT - 1274 - 0.001 7.8 0 A A 0 -

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 13

HCM 6th TWSC 1100: Howe Avenue & 175th Street

Intersection Int Delay, s/veh

08/29/2022

0.3

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 260 2 1 270 5 10 Future Vol, veh/h 260 2 1 270 5 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 274 2 1 284 5 11 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 276 - 4.14 - 2.22 - 1284 - 1284 -

Minor1 0 419 - 275 - 144 - 6.84 - 5.84 - 5.84 - 3.52 - 562 - 747 - 868 - 561 - 561 - 747 - 867

WB 0

NB 10 B

EB 0

NBLn1 742 0.021 10 B 0.1

138 6.94 3.32 885 885 -

EBT EBR WBL WBT - 1284 - 0.001 7.8 0 A A 0 -

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 14

HCM 6th TWSC 1200: Golfview Avenue & 175th Street

Intersection Int Delay, s/veh

08/29/2022

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 260 5 1 275 1 2 Future Vol, veh/h 260 5 1 275 1 2 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 95 95 95 95 95 95 Heavy Vehicles, % 3 2 2 2 2 2 Mvmt Flow 274 5 1 289 1 2 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 279 - 4.14 - 2.22 - 1281 - 1281 -

Minor1 0 424 - 277 - 147 - 6.84 - 5.84 - 5.84 - 3.52 - 558 - 745 - 865 - 557 - 557 - 745 - 864

WB 0

NB 9.9 A

EB 0

NBLn1 738 0.004 9.9 A 0

140 6.94 3.32 882 882 -

EBT EBR WBL WBT - 1281 - 0.001 7.8 0 A A 0 -

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 15

HCM 6th TWSC 1300: Western Ave & 175th Street

Intersection Int Delay, s/veh

08/29/2022

0.2

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 260 5 5 270 1 5 Future Vol, veh/h 260 5 5 270 1 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 274 5 5 284 1 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 279 - 4.14 - 2.22 - 1281 - 1281 -

Minor1 0 429 - 277 - 152 - 6.84 - 5.84 - 5.84 - 3.52 - 554 - 745 - 860 - 551 - 551 - 745 - 856

WB 0.1

NB 9.5 A

EB 0

NBLn1 802 0.008 9.5 A 0

140 6.94 3.32 882 882 -

EBT EBR WBL WBT - 1281 - 0.004 7.8 0 A A 0 -

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 16

HCM 6th Signalized Intersection Summary 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 89 Arrive On Green 0.36 Sat Flow, veh/h 3 Grp Volume(v), veh/h 97 Grp Sat Flow(s),veh/h/ln 1824 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 1.5 Prop In Lane 0.01 Lane Grp Cap(c), veh/h 745 V/C Ratio(X) 0.13 Avail Cap(c_a), veh/h 1269 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 9.0 Incr Delay (d2), s/veh 0.2 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.1 LnGrp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

08/29/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

170 170 0

65 65 0 1.00 1.00

80 80 0 1.00 1.00

190 190 0

1 1 0 1.00 1.00

70 70 0 1.00 1.00

1 1 0

95 95 0 1.00 1.00

1 1 0 1.00 1.00

1 1 0

1 1 0 1.00 1.00

1856 68 0.95 3 567 0.36 1572 68 1572 1.2 1.2 1.00 567 0.12 1021 1.00 1.00 8.9 0.2 0.0 0.6

1870 84 0.95 2 674 0.07 1781 84 1781 1.1 1.1 1.00 674 0.12 1205 1.00 1.00 6.0 0.1 0.0 0.4

1870 1 0.95 2 10 0.54 18 103 1852 1.1 1.1 0.01 1007 0.10 2094 1.00 1.00 4.6 0.1 0.0 0.4

1870 74 0.95 2 406 0.17 1397 75 1423 1.9 1.9 0.99 411 0.18 1231 1.00 1.00 15.2 1.0 0.0 1.1

1870 100 0.95 2 384 0.17 1585 100 1585 2.1 2.1 1.00 384 0.26 1300 1.00 1.00 12.7 1.6 0.0 1.4

1870 1 0.95 2 164 0.17 292 3 1642 0.0 0.1 0.33 391 0.01 1285 1.00 1.00 14.4 0.0 0.0 0.0

9.2 A 248 9.1 A

9.1 A

6.1 A

4.7 A

16.2 B

14.4 B

14.5 B

2 13.0 6.0 31.0 4.1 2.4

3 7.6 4.5 15.5 3.1 0.1

4 21.0 6.0 27.0 3.5 2.3

1.00 No 1826 179 0.95 5 1226 0.36 3399 83 1578 1.5 1.5 569 0.15 1025 1.00 1.00 9.0 0.3 0.0 0.7

1.00 No 1856 200 0.95 3 1956 0.54 3597 98 1763 1.1 1.1 958 0.10 1992 1.00 1.00 4.6 0.1 0.0 0.4 4.7 A 285 5.1 A

6 13.0 6.0 31.0 2.1 0.0

1.00 No 1870 1 0.95 2 4 0.17 26 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 175 15.1 B

1.00 No 1870 1 0.95 2 135 0.17 803 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 3 14.5 B

1870 1 0.95 2 92 0.17 547 0 0 0.0 0.0 0.33 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A

8 28.6 6.0 47.0 3.1 2.3

9.0 A

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 17

HCM 6th Signalized Intersection Capacity Analysis 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 89 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.36 Unsig. Movement Delay Ln Grp Delay, s/veh 9.1 Ln Grp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS

08/29/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

170 170 4 0

65 65 14 0 1.00 1.00

80 80 3 0 1.00 1.00

190 190 8 0

1 1 18 0 1.00 1.00

70 70 5 0 1.00 1.00

1 1 2 0

95 95 12 0 1.00 1.00

1 1 1 0 1.00 1.00

1 1 6 0

1 1 16 0 1.00 1.00

1826 179 0.95 5

1856 68 0.95 3

1856 200 0.95 3

1870 1 0.95 2

1870 100 0.95 2

1870 1 0.95 2

1956 1.00 0.54

10 1.00 0.54

4 1.00 0.17

384 1.00 0.17

1870 1 0.95 2 Yes 164 1.00 0.17

1870 1 0.95 2

567 1.00 0.36

1870 74 0.95 2 Yes 406 1.00 0.17

1870 1 0.95 2

1226 1.00 0.36

1870 84 0.95 2 Yes 674 1.00 0.07

135 1.00 0.17

92 1.00 0.17

9.2 A 248 9.1 A

9.1 A

6.1 A

4.7 A 285 5.1 A

4.7 A

16.2 B

0.0 A 175 15.1 B

14.4 B

14.5 B

0.0 A 3 14.5 B

0.0 A

2 2 7.0 13.0 6.0 31.0 8.4 4.1 2.4 0.87 0.01

3 3 1.2 7.6 4.5 15.5 3.7 3.1 0.1 0.62 0.00

4 4 7.3 21.0 6.0 27.0 6.8 3.5 2.3 1.00 0.01

6 6 8.0 13.0 6.0 31.0 9.6 2.1 0.0 0.87 0.00

8 8 4.0 28.6 6.0 47.0 7.0 3.1 2.3 1.00 0.00

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 1397

3 1781

7 3

1 292

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 26

4 3399

6 803

8 3597

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 1585

14 1572

16 547

18 18

5 3 L+TL (Pr/Pm)

7 L+T

Left Lane Group Data Assigned Mvmt Lane Assignment

1.00 No

1 L+T+R

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

1.00 No

0 Synchro 11 Report Page 18

08/29/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 75 1423 1.9 1.9 1437 1782 7.0 6.9 1.9 0.0 0.0 0.99 411 0.18 1231 1.00 15.2 1.0 0.0 16.2 0.5 0.1 0.0 1.80 1.1 0.04 0.0 0.0 0.0 0.0 0 0.0

1 84 1781 1.1 1.1 1133 0 17.0 13.5 0.3 0.0 0.0 1.00 674 0.12 1205 1.00 6.0 0.1 0.0 6.1 0.2 0.0 0.0 1.80 0.4 0.04 0.0 0.0 0.0 0.0 0 0.0

1 97 1824 0.0 1.5 1200 0 15.0 15.0 0.0 12.5 1.5 0.01 745 0.13 1269 1.00 9.0 0.2 0.0 9.1 0.4 0.0 0.0 1.80 0.8 0.05 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 3 1642 0.0 0.1 1314 0 7.0 5.1 0.0 3.0 0.1 0.33 391 0.01 1285 1.00 14.4 0.0 0.0 14.5 0.0 0.0 0.0 1.80 0.0 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

4 T 1 83 1578 1.5 1.5 569 0.15 1025 1.00 9.0 0.3 0.0 9.2 0.4 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

8 T 1 98 1763 1.1 1.1 958 0.10 1992 1.00 4.6 0.1 0.0 4.7 0.2 0.0

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 19

08/29/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.7 0.04 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.4 0.01 0.0 0.0 0.0 0.0 0 0.0

12 R 1 100 1585 2.1 2.1 1585.1 3.1 1.00 384 0.26 1300 1.00 12.7 1.6 0.0 14.4 0.6 0.2 0.0 1.80 1.4 0.05 0.0 0.0 0.0 0.0 0 0.0

14 R 1 68 1572 1.2 1.2 0.0 0.0 1.00 567 0.12 1021 1.00 8.9 0.2 0.0 9.1 0.3 0.0 0.0 1.80 0.6 0.12 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.33 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 103 1852 1.1 1.1 0.0 0.0 0.01 1007 0.10 2094 1.00 4.6 0.1 0.0 4.7 0.2 0.0 0.0 1.80 0.4 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

9.0 A

Scenario 1 Future (2029) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 20

FUTURE (2029) NO-BUILD CAPACITY REPORTS – SYNCHRO LANES, VOLUMES, TIMINGS Weekday Morning Peak Hour Weekday Evening Peak Hour Saturday Midday Peak Hour

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

08/29/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

5 5 1900 12 105 1 115 1.00

25 25 1900 11

20 20 1900 11 0 0

25 25 1900 13

115 115 1900 13 0 0

155 155 1900 11 0 0

10 10 1900 11 0 0

1.00 0.877

1.00

0.95 0.955

0.95

125 125 1900 12 50 1 45 1.00

190 190 1900 11

1.00

20 20 1900 12 45 1 40 1.00

365 365 1900 11

1.00 0.933

10 10 1900 11 95 1 130 1.00

0.95 0.992

0.95

1680

1365

2955

3255

1680

0 No

1365

0 No

2955

0 No

3255

0 No

0.950 1504 0.663 1050

0.95 20% 5

20 1042 35.5 0.95 2% 26

0.950 1711 0.726 1307

0.95 2% 21

0.95 2% 11

20 1108 37.8 0.95 8% 26

0.950 1770 0.620 1155

0.95 30% 121

0.95 2% 21

35 557 10.9 0.95 8% 384

0.950 1467 0.384 593

0.95 24% 163

0.95 23% 132

35 430 8.4 0.95 6% 200

0.95 13% 11

5 No Left

47 No Left 12 0 16

0 No Right

11 No Left

147 No Left 12 0 16

0 No Right

21 No Left

547 No Left 17 0 16

0 No Right

132 No Left

211 No Left 17 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

0.96

0.96 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 1

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

EBL 7 4 7

EBT 4

3.0 6.5 10.0 11.1% 6.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 28.0 31.1% 22.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 14.5 0.24 0.12 23.4 0.0 23.4 C 22.8 C 22.0 Hold 16.8 Hold 14.1 Hold 11.7 Hold 0.0 Skip 14 49 962

16.3 0.27 0.02 17.6 0.0 17.6 B 6.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 9 105 340 0 0 0 0.01

676 0 0 0 0.07

08/29/2022

EBR

WBL 3 8 3

WBT 8

3.0 6.5 10.0 11.1% 6.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 24.0 28.0 31.1% 22.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 14.9 0.24 0.44 28.8 0.0 28.8 C 28.0 C 22.0 Max 16.8 Gap 14.1 Gap 11.7 Gap 0.0 Skip 47 129 1028

16.3 0.27 0.03 17.6 0.0 17.6 B 6.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 3 14 95 403 0 0 0 0.03

549 0 0 0 0.27

WBR

NBL 5 2 5

NBT 2

3.0 6.5 10.0 11.1% 6.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 30.4 0.50 0.37 17.2 0.0 17.2 B 16.8 B 30.0 Max 27.2 Gap 23.4 Gap 19.9 Gap 26.3 Dwell 77 184 477

35.3 0.58 0.03 7.8 0.0 7.8 A 6.5 Max 6.1 Gap 0.0 Skip 0.0 Skip 0.0 Skip 3 16 45 747 0 0 0 0.03

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

1622 0 0 0 0.34

NBR

SBL 1 6 1

SBT 6

3.0 6.5 16.0 17.8% 12.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 42.0 46.7% 36.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 36.4 0.59 0.11 11.3 0.0 11.3 B 10.3 B 36.0 Hold 30.2 Hold 34.9 Hold 30.4 Hold 26.3 Dwell 16 63 350

39.9 0.65 0.26 8.6 0.0 8.6 A 12.5 Max 9.1 Gap 8.0 Gap 7.0 Gap 0.0 Skip 18 66 50 587 0 0 0 0.22

SBR

2070 0 0 0 0.10

Synchro 11 Report Page 2

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 61.2 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.44 Intersection Signal Delay: 16.7 Intersection Capacity Utilization 43.7% Analysis Period (min) 15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 68.6 50th %ile Actuated Cycle: 61 30th %ile Actuated Cycle: 54.1 10th %ile Actuated Cycle: 32.3 Splits and Phases:

08/29/2022

Intersection LOS: B ICU Level of Service A

100: Dixie Highway & 171st Street

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 3

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

08/29/2022

EBL

EBR

NBL

NBT

SBT

SBR

145 145 1900 15 1.00 0.921 0.980 1701 0.980 1701

205 205 1900 12 1.00

0 0 1900 12 1.00

395 395 2000 11 0.95

220 220 2000 12 0.95

0 0 1900 11 1.00

3433

3619

0 No

3433

3619

0 No

0.95 3% 216

0.95 2% 0

35 555 10.8 0.95 7% 416

35 557 10.9 0.95 5% 232

369 No Left 15 0 16

0 No Right

0 No Left

416 No Left 12 0 16

232 No Left 12 0 16

0 No Right

0.88 15 1 Left 20 0 0 20 Cl+Ex

1.00 9

1.00 15

0.98

0.94

1.04 9

2 Thru 100 0 0 6 Cl+Ex

0.0 0.0 0.0 94 6 Cl+Ex

Prot 4

0.0 NA 2

0.0 NA 6

45 811 12.3 0.95 22% 153

0.0 0.0 0.0

0.95 2% 0

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 4

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

EBL

EBR

NBL

08/29/2022

NBT

SBT

3.0 7.5 53.0 58.9% 48.5 3.5 1.0 0.0 4.5

15.0 21.0 37.0 41.1% 31.0 4.0 2.0 0.0 6.0

3.0 None 15.1 0.35 0.62 16.9 0.0 16.9 B 16.9 B 23.3 Gap 17.6 Gap 14.6 Gap 12.1 Gap 9.5 Gap 66 155 731

7.0 Min 17.2 0.40 0.30 10.4 0.0 10.4 B 10.4 B 22.2 Gap 17.9 Gap 15.7 Gap 15.0 Min 15.0 Min 33 76 475

7.0 Min 17.2 0.40 0.16 9.6 0.0 9.6 A 9.6 A 22.2 Hold 17.9 Hold 15.7 Hold 15.0 Min 15.0 Min 17 44 477

1655 0 0 0 0.22

2538 0 0 0 0.16

2676 0 0 0 0.09

SBR

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 43.1 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 5

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp Maximum v/c Ratio: 0.62 Intersection Signal Delay: 12.6 Intersection Capacity Utilization 41.9% Analysis Period (min) 15 90th %ile Actuated Cycle: 56 70th %ile Actuated Cycle: 46 50th %ile Actuated Cycle: 40.8 30th %ile Actuated Cycle: 37.6 10th %ile Actuated Cycle: 35 Splits and Phases:

08/29/2022 Intersection LOS: B ICU Level of Service A

200: Dixie Highway & I-294/I-80 Off-Ramp

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 6

Lanes, Volumes, Timings 400: Dixie Highway & 173rd Street

08/29/2022

WBL

WBR

NBT

NBR

SBL

SBT

5 5 1900 11 1.00 0.907 0.985 1281 0.985 1281 20 294 10.0 0.95 2% 5

10 10 1900 11 1.00

385 385 1900 11 0.95 0.998

5 5 1900 11 0.95

420 420 1900 11 0.95

3281

3281 35 500 9.7 0.95 6% 405

0.95 17% 5

0.95 29% 5

16 No Left 11 0 16

0 No Right

410 No Left 0 0 16

0 No Right

0 No Left

447 No Left 0 0 16

1.04 15 Stop

1.04 9

1.04

1.04 9

1.04 15

1.04

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.1% Analysis Period (min) 15

0.95 40% 11

Free

0.999 3375 0.999 3375 35 555 10.8 0.95 3% 442

Free

ICU Level of Service A

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 7

Lanes, Volumes, Timings 600: Dixie Highway & 174th Street

08/29/2022

WBL

WBR

NBT

NBR

SBL

SBT

1 1 1900 13 1.00 0.932 0.976 1751 0.976 1751 25 269 7.3 0.95 2% 1

1 1 1900 12 1.00

390 390 1900 11 0.95

1 1 1900 12 0.95

425 425 1900 11 0.95

3292

3388

3292 35 1022 19.9 0.95 6% 411

0.95 2% 1

3388 35 500 9.7 0.95 3% 447

2 No Left 13 0 16

0 No Right

412 No Left 0 0 16

0 No Right

0 No Left

448 No Left 0 0 16

0.96 15 Stop

1.00 9

1.04

1.00 9

1.00 15

1.04

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 22.4% Analysis Period (min) 15

0.95 2% 1

Free

ICU Level of Service A

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 8

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

08/29/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

175 175 1900 11 280 1 175 1.00

630 630 1900 11

100 100 1900 12 0 0

340 340 1900 11

5 5 1900 12 0 0

380 380 1900 12 0 0

105 105 1900 12 0 0

0.95 0.998

0.95

0.95 0.919

0.95

5 5 1900 10 155 1 210 1.00

275 275 1900 11

0.95

125 125 1900 10 300 1 195 1.00

325 325 1900 11

0.95 0.979

70 70 1900 11 325 1 175 1.00

0.95 0.958

0.95

0.950 1711 0.477 859

3332

0.950 1662 0.273 478

3414

3332

0 No

0.95 2% 184

40 651 11.1 0.95 2% 663

0.950 1652 0.389 676

3075

3414

0 No

0.95 6% 105

0.95 5% 74

40 744 12.7 0.95 2% 358

0.950 1478 0.307 478

3232

3075

0 No

3232

0 No

0.95 2% 5

0.95 2% 132

35 575 11.2 0.95 7% 342

0.95 2% 400

0.95 14% 5

35 1022 19.9 0.95 4% 289

0.95 2% 111

184 No Left

768 No Left 11 0 16

0 No Right

74 No Left

363 No Left 11 0 16

0 No Right

132 No Left

742 No Left 10 0 16

0 No Right

5 No Left

400 No Left 10 0 16

0 No Right

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 9

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

EBL 5 2 5

EBT 2

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 37.3 0.41 0.56 24.0 0.0 24.0 C 21.9 C 29.0 Coord 30.3 Coord 35.4 Coord 39.0 Coord 53.0 Coord 177 267 571

47.5 0.53 0.34 13.5 0.0 13.5 B 9.5 Max 9.7 Max 10.4 Gap 8.9 Gap 7.0 Gap 50 97 280 546 0 0 0 0.34

1382 0 0 0 0.56

EBR

WBL 1 6 1

WBT 6

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 33.9 0.38 0.28 21.5 0.0 21.5 C 20.1 C 29.0 Coord 29.0 Coord 32.4 Coord 36.6 Coord 42.5 Coord 76 118 664

43.9 0.49 0.22 13.1 0.0 13.1 B 9.5 Max 8.4 Gap 7.4 Gap 6.5 Gap 0.0 Skip 19 44 325 368 0 0 0 0.20

1286 0 0 0 0.28

WBR

08/29/2022

NBL 7 4 7

NBT 4

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 29.5 0.33 0.74 32.1 0.0 32.1 C 30.5 C 26.2 Max 35.8 Gap 31.7 Gap 29.0 Gap 25.0 Gap 186 #298 495

33.7 0.37 0.39 21.3 0.0 21.3 C 8.5 Max 8.5 Max 8.5 Max 8.5 Max 7.0 Gap 50 83 300 345 0 0 0 0.38

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

1009 0 0 0 0.74

NBR

SBL 3 8 3

SBT 8

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 19.8 0.22 0.56 33.9 0.0 33.9 C 33.7 C 24.0 Hold 23.8 Hold 19.7 Hold 17.0 Hold 14.5 Hold 107 144 942

28.1 0.31 0.02 15.6 0.0 15.6 B 6.3 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 2 8 155 258 0 0 0 0.02

SBR

861 0 0 0 0.46

Synchro 11 Report Page 10

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

08/29/2022

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 26.2 Intersection LOS: C Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases:

800: Dixie Highway & 175th Street/Governors Highway

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 11

Lanes, Volumes, Timings 1000: Dixmoor Drive & 175th Street

08/29/2022

EBT

EBR

WBL

WBT

NBL

NBR

900 900 1900 11 0.95

1 1 1900 11 0.95

2 2 1900 11 0.95

570 570 1900 11 0.95

5 5 1900 12 1.00

3418

3421

3418 40 723 12.3 0.95 2% 947

0.95 100% 1

0.95 2% 2

3421 40 651 11.1 0.95 2% 600

5 5 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 303 8.3 0.95 2% 5

948 No Left 0 0 16

0 No Right

0 No Left

602 No Left 0 0 16

10 No Left 12 0 16

0 No Right

1.04

1.04 9

1.04 15

1.04

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 34.9% Analysis Period (min) 15

Free

0 0

0.95 2% 5

ICU Level of Service A

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 12

Lanes, Volumes, Timings 1100: Howe Avenue & 175th Street

08/29/2022

EBT

EBR

WBL

WBT

NBL

NBR

895 895 1900 10 0.95 0.999

5 5 1900 10 0.95

1 1 1900 10 0.95

575 575 1900 10 0.95

5 5 1900 12 1.00

3297

3303

3297 40 717 12.2 0.95 2% 942

0.95 17% 5

0.95 2% 1

3303 40 723 12.3 0.95 2% 605

5 5 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 340 9.3 0.95 2% 5

947 No Left 0 0 16

0 No Right

0 No Left

606 No Left 0 0 16

10 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 34.9% Analysis Period (min) 15

Free

0 0

0.95 2% 5

ICU Level of Service A

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 13

Lanes, Volumes, Timings 1200: Golfview Avenue & 175th Street

08/29/2022

EBT

EBR

WBL

WBT

NBL

NBR

895 895 1900 10 0.95 0.999

5 5 1900 10 0.95

1 1 1900 10 0.95

580 580 1900 10 0.95

5 5 1900 12 1.00

3300

3303

3300 40 532 9.1 0.95 2% 942

0.95 2% 5

0.95 2% 1

3303 40 717 12.2 0.95 2% 611

10 10 1900 12 1.00 0.958 0.967 1528 0.967 1528 25 436 11.9 0.95 13% 11

947 No Left 0 0 16

0 No Right

0 No Left

612 No Left 0 0 16

16 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 34.9% Analysis Period (min) 15

Free

0 0

0.95 20% 5

ICU Level of Service A

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 14

Lanes, Volumes, Timings 1300: Western Ave & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

08/29/2022

EBT

EBR

WBL

WBT

NBL

NBR

895 895 1900 10 0.95

1 1 1900 10 0.95

5 5 1900 10 0.95

585 585 1900 10 0.95

5 5 1900 12 1.00

3303

3303 40 1316 22.4 0.95 942

0.95 1

0.95 5

3303 40 532 9.1 0.95 616

5 5 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 482 13.1 0.95 5

943 No Left 0 0 16

0 No Right

0 No Left

621 No Left 0 0 16

10 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 34.8% Analysis Period (min) 15

Free

0 0

0.95 5

ICU Level of Service A

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 15

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

08/29/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

1 1 1900 12 0 0 25 0.95

540 540 1900 11

120 120 1900 12 125 1

415 415 1900 12

1 1 1900 12 0 0

355 355 1900 12 0 1

1 1 1900 12 0 0

0.95

1.00

1.00 0.850

1 1 1900 12 0 0 25 1.00

1 1 1900 12

1.00 0.850

185 185 1900 11 0 0 25 1.00

1 1 1900 11

0.95

175 175 1900 12 260 1 105 1.00

1.00

1509

3505

3421 0.954 3264

3505

0 No

0.953 1716 0.726 1307

0.95 2% 1

35 527 10.3 0.95 2% 568

0.95 2% 1

0.95 2% 195

40 787 13.4 0.95 2% 1

1509 No

0.950 1770 0.310 577

0.95 7% 126

0.95 2% 184

40 1316 22.4 0.95 3% 437

1583

1583 No

1.00 0.955 0.984 1750 0.929 1653

0.95 2% 374

0.95 2% 1

25 196 5.3 0.95 2% 1

0 0 No

0.95 2% 1

0 No Left

569 No Left 17 0 16

126 No Right

184 No Left

438 No Left 16 0 16

0 No Right

0 No Left

196 No Left 17 0 16

374 No Right

0 No Left

3 No Left 0 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

0.0 0.0 0.0

Perm

pm+pt

0.0 NA pm+ov

Perm

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

Perm

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 16

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

Lane Group Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Cycle Length: 90

EBL 4 4 15.0 23.0 32.0 35.6% 26.0 4.0 2.0 Lag Yes 5.0 Min

26.0 Max 25.6 Gap 21.7 Gap 17.3 Gap 15.0 Min

EBT 4 4 15.0 23.0 32.0 35.6% 26.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 21.0 0.31 0.55 22.4 0.0 22.4 C 22.1 C 26.0 Max 25.6 Gap 21.7 Gap 17.3 Gap 15.0 Min 96 188 447 1318 0 0 0 0.43

EBR

WBR

08/29/2022

WBT 8

4 4

WBL 3 8 3

NBL

15.0 23.0 32.0 35.6% 26.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 21.0 0.31 0.26 20.8 0.0 20.8 C

5.0 9.5 22.0 24.4% 17.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 36.6 0.55 0.38 10.8 0.0 10.8 B

15.0 23.0 54.0 60.0% 48.0 4.0 2.0 0.0 6.0

8.0 22.0 36.0 40.0% 30.0 4.0 2.0

8.0 22.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0

7.0 None

26.0 Max 25.6 Gap 21.7 Gap 17.3 Gap 15.0 Min 37 97

14.3 Gap 10.3 Gap 8.9 Gap 7.7 Gap 6.4 Gap 33 83

5.0 Min 35.1 0.53 0.24 9.5 0.0 9.5 A 9.8 A 44.8 Hold 40.4 Hold 35.1 Hold 29.5 Hold 25.9 Hold 45 91 1236

7.0 None 19.2 0.29 0.52 26.6 0.0 26.6 C 17.3 B 28.9 Gap 22.0 Gap 18.9 Gap 15.7 Gap 12.3 Gap 66 144 707

125 609 0 0 0 0.21

260 641 0 0 0 0.29

2 2

28.9 Gap 22.0 Gap 18.9 Gap 15.7 Gap 12.3 Gap

2613 0 0 0 0.17

NBT 2 2

609 0 0 0 0.32

NBR 3 2 3

SBL

5.0 9.5 22.0 24.4% 17.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 34.8 0.52 0.45 12.4 0.0 12.4 B

8.0 22.0 36.0 40.0% 30.0 4.0 2.0

8.0 22.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0

7.0 None

14.3 Gap 10.3 Gap 8.9 Gap 7.7 Gap 6.4 Gap 89 165

28.9 Hold 22.0 Hold 18.9 Hold 15.7 Hold 12.3 Hold

7.0 None 19.2 0.29 0.01 18.7 0.0 18.7 B 18.7 B 28.9 Hold 22.0 Hold 18.9 Hold 15.7 Hold 12.3 Hold 1 7 116

1033 0 0 0 0.36

6 6

SBT 6

SBR

770 0 0 0 0.00

Other

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 17

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street Actuated Cycle Length: 66.7 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 16.6 Intersection Capacity Utilization 59.4% Analysis Period (min) 15 90th %ile Actuated Cycle: 85.7 70th %ile Actuated Cycle: 74.4 50th %ile Actuated Cycle: 66 30th %ile Actuated Cycle: 57.2 10th %ile Actuated Cycle: 50.2 Splits and Phases:

08/29/2022

Intersection LOS: B ICU Level of Service B

1400: Governors Highway/Private Driveway & 175th Street

Scenario 1 Future (2029) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 18

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

08/29/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

10 10 1900 12 105 1 115 1.00

20 20 1900 11

20 20 1900 11 0 0

30 30 1900 13

150 150 1900 13 0 0

55 55 1900 11 0 0

5 5 1900 11 0 0

1.00 0.875

1.00

0.95 0.973

0.95

120 120 1900 12 50 1 45 1.00

335 335 1900 11

1.00

25 25 1900 12 45 1 40 1.00

250 250 1900 11

1.00 0.925

15 15 1900 11 95 1 130 1.00

0.95 0.998

0.95

1666

1569

3129

3414

1666

0 No

1569

0 No

3129

0 No

3414

0 No

0.950 1770 0.638 1188

0.95 2% 11

20 1042 35.5 0.95 2% 21

0.950 1711 0.730 1314

0.95 2% 21

0.95 2% 16

20 1108 37.8 0.95 2% 32

0.950 1770 0.538 1002

0.95 11% 158

0.95 2% 26

35 557 10.9 0.95 2% 263

0.950 1687 0.472 838

0.95 38% 58

0.95 7% 126

35 430 8.4 0.95 2% 353

0.95 2% 5

11 No Left

42 No Left 12 0 16

0 No Right

16 No Left

190 No Left 12 0 16

0 No Right

26 No Left

321 No Left 17 0 16

0 No Right

126 No Left

358 No Left 17 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

0.96

0.96 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 1

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

EBL 7 4 7

EBT 4

3.0 6.5 8.0 8.9% 4.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 14.7 0.26 0.10 18.6 0.0 18.6 B 17.6 B 23.3 Hold 16.2 Hold 13.7 Hold 11.7 Hold 9.5 Hold 10 40 962

18.0 0.32 0.03 13.9 0.0 13.9 B 4.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 2 13 105 435 0 0 0 0.03

962 0 0 0 0.04

08/29/2022

EBR

WBL 3 8 3

WBT 8

3.0 6.5 8.0 8.9% 4.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 24.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 14.7 0.26 0.46 23.3 0.0 23.3 C 22.6 C 23.3 Gap 16.2 Gap 13.7 Gap 11.7 Gap 9.5 Gap 49 139 1028

18.0 0.32 0.03 14.0 0.0 14.0 B 4.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 3 16 95 460 0 0 0 0.03

906 0 0 0 0.21

WBR

NBL 5 2 5

NBT 2

3.0 6.5 8.0 8.9% 4.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 17.9 0.32 0.32 17.9 0.0 17.9 B 17.3 B 23.3 Gap 17.9 Gap 15.4 Gap 15.0 Min 15.3 Dwell 40 104 477

24.0 0.43 0.05 8.8 0.0 8.8 A 4.5 Max 4.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 3 19 45 500 0 0 0 0.05

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

1446 0 0 0 0.22

NBR

SBL 1 6 1

SBT 6

3.0 6.5 16.0 17.8% 12.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 38.0 42.2% 32.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 24.3 0.44 0.24 12.4 0.0 12.4 B 11.5 B 30.3 Hold 21.8 Hold 26.4 Hold 25.2 Hold 15.3 Dwell 28 98 350

29.5 0.53 0.22 8.9 0.0 8.9 A 11.5 Gap 8.4 Gap 7.5 Gap 6.7 Gap 0.0 Skip 16 62 50 650 0 0 0 0.19

SBR

2104 0 0 0 0.17

Synchro 11 Report Page 2

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 55.5 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay: 15.7 Intersection Capacity Utilization 43.3% Analysis Period (min) 15 90th %ile Actuated Cycle: 81.6 70th %ile Actuated Cycle: 58 50th %ile Actuated Cycle: 52.1 30th %ile Actuated Cycle: 48.9 10th %ile Actuated Cycle: 36.8 Splits and Phases:

08/29/2022

Intersection LOS: B ICU Level of Service A

100: Dixie Highway & 171st Street

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 3

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

08/29/2022

EBL

EBR

NBL

NBT

SBT

SBR

55 55 1900 15 1.00 0.884 0.993 1714 0.993 1714

340 340 1900 12 1.00

0 0 1900 12 1.00

275 275 2000 11 0.95

370 370 2000 12 0.95

0 0 1900 11 1.00

3601

3725

0 No

3601

3725

0 No

0.95 2% 358

0.95 2% 0

35 555 10.8 0.95 2% 289

35 557 10.9 0.95 2% 389

416 No Left 15 0 16

0 No Right

0 No Left

289 No Left 12 0 16

389 No Left 12 0 16

0 No Right

0.88 15 1 Left 20 0 0 20 Cl+Ex

1.00 9

1.00 15

0.98

0.94

1.04 9

2 Thru 100 0 0 6 Cl+Ex

0.0 0.0 0.0 94 6 Cl+Ex

Prot 4

0.0 NA 2

0.0 NA 6

45 811 12.3 0.95 38% 58

0.0 0.0 0.0

0.95 2% 0

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 4

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

EBL

EBR

NBL

08/29/2022

NBT

SBT

3.0 7.5 57.0 63.3% 52.5 3.5 1.0 0.0 4.5

15.0 21.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0

3.0 None 16.2 0.37 0.65 16.8 0.0 16.8 B 16.8 B 24.8 Gap 19.0 Gap 15.7 Gap 13.0 Gap 10.3 Gap 75 166 731

7.0 Min 16.6 0.38 0.21 10.6 0.0 10.6 B 10.6 B 20.2 Hold 17.2 Hold 15.1 Hold 15.0 Min 15.0 Min 23 56 475

7.0 Min 16.6 0.38 0.27 10.9 0.0 10.9 B 10.9 B 20.2 Gap 17.2 Gap 15.1 Gap 15.0 Min 15.0 Min 32 74 477

1695 0 0 0 0.25

2285 0 0 0 0.13

2364 0 0 0 0.16

SBR

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 43.6 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 5

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp Maximum v/c Ratio: 0.65 Intersection Signal Delay: 13.1 Intersection Capacity Utilization 45.3% Analysis Period (min) 15 90th %ile Actuated Cycle: 55.5 70th %ile Actuated Cycle: 46.7 50th %ile Actuated Cycle: 41.3 30th %ile Actuated Cycle: 38.5 10th %ile Actuated Cycle: 35.8 Splits and Phases:

08/29/2022 Intersection LOS: B ICU Level of Service A

200: Dixie Highway & I-294/I-80 Off-Ramp

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 6

Lanes, Volumes, Timings 400: Dixie Highway & 173rd Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

08/29/2022

WBL

WBR

NBT

NBR

SBL

SBT

5 5 1900 11 1.00 0.932 0.976 1638 0.976 1638 20 294 10.0 0.95 5

5 5 1900 11 1.00

270 270 1900 11 0.95 0.994

10 10 1900 11 0.95

5 5 1900 11 0.95

705 705 1900 11 0.95

3401

3421

3401 35 500 9.7 0.95 284

0.95 11

0.95 5

3421 35 555 10.8 0.95 742

10 No Left 11 0 16

0 No Right

295 No Left 0 0 16

0 No Right

0 No Left

747 No Left 0 0 16

1.04 15 Stop

1.04 9

1.04

1.04 9

1.04 15

1.04

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.0% Analysis Period (min) 15

0.95 5

Free

ICU Level of Service A

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 7

Lanes, Volumes, Timings 600: Dixie Highway & 174th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

08/29/2022

WBL

WBR

NBT

NBR

SBL

SBT

5 5 1900 13 1.00 0.977 0.960 1805 0.960 1805 25 269 7.3 0.95 5

1 1 1900 12 1.00

280 280 1900 11 0.95 0.999

2 2 1900 12 0.95

710 710 1900 11 0.95

3418

3421

3418 35 1022 19.9 0.95 295

0.95 2

3421 35 500 9.7 0.95 747

6 No Left 13 0 16

0 No Right

297 No Left 0 0 16

0 No Right

0 No Left

749 No Left 0 0 16

0.96 15 Stop

1.00 9

1.04

1.00 9

1.00 15

1.04

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% Analysis Period (min) 15

0.95 1

Free

ICU Level of Service A

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 8

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

Lane Group 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 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) Peak Hour Factor 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 Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases

08/29/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

85 85 1900 11 280 1 175 1.00

450 450 1900 11

175 175 1900 12 0 0

565 565 1900 11

5 5 1900 12 0 0

185 185 1900 12 0 0

200 200 1900 12 0 0

0.95 0.999

0.95

0.95 0.925

0.95

10 10 1900 10 155 1 210 1.00

565 565 1900 11

0.95

130 130 1900 10 300 1 195 1.00

185 185 1900 11

0.95 0.958

215 215 1900 11 325 1 175 1.00

0.95 0.961

0.95

0.950 1711 0.359 646

3278

0.950 1711 0.237 427

3418

3278

0 No

0.95 89

40 651 11.1 0.95 474

0.950 1652 0.149 259

3165

3418

0 No

0.95 184

0.95 226

40 744 12.7 0.95 595

0.950 1652 0.521 906

3288

3165

0 No

3288

0 No

0.95 5

0.95 137

35 575 11.2 0.95 195

0.95 195

0.95 11

35 1022 19.9 0.95 595

0.95 211

89 No Left

658 No Left 11 0 16

0 No Right

226 No Left

600 No Left 11 0 16

0 No Right

137 No Left

390 No Left 10 0 16

0 No Right

11 No Left

806 No Left 10 0 16

0 No Right

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

0.0 0.0 0.0

pm+pt 5

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 2

0.0 0.0 0.0

pm+pt 1

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 6

0.0 0.0 0.0

pm+pt 7

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 4

0.0 0.0 0.0

pm+pt 3

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 8

Synchro 11 Report Page 9

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

EBL 2 5

EBT

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 38.0 42.2% 32.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 29.2 0.32 0.62 28.2 0.0 28.2 C 26.4 C 32.0 Coord 32.0 Coord 31.0 Coord 27.5 Coord 23.3 Coord 159 212 571

39.4 0.44 0.24 13.0 0.0 13.0 B 9.5 Max 8.7 Gap 7.8 Gap 7.1 Gap 0.0 Skip 24 47 280 407 0 0 0 0.22

1165 0 0 0 0.56

EBR

WBL 6 1

WBT

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 38.0 42.2% 32.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 32.6 0.36 0.48 24.0 0.0 24.0 C 24.0 C 32.0 Coord 32.8 Coord 32.7 Coord 29.9 Coord 35.6 Coord 136 188 664

42.7 0.47 0.67 23.9 0.0 23.9 C 9.5 Max 9.5 Max 9.5 Max 9.5 Max 8.8 Gap 68 109 325 338 0 0 0 0.67

1254 0 0 0 0.48

WBR

08/29/2022

NBL 4 7

NBT

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 27.0 30.0% 21.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 33.9 0.38 0.33 22.6 0.0 22.6 C 23.7 C 22.8 Max 33.0 Hold 34.0 Hold 37.5 Hold 42.4 Hold 81 144 495

38.1 0.42 0.56 26.8 0.0 26.8 C 8.5 Max 8.5 Max 9.5 Max 10.1 Gap 7.4 Gap 49 #92 300 249 0 0 0 0.55

1193 0 0 0 0.33

NBR

SBL 8 3

SBT

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 27.0 30.0% 21.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 23.7 0.26 0.93 53.0 0.0 53.0 D 52.5 D 21.0 Max 21.0 Max 21.0 Max 23.9 Max 31.5 Max ~265 #382 942

32.1 0.36 0.03 17.0 0.0 17.0 B 6.7 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 4 14 155 419 0 0 0 0.03

SBR

865 0 0 0 0.93

Intersection Summary Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 10

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

08/29/2022

Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 32.5 Intersection LOS: C Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases:

800: Dixie Highway & 175th Street/Governors Highway

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 11

Lanes, Volumes, Timings 1000: Dixmoor Drive & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

08/29/2022

EBT

EBR

WBL

WBT

NBL

NBR

705 705 1900 11 0.95 0.999

5 5 1900 11 0.95

2 2 1900 11 0.95

895 895 1900 11 0.95

5 5 1900 12 1.00

3418

3421

3418 40 723 12.3 0.95 742

0.95 5

0.95 2

3421 40 651 11.1 0.95 942

5 5 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 303 8.3 0.95 5

747 No Left 0 0 16

0 No Right

0 No Left

944 No Left 0 0 16

10 No Left 12 0 16

0 No Right

1.04

1.04 9

1.04 15

1.04

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.1% Analysis Period (min) 15

Free

0 0

0.95 5

ICU Level of Service A

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 12

Lanes, Volumes, Timings 1100: Howe Avenue & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

08/29/2022

EBT

EBR

WBL

WBT

NBL

NBR

705 705 1900 10 0.95 0.998

10 10 1900 10 0.95

5 5 1900 10 0.95

895 895 1900 10 0.95

5 5 1900 12 1.00

3297

3303

3297 40 717 12.2 0.95 742

0.95 11

0.95 5

3303 40 723 12.3 0.95 942

5 5 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 340 9.3 0.95 5

753 No Left 0 0 16

0 No Right

0 No Left

947 No Left 0 0 16

10 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 38.2% Analysis Period (min) 15

Free

0 0

0.95 5

ICU Level of Service A

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 13

Lanes, Volumes, Timings 1200: Golfview Avenue & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

08/29/2022

EBT

EBR

WBL

WBT

NBL

NBR

715 715 1900 10 0.95 0.998

10 10 1900 10 0.95

5 5 1900 10 0.95

895 895 1900 10 0.95

2 2 1900 12 1.00

3297

3303

3297 40 532 9.1 0.95 753

0.95 11

0.95 5

3303 40 717 12.2 0.95 942

5 5 1900 12 1.00 0.961 0.966 1729 0.966 1729 25 436 11.9 0.95 5

764 No Left 0 0 16

0 No Right

0 No Left

947 No Left 0 0 16

7 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 38.2% Analysis Period (min) 15

Free

0 0

0.95 2

ICU Level of Service A

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 14

Lanes, Volumes, Timings 1300: Western Ave & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

08/29/2022

EBT

EBR

WBL

WBT

NBL

NBR

725 725 1900 10 0.95 0.999

5 5 1900 10 0.95

1 1 1900 10 0.95

900 900 1900 10 0.95

1 1 1900 12 1.00

3300

3303

3300 40 1316 22.4 0.95 763

0.95 5

0.95 1

3303 40 532 9.1 0.95 947

5 5 1900 12 1.00 0.977 0.960 1747 0.960 1747 25 482 13.1 0.95 5

768 No Left 0 0 16

0 No Right

0 No Left

948 No Left 0 0 16

6 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 35.6% Analysis Period (min) 15

Free

0 0

0.95 1

ICU Level of Service A

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 15

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

Lane Group 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 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) Peak Hour Factor 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 Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases

08/29/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

1 1 1900 12 0 0 25 0.95

475 475 1900 11

185 185 1900 12 125 1

580 580 1900 12

1 1 1900 12 0 0

255 255 1900 12 0 1

1 1 1900 12 0 0

0.95

1.00

1.00 0.850

1 1 1900 12 0 0 25 1.00

1 1 1900 12

1.00 0.850

140 140 1900 11 0 0 25 1.00

1 1 1900 11

0.95

325 325 1900 12 260 1 105 1.00

1.00

1583

3539

3421 0.954 3264

3539

0 No

0.953 1716 0.726 1307

0.95 1

35 527 10.3 0.95 500

0.95 1

0.95 147

40 787 13.4 0.95 1

1583 No

0.950 1770 0.362 674

0.95 195

0.95 342

40 1316 22.4 0.95 611

1583

1583 No

1.00 0.955 0.984 1750 0.912 1622

0.95 268

0.95 1

25 196 5.3 0.95 1

0 0 No

0.95 1

0 No Left

501 No Left 17 0 16

195 No Right

342 No Left

612 No Left 16 0 16

0 No Right

0 No Left

148 No Left 17 0 16

268 No Right

0 No Left

3 No Left 0 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

0.0 0.0 0.0

Perm

pm+pt 3

0.0 NA pm+ov 2 3

Perm

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 4

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 8

0.0 0.0 0.0

Perm

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 6

Synchro 11 Report Page 16

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

Lane Group Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio

EBL 4 4

EBT

15.0 23.0 32.0 35.6% 26.0 4.0 2.0

15.0 23.0 32.0 35.6% 26.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 21.0 0.33 0.47 21.2 0.0 21.2 C 21.6 C 26.0 Max 24.1 Gap 20.4 Gap 16.2 Gap 15.0 Min 84 165 447

Lag Yes 5.0 Min

26.0 Max 24.1 Gap 20.4 Gap 16.2 Gap 15.0 Min

1466 0 0 0 0.34

EBR 4 4

WBL 8 3

WBT

NBL 2 2

NBT

15.0 23.0 32.0 35.6% 26.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 21.0 0.33 0.37 22.6 0.0 22.6 C

5.0 9.5 28.0 31.1% 23.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 41.0 0.65 0.51 10.2 0.0 10.2 B

15.0 23.0 60.0 66.7% 54.0 4.0 2.0 0.0 6.0

8.0 22.0 30.0 33.3% 24.0 4.0 2.0

8.0 22.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0

5.0 Min 41.5 0.65 0.26 7.7 0.0 7.7 A 8.6 A 50.2 Hold 42.9 Hold 36.8 Hold 30.7 Hold 29.3 Hold 60 111 1236

7.0 None

7.0 None 17.2 0.27 0.42 27.2 0.0 27.2 C 16.6 B 24.0 Max 19.5 Gap 16.4 Gap 13.8 Gap 0.0 Skip 50 120 707

26.0 Max 24.1 Gap 20.4 Gap 16.2 Gap 15.0 Min 60 145

19.7 Gap 14.3 Gap 11.9 Gap 10.0 Gap 9.8 Gap 62 132

125 711 0 0 0 0.27

260 879 0 0 0 0.39

WBR

08/29/2022

24.0 Max 19.5 Gap 16.4 Gap 13.8 Gap 0.0 Skip

2927 0 0 0 0.21

542 0 0 0 0.27

NBR 2 3

SBL 6 6

SBT

5.0 9.5 28.0 31.1% 23.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 31.0 0.49 0.35 10.7 0.0 10.7 B

8.0 22.0 30.0 33.3% 24.0 4.0 2.0

8.0 22.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0

7.0 None

19.7 Gap 14.3 Gap 11.9 Gap 10.0 Gap 9.8 Gap 56 113

24.0 Hold 19.5 Hold 16.4 Hold 13.8 Hold 0.0 Skip

7.0 None 16.6 0.26 0.01 21.7 0.0 21.7 C 21.7 C 24.0 Hold 19.5 Hold 16.4 Hold 13.8 Hold 0.0 Skip 1 8 116

1081 0 0 0 0.25

SBR

672 0 0 0 0.00

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 63.5 Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 17

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.51 Intersection Signal Delay: 14.6 Intersection Capacity Utilization 60.6% Analysis Period (min) 15 90th %ile Actuated Cycle: 86.2 70th %ile Actuated Cycle: 74.4 50th %ile Actuated Cycle: 65.2 30th %ile Actuated Cycle: 56.5 10th %ile Actuated Cycle: 35.3 Splits and Phases:

08/29/2022

Intersection LOS: B ICU Level of Service B

1400: Governors Highway/Private Driveway & 175th Street

Scenario 1 Future (2029) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 18

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

08/21/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

10 10 1900 12 105 1 115 1.00

15 15 1900 11

10 10 1900 11 0 0

10 10 1900 13

55 55 1900 13 0 0

25 25 1900 11 0 0

10 10 1900 11 0 0

1.00 0.874

1.00

0.95 0.972

0.95

55 55 1900 12 50 1 45 1.00

150 150 1900 11

1.00

10 10 1900 12 45 1 40 1.00

105 105 1900 11

1.00 0.939

5 5 1900 11 95 1 130 1.00

0.95 0.990

0.95

1691

1531

3195

3353

1691

0 No

1531

0 No

3195

0 No

3353

0 No

0.950 1770 0.700 1304

0.95 2% 11

20 1042 35.5 0.95 2% 16

0.950 1711 0.740 1332

0.95 2% 11

0.95 2% 5

20 1108 37.8 0.95 2% 11

0.950 1770 0.645 1201

0.95 14% 58

0.95 2% 11

35 557 10.9 0.95 2% 111

0.950 1703 0.627 1124

0.95 24% 26

0.95 6% 58

35 430 8.4 0.95 2% 158

0.95 18% 11

11 No Left

27 No Left 12 0 16

0 No Right

5 No Left

69 No Left 12 0 16

0 No Right

11 No Left

137 No Left 17 0 16

0 No Right

58 No Left

169 No Left 17 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

0.96

0.96 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 1

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

EBL 7 4 7

EBT 4

3.0 6.5 11.0 12.2% 7.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 9.8 0.23 0.07 16.8 0.0 16.8 B 15.2 B 13.0 Hold 10.2 Hold 9.3 Hold 0.0 Skip 0.0 Skip 4 26 962

10.9 0.26 0.03 11.3 0.0 11.3 B 6.4 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 10 105 452 0 0 0 0.02

1122 0 0 0 0.02

08/21/2022

EBR

WBL 3 8 3

WBT 8

3.0 6.5 11.0 12.2% 7.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 24.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 9.9 0.23 0.19 17.7 0.0 17.7 B 17.3 B 12.5 Gap 10.2 Gap 9.3 Gap 0.0 Skip 0.0 Skip 11 52 1028

10.7 0.25 0.01 11.2 0.0 11.2 B 5.9 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 6 95 442 0 0 0 0.01

1016 0 0 0 0.07

WBR

NBL 5 2 5

NBT 2

3.0 6.5 11.0 12.2% 7.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 25.4 0.59 0.07 12.0 0.0 12.0 B 11.6 B 15.0 Min 15.0 Min 15.0 Min 27.3 Dwell 30.0 Dwell 7 41 477

27.0 0.63 0.01 6.9 0.0 6.9 A 6.2 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 9 45 878 0 0 0 0.01

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

2277 0 0 0 0.06

NBR

SBL 1 6 1

SBT 6

3.0 6.5 16.0 17.8% 12.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 27.5 0.64 0.08 9.4 0.0 9.4 A 8.7 A 16.8 Hold 25.0 Hold 15.0 Min 27.3 Dwell 30.0 Dwell 10 45 350

28.3 0.66 0.07 6.4 0.0 6.4 A 8.0 Gap 6.5 Gap 0.0 Skip 0.0 Skip 0.0 Skip 5 27 50 928 0 0 0 0.06

SBR

2521 0 0 0 0.07

Synchro 11 Report Page 2

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 42.7 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.19 Intersection Signal Delay: 11.4 Intersection Capacity Utilization 36.4% Analysis Period (min) 15 90th %ile Actuated Cycle: 60.9 70th %ile Actuated Cycle: 47.2 50th %ile Actuated Cycle: 36.3 30th %ile Actuated Cycle: 33.3 10th %ile Actuated Cycle: 36 Splits and Phases:

08/21/2022

Intersection LOS: B ICU Level of Service A

100: Dixie Highway & 171st Street

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 3

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

08/21/2022

EBL

EBR

NBL

NBT

SBT

SBR

20 20 1900 15 1.00 0.888 0.991 1716 0.991 1716

95 95 1900 12 1.00

0 0 1900 12 1.00

120 120 2000 11 0.95

165 165 2000 12 0.95

0 0 1900 11 1.00

3601

3725

0 No

3601

3725

0 No

0.95 2% 100

0.95 2% 0

35 555 10.8 0.95 2% 126

35 557 10.9 0.95 2% 174

121 No Left 15 0 16

0 No Right

0 No Left

126 No Left 12 0 16

174 No Left 12 0 16

0 No Right

0.88 15 1 Left 20 0 0 20 Cl+Ex

1.00 9

1.00 15

0.98

0.94

1.04 9

2 Thru 100 0 0 6 Cl+Ex

0.0 0.0 0.0 94 6 Cl+Ex

Prot 4

0.0 NA 2

0.0 NA 6

45 811 12.3 0.95 32% 21

0.0 0.0 0.0

0.95 2% 0

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 4

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

EBL

EBR

NBL

08/21/2022

NBT

SBT

3.0 7.5 48.0 53.3% 43.5 3.5 1.0 0.0 4.5

15.0 21.0 42.0 46.7% 36.0 4.0 2.0 0.0 6.0

3.0 None 7.8 0.22 0.33 13.6 0.0 13.6 B 13.6 B 9.4 Gap 8.3 Gap 7.6 Gap 7.4 Gap 0.0 Skip 18 42 731

7.0 Min 21.1 0.58 0.06 5.5 0.0 5.5 A 5.5 A 15.0 Min 15.0 Min 15.7 Dwell 24.7 Dwell 30.0 Dwell 5 14 475

7.0 Min 21.1 0.58 0.08 5.5 0.0 5.5 A 5.5 A 15.0 Min 15.0 Min 15.7 Dwell 24.7 Dwell 30.0 Dwell 7 19 477

1716 0 0 0 0.07

3489 0 0 0 0.04

3609 0 0 0 0.05

SBR

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 36.2 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 5

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp Maximum v/c Ratio: 0.33 Intersection Signal Delay: 7.8 Intersection Capacity Utilization 28.2% Analysis Period (min) 15 90th %ile Actuated Cycle: 34.9 70th %ile Actuated Cycle: 33.8 50th %ile Actuated Cycle: 33.8 30th %ile Actuated Cycle: 42.6 10th %ile Actuated Cycle: 36 Splits and Phases:

08/21/2022 Intersection LOS: A ICU Level of Service A

200: Dixie Highway & I-294/I-80 Off-Ramp

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 6

Lanes, Volumes, Timings 400: Dixie Highway & 173rd Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

08/21/2022

WBL

WBR

NBT

NBR

SBL

SBT

1 1 1900 11 1.00 0.887 0.992 1584 0.992 1584 20 294 10.0 0.95 1

5 5 1900 11 1.00

115 115 1900 11 0.95 0.998

2 2 1900 11 0.95

5 5 1900 11 0.95

255 255 1900 11 0.95

3414

3414 35 500 9.7 0.95 121

0.95 2

0.95 5

6 No Left 11 0 16

0 No Right

123 No Left 0 0 16

0 No Right

0 No Left

273 No Left 0 0 16

1.04 15 Stop

1.04 9

1.04

1.04 9

1.04 15

1.04

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.5% Analysis Period (min) 15

0.95 5

Free

0.999 3418 0.999 3418 35 555 10.8 0.95 268

Free

ICU Level of Service A

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 7

Lanes, Volumes, Timings 600: Dixie Highway & 174th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

08/21/2022

WBL

WBR

NBT

NBR

SBL

SBT

1 1 1900 13 1.00 0.932 0.976 1751 0.976 1751 25 269 7.3 0.95 1

1 1 1900 12 1.00

115 115 1900 11 0.95 0.999

1 1 1900 12 0.95

255 255 1900 11 0.95

3418

3421

3418 35 1022 19.9 0.95 121

0.95 1

3421 35 500 9.7 0.95 268

2 No Left 13 0 16

0 No Right

122 No Left 0 0 16

0 No Right

0 No Left

269 No Left 0 0 16

0.96 15 Stop

1.00 9

1.04

1.00 9

1.00 15

1.04

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.7% Analysis Period (min) 15

0.95 1

Free

ICU Level of Service A

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 8

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

08/21/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

25 25 1900 11 280 1 175 1.00

185 185 1900 11

60 60 1900 12 0 0

145 145 1900 11

1 1 1900 12 0 0

100 100 1900 12 0 0

70 70 1900 12 0 0

0.95 0.999

0.95

0.95 0.917

0.95

5 5 1900 10 155 1 210 1.00

175 175 1900 11

0.95

60 60 1900 10 300 1 195 1.00

80 80 1900 11

0.95 0.963

65 65 1900 11 325 1 175 1.00

0.95 0.957

0.95

3270

3353

3124

3274

3270

0 No

3353

0 No

3124

0 No

3274

0 No

0.950 1711 0.654 1178

0.95 2% 26

40 651 11.1 0.95 3% 195

0.950 1631 0.547 939

0.95 2% 63

0.95 7% 68

40 744 12.7 0.95 4% 153

0.950 1652 0.489 850

0.95 2% 1

0.95 2% 63

35 575 11.2 0.95 3% 84

0.950 1306 0.633 870

0.95 2% 105

0.95 29% 5

35 1022 19.9 0.95 2% 184

0.95 2% 74

26 No Left

258 No Left 11 0 16

0 No Right

68 No Left

154 No Left 11 0 16

0 No Right

63 No Left

189 No Left 10 0 16

0 No Right

5 No Left

258 No Left 10 0 16

0 No Right

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 9

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

EBL 5 2 5

EBT 2

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 44.8 0.50 0.16 15.5 0.0 15.5 B 14.9 B 32.7 Coord 37.9 Coord 41.4 Coord 44.7 Coord 67.2 Coord 43 81 571

52.3 0.58 0.04 9.1 0.0 9.1 A 7.2 Gap 6.4 Gap 0.0 Skip 0.0 Skip 0.0 Skip 5 19 280 774 0 0 0 0.03

1627 0 0 0 0.16

EBR

WBL 1 6 1

WBT 6

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 49.5 0.55 0.08 13.0 0.0 13.0 B 11.8 B 34.7 Coord 39.3 Coord 51.9 Coord 54.5 Coord 67.2 Coord 18 49 664

55.4 0.62 0.11 9.2 0.0 9.2 A 9.2 Gap 7.8 Gap 7.0 Gap 6.3 Gap 0.0 Skip 15 38 325 655 0 0 0 0.10

1844 0 0 0 0.08

WBR

08/21/2022

NBL 7 4 7

NBT 4

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 22.4 0.25 0.24 26.9 0.0 26.9 C 25.5 C 22.6 Hold 28.8 Hold 26.1 Hold 23.5 Hold 10.8 Hold 42 74 495

26.9 0.30 0.19 21.4 0.0 21.4 C 10.6 Gap 9.7 Gap 8.4 Gap 7.2 Gap 0.0 Skip 25 48 300 335 0 0 0 0.19

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

881 0 0 0 0.21

NBR

SBL 3 8 3

SBT 8

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 14.4 0.16 0.49 37.3 0.0 37.3 D 37.0 D 18.5 Gap 15.6 Gap 14.2 Gap 12.8 Gap 10.8 Gap 71 103 942

21.6 0.24 0.02 18.6 0.0 18.6 B 6.5 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 2 9 155 270 0 0 0 0.02

SBR

873 0 0 0 0.30

Synchro 11 Report Page 10

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

08/21/2022

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 50 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay: 22.5 Intersection LOS: C Intersection Capacity Utilization 43.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases:

800: Dixie Highway & 175th Street/Governors Highway

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 11

Lanes, Volumes, Timings 1000: Dixmoor Drive & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

08/21/2022

EBT

EBR

WBL

WBT

NBL

NBR

270 270 1900 11 0.95 0.999

1 1 1900 11 0.95

275 275 1900 11 0.95

2 2 1900 12 1.00

3418

3421

3418 40 723 12.3 0.95 284

0.95 1

3421 40 651 11.1 0.95 289

2 2 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 303 8.3 0.95 2

285 No Left 0 0 16

0 No Right

0 No Left

290 No Left 0 0 16

4 No Left 12 0 16

0 No Right

1.04

1.04 9

1.04 15

1.04

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.3% Analysis Period (min) 15

Free

0 0

0.95 2

ICU Level of Service A

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 12

Lanes, Volumes, Timings 1100: Howe Avenue & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

08/21/2022

EBT

EBR

WBL

WBT

NBL

NBR

260 260 1900 10 0.95 0.999

2 2 1900 10 0.95

1 1 1900 10 0.95

275 275 1900 10 0.95

10 10 1900 12 1.00

3300

3303

3300 40 717 12.2 0.95 274

0.95 2

0.95 1

3303 40 723 12.3 0.95 289

5 5 1900 12 1.00 0.907 0.985 1664 0.985 1664 25 340 9.3 0.95 5

276 No Left 0 0 16

0 No Right

0 No Left

290 No Left 0 0 16

16 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.3% Analysis Period (min) 15

Free

0 0

0.95 11

ICU Level of Service A

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 13

Lanes, Volumes, Timings 1200: Golfview Avenue & 175th Street

08/21/2022

EBT

EBR

WBL

WBT

NBL

NBR

260 260 1900 10 0.95 0.997

5 5 1900 10 0.95

1 1 1900 10 0.95

280 280 1900 10 0.95

2 2 1900 12 1.00

3262

3303

3262 40 532 9.1 0.95 3% 274

0.95 2% 5

0.95 2% 1

3303 40 717 12.2 0.95 2% 295

1 1 1900 12 1.00 0.910 0.984 1668 0.984 1668 25 436 11.9 0.95 2% 1

279 No Left 0 0 16

0 No Right

0 No Left

296 No Left 0 0 16

3 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.4% Analysis Period (min) 15

Free

0 0

0.95 2% 2

ICU Level of Service A

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 14

Lanes, Volumes, Timings 1300: Western Ave & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

08/21/2022

EBT

EBR

WBL

WBT

NBL

NBR

260 260 1900 10 0.95 0.997

5 5 1900 10 0.95

275 275 1900 10 0.95

5 5 1900 12 1.00

3293

3293 40 1316 22.4 0.95 274

0.95 5

0.999 3300 0.999 3300 40 532 9.1 0.95 289

1 1 1900 12 1.00 0.887 0.992 1639 0.992 1639 25 482 13.1 0.95 1

279 No Left 0 0 16

0 No Right

0 No Left

294 No Left 0 0 16

6 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.2% Analysis Period (min) 15

Free

0 0

0.95 5

ICU Level of Service A

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 15

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

08/21/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

1 1 1900 12 0 0 25 0.95

170 170 1900 11

65 65 1900 12 125 1

195 195 1900 12

1 1 1900 12 0 0

95 95 1900 12 0 1

1 1 1900 12 0 0

0.95 0.999

0.95

1.00

1.00 0.850

1 1 1900 12 0 0 25 1.00

1 1 1900 12

1.00 0.850

70 70 1900 11 0 0 25 1.00

1 1 1900 11

0.95

80 80 1900 12 260 1 105 1.00

1.00

1568

3502

3324 0.954 3171

3502

0 No

0.953 1716 0.728 1311

0.95 2% 1

35 527 10.3 0.95 5% 179

0.95 2% 1

0.95 2% 74

40 787 13.4 0.95 2% 1

1568 No

0.950 1770 0.518 965

0.95 3% 68

0.95 2% 84

40 1316 22.4 0.95 3% 205

1583

1583 No

1.00 0.955 0.984 1750 0.868 1544

0.95 2% 100

0.95 2% 1

25 196 5.3 0.95 2% 1

0 0 No

0.95 2% 1

0 No Left

180 No Left 17 0 16

68 No Right

84 No Left

206 No Left 16 0 16

0 No Right

0 No Left

75 No Left 17 0 16

100 No Right

0 No Left

3 No Left 0 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

0.0 0.0 0.0

Perm

pm+pt

0.0 NA pm+ov

Perm

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

Perm

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 16

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

Lane Group Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Cycle Length: 90

EBL 4 4 15.0 23.0 33.0 36.7% 27.0 4.0 2.0 Lag Yes 5.0 Min

15.0 Min 15.0 Min 15.0 Min 15.0 Min 30.0 Dwell

EBT 4 4 15.0 23.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 20.9 0.47 0.12 13.1 0.0 13.1 B 13.3 B 15.0 Min 15.0 Min 15.0 Min 15.0 Min 30.0 Dwell 20 43 447 2261 0 0 0 0.08

EBR

WBT 8

4 4

WBL 3 8 3

15.0 23.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 20.9 0.47 0.09 13.9 0.0 13.9 B

5.0 9.5 20.0 22.2% 15.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 30.3 0.67 0.11 5.7 0.0 5.7 A

15.0 23.0 53.0 58.9% 47.0 4.0 2.0 0.0 6.0

8.0 22.0 37.0 41.1% 31.0 4.0 2.0

8.0 22.0 37.0 41.1% 31.0 4.0 2.0 0.0 6.0

7.0 None

15.0 Min 15.0 Min 15.0 Min 15.0 Min 30.0 Dwell 14 41

7.9 Gap 7.1 Gap 6.6 Gap 7.5 Gap 0.0 Skip 10 27

5.0 Min 31.9 0.71 0.08 5.6 0.0 5.6 A 5.7 A 27.4 Hold 26.6 Hold 26.1 Hold 27.0 Hold 30.0 Dwell 14 30 1236

7.0 None 12.1 0.27 0.21 16.7 0.0 16.7 B 11.6 B 14.5 Gap 12.9 Gap 11.8 Gap 0.0 Skip 0.0 Skip 18 46 707

125 1118 0 0 0 0.06

260 940 0 0 0 0.09

WBR

08/21/2022

NBL 2 2

14.5 Gap 12.9 Gap 11.8 Gap 0.0 Skip 0.0 Skip

3310 0 0 0 0.06

NBT 2 2

943 0 0 0 0.08

NBR 3 2 3

SBL

5.0 9.5 20.0 22.2% 15.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 17.1 0.38 0.17 7.8 0.0 7.8 A

8.0 22.0 37.0 41.1% 31.0 4.0 2.0

8.0 22.0 37.0 41.1% 31.0 4.0 2.0 0.0 6.0

7.0 None

7.9 Gap 7.1 Gap 6.6 Gap 7.5 Gap 0.0 Skip 15 33

14.5 Hold 12.9 Hold 11.8 Hold 0.0 Skip 0.0 Skip

7.0 None 11.7 0.26 0.01 14.7 0.0 14.7 B 14.7 B 14.5 Hold 12.9 Hold 11.8 Hold 0.0 Skip 0.0 Skip 1 5 116

919 0 0 0 0.11

6 6

SBT 6

SBR

1111 0 0 0 0.00

Other

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 17

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street Actuated Cycle Length: 44.9 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.21 Intersection Signal Delay: 9.8 Intersection Capacity Utilization 49.7% Analysis Period (min) 15 90th %ile Actuated Cycle: 53.9 70th %ile Actuated Cycle: 51.5 50th %ile Actuated Cycle: 49.9 30th %ile Actuated Cycle: 33 10th %ile Actuated Cycle: 36 Splits and Phases:

08/21/2022

Intersection LOS: A ICU Level of Service A

1400: Governors Highway/Private Driveway & 175th Street

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 18

FUTURE (2029) BUILD (PHASE A) CAPACITY REPORTS – HCM 6TH EDITION Weekday Morning Peak Hour Weekday Evening Peak Hour Saturday Midday Peak Hour

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

HCM 6th Signalized Intersection Summary 100: Dixie Highway & 171st Street

09/01/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 1

HCM 6th Signalized Intersection Capacity Analysis 100: Dixie Highway & 171st Street

09/01/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 2

HCM 6th Signalized Intersection Summary 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL EBR Lane Configurations Traffic Volume (veh/h) 145 275 Future Volume (veh/h) 145 275 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1637 1841 Adj Flow Rate, veh/h 153 289 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 22 4 Cap, veh/h 410 410 Arrive On Green 0.26 0.26 Sat Flow, veh/h 1559 1560 Grp Volume(v), veh/h 153 289 Grp Sat Flow(s),veh/h/ln1559 1560 Q Serve(g_s), s 2.8 5.8 Cycle Q Clear(g_c), s 2.8 5.8 Prop In Lane 1.00 1.00 Lane Grp Cap(c), veh/h 410 410 V/C Ratio(X) 0.37 0.70 Avail Cap(c_a), veh/h 2185 2186 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 1.00 Uniform Delay (d), s/veh 10.4 11.5 Incr Delay (d2), s/veh 0.6 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(95%),veh/ln1.2 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.0 13.8 LnGrp LOS B B Approach Vol, veh/h 442 Approach Delay, s/veh 12.8 Approach LOS B

NBL

NBT

SBT SBR

0 0 0 1.00 1.00

415 415 0

305 305 0

1.00 No 1891 437 0.95 7 1557 0.43 3782 437 1796 2.7 2.7

1.00 No 1922 321 0.95 5 1583 0.43 3844 321 1826 1.9 1.9

6.8 A 437 6.8 A

6.4 A 321 6.4 A

0 0 0 1.00 1.00

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 1557 1583 0.00 0.28 0.20 0 3219 3272 1.00 1.00 1.00 0.00 1.00 1.00 0.0 6.3 6.1 0.0 0.5 0.3 0.0 0.0 0.0 0.0 1.2 0.9

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0

0.0 A

Timer - Assigned Phs 2 Phs Duration (G+Y+Rc), s 21.0 Change Period (Y+Rc), s 6.0 Max Green Setting (Gmax), s 31.0 Max Q Clear Time (g_c+I1), s 4.7 Green Ext Time (p_c), s 8.1 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

09/01/2022

4 13.6 4.5 48.5 7.8 1.4

6 21.0 6.0 31.0 3.9 5.9

8.9 A

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 3

HCM 6th Signalized Intersection Capacity Analysis 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL Lane Configurations Traffic Volume (veh/h) 145 Future Volume (veh/h) 145 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1637 Adj Flow Rate, veh/h 153 Peak Hour Factor 0.95 Percent Heavy Veh, % 22 Opposing Right Turn Influence Yes Cap, veh/h 410 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.26 Unsig. Movement Delay Ln Grp Delay, s/veh 11.0 Ln Grp LOS B Approach Vol, veh/h 442 Approach Delay, s/veh 12.8 Approach LOS B Timer: Assigned Phs Case No Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green (Gmax), s Max Allow Headway (MAH), s Max Q Clear (g_c+l1), s Green Ext Time (g_e), s Prob of Phs Call (p_c) Prob of Max Out (p_x)

09/01/2022

EBR

NBL

NBT

SBT

SBR

275 275 14 0 1.00 1.00

0 0 5 0 1.00 1.00

415 415 2 0

305 305 6 0

1.00 No

0 0 16 0 1.00 1.00

1841 289 0.95 4

1891 437 0.95 7

1922 321 0.95 5

0 0 0.95 0

410 1.00 0.26

0 0 0.95 0 No 0 1.00 0.00

1557 1.00 0.43

1583 1.00 0.43

0 1.00 0.00

13.8 B

0.0 A

6.8 A 437 6.8 A

6.4 A 321 6.4 A

0.0 A

2 2 8.0 21.0 6.0 31.0 9.1 4.7 8.1 1.00 0.17

4 4 9.0 13.6 4.5 48.5 3.9 7.8 1.4 0.99 0.00

6 6 8.0 21.0 6.0 31.0 9.1 3.9 5.9 1.00 0.08

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 0

7 1559

1 0

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 3782

4 0

6 3844

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 0

14 1560

16 0

Left Lane Group Data Assigned Mvmt Lane Assignment

7 L

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

0 Synchro 11 Report Page 4

09/01/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 153 1559 2.8 2.8 1559 0 0.0 0.0 0.0 0.0 0.0 1.00 410 0.37 2185 1.00 10.4 0.6 0.0 11.0 0.6 0.1 0.0 1.80 1.2 0.05 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 2 437 1796 2.7 2.7 1557 0.28 3219 1.00 6.3 0.5 0.0 6.8 0.6 0.1

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

6 T 2 321 1826 1.9 1.9 1583 0.20 3272 1.00 6.1 0.3 0.0 6.4 0.4 0.1

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 5

09/01/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 1.2 0.07 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.9 0.05 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

14 R 1 289 1560 5.8 5.8 0.0 0.0 1.00 410 0.70 2186 1.00 11.5 2.2 0.0 13.8 1.3 0.3 0.0 1.80 2.7 0.32 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

8.9 A

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 6

HCM 6th TWSC 400: Dixie Highway & Access A/173rd Street

Intersection Int Delay, s/veh

09/01/2022

0.3

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 5 5 0 10 1 405 5 5 520 55 Future Vol, veh/h 0 0 5 5 0 10 1 405 5 5 520 55 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None Storage Length 0 - 145 - 145 - 145 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 40 2 6 17 29 4 2 Mvmt Flow 0 0 5 5 0 11 1 426 5 5 547 58 Major/Minor Minor2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

0 0 0

Minor1 274 715 1046 - 431 431 - 284 615 6.94 7.54 6.54 - 6.54 5.54 - 6.54 5.54 3.32 3.52 4.02 724 318 227 - 573 581 - 699 480

Major1 216 605 7.7 4.14 3.7 2.22 684 969 -

724 -

684 -

EB 10 B

314 314 572 690 WB 12.6 B

NBL 969 0.001 8.7 A 0

226 226 580 478

969 -

0 -

Major2 0 431 - 4.68 - 2.49 - 955 - 955 -

NB 0

NBT NBR EBLn1WBLn1 SBL - 724 491 955 - 0.007 0.032 0.006 10 12.6 8.8 B B A 0 0.1 0

0 -

SB 0.1

SBT SBR -

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 7

HCM 6th TWSC 600: Dixie Highway & Access B (Full-Access)/174th Street

Intersection Int Delay, s/veh

09/01/2022

0.7

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 1 20 1 1 1 10 390 1 1 430 100 Future Vol, veh/h 20 1 20 1 1 1 10 390 1 1 430 100 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - Yield - None - None - None Storage Length 0 - 145 - 145 - 145 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 50 2 2 2 2 6 2 2 3 10 Mvmt Flow 21 1 21 1 1 1 11 411 1 1 453 105 Major/Minor Minor2 Conflicting Flow All 683 Stage 1 455 Stage 2 228 Critical Hdwy 7.54 Critical Hdwy Stg 1 6.54 Critical Hdwy Stg 2 6.54 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 335 Stage 1 554 Stage 2 754 Platoon blocked, % Mov Cap-1 Maneuver 330 Mov Cap-2 Maneuver 330 Stage 1 548 Stage 2 743 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

889 455 434 6.54 5.54 5.54 4.02 281 567 579

Minor1 227 663 - 434 - 229 7.9 7.54 - 6.54 - 6.54 3.8 3.52 647 347 - 570 - 753

994 434 560 6.54 5.54 5.54 4.02 244 579 509

Major1 206 558 6.94 4.14 3.32 2.22 800 1009 -

278 278 566 573

647 -

241 241 573 508

800 1009 -

EB 13.7 B

332 332 564 727 WB 15.2 C

NBL 1009 0.01 8.6 A 0

0 -

Major2 0 412 - 4.14 - 2.22 - 1143 - 1143 -

NB 0.2

NBT NBR EBLn1 EBLn2WBLn1 SBL - 330 639 357 1143 - 0.064 0.035 0.009 0.001 - 16.7 10.8 15.2 8.2 C B C A 0.2 0.1 0 0

0 -

SB 0

SBT SBR -

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 8

HCM 6th Signalized Intersection Summary 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 175 Future Volume (veh/h) 175 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 184 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 587 Arrive On Green 0.08 Sat Flow, veh/h 1781 Grp Volume(v), veh/h 184 Grp Sat Flow(s),veh/h/ln 1781 Q Serve(g_s), s 4.9 Cycle Q Clear(g_c), s 4.9 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 587 V/C Ratio(X) 0.31 Avail Cap(c_a), veh/h 637 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 11.7 Incr Delay (d2), s/veh 0.3 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.0 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

1 7.0 3.5 9.5 4.1 0.1

09/01/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

630 630 0

105 105 0 1.00 1.00

70 70 0 1.00 1.00

340 340 0

5 5 0 1.00 1.00

135 135 0 1.00 1.00

335 335 0

380 380 0 1.00 1.00

25 25 0 1.00 1.00

280 280 0

105 105 0 1.00 1.00

1811 111 0.95 6 236 0.46 509 388 1779 13.4 13.4 0.29 825 0.47 825 1.00 1.00 16.5 1.9 0.0 9.3

1826 74 0.95 5 362 0.04 1739 74 1739 2.1 2.1 1.00 362 0.20 478 1.00 1.00 14.1 0.3 0.0 1.4

1870 5 0.95 2 21 0.43 50 186 1861 5.7 5.7 0.03 793 0.23 793 1.00 1.00 16.5 0.7 0.0 4.4

1870 142 0.95 2 317 0.08 1781 142 1781 5.4 5.4 1.00 317 0.45 343 1.00 1.00 24.3 1.0 0.0 4.1

1870 400 0.95 2 406 0.27 1522 400 1522 23.5 23.5 1.00 406 0.99 406 1.00 1.00 32.8 40.8 0.0 18.7

1263 26 0.95 43 105 0.02 1203 26 1203 1.5 1.5 1.00 105 0.25 196 1.00 1.00 29.6 1.2 0.0 0.8

18.4 B 958 17.2 B

18.4 B

14.3 B

17.2 B 437 16.7 B

17.2 B

25.3 C

40.0 D 895 52.7 D

73.7 E

30.8 C

2 47.8 6.0 29.0 15.4 8.7

3 5.2 3.5 8.5 3.5 0.0

4 30.0 6.0 24.0 25.5 0.0

5 10.5 3.5 9.5 6.9 0.1

6 44.3 6.0 29.0 7.7 5.5

7 10.7 3.5 8.5 7.4 0.0

8 24.5 6.0 24.0 11.8 3.2

1.00 No 1870 663 0.95 2 1414 0.46 3046 386 1777 13.4 13.4 825 0.47 825 1.00 1.00 16.5 1.9 0.0 9.2

1.00 No 1870 358 0.95 2 1528 0.43 3588 177 1777 5.7 5.7 757 0.23 757 1.00 1.00 16.5 0.7 0.0 4.2

1.00 No 1796 353 0.95 7 455 0.27 1706 353 1706 17.2 17.2 455 0.78 455 1.00 1.00 30.5 9.5 0.0 12.6

1.00 No 1841 295 0.95 4 514 0.21 2502 204 1749 9.5 9.5 359 0.57 466 1.00 1.00 32.2 3.0 0.0 7.5 35.2 D 432 35.2 D

1870 111 0.95 2 189 0.21 921 202 1675 9.8 9.8 0.55 344 0.59 447 1.00 1.00 32.3 3.4 0.0 7.5 35.7 D

31.6 C

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 9

HCM 6th Signalized Intersection Capacity Analysis 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 175 Future Volume (veh/h) 175 Number 5 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 184 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 587 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.08 Unsig. Movement Delay Ln Grp Delay, s/veh 12.0 Ln Grp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS

09/01/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

630 630 2 0

105 105 12 0 1.00 1.00

70 70 1 0 1.00 1.00

340 340 6 0

5 5 16 0 1.00 1.00

135 135 7 0 1.00 1.00

335 335 4 0

380 380 14 0 1.00 1.00

25 25 3 0 1.00 1.00

280 280 8 0

105 105 18 0 1.00 1.00

1870 663 0.95 2

1811 111 0.95 6

1870 358 0.95 2

1870 5 0.95 2

1870 400 0.95 2

1870 111 0.95 2

1528 1.00 0.43

21 1.00 0.43

455 1.00 0.27

406 1.00 0.27

1263 26 0.95 43 Yes 105 1.00 0.02

1841 295 0.95 4

236 1.00 0.46

1870 142 0.95 2 Yes 317 1.00 0.08

1796 353 0.95 7

1414 1.00 0.46

1826 74 0.95 5 Yes 362 1.00 0.04

514 1.00 0.21

189 1.00 0.21

18.4 B 958 17.2 B

18.4 B

14.3 B

17.2 B 437 16.7 B

17.2 B

25.3 C

40.0 D 895 52.7 D

73.7 E

30.8 C

35.2 D 432 35.2 D

35.7 D

1 1 1.1 7.0 3.5 9.5 3.7 4.1 0.1 0.84 0.14

2 2 4.0 47.8 6.0 29.0 9.1 15.4 8.7 1.00 0.83

3 3 1.1 5.2 3.5 8.5 3.9 3.5 0.0 0.48 0.19

4 4 4.0 30.0 6.0 24.0 7.3 25.5 0.0 1.00 1.00

5 5 1.1 10.5 3.5 9.5 3.7 6.9 0.1 0.99 1.00

6 6 4.0 44.3 6.0 29.0 9.0 7.7 5.5 1.00 0.21

7 7 1.1 10.7 3.5 8.5 3.8 7.4 0.0 0.97 1.00

8 8 4.0 24.5 6.0 24.0 7.2 11.8 3.2 1.00 0.42

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

1 1739

1.00 No

3 1203

5 1781

1.00 No

7 1781

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 3046

4 1706

6 3588

8 2502

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 509

14 1522

16 50

18 921

Left Lane Group Data Assigned Mvmt Lane Assignment

1 L (Pr/Pm)

0 3 L (Pr/Pm)

0 5 L (Pr/Pm)

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

1.00 No

0 7 L (Pr/Pm)

0 Synchro 11 Report Page 10

09/01/2022

1 74 1739 2.1 2.1 680 0 38.3 28.3 1.2 0.0 0.0 1.00 362 0.20 478 1.00 14.1 0.3 0.0 14.3 0.8 0.0 0.0 1.80 1.4 0.12 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 26 1203 1.5 1.5 479 0 18.5 0.5 0.5 0.0 0.0 1.00 105 0.25 196 1.00 29.6 1.2 0.0 30.8 0.4 0.0 0.0 1.80 0.8 0.18 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 184 1781 4.9 4.9 1019 0 40.3 32.6 1.7 0.0 0.0 1.00 587 0.31 637 1.00 11.7 0.3 0.0 12.0 1.7 0.0 0.0 1.80 3.2 0.29 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 142 1781 5.4 5.4 979 0 20.5 8.7 2.0 0.0 0.0 1.00 317 0.45 343 1.00 24.3 1.0 0.0 25.3 2.2 0.1 0.0 1.80 4.1 0.35 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 1 386 1777 13.4 13.4 825 0.47 825 1.00 16.5 1.9 0.0 18.4 5.0 0.4

4 T 1 353 1706 17.2 17.2 455 0.78 455 1.00 30.5 9.5 0.0 40.0 6.8 1.2

6 T 1 177 1777 5.7 5.7 757 0.23 757 1.00 16.5 0.7 0.0 17.2 2.2 0.2

8 T 1 204 1749 9.5 9.5 359 0.57 466 1.00 32.2 3.0 0.0 35.2 3.9 0.3

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Synchro 11 Report Page 11

09/01/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.71 9.2 1.35 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.58 12.6 0.62 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 4.2 0.16 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 7.5 0.21 0.0 0.0 0.0 0.0 0 0.0

12 T+R 1 388 1779 13.4 13.4 0.0 0.0 0.29 825 0.47 825 1.00 16.5 1.9 0.0 18.4 5.0 0.4 0.0 1.70 9.3 1.36 0.0 0.0 0.0 0.0 0 0.0

14 T+R 1 400 1522 23.5 23.5 0.0 0.0 1.00 406 0.99 406 1.00 32.8 40.8 0.0 73.7 8.3 4.6 0.0 1.46 18.7 0.93 0.0 0.0 0.0 0.0 0 0.0

16 T+R 1 186 1861 5.7 5.7 0.0 0.0 0.03 793 0.23 793 1.00 16.5 0.7 0.0 17.2 2.3 0.2 0.0 1.80 4.4 0.16 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 202 1675 9.8 9.8 0.0 0.0 0.55 344 0.59 447 1.00 32.3 3.4 0.0 35.7 3.8 0.3 0.0 1.80 7.5 0.21 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

31.6 C

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 12

HCM 6th TWSC 900: 175th Street & Access C (RIRO)

Intersection Int Delay, s/veh

09/01/2022

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 910 580 1 0 1 Future Vol, veh/h 0 910 580 1 0 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 958 611 1 0 1 Major/Minor Major1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

EB 0

Major2 0 -

Minor2 0 0 0 0 -

WB 0

SB 10.2 B

306 6.94 3.32 690 690 -

EBT WBT WBR SBLn1 - 690 - 0.002 - 10.2 B 0

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 13

HCM 6th TWSC 1000: Dixmoor Drive & 175th Street

Intersection Int Delay, s/veh

09/01/2022

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 905 1 2 580 5 5 Future Vol, veh/h 905 1 2 580 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 100 2 2 2 2 Mvmt Flow 953 1 2 611 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 954 - 4.14 - 2.22 - 716 - 716 -

Minor1 0 1264 - 954 - 310 - 6.84 - 5.84 - 5.84 - 3.52 - 161 - 335 - 717 - 160 - 160 - 335 - 714

WB 0

NB 20.3 C

EB 0

NBLn1 246 0.043 20.3 C 0.1

477 6.94 3.32 534 534 -

EBT EBR WBL WBT - 716 - 0.003 10 0 B A 0 -

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 14

HCM 6th TWSC 1100: Howe Avenue/Access D (Full-Access) & 175th Street

Intersection Int Delay, s/veh

09/01/2022

0.9

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 70 895 5 1 575 10 5 1 5 5 1 20 Future Vol, veh/h 70 895 5 1 575 10 5 1 5 5 1 20 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 185 - 185 - 185 0 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 17 2 2 2 2 2 2 2 2 2 Mvmt Flow 74 942 5 1 605 11 5 1 5 5 1 21 Major/Minor Major1 Conflicting Flow All 616 Stage 1 Stage 2 Critical Hdwy 4.14 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.22 Pot Cap-1 Maneuver 960 Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver 960 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

0 -

Major2 0 947 - 4.14 - 2.22 - 721 - 721 -

EB 0.7

WB 0

NBLn1 EBL 143 960 0.081 0.077 32.4 9.1 D A 0.3 0.2

0 -

Minor1 0 1398 1711 - 1093 1093 - 305 618 - 7.54 6.54 - 6.54 5.54 - 6.54 5.54 - 3.52 4.02 - 100 90 - 229 288 - 680 479 90 83 90 83 - 211 266 - 657 479

Minor2 474 1227 1702 - 607 607 - 620 1095 6.94 7.54 6.54 - 6.54 5.54 - 6.54 5.54 3.32 3.52 4.02 537 134 91 - 450 485 - 442 288

303 6.94 3.32 693 -

537 -

693 -

NB 32.4 D

SB 16.7 C

124 124 415 402

84 84 485 266

EBT EBR WBL WBT WBR SBLn1 SBLn2 - 721 - 124 515 - 0.001 - 0.042 0.043 10 - 35.3 12.3 B E B 0 0.1 0.1

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 15

HCM 6th TWSC 1200: Golfview Avenue & 175th Street

Intersection Int Delay, s/veh

09/01/2022

0.3

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 965 5 1 600 10 5 Future Vol, veh/h 965 5 1 600 10 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 13 20 Mvmt Flow 1016 5 1 632 11 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 1021 - 4.14 - 2.22 - 675 - 675 -

Minor1 0 1337 - 1019 - 318 - 7.06 - 6.06 - 6.06 - 3.63 - 131 - 286 - 679 - 131 - 131 - 286 - 678

WB 0

NB 28 D

EB 0

NBLn1 172 0.092 28 D 0.3

511 7.3 3.5 463 463 -

EBT EBR WBL WBT - 675 - 0.002 - 10.3 0 B A 0 -

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 16

HCM 6th TWSC 1300: Western Ave/Access E (RIRO) & 175th Street

Intersection Int Delay, s/veh

09/01/2022

0.2

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 965 1 5 605 1 5 0 5 0 0 1 Future Vol, veh/h 0 965 1 5 605 1 5 0 5 0 0 1 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 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1016 1 5 637 1 5 0 5 0 0 1 Major/Minor Major1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

0 -

EB 0

Major2 0 1017 - 4.14 - 2.22 - 678 - 678 WB 0.2

NBLn1 180 0.058 26.2 D 0.2

0 -

Minor1 0 1346 1665 - 1017 1017 - 329 648 - 7.54 6.54 - 6.54 5.54 - 6.54 5.54 - 3.52 4.02 - 110 96 - 254 313 - 658 464 - 109 95 - 109 95 - 254 313 - 650 459

Minor2 509 6.94 3.32 509 0 0 0

0 0 0

319 6.94 3.32 677 -

509 -

677 -

NB 26.2 D

SB 10.3 B

EBT EBR WBL WBT WBR SBLn1 - 678 - 677 - 0.008 - 0.002 - 10.4 0.1 - 10.3 B A B 0 0

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 17

HCM 6th Signalized Intersection Summary 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 59 Arrive On Green 0.28 Sat Flow, veh/h 1 Grp Volume(v), veh/h 325 Grp Sat Flow(s),veh/h/ln 1869 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 9.3 Prop In Lane 0.00 Lane Grp Cap(c), veh/h 589 V/C Ratio(X) 0.55 Avail Cap(c_a), veh/h 848 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 19.1 Incr Delay (d2), s/veh 1.7 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 7.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.9 LnGrp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

09/01/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

575 575 0

120 120 0 1.00 1.00

185 185 0 1.00 1.00

425 425 0

1 1 0 1.00 1.00

185 185 0 1.00 1.00

1 1 0

390 390 0 1.00 1.00

1 1 0 1.00 1.00

1 1 0

1 1 0 1.00 1.00

1796 126 0.95 7 431 0.28 1522 126 1522 4.0 4.0 1.00 431 0.29 643 1.00 1.00 17.2 0.8 0.0 2.4

1870 195 0.95 2 402 0.11 1781 195 1781 4.4 4.4 1.00 402 0.49 720 1.00 1.00 13.0 0.9 0.0 2.7

1870 1 0.95 2 4 0.46 8 230 1854 4.7 4.7 0.00 857 0.27 1446 1.00 1.00 10.2 0.4 0.0 2.9

1870 195 0.95 2 505 0.34 1132 196 1139 0.3 11.3 0.99 507 0.39 712 1.00 1.00 17.1 2.2 0.0 4.1

1870 411 0.95 2 711 0.34 1585 411 1585 11.9 11.9 1.00 711 0.58 940 1.00 1.00 12.6 3.4 0.0 7.3

1870 1 0.95 2 152 0.34 215 3 976 0.0 11.2 0.33 412 0.01 611 1.00 1.00 13.7 0.0 0.0 0.1

22.0 C 732 20.8 C

18.0 B

13.9 B

10.5 B

19.3 B

16.0 B

13.8 B

2 27.1 6.0 30.0 13.9 7.2

3 11.0 4.5 17.5 6.4 0.4

4 23.4 6.0 26.0 11.3 6.2

1.00 No 1870 605 0.95 2 988 0.28 3485 281 1617 9.3 9.3 458 0.61 683 1.00 1.00 19.1 2.8 0.0 6.2

1.00 No 1856 447 0.95 3 1668 0.46 3609 218 1763 4.7 4.7 815 0.27 1375 1.00 1.00 10.2 0.4 0.0 2.8 10.5 B 643 11.5 B

6 27.1 6.0 30.0 13.2 0.0

1.00 No 1870 1 0.95 2 2 0.34 7 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 607 17.1 B

1.00 No 1870 1 0.95 2 149 0.34 435 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 3 13.8 B

1870 1 0.95 2 111 0.34 325 0 0 0.0 0.0 0.33 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A

8 34.4 6.0 48.0 6.7 5.5

16.7 B

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 18

HCM 6th Signalized Intersection Capacity Analysis 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 59 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.28 Unsig. Movement Delay Ln Grp Delay, s/veh 20.9 Ln Grp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS

09/01/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

575 575 4 0

120 120 14 0 1.00 1.00

185 185 3 0 1.00 1.00

425 425 8 0

1 1 18 0 1.00 1.00

185 185 5 0 1.00 1.00

1 1 2 0

390 390 12 0 1.00 1.00

1 1 1 0 1.00 1.00

1 1 6 0

1 1 16 0 1.00 1.00

1870 605 0.95 2

1796 126 0.95 7

1856 447 0.95 3

1870 1 0.95 2

1870 411 0.95 2

1870 1 0.95 2

1668 1.00 0.46

4 1.00 0.46

2 1.00 0.34

711 1.00 0.34

1870 1 0.95 2 Yes 152 1.00 0.34

1870 1 0.95 2

431 1.00 0.28

1870 195 0.95 2 Yes 505 1.00 0.34

1870 1 0.95 2

988 1.00 0.28

1870 195 0.95 2 Yes 402 1.00 0.11

149 1.00 0.34

111 1.00 0.34

22.0 C 732 20.8 C

18.0 B

13.9 B

10.5 B 643 11.5 B

10.5 B

19.3 B

0.0 A 607 17.1 B

16.0 B

13.8 B

0.0 A 3 13.8 B

0.0 A

2 2 7.0 27.1 6.0 30.0 8.3 13.9 7.2 1.00 0.54

3 3 1.2 11.0 4.5 17.5 3.7 6.4 0.4 0.96 0.00

4 4 7.3 23.4 6.0 26.0 6.9 11.3 6.2 1.00 0.48

6 6 8.0 27.1 6.0 30.0 9.9 13.2 0.0 1.00 0.00

8 8 4.0 34.4 6.0 48.0 7.0 6.7 5.5 1.00 0.00

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 1132

3 1781

7 1

1 215

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 7

4 3485

6 435

8 3609

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 1585

14 1522

16 325

18 8

5 3 L+TL (Pr/Pm)

7 L+T

Left Lane Group Data Assigned Mvmt Lane Assignment

1.00 No

1 L+T+R

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

1.00 No

0 Synchro 11 Report Page 19

09/01/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 196 1139 0.3 11.3 1437 881 21.1 10.1 0.3 0.0 0.0 0.99 507 0.39 712 1.00 17.1 2.2 0.0 19.3 2.0 0.3 0.0 1.80 4.1 0.14 0.0 0.0 0.0 0.0 0 0.0

1 195 1781 4.4 4.4 725 0 19.4 8.2 4.1 0.0 0.0 1.00 402 0.49 720 1.00 13.0 0.9 0.0 13.9 1.4 0.1 0.0 1.80 2.7 0.27 0.0 0.0 0.0 0.0 0 0.0

1 325 1869 0.0 9.3 957 0 17.4 17.4 0.0 14.6 9.3 0.00 589 0.55 848 1.00 19.1 1.7 0.0 20.9 3.6 0.3 0.0 1.80 7.0 0.37 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 3 976 0.0 11.2 989 0 21.1 9.9 0.0 3.9 0.1 0.33 412 0.01 611 1.00 13.7 0.0 0.0 13.8 0.0 0.0 0.0 1.80 0.1 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

4 T 1 281 1617 9.3 9.3 458 0.61 683 1.00 19.1 2.8 0.0 22.0 3.1 0.4

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

8 T 1 218 1763 4.7 4.7 815 0.27 1375 1.00 10.2 0.4 0.0 10.5 1.4 0.1

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 20

09/01/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 6.2 0.33 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 2.8 0.06 0.0 0.0 0.0 0.0 0 0.0

12 R 1 411 1585 11.9 11.9 1585.1 6.5 1.00 711 0.58 940 1.00 12.6 3.4 0.0 16.0 3.4 0.7 0.0 1.80 7.3 0.25 0.0 0.0 0.0 0.0 0 0.0

14 R 1 126 1522 4.0 4.0 0.0 0.0 1.00 431 0.29 643 1.00 17.2 0.8 0.0 18.0 1.3 0.1 0.0 1.80 2.4 0.51 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.33 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 230 1854 4.7 4.7 0.0 0.0 0.00 857 0.27 1446 1.00 10.2 0.4 0.0 10.5 1.5 0.1 0.0 1.80 2.9 0.06 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

16.7 B

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 21

HCM 6th Signalized Intersection Summary 100: Dixie Highway & 171st Street

09/01/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 1

HCM 6th Signalized Intersection Capacity Analysis 100: Dixie Highway & 171st Street

09/01/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 2

HCM 6th Signalized Intersection Summary 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL EBR Lane Configurations Traffic Volume (veh/h) 55 365 Future Volume (veh/h) 55 365 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1390 1870 Adj Flow Rate, veh/h 58 384 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 38 2 Cap, veh/h 413 494 Arrive On Green 0.31 0.31 Sat Flow, veh/h 1324 1585 Grp Volume(v), veh/h 58 384 Grp Sat Flow(s),veh/h/ln1324 1585 Q Serve(g_s), s 1.2 8.2 Cycle Q Clear(g_c), s 1.2 8.2 Prop In Lane 1.00 1.00 Lane Grp Cap(c), veh/h 413 494 V/C Ratio(X) 0.14 0.78 Avail Cap(c_a), veh/h 1876 2246 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 1.00 Uniform Delay (d), s/veh 9.2 11.6 Incr Delay (d2), s/veh 0.2 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(95%),veh/ln0.4 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.3 14.2 LnGrp LOS A B Approach Vol, veh/h 442 Approach Delay, s/veh 13.6 Approach LOS B

NBL

NBT

SBT SBR

0 0 0 1.00 1.00

370 370 0

420 420 0

1.00 No 1969 389 0.95 2 1514 0.40 3938 389 1870 2.6 2.6

1.00 No 1969 442 0.95 2 1514 0.40 3938 442 1870 3.0 3.0

7.7 A 389 7.7 A

7.9 A 442 7.9 A

0 0 0 1.00 1.00

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 1514 1514 0.00 0.26 0.29 0 2726 2726 1.00 1.00 1.00 0.00 1.00 1.00 0.0 7.3 7.4 0.0 0.4 0.5 0.0 0.0 0.0 0.0 1.3 1.5

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0

0.0 A

Timer - Assigned Phs 2 Phs Duration (G+Y+Rc), s 21.0 Change Period (Y+Rc), s 6.0 Max Green Setting (Gmax), s 27.0 Max Q Clear Time (g_c+I1), s 4.6 Green Ext Time (p_c), s 6.6 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

09/01/2022

4 16.1 4.5 52.5 10.2 1.5

6 21.0 6.0 27.0 5.0 7.5

9.8 A

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 3

HCM 6th Signalized Intersection Capacity Analysis 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL Lane Configurations Traffic Volume (veh/h) 55 Future Volume (veh/h) 55 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1390 Adj Flow Rate, veh/h 58 Peak Hour Factor 0.95 Percent Heavy Veh, % 38 Opposing Right Turn Influence Yes Cap, veh/h 413 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.31 Unsig. Movement Delay Ln Grp Delay, s/veh 9.3 Ln Grp LOS A Approach Vol, veh/h 442 Approach Delay, s/veh 13.6 Approach LOS B Timer: Assigned Phs Case No Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green (Gmax), s Max Allow Headway (MAH), s Max Q Clear (g_c+l1), s Green Ext Time (g_e), s Prob of Phs Call (p_c) Prob of Max Out (p_x)

09/01/2022

EBR

NBL

NBT

SBT

SBR

365 365 14 0 1.00 1.00

0 0 5 0 1.00 1.00

370 370 2 0

420 420 6 0

1.00 No

0 0 16 0 1.00 1.00

1870 384 0.95 2

1969 389 0.95 2

1969 442 0.95 2

0 0 0.95 0

494 1.00 0.31

0 0 0.95 0 No 0 1.00 0.00

1514 1.00 0.40

0 1.00 0.00

14.2 B

0.0 A

7.7 A 389 7.7 A

7.9 A 442 7.9 A

0.0 A

2 2 8.0 21.0 6.0 27.0 9.1 4.6 6.6 1.00 0.21

4 4 9.0 16.1 4.5 52.5 3.9 10.2 1.5 0.99 0.00

6 6 8.0 21.0 6.0 27.0 9.1 5.0 7.5 1.00 0.27

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 0

7 1324

1 0

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 3938

4 0

6 3938

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 0

14 1585

16 0

Left Lane Group Data Assigned Mvmt Lane Assignment

7 L

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

0 Synchro 11 Report Page 4

09/01/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 58 1324 1.2 1.2 1324 0 0.0 0.0 0.0 0.0 0.0 1.00 413 0.14 1876 1.00 9.2 0.2 0.0 9.3 0.2 0.0 0.0 1.80 0.4 0.02 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 2 389 1870 2.6 2.6 1514 0.26 2726 1.00 7.3 0.4 0.0 7.7 0.7 0.1

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

6 T 2 442 1870 3.0 3.0 1514 0.29 2726 1.00 7.4 0.5 0.0 7.9 0.8 0.1

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 5

09/01/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 1.3 0.07 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 1.5 0.08 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

14 R 1 384 1585 8.2 8.2 0.0 0.0 1.00 494 0.78 2246 1.00 11.6 2.7 0.0 14.2 1.8 0.4 0.0 1.80 3.9 0.45 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

9.8 A

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 6

HCM 6th TWSC 400: Dixie Highway & Access A/173rd Street

Intersection Int Delay, s/veh

09/01/2022

0.4

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 20 5 0 5 1 365 10 5 750 30 Future Vol, veh/h 0 0 20 5 0 5 1 365 10 5 750 30 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None Storage Length 0 - 145 - 145 - 145 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 21 5 0 5 1 384 11 5 789 32 Major/Minor Minor2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

0 0 0

Minor1 395 797 1223 - 392 392 - 405 831 6.94 7.54 6.54 - 6.54 5.54 - 6.54 5.54 3.32 3.52 4.02 604 277 178 - 604 605 - 593 383

Major1 198 821 6.94 4.14 3.32 2.22 810 804 -

604 -

810 -

EB 11.2 B

266 266 603 570 WB 14.2 B

NBL 804 0.001 9.5 A 0

177 177 604 381

804 -

0 -

Major2 0 395 - 4.14 - 2.22 - 1160 - 1160 -

NB 0

NBT NBR EBLn1WBLn1 SBL - 604 400 1160 - 0.035 0.026 0.005 - 11.2 14.2 8.1 B B A 0.1 0.1 0

0 -

SB 0.1

SBT SBR -

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 7

HCM 6th TWSC 600: Dixie Highway & Access B (Full-Access)/174th Street

Intersection Int Delay, s/veh

09/01/2022

3.4

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 95 1 35 5 1 1 10 280 2 2 730 45 Future Vol, veh/h 95 1 35 5 1 1 10 280 2 2 730 45 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None Storage Length 0 - 145 - 145 - 145 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 43 2 2 2 2 2 2 2 2 33 Mvmt Flow 100 1 37 5 1 1 11 295 2 2 768 47 Major/Minor Minor2 Conflicting Flow All 942 1091 Stage 1 772 772 Stage 2 170 319 Critical Hdwy 7.54 6.54 Critical Hdwy Stg 1 6.54 5.54 Critical Hdwy Stg 2 6.54 5.54 Follow-up Hdwy 3.52 4.02 Pot Cap-1 Maneuver 218 213 Stage 1 358 407 Stage 2 815 652 Platoon blocked, % Mov Cap-1 Maneuver 214 210 Mov Cap-2 Maneuver 214 210 Stage 1 353 406 Stage 2 802 643 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

EB 29.5 D

Minor1 384 707 1137 - 318 318 - 389 819 7.76 7.54 6.54 - 6.54 5.54 - 6.54 5.54 3.73 3.52 4.02 511 322 200 - 668 652 - 606 388

Major1 149 815 6.94 4.14 3.32 2.22 871 808 -

511 -

871 -

294 294 659 560 WB 17.3 C

NBL 808 0.013 9.5 A 0

197 197 643 387

808 -

Major2 0 297 - 4.14 - 2.22 - 1261 - 1261 -

0 -

NB 0.3

NBT NBR EBLn1 EBLn2WBLn1 SBL - 214 491 301 1261 - 0.467 0.077 0.024 0.002 - 35.8 12.9 17.3 7.9 E B C A 2.3 0.2 0.1 0

0 -

SB 0

SBT SBR -

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 8

HCM 6th Signalized Intersection Summary 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 85 Future Volume (veh/h) 85 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 89 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 414 Arrive On Green 0.05 Sat Flow, veh/h 1781 Grp Volume(v), veh/h 89 Grp Sat Flow(s),veh/h/ln 1781 Q Serve(g_s), s 2.8 Cycle Q Clear(g_c), s 2.8 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 414 V/C Ratio(X) 0.21 Avail Cap(c_a), veh/h 517 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 16.3 Incr Delay (d2), s/veh 0.3 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.5 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

1 12.2 3.5 9.5 8.7 0.1

09/01/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

450 450 0

185 185 0 1.00 1.00

215 215 0 1.00 1.00

565 565 0

5 5 0 1.00 1.00

135 135 0 1.00 1.00

195 195 0

185 185 0 1.00 1.00

55 55 0 1.00 1.00

575 575 0

200 200 0 1.00 1.00

1870 195 0.95 2 372 0.37 1005 328 1689 13.6 13.6 0.60 625 0.52 625 1.00 1.00 22.2 3.1 0.0 9.5

1870 226 0.95 2 420 0.10 1781 226 1781 6.7 6.7 1.00 420 0.54 436 1.00 1.00 15.4 1.2 0.0 4.6

1870 5 0.95 2 13 0.42 30 307 1865 10.3 10.3 0.02 781 0.39 781 1.00 1.00 18.2 1.5 0.0 7.9

1870 142 0.95 2 212 0.06 1781 142 1781 5.2 5.2 1.00 212 0.67 212 1.00 1.00 25.1 7.9 0.0 4.6

1870 195 0.95 2 447 0.28 1585 195 1585 9.1 9.1 1.00 447 0.44 447 1.00 1.00 26.4 1.4 0.0 6.3

1500 58 0.95 27 280 0.04 1428 58 1428 2.7 2.7 1.00 280 0.21 342 1.00 1.00 23.2 0.4 0.0 1.6

25.0 C 758 24.1 C

25.3 C

16.6 B

19.7 B 826 18.9 B

19.7 B

33.0 C

27.4 C 542 29.0 C

27.9 C

23.6 C

2 39.3 6.0 32.0 15.6 8.9

3 7.1 3.5 7.5 4.7 0.0

4 31.4 6.0 22.0 11.1 3.0

5 7.8 3.5 9.5 4.8 0.1

6 43.7 6.0 32.0 12.3 9.0

7 9.0 3.5 5.5 7.2 0.0

8 29.5 6.0 24.0 22.4 1.1

1.00 No 1870 474 0.95 2 911 0.37 2461 341 1777 13.5 13.5 658 0.52 658 1.00 1.00 22.1 2.9 0.0 9.7

1.00 No 1870 595 0.95 2 1513 0.42 3611 293 1777 10.3 10.3 745 0.39 745 1.00 1.00 18.2 1.6 0.0 7.6

1.00 No 1870 205 0.95 2 501 0.28 1777 205 1777 8.4 8.4 501 0.41 501 1.00 1.00 26.2 1.1 0.0 6.5

1.00 No 1870 605 0.95 2 675 0.26 2585 416 1777 20.3 20.3 464 0.90 474 1.00 1.00 32.1 20.3 0.0 16.4 52.4 D 874 50.9 D

1870 211 0.95 2 235 0.26 900 400 1708 20.4 20.4 0.53 446 0.90 456 1.00 1.00 32.1 21.2 0.0 16.0 53.3 D

31.4 C

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 9

HCM 6th Signalized Intersection Capacity Analysis 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 85 Future Volume (veh/h) 85 Number 5 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 89 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 414 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.05 Unsig. Movement Delay Ln Grp Delay, s/veh 16.5 Ln Grp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS

09/01/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

450 450 2 0

185 185 12 0 1.00 1.00

215 215 1 0 1.00 1.00

565 565 6 0

5 5 16 0 1.00 1.00

135 135 7 0 1.00 1.00

195 195 4 0

185 185 14 0 1.00 1.00

55 55 3 0 1.00 1.00

575 575 8 0

200 200 18 0 1.00 1.00

1870 474 0.95 2

1870 195 0.95 2

1870 595 0.95 2

1870 5 0.95 2

1870 195 0.95 2

1870 211 0.95 2

1513 1.00 0.42

13 1.00 0.42

501 1.00 0.28

447 1.00 0.28

1500 58 0.95 27 Yes 280 1.00 0.04

1870 605 0.95 2

372 1.00 0.37

1870 142 0.95 2 Yes 212 1.00 0.06

1870 205 0.95 2

911 1.00 0.37

1870 226 0.95 2 Yes 420 1.00 0.10

675 1.00 0.26

235 1.00 0.26

25.0 C 758 24.1 C

25.3 C

16.6 B

19.7 B 826 18.9 B

19.7 B

33.0 C

27.4 C 542 29.0 C

27.9 C

23.6 C

52.4 D 874 50.9 D

53.3 D

1 1 1.1 12.2 3.5 9.5 3.7 8.7 0.1 1.00 1.00

2 2 4.0 39.3 6.0 32.0 9.1 15.6 8.9 1.00 0.68

3 3 1.1 7.1 3.5 7.5 3.9 4.7 0.0 0.77 1.00

4 4 4.0 31.4 6.0 22.0 7.3 11.1 3.0 1.00 0.53

5 5 1.1 7.8 3.5 9.5 3.7 4.8 0.1 0.89 0.32

6 6 4.0 43.7 6.0 32.0 9.0 12.3 9.0 1.00 0.49

7 7 1.1 9.0 3.5 5.5 3.8 7.2 0.0 0.97 1.00

8 8 4.0 29.5 6.0 24.0 7.2 22.4 1.1 1.00 1.00

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

1 1781

1.00 No

3 1428

5 1781

1.00 No

7 1781

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 2461

4 1777

6 3611

8 2585

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 1005

14 1585

16 30

18 900

Left Lane Group Data Assigned Mvmt Lane Assignment

1 L (Pr/Pm)

0 3 L (Pr/Pm)

0 5 L (Pr/Pm)

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

1.00 No

0 7 L (Pr/Pm)

0 Synchro 11 Report Page 10

09/01/2022

1 226 1781 6.7 6.7 768 0 35.3 19.7 6.5 0.0 0.0 1.00 420 0.54 436 1.00 15.4 1.2 0.0 16.6 2.4 0.1 0.0 1.80 4.6 0.36 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 58 1428 2.7 2.7 790 0 23.5 16.3 0.6 0.0 0.0 1.00 280 0.21 342 1.00 23.2 0.4 0.0 23.6 0.9 0.0 0.0 1.80 1.6 0.32 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 89 1781 2.8 2.8 819 0 33.3 27.4 0.7 0.0 0.0 1.00 414 0.21 517 1.00 16.3 0.3 0.0 16.5 1.0 0.0 0.0 1.80 1.9 0.18 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 142 1781 5.2 5.2 670 0 23.9 3.1 3.1 0.0 0.0 1.00 212 0.67 212 1.00 25.1 7.9 0.0 33.0 2.1 0.5 0.0 1.80 4.6 0.39 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 1 341 1777 13.5 13.5 658 0.52 658 1.00 22.1 2.9 0.0 25.0 5.2 0.5

4 T 1 205 1777 8.4 8.4 501 0.41 501 1.00 26.2 1.1 0.0 27.4 3.4 0.2

6 T 1 293 1777 10.3 10.3 745 0.39 745 1.00 18.2 1.6 0.0 19.7 3.9 0.3

8 T 1 416 1777 20.3 20.3 464 0.90 474 1.00 32.1 20.3 0.0 52.4 8.3 2.6

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Synchro 11 Report Page 11

09/01/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.68 9.7 0.57 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 6.5 0.31 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 7.6 0.28 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.50 16.4 0.45 0.0 0.0 0.0 0.0 0 0.0

12 T+R 1 328 1689 13.6 13.6 0.0 0.0 0.60 625 0.52 625 1.00 22.2 3.1 0.0 25.3 5.0 0.5 0.0 1.69 9.5 0.56 0.0 0.0 0.0 0.0 0 0.0

14 T+R 1 195 1585 9.1 9.1 0.0 0.0 1.00 447 0.44 447 1.00 26.4 1.4 0.0 27.9 3.3 0.2 0.0 1.80 6.3 0.30 0.0 0.0 0.0 0.0 0 0.0

16 T+R 1 307 1865 10.3 10.3 0.0 0.0 0.02 781 0.39 781 1.00 18.2 1.5 0.0 19.7 4.1 0.3 0.0 1.78 7.9 0.29 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 400 1708 20.4 20.4 0.0 0.0 0.53 446 0.90 456 1.00 32.1 21.2 0.0 53.3 8.0 2.6 0.0 1.50 16.0 0.44 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

31.4 C

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 12

HCM 6th TWSC 900: 175th Street & Access C (RIRO)

Intersection Int Delay, s/veh

09/01/2022

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 720 900 1 0 1 Future Vol, veh/h 0 720 900 1 0 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 758 947 1 0 1 Major/Minor Major1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

EB 0

Major2 0 -

Minor2 0 0 0 0 -

WB 0

SB 11.7 B

474 6.94 3.32 537 537 -

EBT WBT WBR SBLn1 - 537 - 0.002 - 11.7 B 0

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 13

HCM 6th TWSC 1000: Dixmoor Drive & 175th Street

Intersection Int Delay, s/veh

09/01/2022

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 715 5 2 900 5 5 Future Vol, veh/h 715 5 2 900 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 753 5 2 947 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 758 - 4.14 - 2.22 - 849 - 849 -

Minor1 0 1234 - 756 - 478 - 6.84 - 5.84 - 5.84 - 3.52 - 169 - 424 - 590 - 168 - 168 - 424 - 587

WB 0

NB 19.2 C

EB 0

NBLn1 264 0.04 19.2 C 0.1

379 6.94 3.32 619 619 -

EBT EBR WBL WBT - 849 - 0.002 9.3 0 A A 0 -

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 14

HCM 6th TWSC 1100: Howe Avenue/Access D (Full-Access) & 175th Street

Intersection Int Delay, s/veh

09/01/2022

1.1

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 705 10 5 895 5 5 1 5 10 1 55 Future Vol, veh/h 30 705 10 5 895 5 5 1 5 10 1 55 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 185 - 185 - 185 0 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 32 742 11 5 942 5 5 1 5 11 1 58 Major/Minor Major1 Conflicting Flow All 947 Stage 1 Stage 2 Critical Hdwy 4.14 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.22 Pot Cap-1 Maneuver 721 Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver 721 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

0 -

Major2 0 753 - 4.14 - 2.22 - 853 - 853 -

EB 0.4

WB 0.1

NBLn1 EBL 158 721 0.073 0.044 29.6 10.2 D B 0.2 0.1

0 -

Minor1 0 1294 1769 - 812 812 - 482 957 - 7.54 6.54 - 6.54 5.54 - 6.54 5.54 - 3.52 4.02 - 120 83 - 339 390 - 534 334 - 102 79 - 102 79 - 324 373 - 472 332

Minor2 377 1388 1769 - 952 952 - 436 817 6.94 7.54 6.54 - 6.54 5.54 - 6.54 5.54 3.32 3.52 4.02 621 102 83 - 279 336 - 569 388

471 6.94 3.32 539 -

621 -

539 -

NB 29.6 D

SB 18.5 C

96 96 267 538

79 79 334 371

EBT EBR WBL WBT WBR SBLn1 SBLn2 - 853 96 488 - 0.006 - 0.11 0.121 9.2 - 47.1 13.4 A E B 0 0.4 0.4

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 15

HCM 6th TWSC 1200: Golfview Avenue & 175th Street

Intersection Int Delay, s/veh

09/01/2022

0.2

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 745 10 5 950 5 2 Future Vol, veh/h 745 10 5 950 5 2 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 784 11 5 1000 5 2 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 795 - 4.14 - 2.22 - 822 - 822 -

Minor1 0 1300 - 790 - 510 - 6.84 - 5.84 - 5.84 - 3.52 - 153 - 408 - 568 - 151 - 151 - 408 - 560

WB 0.1

NB 24.5 C

EB 0

NBLn1 192 0.038 24.5 C 0.1

398 6.94 3.32 601 601 -

EBT EBR WBL WBT - 822 - 0.006 9.4 0.1 A A 0 -

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 16

HCM 6th TWSC 1300: Western Ave/Access E (RIRO) & 175th Street

Intersection Int Delay, s/veh

09/01/2022

0.2

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 755 5 1 955 1 5 0 1 0 0 10 Future Vol, veh/h 0 755 5 1 955 1 5 0 1 0 0 10 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 - 185 0 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 795 5 1 1005 1 5 0 1 0 0 11 Major/Minor Major1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

0 -

EB 0

Major2 0 800 - 4.14 - 2.22 - 819 - 819 WB 0

NBLn1 133 0.047 33.4 D 0.1

0 -

Minor1 0 1303 1806 - 798 798 - 505 1008 - 7.54 6.54 - 6.54 5.54 - 6.54 5.54 - 3.52 4.02 - 118 78 - 346 396 - 518 316 - 115 78 - 115 78 - 346 396 - 506 315

Minor2 400 6.94 3.32 600 0 0 0

0 0 0

503 6.94 3.32 514 -

600 -

514 -

NB 33.4 D

SB 12.2 B

EBT EBR WBL WBT WBR SBLn1 - 819 - 514 - 0.001 - 0.02 9.4 0 - 12.2 A A B 0 0.1

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 17

HCM 6th Signalized Intersection Summary 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 65 Arrive On Green 0.27 Sat Flow, veh/h 1 Grp Volume(v), veh/h 277 Grp Sat Flow(s),veh/h/ln 1869 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 7.1 Prop In Lane 0.00 Lane Grp Cap(c), veh/h 576 V/C Ratio(X) 0.48 Avail Cap(c_a), veh/h 929 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 17.4 Incr Delay (d2), s/veh 1.3 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.7 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

09/01/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

490 490 0

185 185 0 1.00 1.00

355 355 0 1.00 1.00

615 615 0

1 1 0 1.00 1.00

140 140 0 1.00 1.00

1 1 0

270 270 0 1.00 1.00

1 1 0 1.00 1.00

1 1 0

1 1 0 1.00 1.00

1870 195 0.95 2 434 0.27 1585 195 1585 5.7 5.7 1.00 434 0.45 734 1.00 1.00 16.9 1.6 0.0 3.6

1870 374 0.95 2 569 0.19 1781 374 1781 7.5 7.5 1.00 569 0.66 983 1.00 1.00 10.5 1.3 0.0 4.2

1870 1 0.95 2 3 0.54 6 332 1869 5.6 5.6 0.00 1010 0.33 1799 1.00 1.00 7.2 0.4 0.0 3.0

1870 147 0.95 2 498 0.25 1507 148 1519 0.0 3.8 0.99 501 0.30 759 1.00 1.00 17.4 1.5 0.0 2.8

1870 284 0.95 2 685 0.25 1585 284 1585 7.0 7.0 1.00 685 0.41 973 1.00 1.00 11.0 1.9 0.0 4.1

1870 1 0.95 2 171 0.25 347 3 1522 0.0 3.8 0.33 460 0.01 722 1.00 1.00 16.0 0.0 0.0 0.1

19.6 B 712 18.9 B

18.4 B

11.8 B

7.6 A

18.9 B

12.9 B

16.0 B

2 19.8 6.0 24.0 9.0 4.9

3 14.9 4.5 23.5 9.5 1.0

4 21.4 6.0 26.0 9.1 6.3

1.00 No 1870 516 0.95 2 955 0.27 3485 240 1617 7.1 7.1 443 0.54 749 1.00 1.00 17.4 2.2 0.0 4.6

1.00 No 1870 647 0.95 2 1967 0.54 3641 316 1777 5.6 5.6 960 0.33 1710 1.00 1.00 7.2 0.4 0.0 2.8 7.6 A 1022 9.2 A

6 19.8 6.0 24.0 5.8 0.0

1.00 No 1870 1 0.95 2 3 0.25 12 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 432 14.9 B

1.00 No 1870 1 0.95 2 164 0.25 668 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 3 16.0 B

1870 1 0.95 2 125 0.25 507 0 0 0.0 0.0 0.33 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A

8 36.3 6.0 54.0 7.6 8.8

13.5 B

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 18

HCM 6th Signalized Intersection Capacity Analysis 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 65 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.27 Unsig. Movement Delay Ln Grp Delay, s/veh 18.7 Ln Grp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS

09/01/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

490 490 4 0

185 185 14 0 1.00 1.00

355 355 3 0 1.00 1.00

615 615 8 0

1 1 18 0 1.00 1.00

140 140 5 0 1.00 1.00

1 1 2 0

270 270 12 0 1.00 1.00

1 1 1 0 1.00 1.00

1 1 6 0

1 1 16 0 1.00 1.00

1870 516 0.95 2

1870 195 0.95 2

1870 647 0.95 2

1870 1 0.95 2

1870 284 0.95 2

1870 1 0.95 2

1967 1.00 0.54

3 1.00 0.54

3 1.00 0.25

685 1.00 0.25

1870 1 0.95 2 Yes 171 1.00 0.25

1870 1 0.95 2

434 1.00 0.27

1870 147 0.95 2 Yes 498 1.00 0.25

1870 1 0.95 2

955 1.00 0.27

1870 374 0.95 2 Yes 569 1.00 0.19

164 1.00 0.25

125 1.00 0.25

19.6 B 712 18.9 B

18.4 B

11.8 B

7.6 A 1022 9.2 A

7.6 A

18.9 B

0.0 A 432 14.9 B

12.9 B

16.0 B

0.0 A 3 16.0 B

0.0 A

2 2 7.0 19.8 6.0 24.0 8.3 9.0 4.9 1.00 0.44

3 3 1.2 14.9 4.5 23.5 3.7 9.5 1.0 1.00 0.00

4 4 7.3 21.4 6.0 26.0 6.8 9.1 6.3 1.00 0.36

6 6 8.0 19.8 6.0 24.0 9.7 5.8 0.0 1.00 0.00

8 8 4.0 36.3 6.0 54.0 7.0 7.6 8.8 1.00 0.02

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 1507

3 1781

7 1

1 347

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 12

4 3485

6 668

8 3641

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 1585

14 1585

16 507

18 6

5 3 L+TL (Pr/Pm)

7 L+T

Left Lane Group Data Assigned Mvmt Lane Assignment

1.00 No

1 L+T+R

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

1.00 No

0 Synchro 11 Report Page 19

09/01/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 148 1519 0.0 3.8 1437 1782 13.8 10.0 0.0 0.0 0.0 0.99 501 0.30 759 1.00 17.4 1.5 0.0 18.9 1.4 0.2 0.0 1.80 2.8 0.10 0.0 0.0 0.0 0.0 0 0.0

1 374 1781 7.5 7.5 739 0 17.4 8.3 8.3 0.0 0.0 1.00 569 0.66 983 1.00 10.5 1.3 0.0 11.8 2.1 0.2 0.0 1.80 4.2 0.41 0.0 0.0 0.0 0.0 0 0.0

1 277 1869 0.0 7.1 796 0 15.4 15.4 0.0 12.7 7.1 0.00 576 0.48 929 1.00 17.4 1.3 0.0 18.7 2.7 0.2 0.0 1.80 5.2 0.27 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 3 1522 0.0 3.8 1112 0 13.8 10.0 0.0 3.8 0.1 0.33 460 0.01 722 1.00 16.0 0.0 0.0 16.0 0.0 0.0 0.0 1.80 0.1 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

4 T 1 240 1617 7.1 7.1 443 0.54 749 1.00 17.4 2.2 0.0 19.6 2.3 0.3

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

8 T 1 316 1777 5.6 5.6 960 0.33 1710 1.00 7.2 0.4 0.0 7.6 1.5 0.1

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 20

09/01/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 4.6 0.25 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 2.8 0.06 0.0 0.0 0.0 0.0 0 0.0

12 R 1 284 1585 7.0 7.0 1585.1 10.4 1.00 685 0.41 973 1.00 11.0 1.9 0.0 12.9 1.9 0.4 0.0 1.80 4.1 0.14 0.0 0.0 0.0 0.0 0 0.0

14 R 1 195 1585 5.7 5.7 0.0 0.0 1.00 434 0.45 734 1.00 16.9 1.6 0.0 18.4 1.8 0.2 0.0 1.80 3.6 0.74 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.33 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 332 1869 5.6 5.6 0.0 0.0 0.00 1010 0.33 1799 1.00 7.2 0.4 0.0 7.6 1.5 0.1 0.0 1.80 3.0 0.06 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

13.5 B

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 21

HCM 6th Signalized Intersection Summary 100: Dixie Highway & 171st Street

09/01/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 1

HCM 6th Signalized Intersection Capacity Analysis 100: Dixie Highway & 171st Street

09/01/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 2

HCM 6th Signalized Intersection Summary 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL EBR Lane Configurations Traffic Volume (veh/h) 20 125 Future Volume (veh/h) 20 125 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1483 1811 Adj Flow Rate, veh/h 21 132 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 32 6 Cap, veh/h 168 183 Arrive On Green 0.12 0.12 Sat Flow, veh/h 1412 1535 Grp Volume(v), veh/h 21 132 Grp Sat Flow(s),veh/h/ln1412 1535 Q Serve(g_s), s 0.4 2.4 Cycle Q Clear(g_c), s 0.4 2.4 Prop In Lane 1.00 1.00 Lane Grp Cap(c), veh/h 168 183 V/C Ratio(X) 0.12 0.72 Avail Cap(c_a), veh/h 2122 2306 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 1.00 Uniform Delay (d), s/veh 11.4 12.3 Incr Delay (d2), s/veh 0.3 5.3 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(95%),veh/ln0.2 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.7 17.6 LnGrp LOS B B Approach Vol, veh/h 153 Approach Delay, s/veh 16.8 Approach LOS B

NBL

NBT

SBT SBR

0 0 0 1.00 1.00

150 150 0

200 200 0

1.00 No 1969 158 0.95 2 1938 0.52 3938 158 1870 0.6 0.6

1.00 No 1906 211 0.95 6 1877 0.52 3813 211 1811 0.9 0.9

3.6 A 158 3.6 A

3.7 A 211 3.7 A

0 0 0 1.00 1.00

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 1938 1877 0.00 0.08 0.11 0 4652 4505 1.00 1.00 1.00 0.00 1.00 1.00 0.0 3.5 3.6 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.2 0.2

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0

0.0 A

Timer - Assigned Phs 2 Phs Duration (G+Y+Rc), s 21.0 Change Period (Y+Rc), s 6.0 Max Green Setting (Gmax), s 36.0 Max Q Clear Time (g_c+I1), s 2.6 Green Ext Time (p_c), s 2.9 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

09/01/2022

4 7.9 4.5 43.5 4.4 0.5

6 21.0 6.0 36.0 2.9 4.0

7.5 A

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 3

HCM 6th Signalized Intersection Capacity Analysis 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL Lane Configurations Traffic Volume (veh/h) 20 Future Volume (veh/h) 20 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1483 Adj Flow Rate, veh/h 21 Peak Hour Factor 0.95 Percent Heavy Veh, % 32 Opposing Right Turn Influence Yes Cap, veh/h 168 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.12 Unsig. Movement Delay Ln Grp Delay, s/veh 11.7 Ln Grp LOS B Approach Vol, veh/h 153 Approach Delay, s/veh 16.8 Approach LOS B Timer: Assigned Phs Case No Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green (Gmax), s Max Allow Headway (MAH), s Max Q Clear (g_c+l1), s Green Ext Time (g_e), s Prob of Phs Call (p_c) Prob of Max Out (p_x)

09/01/2022

EBR

NBL

NBT

SBT

SBR

125 125 14 0 1.00 1.00

0 0 5 0 1.00 1.00

150 150 2 0

200 200 6 0

1.00 No

0 0 16 0 1.00 1.00

1811 132 0.95 6

1969 158 0.95 2

1906 211 0.95 6

0 0 0.95 0

183 1.00 0.12

0 0 0.95 0 No 0 1.00 0.00

1938 1.00 0.52

1877 1.00 0.52

0 1.00 0.00

17.6 B

0.0 A

3.6 A 158 3.6 A

3.7 A 211 3.7 A

0.0 A

2 2 8.0 21.0 6.0 36.0 9.1 2.6 2.9 1.00 0.00

4 4 9.0 7.9 4.5 43.5 3.9 4.4 0.5 0.71 0.00

6 6 8.0 21.0 6.0 36.0 9.1 2.9 4.0 1.00 0.01

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 0

7 1412

1 0

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 3938

4 0

6 3813

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 0

14 1535

16 0

Left Lane Group Data Assigned Mvmt Lane Assignment

7 L

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

0 Synchro 11 Report Page 4

09/01/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 21 1412 0.4 0.4 1412 0 0.0 0.0 0.0 0.0 0.0 1.00 168 0.12 2122 1.00 11.4 0.3 0.0 11.7 0.1 0.0 0.0 1.80 0.2 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 2 158 1870 0.6 0.6 1938 0.08 4652 1.00 3.5 0.1 0.0 3.6 0.1 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

6 T 2 211 1811 0.9 0.9 1877 0.11 4505 1.00 3.6 0.1 0.0 3.7 0.1 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 5

09/01/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.2 0.02 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.2 0.01 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

14 R 1 132 1535 2.4 2.4 0.0 0.0 1.00 183 0.72 2306 1.00 12.3 5.3 0.0 17.6 0.5 0.3 0.0 1.80 1.4 0.17 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

7.5 A

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 6

HCM 6th TWSC 400: Dixie Highway & Access A/173rd Street

Intersection Int Delay, s/veh

09/01/2022

0.5

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 15 1 1 5 1 145 2 5 290 30 Future Vol, veh/h 0 0 15 1 1 5 1 145 2 5 290 30 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None Storage Length 0 - 145 - 145 - 145 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 6 2 Mvmt Flow 0 0 16 1 1 5 1 153 2 5 305 32 Major/Minor Minor2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

0 0 0

Minor1 153 319 - 156 - 163 6.94 7.54 - 6.54 - 6.54 3.32 3.52 866 610 - 831 - 823

503 156 347 6.54 5.54 5.54 4.02 469 768 633

Major1 78 337 6.94 4.14 3.32 2.22 967 1219 -

866 -

467 467 767 630

967 1219 -

EB 9.2 A

597 597 830 805 WB 9.7 A

NBL 1219 0.001 8 A 0

0 -

Major2 0 155 - 4.14 - 2.22 - 1423 - 1423 -

NB 0.1

NBT NBR EBLn1WBLn1 SBL - 866 779 1423 - 0.018 0.009 0.004 9.2 9.7 7.5 A A A 0.1 0 0

0 -

SB 0.1

SBT SBR -

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 7

HCM 6th TWSC 600: Dixie Highway & Access B (Full-Access)/174th Street

Intersection Int Delay, s/veh

09/01/2022

1.5

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 1 25 1 0 1 10 115 1 1 265 40 Future Vol, veh/h 30 1 25 1 0 1 10 115 1 1 265 40 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None Storage Length 0 - 145 - 145 - 145 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 60 2 2 2 2 2 2 2 2 38 Mvmt Flow 32 1 26 1 0 1 11 121 1 1 279 42 Major/Minor Minor2 Conflicting Flow All 364 Stage 1 281 Stage 2 83 Critical Hdwy 7.54 Critical Hdwy Stg 1 6.54 Critical Hdwy Stg 2 6.54 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 567 Stage 1 702 Stage 2 916 Platoon blocked, % Mov Cap-1 Maneuver 562 Mov Cap-2 Maneuver 562 Stage 1 696 Stage 2 907 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

425 281 144 6.54 5.54 5.54 4.02 520 677 777

Minor1 140 286 - 144 - 142 8.1 7.54 - 6.54 - 6.54 3.9 3.52 726 644 - 844 - 846

467 144 323 6.54 5.54 5.54 4.02 492 777 649

Major1 61 321 6.94 4.14 3.32 2.22 991 1236 -

515 515 676 770

726 -

487 487 770 648

991 1236 -

EB 11.1 B

615 615 836 814 WB 9.8 A

NBL 1236 0.009 7.9 A 0

0 -

NB 0.6

NBT NBR EBLn1 EBLn2WBLn1 SBL - 562 715 759 1463 - 0.056 0.038 0.003 0.001 - 11.8 10.2 9.8 7.5 B B A A 0.2 0.1 0 0

Major2 0 122 - 4.14 - 2.22 - 1463 - 1463 -

0 -

SB 0

SBT SBR -

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 8

HCM 6th Signalized Intersection Summary 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 25 Future Volume (veh/h) 25 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 26 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 846 Arrive On Green 0.02 Sat Flow, veh/h 1781 Grp Volume(v), veh/h 26 Grp Sat Flow(s),veh/h/ln 1781 Q Serve(g_s), s 0.5 Cycle Q Clear(g_c), s 0.5 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 846 V/C Ratio(X) 0.03 Avail Cap(c_a), veh/h 1006 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 6.9 Incr Delay (d2), s/veh 0.0 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.9 LnGrp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

1 6.3 3.5 9.5 3.4 0.1

09/01/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

185 185 0

60 60 0 1.00 1.00

65 65 0 1.00 1.00

140 140 0

0 0 0 1.00 1.00

60 60 0 1.00 1.00

90 90 0

100 100 0 1.00 1.00

40 40 0 1.00 1.00

175 175 0

70 70 0 1.00 1.00

1870 63 0.95 2 494 0.60 828 130 1706 3.0 3.0 0.49 1017 0.13 1017 1.00 1.00 7.9 0.3 0.0 1.8

1796 68 0.95 7 740 0.03 1711 68 1711 1.4 1.4 1.00 740 0.09 867 1.00 1.00 6.6 0.1 0.0 0.8

1870 0 0.95 2 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0

1870 63 0.95 2 207 0.04 1781 63 1781 2.8 2.8 1.00 207 0.30 300 1.00 1.00 33.1 0.8 0.0 2.2

1870 105 0.95 2 202 0.13 1585 105 1585 5.6 5.6 1.00 202 0.52 423 1.00 1.00 36.7 4.4 0.0 4.2

1292 42 0.95 41 175 0.03 1231 42 1231 2.7 2.7 1.00 175 0.24 250 1.00 1.00 33.5 0.7 0.0 1.5

8.1 A 284 8.1 A

8.2 A

6.6 A

7.1 A 215 7.0 A

0.0 A

33.9 C

38.8 D 263 38.5 D

41.1 D

34.2 C

2 59.7 6.0 29.0 5.0 4.1

3 6.6 3.5 8.5 4.7 0.0

4 17.5 6.0 24.0 7.6 1.7

5 4.9 3.5 9.5 2.5 0.0

6 61.0 6.0 29.0 3.5 2.3

7 7.3 3.5 8.5 4.8 0.0

8 16.7 6.0 24.0 8.5 2.2

1.00 No 1856 195 0.95 3 1575 0.60 2641 128 1763 2.9 2.9 1051 0.12 1051 1.00 1.00 7.9 0.2 0.0 1.8

1.00 No 1841 147 0.95 4 2139 0.61 3589 147 1749 1.5 1.5 2139 0.07 2139 1.00 1.00 7.1 0.1 0.0 0.9

1.00 No 1870 95 0.95 2 226 0.13 1777 95 1777 4.4 4.4 226 0.42 474 1.00 1.00 36.2 2.6 0.0 3.7

1.00 No 1870 184 0.95 2 298 0.12 2502 129 1777 6.2 6.2 212 0.61 474 1.00 1.00 37.6 5.9 0.0 5.3 43.5 D 300 42.8 D

1870 74 0.95 2 116 0.12 970 129 1696 6.5 6.5 0.57 202 0.64 452 1.00 1.00 37.8 7.0 0.0 5.5 44.8 D

25.2 C

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 9

HCM 6th Signalized Intersection Capacity Analysis 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 25 Future Volume (veh/h) 25 Number 5 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 26 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 846 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.02 Unsig. Movement Delay Ln Grp Delay, s/veh 6.9 Ln Grp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS

09/01/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

185 185 2 0

60 60 12 0 1.00 1.00

65 65 1 0 1.00 1.00

140 140 6 0

0 0 16 0 1.00 1.00

60 60 7 0 1.00 1.00

90 90 4 0

100 100 14 0 1.00 1.00

40 40 3 0 1.00 1.00

175 175 8 0

70 70 18 0 1.00 1.00

1856 195 0.95 3

1870 63 0.95 2

1841 147 0.95 4

1870 0 0.95 2

1870 105 0.95 2

1870 74 0.95 2

2139 1.00 0.61

0 1.00 0.00

226 1.00 0.13

202 1.00 0.13

1292 42 0.95 41 Yes 175 1.00 0.03

1870 184 0.95 2

494 1.00 0.60

1870 63 0.95 2 Yes 207 1.00 0.04

1870 95 0.95 2

1575 1.00 0.60

1796 68 0.95 7 Yes 740 1.00 0.03

298 1.00 0.12

116 1.00 0.12

8.1 A 284 8.1 A

8.2 A

6.6 A

7.1 A 215 7.0 A

0.0 A

33.9 C

38.8 D 263 38.5 D

41.1 D

34.2 C

43.5 D 300 42.8 D

44.8 D

1 1 1.1 6.3 3.5 9.5 3.7 3.4 0.1 0.82 0.05

2 2 4.0 59.7 6.0 29.0 9.1 5.0 4.1 1.00 0.08

3 3 1.1 6.6 3.5 8.5 3.9 4.7 0.0 0.65 1.00

4 4 4.0 17.5 6.0 24.0 7.3 7.6 1.7 1.00 0.06

5 5 1.1 4.9 3.5 9.5 3.7 2.5 0.0 0.48 0.00

6 6 4.0 61.0 6.0 29.0 9.0 3.5 2.3 1.00 0.01

7 7 1.1 7.3 3.5 8.5 3.8 4.8 0.0 0.79 1.00

8 8 4.0 16.7 6.0 24.0 7.2 8.5 2.2 1.00 0.12

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

1 1711

1.00 No

3 1231

5 1781

1.00 No

7 1781

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 2641

4 1777

6 3589

8 2502

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 828

14 1585

16 0

18 970

Left Lane Group Data Assigned Mvmt Lane Assignment

1 L (Pr/Pm)

0 3 L (Pr/Pm)

0 5 L (Pr/Pm)

1.00 No

0 7 L (Pr/Pm)

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

0 Synchro 11 Report Page 10

09/01/2022

1 68 1711 1.4 1.4 1077 0 53.7 50.7 0.2 0.0 0.0 1.00 740 0.09 867 1.00 6.6 0.1 0.0 6.6 0.4 0.0 0.0 1.80 0.8 0.06 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 42 1231 2.7 2.7 817 0 10.7 5.9 0.3 0.0 0.0 1.00 175 0.24 250 1.00 33.5 0.7 0.0 34.2 0.8 0.0 0.0 1.80 1.5 0.31 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 26 1781 0.5 0.5 1241 0 53.7 53.5 0.0 0.0 0.0 1.00 846 0.03 1006 1.00 6.9 0.0 0.0 6.9 0.2 0.0 0.0 1.80 0.3 0.03 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 63 1781 2.8 2.8 1121 0 10.7 4.2 0.4 0.0 0.0 1.00 207 0.30 300 1.00 33.1 0.8 0.0 33.9 1.2 0.0 0.0 1.80 2.2 0.18 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 1 128 1763 2.9 2.9 1051 0.12 1051 1.00 7.9 0.2 0.0 8.1 0.9 0.1

4 T 1 95 1777 4.4 4.4 226 0.42 474 1.00 36.2 2.6 0.0 38.8 1.9 0.2

6 T 2 147 1749 1.5 1.5 2139 0.07 2139 1.00 7.1 0.1 0.0 7.1 0.5 0.0

8 T 1 129 1777 6.2 6.2 212 0.61 474 1.00 37.6 5.9 0.0 43.5 2.6 0.3

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 11

09/01/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 1.8 0.27 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 3.7 0.18 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.9 0.03 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 5.3 0.15 0.0 0.0 0.0 0.0 0 0.0

12 T+R 1 130 1706 3.0 3.0 0.0 0.0 0.49 1017 0.13 1017 1.00 7.9 0.3 0.0 8.2 1.0 0.1 0.0 1.80 1.8 0.27 0.0 0.0 0.0 0.0 0 0.0

14 T+R 1 105 1585 5.6 5.6 0.0 0.0 1.00 202 0.52 423 1.00 36.7 4.4 0.0 41.1 2.1 0.2 0.0 1.80 4.2 0.20 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 129 1696 6.5 6.5 0.0 0.0 0.57 202 0.64 452 1.00 37.8 7.0 0.0 44.8 2.6 0.4 0.0 1.80 5.5 0.15 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

25.2 C

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 12

HCM 6th TWSC 900: 175th Street & Access C (RIRO)

Intersection Int Delay, s/veh

09/01/2022

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 270 270 1 0 1 Future Vol, veh/h 0 270 270 1 0 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 3 2 2 2 Mvmt Flow 0 284 284 1 0 1 Major/Minor Major1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

EB 0

Major2 0 -

Minor2 0 0 0 0 -

WB 0

SB 9.1 A

143 6.94 3.32 879 879 -

EBT WBT WBR SBLn1 - 879 - 0.001 9.1 A 0

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 13

HCM 6th TWSC 1000: Dixmoor Drive & 175th Street

Intersection Int Delay, s/veh

09/01/2022

0.1

Major2 0 285 - 4.14 - 2.22 - 1274 - 1274 -

Minor1 0 429 - 285 - 144 - 6.84 - 5.84 - 5.84 - 3.52 - 554 - 738 - 868 - 553 - 553 - 738 - 867

WB 0

NB 10.3 B

EB 0

NBLn1 679 0.006 10.3 B 0

143 6.94 3.32 879 879 -

EBT EBR WBL WBT - 1274 - 0.001 7.8 0 A A 0 -

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 14

HCM 6th TWSC 1100: Howe Avenue/Access D (Full-Access) & 175th Street

Intersection Int Delay, s/veh

09/01/2022

1.1

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 40 260 2 1 270 1 5 1 10 1 1 20 Future Vol, veh/h 40 260 2 1 270 1 5 1 10 1 1 20 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 185 - 185 - 185 0 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 42 274 2 1 284 1 5 1 11 1 1 21 Major/Minor Major1 Conflicting Flow All 285 Stage 1 Stage 2 Critical Hdwy 4.14 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.22 Pot Cap-1 Maneuver 1274 Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver 1274 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

0 -

Major2 0 276 - 4.14 - 2.22 - 1284 - 1284 -

EB 1

WB 0

NBLn1 EBL 624 1274 0.027 0.033 10.9 7.9 B A 0.1 0.1

0 -

Minor1 0 504 - 359 - 145 - 7.54 - 6.54 - 6.54 - 3.52 - 451 - 632 - 843 - 428 - 428 - 611 - 821 NB 10.9 B

646 359 287 6.54 5.54 5.54 4.02 389 626 673

Minor2 138 508 - 286 - 222 6.94 7.54 - 6.54 - 6.54 3.32 3.52 885 448 - 697 - 760

646 286 360 6.54 5.54 5.54 4.02 389 674 625

142 6.94 3.32 880 -

376 376 605 672

885 -

376 376 673 604

880 -

431 431 674 725 SB 9.7 A

EBT EBR WBL WBT WBR SBLn1 SBLn2 - 1284 - 431 827 - 0.001 - 0.002 0.027 7.8 - 13.4 9.5 A B A 0 0 0.1

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 15

HCM 6th TWSC 1200: Golfview Avenue & 175th Street

Intersection Int Delay, s/veh

09/01/2022

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 300 5 1 295 1 2 Future Vol, veh/h 300 5 1 295 1 2 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 95 95 95 95 95 95 Heavy Vehicles, % 3 2 2 2 2 2 Mvmt Flow 316 5 1 311 1 2 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 321 - 4.14 - 2.22 - 1236 - 1236 -

Minor1 0 477 - 319 - 158 - 6.84 - 5.84 - 5.84 - 3.52 - 517 - 710 - 854 - 516 - 516 - 710 - 853

WB 0

NB 10.2 B

EB 0

NBLn1 701 0.005 10.2 B 0

161 6.94 3.32 855 855 -

EBT EBR WBL WBT - 1236 - 0.001 7.9 0 A A 0 -

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 16

HCM 6th TWSC 1300: Western Ave/Access E (RIRO) & 175th Street

Intersection Int Delay, s/veh

09/01/2022

0.2

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 300 5 5 290 1 1 0 5 0 0 1 Future Vol, veh/h 0 300 5 5 290 1 1 0 5 0 0 1 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 - 185 0 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 316 5 5 305 1 1 0 5 0 0 1 Major/Minor Major1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

0 -

EB 0

Major2 0 321 - 4.14 - 2.22 - 1236 - 1236 WB 0.1

NBLn1 750 0.008 9.8 A 0

0 -

Minor1 0 482 - 319 - 163 - 7.54 - 6.54 - 6.54 - 3.52 - 467 - 667 - 823 - 465 - 465 - 667 - 818

635 319 316 6.54 5.54 5.54 4.02 394 652 654

Minor2 161 6.94 3.32 855 0 0 0

0 0 0

153 6.94 3.32 866 -

392 392 652 651

855 -

866 -

NB 9.8 A

SB 9.2 A

EBT EBR WBL WBT WBR SBLn1 - 1236 - 866 - 0.004 - 0.001 7.9 0 9.2 A A A 0 0

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 17

HCM 6th Signalized Intersection Summary 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 87 Arrive On Green 0.36 Sat Flow, veh/h 3 Grp Volume(v), veh/h 108 Grp Sat Flow(s),veh/h/ln 1839 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 1.7 Prop In Lane 0.01 Lane Grp Cap(c), veh/h 742 V/C Ratio(X) 0.15 Avail Cap(c_a), veh/h 1264 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 9.3 Incr Delay (d2), s/veh 0.2 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.4 LnGrp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

09/01/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

190 190 0

65 65 0 1.00 1.00

90 90 0 1.00 1.00

200 200 0

1 1 0 1.00 1.00

70 70 0 1.00 1.00

1 1 0

115 115 0 1.00 1.00

1 1 0 1.00 1.00

1 1 0

1 1 0 1.00 1.00

1856 68 0.95 3 561 0.36 1572 68 1572 1.2 1.2 1.00 561 0.12 1009 1.00 1.00 9.1 0.2 0.0 0.6

1870 95 0.95 2 665 0.08 1781 95 1781 1.2 1.2 1.00 665 0.14 1179 1.00 1.00 6.1 0.1 0.0 0.5

1870 1 0.95 2 9 0.54 17 109 1852 1.2 1.2 0.01 1006 0.11 2070 1.00 1.00 4.7 0.1 0.0 0.5

1870 74 0.95 2 410 0.17 1397 75 1423 1.9 1.9 0.99 414 0.18 1217 1.00 1.00 15.2 1.0 0.0 1.1

1870 121 0.95 2 398 0.17 1585 121 1585 2.6 2.6 1.00 398 0.30 1294 1.00 1.00 12.8 2.0 0.0 1.7

1870 1 0.95 2 165 0.17 294 3 1633 0.0 0.1 0.33 394 0.01 1262 1.00 1.00 14.5 0.0 0.0 0.0

9.5 A 269 9.4 A

9.3 A

6.2 A

4.8 A

16.2 B

14.7 B

14.5 B

2 13.2 6.0 31.0 4.6 2.7

3 7.9 4.5 15.5 3.2 0.1

4 21.0 6.0 27.0 3.7 2.5

1.00 No 1841 200 0.95 4 1222 0.36 3427 93 1591 1.7 1.7 567 0.16 1021 1.00 1.00 9.3 0.3 0.0 0.9

1.00 No 1856 211 0.95 3 1955 0.54 3598 103 1763 1.2 1.2 958 0.11 1969 1.00 1.00 4.7 0.1 0.0 0.4 4.8 A 307 5.2 A

6 13.2 6.0 31.0 2.1 0.0

1.00 No 1870 1 0.95 2 4 0.17 26 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 196 15.3 B

1.00 No 1870 1 0.95 2 136 0.17 795 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 3 14.5 B

1870 1 0.95 2 93 0.17 544 0 0 0.0 0.0 0.33 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A

8 28.9 6.0 47.0 3.2 2.4

9.3 A

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 18

HCM 6th Signalized Intersection Capacity Analysis 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 87 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.36 Unsig. Movement Delay Ln Grp Delay, s/veh 9.4 Ln Grp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS

09/01/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

190 190 4 0

65 65 14 0 1.00 1.00

90 90 3 0 1.00 1.00

200 200 8 0

1 1 18 0 1.00 1.00

70 70 5 0 1.00 1.00

1 1 2 0

115 115 12 0 1.00 1.00

1 1 1 0 1.00 1.00

1 1 6 0

1 1 16 0 1.00 1.00

1841 200 0.95 4

1856 68 0.95 3

1856 211 0.95 3

1870 1 0.95 2

1870 121 0.95 2

1870 1 0.95 2

1955 1.00 0.54

9 1.00 0.54

4 1.00 0.17

398 1.00 0.17

1870 1 0.95 2 Yes 165 1.00 0.17

1870 1 0.95 2

561 1.00 0.36

1870 74 0.95 2 Yes 410 1.00 0.17

1870 1 0.95 2

1222 1.00 0.36

1870 95 0.95 2 Yes 665 1.00 0.08

136 1.00 0.17

93 1.00 0.17

9.5 A 269 9.4 A

9.3 A

6.2 A

4.8 A 307 5.2 A

4.8 A

16.2 B

0.0 A 196 15.3 B

14.7 B

14.5 B

0.0 A 3 14.5 B

0.0 A

2 2 7.0 13.2 6.0 31.0 8.4 4.6 2.7 0.90 0.01

3 3 1.2 7.9 4.5 15.5 3.7 3.2 0.1 0.67 0.00

4 4 7.3 21.0 6.0 27.0 6.8 3.7 2.5 1.00 0.01

6 6 8.0 13.2 6.0 31.0 9.6 2.1 0.0 0.90 0.00

8 8 4.0 28.9 6.0 47.0 7.0 3.2 2.4 1.00 0.00

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 1397

3 1781

7 3

1 294

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 26

4 3427

6 795

8 3598

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 1585

14 1572

16 544

18 17

5 3 L+TL (Pr/Pm)

7 L+T

Left Lane Group Data Assigned Mvmt Lane Assignment

1.00 No

1 L+T+R

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

1.00 No

0 Synchro 11 Report Page 19

09/01/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 75 1423 1.9 1.9 1437 1782 7.2 7.2 1.9 0.0 0.0 0.99 414 0.18 1217 1.00 15.2 1.0 0.0 16.2 0.5 0.1 0.0 1.80 1.1 0.04 0.0 0.0 0.0 0.0 0 0.0

1 95 1781 1.2 1.2 1111 0 17.0 13.3 0.3 0.0 0.0 1.00 665 0.14 1179 1.00 6.1 0.1 0.0 6.2 0.3 0.0 0.0 1.80 0.5 0.05 0.0 0.0 0.0 0.0 0 0.0

1 108 1839 0.0 1.7 1188 0 15.0 15.0 0.0 12.5 1.7 0.01 742 0.15 1264 1.00 9.3 0.2 0.0 9.4 0.5 0.0 0.0 1.80 1.0 0.05 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 3 1633 0.0 0.1 1289 0 7.2 5.3 0.0 3.1 0.1 0.33 394 0.01 1262 1.00 14.5 0.0 0.0 14.5 0.0 0.0 0.0 1.80 0.0 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

4 T 1 93 1591 1.7 1.7 567 0.16 1021 1.00 9.3 0.3 0.0 9.5 0.4 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

8 T 1 103 1763 1.2 1.2 958 0.11 1969 1.00 4.7 0.1 0.0 4.8 0.2 0.0

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 20

09/01/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.9 0.05 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.4 0.01 0.0 0.0 0.0 0.0 0 0.0

12 R 1 121 1585 2.6 2.6 1585.1 3.4 1.00 398 0.30 1294 1.00 12.8 2.0 0.0 14.7 0.7 0.2 0.0 1.80 1.7 0.06 0.0 0.0 0.0 0.0 0 0.0

14 R 1 68 1572 1.2 1.2 0.0 0.0 1.00 561 0.12 1009 1.00 9.1 0.2 0.0 9.3 0.3 0.0 0.0 1.80 0.6 0.13 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.33 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 109 1852 1.2 1.2 0.0 0.0 0.01 1006 0.11 2070 1.00 4.7 0.1 0.0 4.8 0.2 0.0 0.0 1.80 0.5 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

9.3 A

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 21

FUTURE (2029) BUILD (PHASE A) CAPACITY REPORTS – SYNCHRO LANES, VOLUMES, TIMINGS Weekday Morning Peak Hour Weekday Evening Peak Hour Saturday Midday Peak Hour

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

5 5 1900 12 105 1 115 1.00

25 25 1900 11

20 20 1900 11 0 0

25 25 1900 13

115 115 1900 13 0 0

170 170 1900 11 145 1

10 10 1900 11 0 0

1.00 0.877

1.00

0.95

1.00 0.850

125 125 1900 12 50 1 45 1.00

210 210 1900 11

1.00

20 20 1900 12 45 1 40 1.00

370 370 2000 11

1.00 0.933

75 75 1900 11 95 1 130 1.00

0.95 0.993

0.95

1680

1365

3401

1280

3288

1680

0 No

1365

0 No

3401

1280 No

3288

0 No

0.950 1504 0.663 1050

0.95 20% 5

20 1042 35.5 0.95 2% 26

0.950 1631 0.597 1025

0.95 2% 21

0.95 7% 79

20 1108 37.8 0.95 8% 26

0.950 1770 0.607 1131

0.95 30% 121

0.95 2% 21

35 557 10.9 0.95 8% 389

0.950 1467 0.464 717

0.95 22% 179

0.95 23% 132

35 430 8.4 0.95 5% 221

0.95 13% 11

5 No Left

47 No Left 12 0 16

0 No Right

79 No Left

147 No Left 12 0 16

0 No Right

21 No Left

389 No Left 17 0 16

179 No Right

132 No Left

232 No Left 17 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

0.96

0.96 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

0.98

1.04 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

0.0 0.0 0.0

Perm

pm+pt

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 1

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

EBL 7 4 7

EBT 4

3.0 6.5 10.0 11.1% 6.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 28.0 31.1% 22.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 12.6 0.20 0.14 26.8 0.0 26.8 C 25.9 C 22.0 Hold 10.4 Gap 9.2 Gap 11.4 Hold 0.0 Skip 16 49 962

16.4 0.27 0.02 17.0 0.0 17.0 B 6.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 9 105 346 0 0 0 0.01

690 0 0 0 0.07

09/01/2022

EBR

WBL 3 8 3

WBT 8

3.0 6.5 10.0 11.1% 6.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 24.0 28.0 31.1% 22.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 16.6 0.27 0.40 26.8 0.0 26.8 C 23.9 C 22.0 Max 20.4 Hold 19.2 Hold 11.4 Gap 0.0 Skip 45 129 1028

17.9 0.29 0.21 18.6 0.0 18.6 B 6.5 Max 6.5 Max 6.5 Max 0.0 Skip 0.0 Skip 21 58 95 378 0 0 0 0.21

WBR

NBL 5 2 5

NBT 2

3.0 6.5 10.0 11.1% 6.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 29.2 0.47 0.24 17.0 0.0 17.0 B 17.7 B 30.0 Max 26.9 Gap 21.1 Gap 17.1 Gap 24.1 Dwell 59 125 477

560 0 0 0 0.26

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

34.0 0.55 0.03 8.6 0.0 8.6 A 6.5 Max 6.2 Gap 0.0 Skip 0.0 Skip 0.0 Skip 3 16 45 709 0 0 0 0.03

1905 0 0 0 0.20

NBR

SBL 1 6 1

SBT 6

15.0 21.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 29.2 0.47 0.30 20.3 0.0 20.3 C

3.0 6.5 16.0 17.8% 12.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

30.0 Max 26.9 Gap 21.1 Gap 17.1 Gap 24.1 Dwell 53 138

12.5 Max 9.4 Gap 8.3 Gap 7.0 Gap 0.0 Skip 23 66

15.0 21.0 42.0 46.7% 36.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 35.3 0.57 0.12 12.2 0.0 12.2 B 11.1 B 36.0 Hold 30.1 Hold 32.9 Hold 27.6 Hold 24.1 Dwell 23 68 350

145 717 0 0 0 0.25

50 626 0 0 0 0.21

2 2

38.7 0.63 0.24 9.3 0.0 9.3 A

SBR

2082 0 0 0 0.11

Synchro 11 Report Page 2

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 61.5 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.40 Intersection Signal Delay: 17.2 Intersection Capacity Utilization 43.6% Analysis Period (min) 15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 72.2 50th %ile Actuated Cycle: 64.1 30th %ile Actuated Cycle: 51 10th %ile Actuated Cycle: 30.1 Splits and Phases:

09/01/2022

Intersection LOS: B ICU Level of Service A

100: Dixie Highway & 171st Street

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 3

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

09/01/2022

EBL

EBR

NBL

NBT

SBT

SBR

145 145 1900 15 0 1 25 1.00

275 275 1900 12 220 1

0 0 1900 12 0 0 25 1.00

415 415 2000 11

305 305 2000 12

0 0 1900 11 0 0

0.95

1.00

1553

3433

3619

1553 No

3433

3619

0 No

0.95 4% 289

0.95 2% 0

35 555 10.8 0.95 7% 437

35 557 10.9 0.95 5% 321

153 No Left 15 0 16

289 No Right

0 No Left

437 No Left 12 0 16

321 No Left 12 0 16

0 No Right

0.88 15 1 Left 20 0 0 20 Cl+Ex

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15

0.98

0.94

1.04 9

2 Thru 100 0 0 6 Cl+Ex

0.0 0.0 0.0

0.0 0.0 0.0 94 6 Cl+Ex

Prot

Perm

0.0 NA

0.950 1627 0.950 1627 45 811 12.3 0.95 22% 153

1.00 0.850

0.95 2% 0

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 4

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

Lane Group Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Cycle Length: 90

EBL 4

EBR

NBL

09/01/2022

NBT 2

SBT 6

4 4

3.0 7.5 53.0 58.9% 48.5 3.5 1.0 0.0 4.5

15.0 21.0 37.0 41.1% 31.0 4.0 2.0 0.0 6.0

3.0 None 13.5 0.33 0.29 12.1 0.0 12.1 B 15.1 B 20.8 Gap 15.8 Gap 13.1 Gap 10.9 Gap 8.5 Gap 24 64 731

3.0 None 13.5 0.33 0.57 16.7 0.0 16.7 B

7.0 Min 17.1 0.41 0.31 9.6 0.0 9.6 A 9.6 A 22.0 Gap 17.8 Gap 15.6 Gap 15.0 Min 15.0 Min 32 73 475

7.0 Min 17.1 0.41 0.21 9.0 0.0 9.0 A 9.0 A 22.0 Hold 17.8 Hold 15.6 Hold 15.0 Min 15.0 Min 22 54 477

2635 0 0 0 0.17

2778 0 0 0 0.12

1598 0 0 0 0.10

20.8 Gap 15.8 Gap 13.1 Gap 10.9 Gap 8.5 Gap 50 123 220 1525 0 0 0 0.19

SBR

Other

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 5

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp Actuated Cycle Length: 41.4 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.57 Intersection Signal Delay: 11.4 Intersection Capacity Utilization 38.3% Analysis Period (min) 15 90th %ile Actuated Cycle: 53.3 70th %ile Actuated Cycle: 44.1 50th %ile Actuated Cycle: 39.2 30th %ile Actuated Cycle: 36.4 10th %ile Actuated Cycle: 34 Splits and Phases:

09/01/2022

Intersection LOS: B ICU Level of Service A

200: Dixie Highway & I-294/I-80 Off-Ramp

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 6

Lanes, Volumes, Timings 400: Dixie Highway & Access A/173rd Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

0 0 1900 12 0 0 25 1.00

0 0 1900 12

5 5 1900 12 0 1

0 0 1900 12

10 10 1900 11 0 0

5 5 1900 11 0 0

55 55 1900 12 145 1

1.00

0.95 0.998

0.95

1.00 0.850

1611

3282

1583

0 25 838 22.9 0.95 2% 0

1611

0.95 2% 5

0.95 17% 5

0.95 29% 5

3532 35 555 10.8 0.95 4% 547

1583

0.95 2% 5

3282 35 500 9.7 0.95 6% 426

0.950 1353 0.950 1353

3532

1.00 0.907 0.985 1325 0.985 1325 20 294 10.0 0.95 2% 0

5 5 1900 11 145 1 175 1.00

520 520 2000 11

1.00 0.865

1 1 1900 12 145 1 175 1.00

405 405 1900 11

1.00

5 5 1900 11 0 0 25 1.00

0 No Left

0 No Left 0 0 16

5 No Right

0 No Left

0 No Right

5 No Left

547 No Left 12 0 16

58 No Right

1.00 15

1.00

1.00 9

1.04 15

1.04 9

1.04 15

0.98

1.00 9

0.95 2% 0

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 30.3% Analysis Period (min) 15

Stop

0.950 1770 0.950 1770

0.95 40% 11

0.95 2% 1

16 No Left 0 0 16

0 No Right

1 No Left

1.00

1.04 9

1.00 15

Stop

431 No Left 12 0 16 Yes 1.04 Free

0.95 2% 58

Free

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 7

Lanes, Volumes, Timings 600: Dixie Highway & Access B (Full-Access)/174th Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

20 20 1900 12 0 1 25 1.00

1 1 1900 12

20 20 1900 12 0 0

1 1 1900 12

1 1 1900 12 0 0

100 100 1900 12 145 1

1.00

0.95

1.00 0.850

1102

3292

1468

0.95 2% 1

3566 35 500 9.7 0.95 3% 453

1468

0.95 50% 21

3292 35 1022 19.9 0.95 6% 411

0.950 1770 0.950 1770

3566

1102 25 357 9.7 0.95 2% 1

1.00 0.955 0.984 1750 0.984 1750 25 269 7.3 0.95 2% 1

1 1 1900 12 145 1 175 1.00

430 430 2000 11

1.00

10 10 1900 12 145 1 175 1.00

390 390 1900 11

1.00 0.857

1 1 1900 13 0 0 25 1.00

0 No Right

1 No Left

105 No Right

1.00 9

1.00 15

453 No Left 12 0 16 Yes 0.98

0.950 1770 0.950 1770

0.95 2% 21

0.950 1770 0.950 1770

0.95 2% 1

0.95 2% 11

21 No Left

22 No Left 12 0 16

0 No Right

0 No Left

3 No Left 12 0 16

0 No Right

11 No Left

1.00 15

1.00

1.00 9

0.96 15

1.00

1.00 9

1.00 15

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 22.9% Analysis Period (min) 15

Stop

412 No Left 12 0 16 Yes 1.04 Free

0.95 10% 105

1.00 9

Free

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 8

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

175 175 1900 11 280 1 175 1.00

630 630 1900 11

105 105 1900 12 0 0

340 340 1900 11

5 5 1900 12 0 0

380 380 1900 12 0 0

105 105 1900 12 0 0

0.95 0.998

0.95

0.95 0.920

0.95

25 25 1900 10 155 1 210 1.00

280 280 1900 11

0.95

135 135 1900 10 300 1 195 1.00

335 335 1900 11

0.95 0.978

70 70 1900 11 325 1 175 1.00

0.95 0.959

0.95

0.950 1711 0.477 859

3327

0.950 1662 0.270 472

3414

3327

0 No

0.95 2% 184

40 248 4.2 0.95 2% 663

0.950 1652 0.382 664

3077

3414

0 No

0.95 6% 111

0.95 5% 74

40 744 12.7 0.95 2% 358

0.950 1178 0.257 319

3235

3077

0 No

3235

0 No

0.95 2% 5

0.95 2% 142

35 575 11.2 0.95 7% 353

0.95 2% 400

0.95 43% 26

35 1022 19.9 0.95 4% 295

184 No Left

774 No Left 11 0 16

0 No Right

74 No Left

363 No Left 11 0 16

0 No Right

142 No Left

753 No Left 12 0 16

0 No Right

26 No Left

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

406 No Left 12 0 16 Yes 1.04

0.95 2% 111 0 No Right

1.00 9

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 9

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

EBL 5 2 5

EBT 2

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 36.8 0.41 0.57 24.5 0.0 24.5 C 22.5 C 29.0 Coord 30.0 Coord 34.0 Coord 38.6 Coord 52.5 Coord 184 270 168

47.0 0.52 0.34 13.8 0.0 13.8 B 9.5 Max 9.5 Max 10.6 Gap 8.9 Gap 7.0 Gap 52 97 280 541 0 0 0 0.34

1361 0 0 0 0.57

EBR

WBL 1 6 1

WBT 6

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 33.4 0.37 0.29 21.9 0.0 21.9 C 20.4 C 29.0 Coord 29.0 Coord 30.8 Coord 36.2 Coord 42.0 Coord 78 118 664

43.4 0.48 0.23 13.3 0.0 13.3 B 9.5 Max 8.5 Gap 7.4 Gap 6.5 Gap 0.0 Skip 20 44 325 363 0 0 0 0.20

09/01/2022

WBR

NBL 7 4 7

NBT 4

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 27.4 0.30 0.86dr 37.4 0.0 37.4 D 34.9 C 24.0 Max 25.1 Max 33.1 Gap 29.4 Gap 25.5 Gap 185 #329 495

1267 0 0 0 0.29

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

33.3 0.37 0.42 21.8 0.0 21.8 C 8.5 Max 8.5 Max 8.5 Max 8.5 Max 7.2 Gap 52 88 300 338 0 0 0 0.42

937 0 0 0 0.80

NBR

SBL 3 8 3

SBT 8

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 20.3 0.23 0.56 33.4 0.0 33.4 C 32.5 C 24.0 Max 24.0 Hold 21.1 Hold 17.4 Hold 14.8 Hold 106 146 942

29.5 0.33 0.15 18.0 0.0 18.0 B 8.5 Max 7.4 Gap 0.0 Skip 0.0 Skip 0.0 Skip 9 24 155 191 0 0 0 0.14

SBR

862 0 0 0 0.47

Synchro 11 Report Page 10

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

09/01/2022

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 27.8 Intersection LOS: C Intersection Capacity Utilization 66.1% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. dr Defacto Right Lane. Recode with 1 though lane as a right lane. Splits and Phases:

800: Dixie Highway & 175th Street/Governors Highway

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 11

Lanes, Volumes, Timings 900: 175th Street & Access C (RIRO)

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

09/01/2022

EBL

EBT

WBT

WBR

SBL

SBR

0 0 1900 1.00

910 910 2000 0.95

580 580 1900 0.95

1 1 1900 0.95

0 0 1900 1.00

1 1 1900 1.00 0.865

3725

3539

1611

3725 40 403 6.9 0.95 958

3539 40 248 4.2 0.95 611

0 25 342 9.3 0.95 0

1611

0 No Left

958 No Left 11 0 16

612 No Left 11 0 16

0 No Right

0 No Left 0 0 16

1 No Right

1.00 15

0.94

1.00

1.00 9

Free

1.00 15 Stop

0.95 0

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 27.2% Analysis Period (min) 15

0.95 1

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 12

Lanes, Volumes, Timings 1000: Dixmoor Drive & 175th Street

09/01/2022

EBT

EBR

WBL

WBT

NBL

NBR

905 905 1900 11 0.95

1 1 1900 11 0.95

2 2 1900 11 0.95

580 580 1900 11 0.95

5 5 1900 12 1.00

3418

3421

3418 40 723 12.3 0.95 2% 953

0.95 100% 1

0.95 2% 2

3421 40 403 6.9 0.95 2% 611

5 5 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 303 8.3 0.95 2% 5

954 No Left 0 0 16

0 No Right

0 No Left

613 No Left 0 0 16

10 No Left 12 0 16

0 No Right

1.04

1.04 9

1.04 15

1.04

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 35.0% Analysis Period (min) 15

Free

0 0

0.95 2% 5

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 13

Lanes, Volumes, Timings 1100: Howe Avenue/Access D (Full-Access) & 175th Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

70 70 1900 12 185 1 200 1.00

895 895 1900 10

5 5 1900 10 0 0

575 575 2000 10

10 10 1900 12 185 1

5 5 1900 12 0 0

20 20 1900 12 0 0

0.95

1.00 0.850

1.00

1.00 0.857

1.00

3297

3477

1583

1596

3297 40 717 12.2 0.95 2% 942

0.950 1652 0.950 1652

1583

0.95 2% 1

0.95 2% 11

0.95 2% 5

1596 25 291 7.9 0.95 2% 1

0.95 17% 5

3477 40 723 12.3 0.95 2% 605

1.00 0.939 0.978 1711 0.978 1711 25 340 9.3 0.95 2% 1

5 5 1900 12 0 1 25 1.00

1 1 1900 12

0.95

5 5 1900 12 0 0 25 1.00

1 1 1900 12

0.95 0.999

1 1 1900 10 185 1 200 1.00

0.950 1770 0.950 1770

0.95 2% 74

0.950 1770 0.950 1770

0.95 2% 5

0.95 2% 21

74 No Left

947 No Left 12 0 16

0 No Right

1 No Left

605 No Left 12 0 16

11 No Right

0 No Left

11 No Left 12 0 16

0 No Right

5 No Left

22 No Left 12 0 16

0 No Right

1.00 15

1.09

1.09 9

1.09 15

1.02

1.00 9

1.00 15

1.00

1.00 9

1.00 15

1.00

1.00 9

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.4% Analysis Period (min) 15

Free

Stop

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 14

Lanes, Volumes, Timings 1200: Golfview Avenue & 175th Street

09/01/2022

EBT

EBR

WBL

WBT

NBL

NBR

965 965 1900 10 0.95 0.999

5 5 1900 10 0.95

1 1 1900 10 0.95

600 600 1900 10 0.95

5 5 1900 12 1.00

3300

3303

3300 40 532 9.1 0.95 2% 1016

0.95 2% 5

0.95 2% 1

3303 40 717 12.2 0.95 2% 632

10 10 1900 12 1.00 0.958 0.967 1528 0.967 1528 25 436 11.9 0.95 13% 11

1021 No Left 0 0 16

0 No Right

0 No Left

633 No Left 0 0 16

16 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.8% Analysis Period (min) 15

Free

0 0

0.95 20% 5

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 15

Lanes, Volumes, Timings 1300: Western Ave/Access E (RIRO) & 175th Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

0 0 1900 12 0 0 25 1.00

965 965 1900 10

1 1 1900 10 0 0

605 605 1900 10

1 1 1900 12 185 0

5 5 1900 12 0 0

1 1 1900 12 0 1

0.95

1.00

1.00 0.865

3303

1611

3303 40 1316 22.4 0.95 1016

0.95 5

0.95 1

0.95 5

0.95 0

0 25 322 8.8 0.95 0

1611

0.95 1

3303 40 532 9.1 0.95 637

1.00 0.932 0.976 1694 0.976 1694 25 482 13.1 0.95 0

0 0 1900 12 0 0 25 1.00

0 0 1900 12

0.95

5 5 1900 12 0 0 25 1.00

0 0 1900 12

0.95

5 5 1900 10 0 0 25 0.95

0.95 0

0.95 1

0 No Left

1017 No Left 0 0 16

0 No Right

0 No Left

643 No Left 0 0 16

0 No Right

0 No Left

10 No Left 0 0 16

0 No Right

0 No Left

0 No Left 0 0 16

1 No Right

1.00 15

1.09

1.09 9

1.09 15

1.09

1.00 9

1.00 15

1.00

1.00 9

1.00 15

1.00

1.00 9

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.7% Analysis Period (min) 15

Free

Stop

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 16

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

1 1 1900 12 0 0 25 0.95

575 575 1900 11

120 120 1900 12 125 1

425 425 1900 12

1 1 1900 12 0 0

390 390 1900 12 0 1

1 1 1900 12 0 0

0.95

1.00

1.00 0.850

1 1 1900 12 0 0 25 1.00

1 1 1900 12

1.00 0.850

185 185 1900 11 0 0 25 1.00

1 1 1900 11

0.95

185 185 1900 12 260 1 105 1.00

1.00

1509

3505

3421 0.954 3264

3505

0 No

0.953 1716 0.726 1307

0.95 2% 1

35 527 10.3 0.95 2% 605

0.95 2% 1

0.95 2% 195

40 787 13.4 0.95 2% 1

1509 No

0.950 1770 0.290 540

0.95 7% 126

0.95 2% 195

40 1316 22.4 0.95 3% 447

1583

1583 No

1.00 0.955 0.984 1750 0.929 1653

0.95 2% 411

0.95 2% 1

25 196 5.3 0.95 2% 1

0 0 No

0.95 2% 1

0 No Left

606 No Left 17 0 16

126 No Right

195 No Left

448 No Left 16 0 16

0 No Right

0 No Left

196 No Left 17 0 16

411 No Right

0 No Left

3 No Left 0 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

0.0 0.0 0.0

Perm

pm+pt

0.0 NA pm+ov

Perm

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

Perm

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 17

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

Lane Group Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Cycle Length: 90

EBL 4 4 15.0 23.0 32.0 35.6% 26.0 4.0 2.0 Lag Yes 5.0 Min

26.0 Max 26.0 Max 22.6 Gap 19.0 Gap 15.0 Min

EBT 4 4 15.0 23.0 32.0 35.6% 26.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 21.7 0.32 0.58 22.9 0.0 22.9 C 22.6 C 26.0 Max 26.0 Max 22.6 Gap 19.0 Gap 15.0 Min 105 204 447 1296 0 0 0 0.47

EBR

09/01/2022

WBT 8

4 4

WBL 3 8 3

WBR

NBL

15.0 23.0 32.0 35.6% 26.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 21.7 0.32 0.26 20.9 0.0 20.9 C

5.0 9.5 22.0 24.4% 17.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 37.5 0.55 0.41 11.2 0.0 11.2 B

15.0 23.0 54.0 60.0% 48.0 4.0 2.0 0.0 6.0

8.0 22.0 36.0 40.0% 30.0 4.0 2.0

8.0 22.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0

7.0 None

26.0 Max 26.0 Max 22.6 Gap 19.0 Gap 15.0 Min 37 98

14.8 Gap 10.6 Gap 9.1 Gap 7.9 Gap 6.6 Gap 36 88

5.0 Min 35.9 0.53 0.24 9.4 0.0 9.4 A 10.0 A 45.3 Hold 41.1 Hold 36.2 Hold 31.4 Hold 26.1 Hold 46 94 1236

7.0 None 19.3 0.29 0.53 27.2 0.0 27.2 C 17.8 B 29.1 Gap 22.1 Gap 19.0 Gap 16.0 Gap 12.4 Gap 68 145 707

125 599 0 0 0 0.21

260 628 0 0 0 0.31

2 2

2570 0 0 0 0.17

29.1 Gap 22.1 Gap 19.0 Gap 16.0 Gap 12.4 Gap

NBT 2 2

599 0 0 0 0.33

NBR 3 2 3

SBL

5.0 9.5 22.0 24.4% 17.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 35.2 0.52 0.50 13.3 0.0 13.3 B

8.0 22.0 36.0 40.0% 30.0 4.0 2.0

8.0 22.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0

7.0 None

14.8 Gap 10.6 Gap 9.1 Gap 7.9 Gap 6.6 Gap 105 185

29.1 Hold 22.1 Hold 19.0 Hold 16.0 Hold 12.4 Hold

7.0 None 19.3 0.29 0.01 19.0 0.0 19.0 B 19.0 B 29.1 Hold 22.1 Hold 19.0 Hold 16.0 Hold 12.4 Hold 1 7 116

1020 0 0 0 0.40

6 6

SBT 6

SBR

757 0 0 0 0.00

Other

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 18

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street Actuated Cycle Length: 67.7 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.58 Intersection Signal Delay: 17.0 Intersection Capacity Utilization 60.5% Analysis Period (min) 15 90th %ile Actuated Cycle: 86.4 70th %ile Actuated Cycle: 75.2 50th %ile Actuated Cycle: 67.2 30th %ile Actuated Cycle: 59.4 10th %ile Actuated Cycle: 50.5 Splits and Phases:

09/01/2022

Intersection LOS: B ICU Level of Service B

1400: Governors Highway/Private Driveway & 175th Street

Scenario 1 Future (2029) Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 19

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

10 10 1900 12 105 1 115 1.00

20 20 1900 11

20 20 1900 11 0 0

30 30 1900 13

150 150 1900 13 0 0

135 135 1900 11 145 1

5 5 1900 11 0 0

1.00 0.875

1.00

0.95

1.00 0.850

120 120 1900 12 50 1 45 1.00

350 350 1900 11

1.00

25 25 1900 12 45 1 40 1.00

265 265 2000 11

1.00 0.925

50 50 1900 11 95 1 130 1.00

0.95 0.998

0.95

1666

1569

3601

1358

3414

1666

0 No

1569

0 No

3601

1358 No

3414

0 No

0.950 1770 0.638 1188

0.95 2% 11

20 1042 35.5 0.95 2% 21

0.950 1454 0.551 843

0.95 2% 21

0.95 20% 53

20 1108 37.8 0.95 2% 32

0.950 1770 0.530 987

0.95 11% 158

0.95 2% 26

35 557 10.9 0.95 2% 279

0.950 1687 0.494 877

0.95 15% 142

0.95 7% 126

35 430 8.4 0.95 2% 368

0.95 2% 5

11 No Left

42 No Left 12 0 16

0 No Right

53 No Left

190 No Left 12 0 16

0 No Right

26 No Left

279 No Left 17 0 16

142 No Right

126 No Left

373 No Left 17 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

0.96

0.96 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

0.98

1.04 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

0.0 0.0 0.0

Perm

pm+pt

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 1

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

EBL 7 4 7

EBT 4

3.0 6.5 8.0 8.9% 4.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 12.5 0.22 0.11 22.0 0.0 22.0 C 20.7 C 23.3 Hold 9.8 Gap 0.0 Skip 11.7 Hold 9.5 Hold 12 40 962

15.2 0.27 0.03 15.8 0.0 15.8 B 4.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 3 13 105 368 0 0 0 0.03

947 0 0 0 0.04

09/01/2022

EBR

WBL 3 8 3

WBT 8

3.0 6.5 8.0 8.9% 4.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 24.0 36.0 40.0% 30.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 15.1 0.27 0.46 23.7 0.0 23.7 C 21.9 C 23.3 Gap 17.8 Hold 13.9 Gap 11.7 Gap 9.5 Gap 51 140 1028

18.4 0.33 0.15 15.5 0.0 15.5 B 4.5 Max 4.5 Max 16.4 Hold 0.0 Skip 0.0 Skip 12 38 95 352 0 0 0 0.15

WBR

891 0 0 0 0.21

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

NBL 5 2 5

NBT 2

3.0 6.5 8.0 8.9% 4.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 18.6 0.33 0.24 17.2 0.0 17.2 B 17.7 B 24.0 Max 19.7 Gap 16.6 Gap 15.0 Min 15.3 Dwell 34 89 477

24.7 0.44 0.05 8.8 0.0 8.8 A 4.5 Max 4.5 Max 0.0 Skip 0.0 Skip 0.0 Skip 3 18 45 498 0 0 0 0.05

1637 0 0 0 0.17

NBR

SBL 1 6 1

SBT 6

15.0 21.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 18.6 0.33 0.32 20.5 0.0 20.5 C

3.0 6.5 16.0 17.8% 12.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

24.0 Max 19.7 Gap 16.6 Gap 15.0 Min 15.3 Dwell 34 109

11.5 Gap 8.4 Gap 7.6 Gap 6.7 Gap 0.0 Skip 16 62

15.0 21.0 38.0 42.2% 32.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 25.0 0.44 0.25 12.4 0.0 12.4 B 11.5 B 31.0 Hold 23.6 Hold 27.7 Hold 25.2 Hold 15.3 Dwell 30 102 350

145 617 0 0 0 0.23

50 660 0 0 0 0.19

2 2

30.3 0.54 0.22 8.9 0.0 8.9 A

SBR

2069 0 0 0 0.18

Synchro 11 Report Page 2

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 56.6 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay: 16.2 Intersection Capacity Utilization 43.3% Analysis Period (min) 15 90th %ile Actuated Cycle: 82.3 70th %ile Actuated Cycle: 61.4 50th %ile Actuated Cycle: 53.6 30th %ile Actuated Cycle: 48.9 10th %ile Actuated Cycle: 36.8 Splits and Phases:

09/01/2022

Intersection LOS: B ICU Level of Service A

100: Dixie Highway & 171st Street

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 3

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

09/01/2022

EBL

EBR

NBL

NBT

SBT

SBR

55 55 1900 15 0 1 25 1.00

365 365 1900 12 220 1

0 0 1900 12 0 0 25 1.00

370 370 2000 11

420 420 2000 12

0 0 1900 11 0 0

0.95

1.00

1583

3601

3725

1583 No

3601

3725

0 No

0.95 2% 384

0.95 2% 0

35 555 10.8 0.95 2% 389

35 557 10.9 0.95 2% 442

58 No Left 15 0 16

384 No Right

0 No Left

389 No Left 12 0 16

442 No Left 12 0 16

0 No Right

0.88 15 1 Left 20 0 0 20 Cl+Ex

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15

0.98

0.94

1.04 9

2 Thru 100 0 0 6 Cl+Ex

0.0 0.0 0.0

0.0 0.0 0.0 94 6 Cl+Ex

Prot

Perm

0.0 NA

0.950 1439 0.950 1439 45 811 12.3 0.95 38% 58

1.00 0.850

0.95 2% 0

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 4

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

Lane Group Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Cycle Length: 90

EBL 4

EBR

NBL

09/01/2022

NBT 2

SBT 6

4 4

3.0 7.5 57.0 63.3% 52.5 3.5 1.0 0.0 4.5

15.0 21.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0

3.0 None 16.7 0.37 0.11 9.7 0.0 9.7 A 16.5 B 26.3 Gap 19.7 Gap 16.1 Gap 13.5 Gap 10.1 Gap 9 29 731

3.0 None 16.7 0.37 0.65 17.5 0.0 17.5 B

7.0 Min 17.3 0.39 0.28 11.2 0.0 11.2 B 11.2 B 22.2 Hold 17.9 Hold 15.7 Hold 15.0 Min 15.0 Min 33 77 475

7.0 Min 17.3 0.39 0.31 11.3 0.0 11.3 B 11.3 B 22.2 Gap 17.9 Gap 15.7 Gap 15.0 Min 15.0 Min 37 87 477

2238 0 0 0 0.17

2315 0 0 0 0.19

1407 0 0 0 0.04

26.3 Gap 19.7 Gap 16.1 Gap 13.5 Gap 10.1 Gap 71 167 220 1548 0 0 0 0.25

SBR

Other

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 5

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp Actuated Cycle Length: 44.8 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 13.0 Intersection Capacity Utilization 43.9% Analysis Period (min) 15 90th %ile Actuated Cycle: 59 70th %ile Actuated Cycle: 48.1 50th %ile Actuated Cycle: 42.3 30th %ile Actuated Cycle: 39 10th %ile Actuated Cycle: 35.6 Splits and Phases:

09/01/2022

Intersection LOS: B ICU Level of Service A

200: Dixie Highway & I-294/I-80 Off-Ramp

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 6

Lanes, Volumes, Timings 400: Dixie Highway & Access A/173rd Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

0 0 1900 12 0 0 25 1.00

0 0 1900 12

20 20 1900 12 0 1

0 0 1900 12

5 5 1900 11 0 0

10 10 1900 11 0 0

30 30 1900 12 145 1

1.00

0.95 0.996

0.95

1.00 0.850

1611

3408

1583

0 25 404 11.0 0.95 0

1611

0.95 5

0.95 11

0.95 5

3601 35 555 10.8 0.95 789

1583

0.95 21

3408 35 500 9.7 0.95 384

0.950 1711 0.950 1711

3601

1.00 0.932 0.976 1694 0.976 1694 20 294 10.0 0.95 0

5 5 1900 11 145 1 175 1.00

750 750 2000 11

1.00 0.865

1 1 1900 12 145 1 175 1.00

365 365 1900 11

1.00

5 5 1900 11 0 0 25 1.00

0 No Left

0 No Left 0 0 16

21 No Right

0 No Left

0 No Right

5 No Left

789 No Left 12 0 16

32 No Right

1.00 15

1.00

1.00 9

1.04 15

1.04 9

1.04 15

0.98

1.00 9

0.95 0

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.4% Analysis Period (min) 15

Stop

0.950 1770 0.950 1770

0.95 5

0.95 1

10 No Left 0 0 16

0 No Right

1 No Left

1.00

1.04 9

1.00 15

Stop

395 No Left 12 0 16 Yes 1.04 Free

0.95 32

Free

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 7

Lanes, Volumes, Timings 600: Dixie Highway & Access B (Full-Access)/174th Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

95 95 1900 12 0 1 25 1.00

1 1 1900 12

35 35 1900 12 0 0

1 1 1900 12

1 1 1900 12 0 0

2 2 1900 12 0 0

45 45 1900 12 145 1

1.00

0.95 0.999

0.95

1.00 0.850

1143

3418

1214

0.95 2% 5

0.95 2% 2

3601 35 500 9.7 0.95 2% 768

1214

0.95 43% 37

3418 35 1022 19.9 0.95 2% 295

0.950 1770 0.950 1770

3601

1143 25 357 9.7 0.95 2% 1

1.00 0.981 0.966 1765 0.966 1765 25 269 7.3 0.95 2% 1

2 2 1900 12 145 1 175 1.00

730 730 2000 11

1.00

10 10 1900 12 145 1 175 1.00

280 280 1900 11

1.00 0.854

5 5 1900 13 0 0 25 1.00

0 No Right

2 No Left

47 No Right

1.00 9

1.00 15

768 No Left 12 0 16 Yes 0.98

0.950 1770 0.950 1770

0.95 2% 100

0.950 1770 0.950 1770

0.95 2% 1

0.95 2% 11

100 No Left

38 No Left 12 0 16

0 No Right

0 No Left

7 No Left 12 0 16

0 No Right

11 No Left

1.00 15

1.00

1.00 9

0.96 15

1.00

1.00 9

1.00 15

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 32.6% Analysis Period (min) 15

Stop

297 No Left 12 0 16 Yes 1.04 Free

0.95 33% 47

1.00 9

Free

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 8

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

85 85 1900 11 280 1 175 1.00

450 450 1900 11

185 185 1900 12 0 0

565 565 1900 11

5 5 1900 12 0 0

185 185 1900 12 0 0

200 200 1900 12 0 0

0.95 0.999

0.95

0.95 0.927

0.95

55 55 1900 10 155 1 210 1.00

575 575 1900 11

0.95

135 135 1900 10 300 1 195 1.00

195 195 1900 11

0.95 0.956

215 215 1900 11 325 1 175 1.00

0.95 0.961

0.95

0.950 1711 0.373 672

3271

0.950 1711 0.257 463

3418

3271

0 No

0.95 2% 89

40 501 8.5 0.95 2% 474

0.950 1652 0.152 264

3171

3418

0 No

0.95 2% 195

0.95 2% 226

40 744 12.7 0.95 2% 595

0.950 1327 0.491 686

3288

3171

0 No

3288

0 No

0.95 2% 5

0.95 2% 142

35 575 11.2 0.95 2% 205

0.95 2% 195

0.95 27% 58

35 1022 19.9 0.95 2% 605

89 No Left

669 No Left 11 0 16

0 No Right

226 No Left

600 No Left 11 0 16

0 No Right

142 No Left

400 No Left 12 0 16

0 No Right

58 No Left

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

816 No Left 12 0 16 Yes 1.04

0.95 2% 211 0 No Right

1.00 9

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 9

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

EBL 5 2 5

EBT 2

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 38.0 42.2% 32.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 30.2 0.34 0.61 27.5 0.0 27.5 C 25.8 C 32.0 Coord 32.0 Coord 31.3 Coord 27.7 Coord 27.9 Coord 162 216 421

40.5 0.45 0.23 12.7 0.0 12.7 B 9.5 Max 8.7 Gap 7.8 Gap 7.1 Gap 0.0 Skip 24 47 280 424 0 0 0 0.21

1163 0 0 0 0.58

EBR

WBL 1 6 1

WBT 6

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 38.0 42.2% 32.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 33.6 0.37 0.47 23.4 0.0 23.4 C 22.9 C 32.0 Coord 32.8 Coord 33.0 Coord 30.1 Coord 39.9 Coord 135 188 664

43.7 0.49 0.64 21.6 0.0 21.6 C 9.5 Max 9.5 Max 9.5 Max 9.5 Max 8.5 Gap 67 109 325 356 0 0 0 0.63

WBR

1289 0 0 0 0.47

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

09/01/2022

NBL 7 4 7

NBT 4

3.0 6.5 9.0 10.0% 5.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 28.0 31.1% 22.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 26.3 0.29 0.43 29.1 0.0 29.1 C 31.8 C 22.0 Max 22.0 Hold 22.3 Hold 27.1 Hold 38.1 Hold 103 150 495

34.2 0.38 0.68 39.5 0.0 39.5 D 5.5 Max 5.5 Max 6.2 Max 9.8 Max 8.5 Gap 52 #136 300 209 0 0 0 0.68

926 0 0 0 0.43

NBR

SBL 3 8 3

SBT 8

3.0 6.5 11.0 12.2% 7.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 24.4 0.27 0.92 48.6 0.0 48.6 D 46.6 D 24.0 Max 24.0 Max 24.0 Max 24.0 Max 26.1 Gap 237 #354 942

33.9 0.38 0.19 18.7 0.0 18.7 B 7.5 Max 7.5 Max 7.9 Gap 6.7 Gap 0.0 Skip 20 46 155 316 0 0 0 0.18

SBR

891 0 0 0 0.92

Synchro 11 Report Page 10

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

09/01/2022

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 32.2 Intersection LOS: C Intersection Capacity Utilization 76.7% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases:

800: Dixie Highway & 175th Street/Governors Highway

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 11

Lanes, Volumes, Timings 900: 175th Street & Access C (RIRO)

09/01/2022

EBL

EBT

WBT

WBR

SBL

SBR

0 0 1900 1.00

720 720 2000 0.95

900 900 1900 0.95

1 1 1900 0.95

0 0 1900 1.00

1 1 1900 1.00 0.865

3725

3539

1611

3725 40 149 2.5 0.95 758

3539 40 501 8.5 0.95 947

0 25 342 9.3 0.95 0

1611

0 No Left

758 No Left 11 0 16

948 No Left 11 0 16

0 No Right

0 No Left 0 0 16

1 No Right

1.00 15

0.94

1.00

1.00 9

Free

1.00 15 Stop

0.95 0

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 34.9% Analysis Period (min) 15

0.95 1

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 12

Lanes, Volumes, Timings 1000: Dixmoor Drive & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

09/01/2022

EBT

EBR

WBL

WBT

NBL

NBR

715 715 1900 11 0.95 0.999

5 5 1900 11 0.95

2 2 1900 11 0.95

900 900 1900 11 0.95

5 5 1900 12 1.00

3418

3421

3418 40 723 12.3 0.95 753

0.95 5

0.95 2

3421 40 149 2.5 0.95 947

5 5 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 303 8.3 0.95 5

758 No Left 0 0 16

0 No Right

0 No Left

949 No Left 0 0 16

10 No Left 12 0 16

0 No Right

1.04

1.04 9

1.04 15

1.04

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.3% Analysis Period (min) 15

Free

0 0

0.95 5

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 13

Lanes, Volumes, Timings 1100: Howe Avenue/Access D (Full-Access) & 175th Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

30 30 1900 12 185 1 200 1.00

705 705 1900 10

10 10 1900 10 0 0

895 895 2000 10

5 5 1900 12 185 1

5 5 1900 12 0 0

55 55 1900 12 0 0

0.95

1.00 0.850

1.00

1.00 0.853

1.00

3297

3477

1583

1589

3297 40 717 12.2 0.95 742

0.950 1652 0.950 1652

1583

0.95 5

1589 25 291 7.9 0.95 1

0.95 11

3477 40 723 12.3 0.95 942

1.00 0.939 0.978 1711 0.978 1711 25 340 9.3 0.95 1

10 10 1900 12 0 1 25 1.00

1 1 1900 12

0.95

5 5 1900 12 0 0 25 1.00

1 1 1900 12

0.95 0.998

5 5 1900 10 185 1 200 1.00

0.950 1770 0.950 1770

0.95 32

0.950 1770 0.950 1770

0.95 5

0.95 11

0.95 58

32 No Left

753 No Left 12 0 16

0 No Right

5 No Left

942 No Left 12 0 16

5 No Right

0 No Left

11 No Left 12 0 16

0 No Right

11 No Left

59 No Left 12 0 16

0 No Right

1.00 15

1.09

1.09 9

1.09 15

1.02

1.00 9

1.00 15

1.00

1.00 9

1.00 15

1.00

1.00 9

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.7% Analysis Period (min) 15

Free

Stop

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 14

Lanes, Volumes, Timings 1200: Golfview Avenue & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

09/01/2022

EBT

EBR

WBL

WBT

NBL

NBR

745 745 1900 10 0.95 0.998

10 10 1900 10 0.95

5 5 1900 10 0.95

950 950 1900 10 0.95

2 2 1900 12 1.00

3297

3303

3297 40 532 9.1 0.95 784

0.95 11

0.95 5

3303 40 717 12.2 0.95 1000

5 5 1900 12 1.00 0.961 0.966 1729 0.966 1729 25 436 11.9 0.95 5

795 No Left 0 0 16

0 No Right

0 No Left

1005 No Left 0 0 16

7 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.7% Analysis Period (min) 15

Free

0 0

0.95 2

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 15

Lanes, Volumes, Timings 1300: Western Ave/Access E (RIRO) & 175th Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

0 0 1900 12 0 0 25 1.00

755 755 1900 10

5 5 1900 10 0 0

955 955 1900 10

1 1 1900 12 185 1

1 1 1900 12 0 0

10 10 1900 12 0 1

0.91

0.91 0.850

1.00

1.00 0.865

3300

3164

1441

1611

3300 40 1316 22.4 0.95 795

1441

0.95 1

0.95 1 10% 1 No Right

0.95 5

0.95 1

0.95 0

0 25 322 8.8 0.95 0

1611

0.95 5

3164 40 532 9.1 0.95 1005

1.00 0.977 0.960 1747 0.960 1747 25 482 13.1 0.95 0

0 0 1900 12 0 0 25 1.00

0 0 1900 12

0.95

5 5 1900 12 0 0 25 1.00

0 0 1900 12

0.95 0.999

1 1 1900 10 0 0 25 0.95

0 No Left

6 No Left 0 0 16

0 No Right

0 No Left

0 No Left 0 0 16

11 No Right

1.00 9

1.00 15

1.00

1.00 9

1.00 15

1.00

1.00 9

0.95 0 0 No Left

800 No Left 0 0 16

0 No Right

0 No Left

1006 No Left 0 0 16

1.00 15

1.09

1.09 9

1.09 15

1.09

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.1% Analysis Period (min) 15

Free

Stop

0.95 11

Stop

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 16

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

Lane Group 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 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) Peak Hour Factor 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 Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

1 1 1900 12 0 0 25 0.95

490 490 1900 11

185 185 1900 12 125 1

615 615 1900 12

1 1 1900 12 0 0

270 270 1900 12 0 1

1 1 1900 12 0 0

0.95

1.00

1.00 0.850

1 1 1900 12 0 0 25 1.00

1 1 1900 12

1.00 0.850

140 140 1900 11 0 0 25 1.00

1 1 1900 11

0.95

355 355 1900 12 260 1 105 1.00

1.00

1583

3539

3421 0.954 3264

3539

0 No

0.953 1716 0.726 1307

0.95 1

35 527 10.3 0.95 516

0.95 1

0.95 147

40 787 13.4 0.95 1

1583 No

0.950 1770 0.350 652

0.95 195

0.95 374

40 1316 22.4 0.95 647

1583

1583 No

1.00 0.955 0.984 1750 0.913 1624

0.95 284

0.95 1

25 196 5.3 0.95 1

0 0 No

0.95 1

0 No Left

517 No Left 17 0 16

195 No Right

374 No Left

648 No Left 16 0 16

0 No Right

0 No Left

148 No Left 17 0 16

284 No Right

0 No Left

3 No Left 0 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

0.0 0.0 0.0

Perm

pm+pt 3

0.0 NA pm+ov 2 3

Perm

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 4

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 8

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA 6

Synchro 11 Report Page 17

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

Lane Group Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio

EBL 4 4

EBT

15.0 23.0 32.0 35.6% 26.0 4.0 2.0

15.0 23.0 32.0 35.6% 26.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 21.7 0.33 0.48 21.9 0.0 21.9 C 22.2 C 26.0 Max 26.0 Max 20.9 Gap 17.6 Gap 15.0 Min 89 175 447

Lag Yes 5.0 Min

26.0 Max 26.0 Max 20.9 Gap 17.6 Gap 15.0 Min

1426 0 0 0 0.36

EBR 4 4

WBL 8 3

WBT

15.0 23.0 32.0 35.6% 26.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 21.7 0.33 0.37 23.2 0.0 23.2 C

5.0 9.5 28.0 31.1% 23.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 42.9 0.65 0.55 10.6 0.0 10.6 B

26.0 Max 26.0 Max 20.9 Gap 17.6 Gap 15.0 Min 62 148

21.2 Gap 16.4 Gap 12.7 Gap 10.7 Gap 10.3 Gap 69 146

125 691 0 0 0 0.28

260 868 0 0 0 0.43

WBR

09/01/2022

NBL 2 2

NBT

15.0 23.0 60.0 66.7% 54.0 4.0 2.0 0.0 6.0

8.0 22.0 30.0 33.3% 24.0 4.0 2.0

8.0 22.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0

5.0 Min 43.4 0.66 0.28 7.6 0.0 7.6 A 8.7 A 51.7 Hold 46.9 Hold 38.1 Hold 32.8 Hold 29.8 Hold 65 117 1236

7.0 None

7.0 None 17.3 0.26 0.43 28.6 0.0 28.6 C 17.1 B 24.0 Max 19.8 Gap 16.6 Gap 14.0 Gap 0.0 Skip 51 123 707

2852 0 0 0 0.23

24.0 Max 19.8 Gap 16.6 Gap 14.0 Gap 0.0 Skip

527 0 0 0 0.28

NBR 2 3

SBL 6 6

SBT

5.0 9.5 28.0 31.1% 23.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 32.2 0.49 0.37 11.0 0.0 11.0 B

8.0 22.0 30.0 33.3% 24.0 4.0 2.0

8.0 22.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0

7.0 None

21.2 Gap 16.4 Gap 12.7 Gap 10.7 Gap 10.3 Gap 61 120

24.0 Hold 19.8 Hold 16.6 Hold 14.0 Hold 0.0 Skip

7.0 None 16.7 0.25 0.01 22.7 0.0 22.7 C 22.7 C 24.0 Hold 19.8 Hold 16.6 Hold 14.0 Hold 0.0 Skip 1 8 116

1052 0 0 0 0.27

SBR

655 0 0 0 0.00

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 65.5 Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 18

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 14.8 Intersection Capacity Utilization 62.7% Analysis Period (min) 15 90th %ile Actuated Cycle: 87.7 70th %ile Actuated Cycle: 78.7 50th %ile Actuated Cycle: 66.7 30th %ile Actuated Cycle: 58.8 10th %ile Actuated Cycle: 35.8 Splits and Phases:

09/01/2022

Intersection LOS: B ICU Level of Service B

1400: Governors Highway/Private Driveway & 175th Street

Scenario 1 Future (2029) Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Hour KAS

Synchro 11 Report Page 19

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

10 10 1900 12 105 1 115 1.00

15 15 1900 11

10 10 1900 11 0 0

10 10 1900 13

55 55 1900 13 0 0

50 50 1900 11 145 1

10 10 1900 11 0 0

1.00 0.874

1.00

0.95

1.00 0.850

55 55 1900 12 50 1 45 1.00

150 150 1900 11

1.00

10 10 1900 12 45 1 40 1.00

110 110 2000 11

1.00 0.939

40 40 1900 11 95 1 130 1.00

0.95 0.990

0.95

0.950 1770

1691

1531

3601

1394

3353

1863

1691

0 No

1531

0 No

3601

1394 No

3353

0 No

0.95 2% 11

20 1042 35.5 0.95 2% 16

0.950 1396 0.656 964

0.95 2% 11

0.95 25% 42

20 1108 37.8 0.95 2% 11

0.950 1770 0.645 1201

0.95 14% 58

0.95 2% 11

35 557 10.9 0.95 2% 116

0.950 1703 0.636 1140

0.95 12% 53

0.95 6% 58

35 430 8.4 0.95 2% 158

0.95 18% 11

11 No Left

27 No Left 12 0 16

0 No Right

42 No Left

69 No Left 12 0 16

0 No Right

11 No Left

116 No Left 17 0 16

53 No Right

58 No Left

169 No Left 17 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

0.96

0.96 9

1.00 15 1 Left 20 0 0 20 Cl+Ex

0.98

1.04 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.04 9

0.0 0.0 0.0

Perm

pm+pt

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 1

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street

EBL 7 4 7

EBT 4

3.0 6.5 11.0 12.2% 7.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 9.5 0.23 0.07 17.9 0.0 17.9 B 16.5 B 11.5 Hold 0.0 Skip 9.3 Hold 0.0 Skip 0.0 Skip 4 27 962

9.5 0.23 0.03 13.2 0.0 13.2 B 6.4 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 10 105 474 0 0 0 0.02

1173 0 0 0 0.02

09/01/2022

EBR

WBL 3 8 3

WBT 8

3.0 6.5 11.0 12.2% 7.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 24.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 7.0 11.0 0 10.1 0.24 0.19 17.5 0.0 17.5 B 15.5 B 12.6 Gap 10.2 Gap 9.3 Gap 0.0 Skip 0.0 Skip 11 52 1028

11.1 0.27 0.13 12.2 0.0 12.2 B 7.5 Max 12.7 Hold 0.0 Skip 0.0 Skip 0.0 Skip 6 25 95 370 0 0 0 0.11

1062 0 0 0 0.06

WBR

NBL 5 2 5

NBT 2

3.0 6.5 11.0 12.2% 7.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 24.9 0.60 0.05 12.1 0.0 12.1 B 12.2 B 15.0 Min 15.0 Min 15.0 Min 21.9 Dwell 30.0 Dwell 6 35 477

26.2 0.63 0.01 6.9 0.0 6.9 A 6.2 Gap 0.0 Skip 0.0 Skip 0.0 Skip 0.0 Skip 1 9 45 876 0 0 0 0.01

2461 0 0 0 0.05

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

NBR

SBL 1 6 1

SBT 6

15.0 21.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 24.9 0.60 0.06 13.5 0.0 13.5 B

3.0 6.5 16.0 17.8% 12.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 Min 15.0 Min 15.0 Min 21.9 Dwell 30.0 Dwell 6 40

8.0 Gap 7.0 Gap 0.0 Skip 0.0 Skip 0.0 Skip 5 27

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 Min 7.0 11.0 0 26.9 0.64 0.08 9.4 0.0 9.4 A 8.7 A 16.8 Hold 25.5 Hold 15.0 Min 21.9 Dwell 30.0 Dwell 10 45 350

145 953 0 0 0 0.06

50 938 0 0 0 0.06

2 2

27.5 0.66 0.07 6.4 0.0 6.4 A

SBR

2603 0 0 0 0.06

Synchro 11 Report Page 2

Lanes, Volumes, Timings 100: Dixie Highway & 171st Street Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 41.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.19 Intersection Signal Delay: 11.7 Intersection Capacity Utilization 35.8% Analysis Period (min) 15 90th %ile Actuated Cycle: 61 70th %ile Actuated Cycle: 47.7 50th %ile Actuated Cycle: 36.3 30th %ile Actuated Cycle: 27.9 10th %ile Actuated Cycle: 36 Splits and Phases:

09/01/2022

Intersection LOS: B ICU Level of Service A

100: Dixie Highway & 171st Street

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 3

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

09/01/2022

EBL

EBR

NBL

NBT

SBT

SBR

20 20 1900 15 0 1 25 1.00

125 125 1900 12 220 1

0 0 1900 12 0 0 25 1.00

150 150 2000 11

200 200 2000 12

0 0 1900 11 0 0

0.95

1.00

1524

3601

3585

1524 No

3601

3585

0 No

0.95 6% 132

0.95 2% 0

35 321 6.3 0.95 2% 158

35 557 10.9 0.95 6% 211

21 No Left 15 0 16

132 No Right

0 No Left

158 No Left 12 0 16

211 No Left 12 0 16

0 No Right

0.88 15 1 Left 20 0 0 20 Cl+Ex

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15

0.98

0.94

1.04 9

2 Thru 100 0 0 6 Cl+Ex

0.0 0.0 0.0

0.0 0.0 0.0 94 6 Cl+Ex

Prot

Perm

0.0 NA

0.950 1504 0.950 1504 45 811 12.3 0.95 32% 21

1.00 0.850

0.95 2% 0

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 4

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp

Lane Group Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Cycle Length: 90

EBL 4

EBR

NBL

09/01/2022

NBT 2

SBT 6

4 4

3.0 7.5 48.0 53.3% 43.5 3.5 1.0 0.0 4.5

15.0 21.0 42.0 46.7% 36.0 4.0 2.0 0.0 6.0

3.0 None 8.3 0.23 0.06 9.9 0.0 9.9 A 13.4 B 10.5 Gap 9.0 Gap 8.1 Gap 7.6 Gap 0.0 Skip 3 12 731

3.0 None 8.3 0.23 0.37 14.0 0.0 14.0 B

7.0 Min 20.1 0.56 0.08 5.9 0.0 5.9 A 5.9 A 15.0 Min 15.0 Min 15.0 Min 20.0 Dwell 30.0 Dwell 7 19 241

7.0 Min 20.1 0.56 0.10 5.9 0.0 5.9 A 5.9 A 15.0 Min 15.0 Min 15.0 Min 20.0 Dwell 30.0 Dwell 10 24 477

3561 0 0 0 0.04

3545 0 0 0 0.06

1504 0 0 0 0.01

10.5 Gap 9.0 Gap 8.1 Gap 7.6 Gap 0.0 Skip 20 47 220 1524 0 0 0 0.09

SBR

Other

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 5

Lanes, Volumes, Timings 200: Dixie Highway & I-294/I-80 Off-Ramp Actuated Cycle Length: 35.6 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.37 Intersection Signal Delay: 8.1 Intersection Capacity Utilization 29.0% Analysis Period (min) 15 90th %ile Actuated Cycle: 36 70th %ile Actuated Cycle: 34.5 50th %ile Actuated Cycle: 33.6 30th %ile Actuated Cycle: 38.1 10th %ile Actuated Cycle: 36 Splits and Phases:

09/01/2022

Intersection LOS: A ICU Level of Service A

200: Dixie Highway & I-294/I-80 Off-Ramp

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 6

Lanes, Volumes, Timings 400: Dixie Highway & Access A/173rd Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

0 0 1900 12 0 0 25 1.00

0 0 1900 12

15 15 1900 12 0 1

1 1 1900 12

5 5 1900 11 0 0

2 2 1900 11 0 0

30 30 1900 12 145 1

1.00

0.95 0.998

0.95

1.00 0.850

1611

3414

1583

0 25 475 13.0 0.95 2% 0

1611

0.95 2% 1

0.95 2% 2

0.95 2% 5

3465 35 234 4.6 0.95 6% 305

1583

0.95 2% 16

3414 35 190 3.7 0.95 2% 153

0.950 1711 0.950 1711

3465

1.00 0.904 0.993 1672 0.993 1672 20 294 10.0 0.95 2% 1

5 5 1900 11 145 1 175 1.00

290 290 2000 11

1.00 0.865

1 1 1900 12 145 1 175 1.00

145 145 1900 11

1.00

1 1 1900 11 0 0 25 1.00

0 No Left

0 No Left 0 0 16

16 No Right

0 No Left

0 No Right

5 No Left

32 No Right

1.00 15

1.00

1.00 9

1.04 15

1.04 9

1.04 15

305 No Left 12 0 16 Yes 0.98

0.95 2% 0

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.3% Analysis Period (min) 15

Stop

0.950 1770 0.950 1770

0.95 2% 5

0.95 2% 1

7 No Left 0 0 16

0 No Right

1 No Left

1.00

1.04 9

1.00 15

Stop

155 No Left 12 0 16 Yes 1.04 Free

0.95 2% 32

1.00 9

Free

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 7

Lanes, Volumes, Timings 600: Dixie Highway & Access B (Full-Access)/174th Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

30 30 1900 12 0 1 25 1.00

1 1 1900 12

25 25 1900 12 0 0

0 0 1900 12

1 1 1900 12 0 0

40 40 1900 12 145 1

1.00

0.95 0.999

0.95

1.00 0.850

1030

3418

1170

0.95 2% 1

3601 35 310 6.0 0.95 2% 279

1170

0.95 60% 26

3418 35 1022 19.9 0.95 2% 121

0.950 1770 0.950 1770

3601

1030 25 357 9.7 0.95 2% 1

1.00 0.932 0.976 1694 0.976 1694 25 269 7.3 0.95 2% 0

1 1 1900 12 145 1 175 1.00

265 265 2000 11

1.00

10 10 1900 12 145 1 175 1.00

115 115 1900 11

1.00 0.856

1 1 1900 13 0 0 25 1.00

0 No Right

1 No Left

42 No Right

1.00 9

1.00 15

279 No Left 12 0 16 Yes 0.98

0.950 1770 0.950 1770

0.95 2% 32

0.950 1770 0.950 1770

0.95 2% 1

0.95 2% 11

32 No Left

27 No Left 12 0 16

0 No Right

0 No Left

2 No Left 12 0 16

0 No Right

11 No Left

1.00 15

1.00

1.00 9

0.96 15

1.00

1.00 9

1.00 15

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.0% Analysis Period (min) 15

Stop

122 No Left 12 0 16 Yes 1.04 Free

0.95 38% 42

1.00 9

Free

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 8

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

25 25 1900 11 280 1 175 1.00

185 185 1900 11

60 60 1900 12 0 0

140 140 1900 11

0 0 1900 12 0 0

100 100 1900 12 0 0

70 70 1900 12 0 0

0.95

0.95 0.921

0.95

40 40 1900 10 155 1 210 1.00

175 175 1900 11

0.95

60 60 1900 10 300 1 195 1.00

90 90 1900 11

0.95 0.963

65 65 1900 11 325 1 175 1.00

0.95 0.957

0.95

3270

3355

3151

3274

3270

0 No

3355

0 No

3151

0 No

3274

0 No

0.950 1711 0.659 1187

0.95 2% 26

40 248 4.2 0.95 3% 195

0.950 1631 0.549 942

0.95 2% 63

0.95 7% 68

40 744 12.7 0.95 4% 147

0.950 1652 0.535 930

0.95 2% 0

0.95 2% 63

35 575 11.2 0.95 2% 95

0.950 1195 0.626 787

0.95 2% 105

0.95 41% 42

26 No Left

258 No Left 11 0 16

0 No Right

68 No Left

147 No Left 11 0 16

0 No Right

63 No Left

200 No Left 12 0 16

0 No Right

42 No Left

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9

1.09 15 1 Left 20 0 0 20 Cl+Ex

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

pm+pt

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

0.0 0.0 0.0

pm+pt

35 1022 19.9 0.95 2% 184 258 No Left 12 0 16 Yes 1.04

0.95 2% 74 0 No Right

1.00 9

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 9

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

EBL 5 2 5

EBT 2

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 45.1 0.50 0.16 15.3 0.0 15.3 B 14.7 B 33.0 Coord 38.7 Coord 41.8 Coord 44.7 Coord 67.2 Coord 43 81 168

52.6 0.58 0.04 8.9 0.0 8.9 A 7.2 Gap 6.4 Gap 0.0 Skip 0.0 Skip 0.0 Skip 5 18 280 782 0 0 0 0.03

1638 0 0 0 0.16

EBR

WBL 1 6 1

WBT 6

3.0 6.5 13.0 14.4% 9.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

15.0 21.0 35.0 38.9% 29.0 4.0 2.0 0.0 6.0 Lag Yes 7.0 C-Min 22.0 26.0 0 49.8 0.55 0.08 12.7 0.0 12.7 B 11.6 B 35.0 Coord 40.1 Coord 52.3 Coord 54.5 Coord 67.2 Coord 17 47 664

55.7 0.62 0.11 9.0 0.0 9.0 A 9.2 Gap 7.8 Gap 7.0 Gap 6.3 Gap 0.0 Skip 14 38 325 660 0 0 0 0.10

1857 0 0 0 0.08

WBR

09/01/2022

NBL 7 4 7

NBT 4

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 16.6 0.18 0.35 33.6 0.0 33.6 C 30.7 C 18.5 Hold 15.6 Hold 14.4 Hold 23.5 Hold 10.8 Hold 54 83 495

24.5 0.27 0.20 21.8 0.0 21.8 C 10.3 Gap 8.9 Gap 8.0 Gap 7.2 Gap 0.0 Skip 25 49 300 325 0 0 0 0.19

840 0 0 0 0.24

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

NBR

SBL 3 8 3

SBT 8

3.0 6.5 12.0 13.3% 8.5 3.5 0.0 0.0 3.5 Lead Yes 3.0 None

8.0 14.0 30.0 33.3% 24.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 None 22.0 26.0 0 14.4 0.16 0.49 37.3 0.0 37.3 D 35.2 D 18.5 Gap 15.6 Gap 14.2 Gap 12.8 Gap 10.8 Gap 71 103 942

23.6 0.26 0.17 21.8 0.0 21.8 C 10.3 Gap 8.9 Gap 7.8 Gap 0.0 Skip 0.0 Skip 17 37 155 251 0 0 0 0.17

SBR

873 0 0 0 0.30

Synchro 11 Report Page 10

Lanes, Volumes, Timings 800: Dixie Highway & 175th Street/Governors Highway

09/01/2022

Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 50 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay: 23.8 Intersection LOS: C Intersection Capacity Utilization 43.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases:

800: Dixie Highway & 175th Street/Governors Highway

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 11

Lanes, Volumes, Timings 900: 175th Street & Access C (RIRO)

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) 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) Sign Control

09/01/2022

EBL

EBT

WBT

WBR

SBL

SBR

0 0 1900 1.00

270 270 2000 0.95

270 270 1900 0.95 0.999

1 1 1900 0.95

0 0 1900 1.00

1 1 1900 1.00 0.865

3725

3501

1611

3725 40 403 6.9 0.95 2% 284

3501 40 248 4.2 0.95 3% 284

0 25 342 9.3 0.95 2% 0

1611

0 No Left

284 No Left 11 0 16

285 No Left 11 0 16

0 No Right

0 No Left 0 0 16

1 No Right

1.00 15

0.94

1.00

1.00 9

Free

1.00 15 Stop

0.95 2% 0

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.5% Analysis Period (min) 15

0.95 2% 1

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 12

Lanes, Volumes, Timings 1000: Dixmoor Drive & 175th Street

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 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) Sign Control

09/01/2022

EBT

EBR

WBL

WBT

NBL

NBR

270 270 1900 11 0.95 0.999

1 1 1900 11 0.95

270 270 1900 11 0.95

2 2 1900 12 1.00

3418

3421

3418 40 723 12.3 0.95 284

0.95 1

3421 40 403 6.9 0.95 284

2 2 1900 12 1.00 0.932 0.976 1694 0.976 1694 25 303 8.3 0.95 2

285 No Left 0 0 16

0 No Right

0 No Left

285 No Left 0 0 16

4 No Left 12 0 16

0 No Right

1.04

1.04 9

1.04 15

1.04

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.2% Analysis Period (min) 15

Free

0 0

0.95 2

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 13

Lanes, Volumes, Timings 1100: Howe Avenue/Access D (Full-Access) & 175th Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

40 40 1900 12 185 1 200 1.00

260 260 1900 10

2 2 1900 10 0 0

270 270 2000 10

1 1 1900 12 185 1

10 10 1900 12 0 0

20 20 1900 12 0 0

0.95

1.00 0.850

1.00

1.00 0.857

1.00

3300

3477

1583

1596

3300 40 717 12.2 0.95 274

0.950 1652 0.950 1652

1583

0.95 1

0.95 5

1596 25 291 7.9 0.95 1

0.95 2

3477 40 723 12.3 0.95 284

1.00 0.913 0.986 1677 0.986 1677 25 340 9.3 0.95 1

1 1 1900 12 0 1 25 1.00

1 1 1900 12

0.95

5 5 1900 12 0 0 25 1.00

1 1 1900 12

0.95 0.999

1 1 1900 10 185 1 200 1.00

0.950 1770 0.950 1770

0.95 42

0.950 1770 0.950 1770

0.95 11

0.95 1

0.95 21

42 No Left

276 No Left 12 0 16

0 No Right

1 No Left

284 No Left 12 0 16

1 No Right

0 No Left

17 No Left 12 0 16

0 No Right

1 No Left

22 No Left 12 0 16

0 No Right

1.00 15

1.09

1.09 9

1.09 15

1.02

1.00 9

1.00 15

1.00

1.00 9

1.00 15

1.00

1.00 9

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 26.1% Analysis Period (min) 15

Free

Stop

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 14

Lanes, Volumes, Timings 1200: Golfview Avenue & 175th Street

09/01/2022

EBT

EBR

WBL

WBT

NBL

NBR

300 300 1900 10 0.95 0.998

5 5 1900 10 0.95

1 1 1900 10 0.95

295 295 1900 10 0.95

2 2 1900 12 1.00

3265

3303

3265 40 532 9.1 0.95 3% 316

0.95 2% 5

0.95 2% 1

3303 40 717 12.2 0.95 2% 311

1 1 1900 12 1.00 0.910 0.984 1668 0.984 1668 25 436 11.9 0.95 2% 1

321 No Left 0 0 16

0 No Right

0 No Left

312 No Left 0 0 16

3 No Left 12 0 16

0 No Right

1.09

1.09 9

1.09 15

1.09

1.00 15 Stop

1.00 9

Free

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.9% Analysis Period (min) 15

Free

0 0

0.95 2% 2

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 15

Lanes, Volumes, Timings 1300: Western Ave/Access E (RIRO) & 175th Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

0 0 1900 12 0 0 25 1.00

300 300 1900 10

5 5 1900 10 0 0

290 290 1900 10

1 1 1900 12 185 1

5 5 1900 12 0 0

1 1 1900 12 0 1

0.95

1.00 0.850

1.00

1.00 0.865

3297

1611

3297 40 1316 22.4 0.95 316

0.95 5

0.95 0

0 25 322 8.8 0.95 0

1611

0.95 5

1.00 0.887 0.992 1639 0.992 1639 25 482 13.1 0.95 0

0 0 1900 12 0 0 25 1.00

0 0 1900 12

0.95

1 1 1900 12 0 0 25 1.00

0 0 1900 12

0.95 0.998

5 5 1900 10 0 0 25 0.95

0.95 0

0.999 3300 0.999 3300 40 532 9.1 0.95 305

1583

0.95 1

0 No Left

321 No Left 0 0 16

0 No Right

0 No Left

310 No Left 0 0 16

1 No Right

0 No Left

6 No Left 0 0 16

0 No Right

0 No Left

0 No Left 0 0 16

1 No Right

1.00 15

1.09

1.09 9

1.09 15

1.09

1.00 9

1.00 15

1.00

1.00 9

1.00 15

1.00

1.00 9

Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.8% Analysis Period (min) 15

Free

Stop

ICU Level of Service A

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 16

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

09/01/2022

EBL

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

1 1 1900 12 0 0 25 0.95

190 190 1900 11

65 65 1900 12 125 1

200 200 1900 12

1 1 1900 12 0 0

115 115 1900 12 0 1

1 1 1900 12 0 0

0.95 0.999

0.95

1.00

1.00 0.850

1 1 1900 12 0 0 25 1.00

1 1 1900 12

1.00 0.850

70 70 1900 11 0 0 25 1.00

1 1 1900 11

0.95

90 90 1900 12 260 1 105 1.00

1.00

1568

3502

3356 0.954 3201

3502

0 No

0.953 1716 0.728 1311

0.95 2% 1

35 527 10.3 0.95 4% 200

0.95 2% 1

0.95 2% 74

40 787 13.4 0.95 2% 1

1568 No

0.950 1770 0.508 946

0.95 3% 68

0.95 2% 95

40 1316 22.4 0.95 3% 211

1583

1583 No

1.00 0.955 0.984 1750 0.868 1544

0.95 2% 121

0.95 2% 1

25 196 5.3 0.95 2% 1

0 0 No

0.95 2% 1

0 No Left

201 No Left 17 0 16

68 No Right

95 No Left

212 No Left 16 0 16

0 No Right

0 No Left

75 No Left 17 0 16

121 No Right

0 No Left

3 No Left 0 0 16

0 No Right

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

1.04 15 1 Left 20 0 0 20 Cl+Ex

1.04

1.00 9 1 Right 20 0 0 20 Cl+Ex

1.00 15 1 Left 20 0 0 20 Cl+Ex

1.00

1.00 9

0.0 0.0 0.0

Perm

pm+pt

0.0 NA pm+ov

Perm

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

0.0 0.0 0.0

Perm

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

2 Thru 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 Cl+Ex 0.0 NA

Synchro 11 Report Page 17

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street

Lane Group Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Cycle Length: 90

EBL 4 4 15.0 23.0 33.0 36.7% 27.0 4.0 2.0 Lag Yes 5.0 Min

15.0 Min 15.0 Min 15.0 Min 15.0 Min 30.0 Dwell

EBT 4 4 15.0 23.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 20.9 0.46 0.14 13.2 0.0 13.2 B 13.4 B 15.0 Min 15.0 Min 15.0 Min 15.0 Min 30.0 Dwell 22 48 447 2154 0 0 0 0.09

EBR

WBT 8

4 4

WBL 3 8 3

15.0 23.0 33.0 36.7% 27.0 4.0 2.0 0.0 6.0 Lag Yes 5.0 Min 20.9 0.46 0.09 14.1 0.0 14.1 B

5.0 9.5 20.0 22.2% 15.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 30.5 0.68 0.12 5.8 0.0 5.8 A

15.0 23.0 53.0 58.9% 47.0 4.0 2.0 0.0 6.0

8.0 22.0 37.0 41.1% 31.0 4.0 2.0

8.0 22.0 37.0 41.1% 31.0 4.0 2.0 0.0 6.0

7.0 None

15.0 Min 15.0 Min 15.0 Min 15.0 Min 30.0 Dwell 14 41

8.2 Gap 7.3 Gap 6.7 Gap 8.0 Gap 0.0 Skip 11 30

5.0 Min 32.0 0.71 0.09 5.6 0.0 5.6 A 5.7 A 27.7 Hold 26.8 Hold 26.2 Hold 27.5 Hold 30.0 Dwell 14 31 1236

7.0 None 12.1 0.27 0.21 16.8 0.0 16.8 B 11.4 B 14.6 Gap 12.9 Gap 11.8 Gap 0.0 Skip 0.0 Skip 18 46 707

125 1055 0 0 0 0.06

260 934 0 0 0 0.10

3302 0 0 0 0.06

WBR

09/01/2022

NBL

NBT 2

2 2

14.6 Gap 12.9 Gap 11.8 Gap 0.0 Skip 0.0 Skip

937 0 0 0 0.08

NBR 3 2 3

SBL

5.0 9.5 20.0 22.2% 15.5 3.5 1.0 0.0 4.5 Lead Yes 3.0 None 17.5 0.39 0.20 8.1 0.0 8.1 A

8.0 22.0 37.0 41.1% 31.0 4.0 2.0

8.0 22.0 37.0 41.1% 31.0 4.0 2.0 0.0 6.0

7.0 None

8.2 Gap 7.3 Gap 6.7 Gap 8.0 Gap 0.0 Skip 18 39

14.6 Hold 12.9 Hold 11.8 Hold 0.0 Skip 0.0 Skip

7.0 None 11.7 0.26 0.01 14.7 0.0 14.7 B 14.7 B 14.6 Hold 12.9 Hold 11.8 Hold 0.0 Skip 0.0 Skip 1 6 116

914 0 0 0 0.13

6 6

SBT 6

SBR

1104 0 0 0 0.00

Other

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 18

Lanes, Volumes, Timings 1400: Governors Highway/Private Driveway & 175th Street Actuated Cycle Length: 45.1 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.21 Intersection Signal Delay: 9.8 Intersection Capacity Utilization 49.7% Analysis Period (min) 15 90th %ile Actuated Cycle: 54.3 70th %ile Actuated Cycle: 51.7 50th %ile Actuated Cycle: 50 30th %ile Actuated Cycle: 33.5 10th %ile Actuated Cycle: 36 Splits and Phases:

09/01/2022

Intersection LOS: A ICU Level of Service A

1400: Governors Highway/Private Driveway & 175th Street

Scenario 1 Future (2029) Build Traffic Projections 12:00 pm 01/10/2019 Saturday Midday Peak Hour KAS

Synchro 11 Report Page 19

FUTURE (2031) NO-BUILD CAPACITY REPORTS – HCM 6TH EDITION Weekday Morning Peak Hour Weekday Evening Peak Hour Saturday Midday Peak Hour

Proposed Mixed-Use Development, Hazel Crest, Illinois September 2022

HCM 6th Signalized Intersection Summary 100: Dixie Highway & 171st Street

08/21/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 1

HCM 6th Signalized Intersection Capacity Analysis 100: Dixie Highway & 171st Street

08/21/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 2

HCM 6th Signalized Intersection Summary 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL EBR Lane Configurations Traffic Volume (veh/h) 145 210 Future Volume (veh/h) 145 210 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1637 1856 Adj Flow Rate, veh/h 153 221 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 22 3 Cap, veh/h 189 273 Arrive On Green 0.32 0.32 Sat Flow, veh/h 593 856 Grp Volume(v), veh/h 375 0 Grp Sat Flow(s),veh/h/ln1453 0 Q Serve(g_s), s 8.9 0.0 Cycle Q Clear(g_c), s 8.9 0.0 Prop In Lane 0.41 0.59 Lane Grp Cap(c), veh/h 462 0 V/C Ratio(X) 0.81 0.00 Avail Cap(c_a), veh/h 1884 0 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay (d), s/veh 11.7 0.0 Incr Delay (d2), s/veh 3.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(95%),veh/ln4.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.2 0.0 LnGrp LOS B A Approach Vol, veh/h 375 Approach Delay, s/veh 15.2 Approach LOS B

NBL

NBT

SBT SBR

0 0 0 1.00 1.00

405 405 0

220 220 0

1.00 No 1891 426 0.95 7 1441 0.40 3782 426 1796 3.0 3.0

1.00 No 1922 232 0.95 5 1465 0.40 3844 232 1826 1.5 1.5

8.1 A 426 8.1 A

7.4 A 232 7.4 A

0 0 0 1.00 1.00

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 1441 1465 0.00 0.30 0.16 0 2978 3027 1.00 1.00 1.00 0.00 1.00 1.00 0.0 7.6 7.2 0.0 0.5 0.2 0.0 0.0 0.0 0.0 1.6 0.8

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0

0.0 A

Timer - Assigned Phs 2 Phs Duration (G+Y+Rc), s 21.0 Change Period (Y+Rc), s 6.0 Max Green Setting (Gmax), s 31.0 Max Q Clear Time (g_c+I1), s 5.0 Green Ext Time (p_c), s 7.9 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

08/21/2022

4 16.4 4.5 48.5 10.9 1.3

6 21.0 6.0 31.0 3.5 4.1

10.5 B

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 3

HCM 6th Signalized Intersection Capacity Analysis 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL Lane Configurations Traffic Volume (veh/h) 145 Future Volume (veh/h) 145 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1637 Adj Flow Rate, veh/h 153 Peak Hour Factor 0.95 Percent Heavy Veh, % 22 Opposing Right Turn Influence Yes Cap, veh/h 189 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.32 Unsig. Movement Delay Ln Grp Delay, s/veh 15.2 Ln Grp LOS B Approach Vol, veh/h 375 Approach Delay, s/veh 15.2 Approach LOS B Timer: Assigned Phs Case No Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green (Gmax), s Max Allow Headway (MAH), s Max Q Clear (g_c+l1), s Green Ext Time (g_e), s Prob of Phs Call (p_c) Prob of Max Out (p_x)

08/21/2022

EBR

NBL

NBT

SBT

SBR

210 210 14 0 1.00 1.00

0 0 5 0 1.00 1.00

405 405 2 0

220 220 6 0

1.00 No

0 0 16 0 1.00 1.00

1856 221 0.95 3

1891 426 0.95 7

1922 232 0.95 5

0 0 0.95 0

273 1.00 0.32

0 0 0.95 0 No 0 1.00 0.00

1441 1.00 0.40

1465 1.00 0.40

0 1.00 0.00

0.0 A

8.1 A 426 8.1 A

7.4 A 232 7.4 A

0.0 A

2 2 8.0 21.0 6.0 31.0 9.1 5.0 7.9 1.00 0.17

4 4 12.0 16.4 4.5 48.5 3.9 10.9 1.3 0.98 0.00

6 6 8.0 21.0 6.0 31.0 9.1 3.5 4.1 1.00 0.03

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 0

7 593

1 0

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 3782

4 4

6 3844

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 0

14 856

16 0

Left Lane Group Data Assigned Mvmt Lane Assignment

7 L+T+R

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

0 Synchro 11 Report Page 4

08/21/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 375 1453 8.9 8.9 0 0 0.0 0.0 0.0 0.0 0.0 0.41 462 0.81 1884 1.00 11.7 3.5 0.0 15.2 1.8 0.4 0.0 1.80 4.0 0.15 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 2 426 1796 3.0 3.0 1441 0.30 2978 1.00 7.6 0.5 0.0 8.1 0.8 0.1

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

6 T 2 232 1826 1.5 1.5 1465 0.16 3027 1.00 7.2 0.2 0.0 7.4 0.4 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 5

08/21/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 1.6 0.08 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 0.8 0.04 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.59 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

10.5 B

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 6

HCM 6th TWSC 400: Dixie Highway & 173rd Street

Intersection Int Delay, s/veh

08/21/2022

0.3

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 10 395 5 5 425 Future Vol, veh/h 5 10 395 5 5 425 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 40 6 17 29 3 Mvmt Flow 5 11 416 5 5 447 Major/Minor Minor1 Conflicting Flow All 653 Stage 1 419 Stage 2 234 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 400 Stage 1 632 Stage 2 783 Platoon blocked, % Mov Cap-1 Maneuver 397 Mov Cap-2 Maneuver 397 Stage 1 632 Stage 2 778 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 11.7 B

Major1 211 0 7.7 3.7 689 689 -

Major2 0 421 - 4.68 - 2.49 - 964 - 964 -

NB 0

SB 0.1

NBT NBRWBLn1 SBL - 553 964 - 0.029 0.005 - 11.7 8.8 B A 0.1 0

0 -

SBT 0 A -

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 7

HCM 6th TWSC 600: Dixie Highway & 174th Street

Intersection Int Delay, s/veh

08/21/2022

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 1 400 1 1 430 Future Vol, veh/h 1 1 400 1 1 430 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 6 2 2 3 Mvmt Flow 1 1 421 1 1 453 Major/Minor Minor1 Conflicting Flow All 651 Stage 1 422 Stage 2 229 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 401 Stage 1 629 Stage 2 787 Platoon blocked, % Mov Cap-1 Maneuver 401 Mov Cap-2 Maneuver 401 Stage 1 629 Stage 2 786 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 11.8 B

Major1 211 0 6.94 3.32 794 794 -

Major2 0 422 - 4.14 - 2.22 - 1134 - 1134 -

NB 0

SB 0

NBT NBRWBLn1 SBL - 533 1134 - 0.004 0.001 - 11.8 8.2 B A 0 0

0 -

SBT 0 A -

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 8

HCM 6th Signalized Intersection Summary 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 180 Future Volume (veh/h) 180 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 189 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 604 Arrive On Green 0.08 Sat Flow, veh/h 1781 Grp Volume(v), veh/h 189 Grp Sat Flow(s),veh/h/ln 1781 Q Serve(g_s), s 4.9 Cycle Q Clear(g_c), s 4.9 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 604 V/C Ratio(X) 0.31 Avail Cap(c_a), veh/h 654 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 11.0 Incr Delay (d2), s/veh 0.3 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.3 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

1 7.0 3.5 9.5 4.1 0.1

08/21/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

630 630 0

105 105 0 1.00 1.00

70 70 0 1.00 1.00

340 340 0

5 5 0 1.00 1.00

130 130 0 1.00 1.00

330 330 0

385 385 0 1.00 1.00

5 5 0 1.00 1.00

275 275 0

110 110 0 1.00 1.00

1811 111 0.95 6 244 0.48 509 388 1779 13.1 13.1 0.29 853 0.45 853 1.00 1.00 15.6 1.7 0.0 9.0

1826 74 0.95 5 375 0.04 1739 74 1739 2.1 2.1 1.00 375 0.20 491 1.00 1.00 13.3 0.3 0.0 1.4

1870 5 0.95 2 22 0.44 50 186 1861 5.6 5.6 0.03 821 0.23 821 1.00 1.00 15.6 0.6 0.0 4.2

1870 137 0.95 2 300 0.08 1781 137 1781 5.3 5.3 1.00 300 0.46 328 1.00 1.00 25.3 1.1 0.0 4.0

1870 405 0.95 2 406 0.27 1522 405 1522 23.9 23.9 1.00 406 1.00 406 1.00 1.00 33.0 44.0 0.0 19.4

1693 5 0.95 14 87 0.00 1612 5 1612 0.2 0.2 1.00 87 0.06 233 1.00 1.00 30.9 0.3 0.0 0.2

17.3 B 963 16.1 B

17.3 B

13.6 B

16.3 B 437 15.8 B

16.3 B

26.4 C

39.1 D 889 54.4 D

77.0 E

31.1 C

2 49.2 6.0 29.0 15.1 8.9

3 3.9 3.5 8.5 2.2 0.0

4 30.0 6.0 24.0 25.9 0.0

5 10.5 3.5 9.5 6.9 0.1

6 45.7 6.0 29.0 7.6 5.6

7 10.6 3.5 8.5 7.3 0.0

8 23.3 6.0 24.0 12.0 3.1

1.00 No 1870 663 0.95 2 1461 0.48 3046 386 1777 13.0 13.0 852 0.45 852 1.00 1.00 15.6 1.7 0.0 8.9

1.00 No 1870 358 0.95 2 1582 0.44 3588 177 1777 5.6 5.6 783 0.23 783 1.00 1.00 15.6 0.7 0.0 4.0

1.00 No 1796 347 0.95 7 455 0.27 1706 347 1706 16.8 16.8 455 0.76 455 1.00 1.00 30.4 8.7 0.0 12.3

1.00 No 1841 289 0.95 4 470 0.19 2454 204 1749 9.6 9.6 335 0.61 466 1.00 1.00 33.3 3.8 0.0 7.7 37.1 D 410 37.3 D

1870 116 0.95 2 184 0.19 962 201 1667 10.0 10.0 0.58 320 0.63 445 1.00 1.00 33.4 4.3 0.0 7.7 37.7 D

31.9 C

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 9

HCM 6th Signalized Intersection Capacity Analysis 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 180 Future Volume (veh/h) 180 Number 5 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 189 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 604 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.08 Unsig. Movement Delay Ln Grp Delay, s/veh 11.3 Ln Grp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS

08/21/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

630 630 2 0

105 105 12 0 1.00 1.00

70 70 1 0 1.00 1.00

340 340 6 0

5 5 16 0 1.00 1.00

130 130 7 0 1.00 1.00

330 330 4 0

385 385 14 0 1.00 1.00

5 5 3 0 1.00 1.00

275 275 8 0

110 110 18 0 1.00 1.00

1870 663 0.95 2

1811 111 0.95 6

1870 358 0.95 2

1870 5 0.95 2

1870 405 0.95 2

1870 116 0.95 2

1582 1.00 0.44

22 1.00 0.44

455 1.00 0.27

406 1.00 0.27

1693 5 0.95 14 Yes 87 1.00 0.00

1841 289 0.95 4

244 1.00 0.48

1870 137 0.95 2 Yes 300 1.00 0.08

1796 347 0.95 7

1461 1.00 0.48

1826 74 0.95 5 Yes 375 1.00 0.04

470 1.00 0.19

184 1.00 0.19

17.3 B 963 16.1 B

17.3 B

13.6 B

16.3 B 437 15.8 B

16.3 B

26.4 C

39.1 D 889 54.4 D

77.0 E

31.1 C

37.1 D 410 37.3 D

37.7 D

1 1 1.1 7.0 3.5 9.5 3.7 4.1 0.1 0.84 0.13

2 2 4.0 49.2 6.0 29.0 9.1 15.1 8.9 1.00 0.81

3 3 1.1 3.9 3.5 8.5 3.8 2.2 0.0 0.12 0.00

4 4 4.0 30.0 6.0 24.0 7.3 25.9 0.0 1.00 1.00

5 5 1.1 10.5 3.5 9.5 3.7 6.9 0.1 0.99 1.00

6 6 4.0 45.7 6.0 29.0 9.0 7.6 5.6 1.00 0.21

7 7 1.1 10.6 3.5 8.5 3.8 7.3 0.0 0.97 1.00

8 8 4.0 23.3 6.0 24.0 7.2 12.0 3.1 1.00 0.43

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

1 1739

1.00 No

3 1612

5 1781

1.00 No

7 1781

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 3046

4 1706

6 3588

8 2454

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 509

14 1522

16 50

18 962

Left Lane Group Data Assigned Mvmt Lane Assignment

1 L (Pr/Pm)

0 3 L (Pr/Pm)

1.00 No

0 5 L (Pr/Pm)

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

0 7 L (Pr/Pm)

0 Synchro 11 Report Page 10

08/21/2022

1 74 1739 2.1 2.1 680 0 39.7 30.1 1.2 0.0 0.0 1.00 375 0.20 491 1.00 13.3 0.3 0.0 13.6 0.7 0.0 0.0 1.80 1.4 0.11 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 5 1612 0.2 0.2 643 0 17.3 0.1 0.1 0.0 0.0 1.00 87 0.06 233 1.00 30.9 0.3 0.0 31.1 0.1 0.0 0.0 1.80 0.2 0.03 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 189 1781 4.9 4.9 1019 0 41.7 34.1 1.7 0.0 0.0 1.00 604 0.31 654 1.00 11.0 0.3 0.0 11.3 1.7 0.0 0.0 1.80 3.2 0.29 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 137 1781 5.3 5.3 980 0 19.3 7.3 1.9 0.0 0.0 1.00 300 0.46 328 1.00 25.3 1.1 0.0 26.4 2.2 0.1 0.0 1.80 4.0 0.34 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 1 386 1777 13.0 13.0 852 0.45 852 1.00 15.6 1.7 0.0 17.3 4.8 0.4

4 T 1 347 1706 16.8 16.8 455 0.76 455 1.00 30.4 8.7 0.0 39.1 6.6 1.1

6 T 1 177 1777 5.6 5.6 783 0.23 783 1.00 15.6 0.7 0.0 16.3 2.1 0.1

8 T 1 204 1749 9.6 9.6 335 0.61 466 1.00 33.3 3.8 0.0 37.1 3.9 0.4

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Synchro 11 Report Page 11

08/21/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.72 8.9 0.39 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.59 12.3 0.61 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 4.0 0.15 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.79 7.7 0.21 0.0 0.0 0.0 0.0 0 0.0

12 T+R 1 388 1779 13.1 13.1 0.0 0.0 0.29 853 0.45 853 1.00 15.6 1.7 0.0 17.3 4.8 0.4 0.0 1.72 9.0 0.39 0.0 0.0 0.0 0.0 0 0.0

14 T+R 1 405 1522 23.9 23.9 0.0 0.0 1.00 406 1.00 406 1.00 33.0 44.0 0.0 77.0 8.4 5.0 0.0 1.45 19.4 0.96 0.0 0.0 0.0 0.0 0 0.0

16 T+R 1 186 1861 5.6 5.6 0.0 0.0 0.03 821 0.23 821 1.00 15.6 0.6 0.0 16.3 2.2 0.1 0.0 1.80 4.2 0.16 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 201 1667 10.0 10.0 0.0 0.0 0.58 320 0.63 445 1.00 33.4 4.3 0.0 37.7 3.9 0.4 0.0 1.79 7.7 0.21 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

31.9 C

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 12

HCM 6th TWSC 1000: Dixmoor Drive & 175th Street

Intersection Int Delay, s/veh

08/21/2022

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 910 1 2 580 5 5 Future Vol, veh/h 910 1 2 580 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 100 2 2 2 2 Mvmt Flow 958 1 2 611 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 959 - 4.14 - 2.22 - 713 - 713 -

Minor1 0 1269 - 959 - 310 - 6.84 - 5.84 - 5.84 - 3.52 - 160 - 333 - 717 - 159 - 159 - 333 - 714

WB 0

NB 20.4 C

EB 0

NBLn1 245 0.043 20.4 C 0.1

480 6.94 3.32 532 532 -

EBT EBR WBL WBT - 713 - 0.003 - 10.1 0 B A 0 -

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 13

HCM 6th TWSC 1100: Howe Avenue & 175th Street

Intersection Int Delay, s/veh

08/21/2022

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 905 5 1 585 5 5 Future Vol, veh/h 905 5 1 585 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 17 2 2 2 2 Mvmt Flow 953 5 1 616 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 958 - 4.14 - 2.22 - 714 - 714 -

Minor1 0 1266 - 956 - 310 - 6.84 - 5.84 - 5.84 - 3.52 - 161 - 334 - 717 - 161 - 161 - 334 - 716

WB 0

NB 20.2 C

EB 0

NBLn1 247 0.043 20.2 C 0.1

479 6.94 3.32 533 533 -

EBT EBR WBL WBT - 714 - 0.001 10 0 B A 0 -

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 14

HCM 6th TWSC 1200: Golfview Avenue & 175th Street

Intersection Int Delay, s/veh

08/21/2022

0.3

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 905 5 1 590 10 5 Future Vol, veh/h 905 5 1 590 10 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 13 20 Mvmt Flow 953 5 1 621 11 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 958 - 4.14 - 2.22 - 714 - 714 -

Minor1 0 1269 - 956 - 313 - 7.06 - 6.06 - 6.06 - 3.63 - 146 - 309 - 683 - 146 - 146 - 309 - 682

WB 0

NB 25.7 D

EB 0

NBLn1 190 0.083 25.7 D 0.3

479 7.3 3.5 487 487 -

EBT EBR WBL WBT - 714 - 0.001 10 0 B A 0 -

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 15

HCM 6th TWSC 1300: Western Ave & 175th Street

Intersection Int Delay, s/veh

08/21/2022

0.2

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 905 1 5 595 5 5 Future Vol, veh/h 905 1 5 595 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 953 1 5 626 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 954 - 4.14 - 2.22 - 716 - 716 -

Minor1 0 1277 - 954 - 323 - 6.84 - 5.84 - 5.84 - 3.52 - 158 - 335 - 706 - 156 - 156 - 335 - 698

WB 0.2

NB 20.6 C

EB 0

NBLn1 241 0.044 20.6 C 0.1

477 6.94 3.32 534 534 -

EBT EBR WBL WBT - 716 - 0.007 - 10.1 0.1 B A 0 -

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 16

HCM 6th Signalized Intersection Summary 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 61 Arrive On Green 0.28 Sat Flow, veh/h 1 Grp Volume(v), veh/h 308 Grp Sat Flow(s),veh/h/ln 1869 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 8.5 Prop In Lane 0.00 Lane Grp Cap(c), veh/h 580 V/C Ratio(X) 0.53 Avail Cap(c_a), veh/h 878 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 18.6 Incr Delay (d2), s/veh 1.6 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 6.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.2 LnGrp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

08/21/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

545 545 0

120 120 0 1.00 1.00

180 180 0 1.00 1.00

420 420 0

1 1 0 1.00 1.00

190 190 0 1.00 1.00

1 1 0

360 360 0 1.00 1.00

1 1 0 1.00 1.00

1 1 0

1 1 0 1.00 1.00

1796 126 0.95 7 423 0.28 1522 126 1522 3.9 3.9 1.00 423 0.30 666 1.00 1.00 16.9 0.8 0.0 2.4

1870 189 0.95 2 408 0.10 1781 189 1781 4.1 4.1 1.00 408 0.46 747 1.00 1.00 12.6 0.8 0.0 2.5

1870 1 0.95 2 4 0.46 8 227 1854 4.5 4.5 0.00 848 0.27 1498 1.00 1.00 10.0 0.4 0.0 2.8

1870 200 0.95 2 501 0.34 1116 201 1122 0.3 11.4 1.00 503 0.40 736 1.00 1.00 16.8 2.4 0.0 4.1

1870 379 0.95 2 704 0.34 1585 379 1585 10.4 10.4 1.00 704 0.54 965 1.00 1.00 12.1 2.9 0.0 6.2

1870 1 0.95 2 151 0.34 206 3 960 0.0 11.2 0.33 408 0.01 636 1.00 1.00 13.4 0.0 0.0 0.1

21.2 C 701 20.1 C

17.7 B

13.4 B

10.3 B

19.1 B

15.0 B

13.4 B

2 26.3 6.0 30.0 13.4 7.0

3 10.7 4.5 17.5 6.1 0.4

4 22.5 6.0 26.0 10.5 6.1

1.00 No 1870 574 0.95 2 969 0.28 3485 267 1617 8.5 8.5 449 0.59 707 1.00 1.00 18.6 2.7 0.0 5.7

1.00 No 1856 442 0.95 3 1651 0.46 3609 216 1763 4.5 4.5 807 0.27 1424 1.00 1.00 10.0 0.4 0.0 2.6 10.3 B 632 11.2 B

6 26.3 6.0 30.0 13.2 0.0

1.00 No 1870 1 0.95 2 2 0.34 7 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 580 16.4 B

1.00 No 1870 1 0.95 2 148 0.34 434 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 3 13.4 B

1870 1 0.95 2 109 0.34 320 0 0 0.0 0.0 0.33 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A

8 33.2 6.0 48.0 6.5 5.4

16.1 B

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 17

HCM 6th Signalized Intersection Capacity Analysis 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 61 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.28 Unsig. Movement Delay Ln Grp Delay, s/veh 20.2 Ln Grp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS

08/21/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

545 545 4 0

120 120 14 0 1.00 1.00

180 180 3 0 1.00 1.00

420 420 8 0

1 1 18 0 1.00 1.00

190 190 5 0 1.00 1.00

1 1 2 0

360 360 12 0 1.00 1.00

1 1 1 0 1.00 1.00

1 1 6 0

1 1 16 0 1.00 1.00

1870 574 0.95 2

1796 126 0.95 7

1856 442 0.95 3

1870 1 0.95 2

1870 379 0.95 2

1870 1 0.95 2

1651 1.00 0.46

4 1.00 0.46

2 1.00 0.34

704 1.00 0.34

1870 1 0.95 2 Yes 151 1.00 0.34

1870 1 0.95 2

423 1.00 0.28

1870 200 0.95 2 Yes 501 1.00 0.34

1870 1 0.95 2

969 1.00 0.28

1870 189 0.95 2 Yes 408 1.00 0.10

148 1.00 0.34

109 1.00 0.34

21.2 C 701 20.1 C

17.7 B

13.4 B

10.3 B 632 11.2 B

10.3 B

19.1 B

0.0 A 580 16.4 B

15.0 B

13.4 B

0.0 A 3 13.4 B

0.0 A

2 2 7.0 26.3 6.0 30.0 8.3 13.4 7.0 1.00 0.50

3 3 1.2 10.7 4.5 17.5 3.7 6.1 0.4 0.96 0.00

4 4 7.3 22.5 6.0 26.0 6.9 10.5 6.1 1.00 0.42

6 6 8.0 26.3 6.0 30.0 9.8 13.2 0.0 1.00 0.00

8 8 4.0 33.2 6.0 48.0 7.0 6.5 5.4 1.00 0.00

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 1116

3 1781

7 1

1 206

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 7

4 3485

6 434

8 3609

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 1585

14 1522

16 320

18 8

5 3 L+TL (Pr/Pm)

7 L+T

Left Lane Group Data Assigned Mvmt Lane Assignment

1.00 No

1 L+T+R

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

1.00 No

0 Synchro 11 Report Page 18

08/21/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 201 1122 0.3 11.4 1437 877 20.2 9.2 0.3 0.0 0.0 1.00 503 0.40 736 1.00 16.8 2.4 0.0 19.1 2.0 0.3 0.0 1.80 4.1 0.14 0.0 0.0 0.0 0.0 0 0.0

1 189 1781 4.1 4.1 746 0 18.5 8.1 3.5 0.0 0.0 1.00 408 0.46 747 1.00 12.6 0.8 0.0 13.4 1.3 0.1 0.0 1.80 2.5 0.25 0.0 0.0 0.0 0.0 0 0.0

1 308 1869 0.0 8.5 962 0 16.5 16.5 0.0 13.8 8.5 0.00 580 0.53 878 1.00 18.6 1.6 0.0 20.2 3.3 0.3 0.0 1.80 6.3 0.33 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 3 960 0.0 11.2 1019 0 20.2 9.0 0.0 3.9 0.1 0.33 408 0.01 636 1.00 13.4 0.0 0.0 13.4 0.0 0.0 0.0 1.80 0.1 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

4 T 1 267 1617 8.5 8.5 449 0.59 707 1.00 18.6 2.7 0.0 21.2 2.8 0.3

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

8 T 1 216 1763 4.5 4.5 807 0.27 1424 1.00 10.0 0.4 0.0 10.3 1.4 0.1

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 19

08/21/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 5.7 0.30 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 2.6 0.05 0.0 0.0 0.0 0.0 0 0.0

12 R 1 379 1585 10.4 10.4 1585.1 6.2 1.00 704 0.54 965 1.00 12.1 2.9 0.0 15.0 2.9 0.6 0.0 1.80 6.2 0.21 0.0 0.0 0.0 0.0 0 0.0

14 R 1 126 1522 3.9 3.9 0.0 0.0 1.00 423 0.30 666 1.00 16.9 0.8 0.0 17.7 1.2 0.1 0.0 1.80 2.4 0.50 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.33 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 227 1854 4.5 4.5 0.0 0.0 0.00 848 0.27 1498 1.00 10.0 0.4 0.0 10.3 1.5 0.1 0.0 1.80 2.8 0.06 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

16.1 B

Scenario 1 Future (2031) No-Build Traffic Projections 7:15 am 01/10/2019 AM Peak Period KAS

Synchro 11 Report Page 20

HCM 6th Signalized Intersection Summary 100: Dixie Highway & 171st Street

08/21/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 1

HCM 6th Signalized Intersection Capacity Analysis 100: Dixie Highway & 171st Street

08/21/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 2

HCM 6th Signalized Intersection Summary 200: Dixie Highway & I-294/I-80 Off-Ramp

NBL

NBT

SBT SBR

0 0 0 1.00 1.00

280 280 0

375 375 0

1.00 No 1969 295 0.95 2 1318 0.35 3938 295 1870 2.4 2.4

1.00 No 1969 395 0.95 2 1318 0.35 3938 395 1870 3.3 3.3

10.1 B 295 10.1 B

10.6 B 395 10.6 B

0 0 0 1.00 1.00

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 1318 1318 0.00 0.22 0.30 0 2373 2373 1.00 1.00 1.00 0.00 1.00 1.00 0.0 9.7 10.0 0.0 0.4 0.6 0.0 0.0 0.0 0.0 1.4 2.0

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0

0.0 A

Timer - Assigned Phs 2 Phs Duration (G+Y+Rc), s 21.0 Change Period (Y+Rc), s 6.0 Max Green Setting (Gmax), s 27.0 Max Q Clear Time (g_c+I1), s 4.4 Green Ext Time (p_c), s 4.9 Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

08/21/2022

4 21.6 4.5 52.5 15.6 1.6

6 21.0 6.0 27.0 5.3 6.6

12.7 B

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 3

HCM 6th Signalized Intersection Capacity Analysis 200: Dixie Highway & I-294/I-80 Off-Ramp

08/21/2022

EBR

NBL

NBT

SBT

SBR

340 340 14 0 1.00 1.00

0 0 5 0 1.00 1.00

280 280 2 0

375 375 6 0

1.00 No

0 0 16 0 1.00 1.00

1870 358 0.95 2

1969 295 0.95 2

1969 395 0.95 2

0 0 0.95 0

412 1.00 0.40

0 0 0.95 0 No 0 1.00 0.00

1318 1.00 0.35

0 1.00 0.00

0.0 A

10.1 B 295 10.1 B

10.6 B 395 10.6 B

0.0 A

2 2 8.0 21.0 6.0 27.0 9.1 4.4 4.9 1.00 0.12

4 4 12.0 21.6 4.5 52.5 4.0 15.6 1.6 0.99 0.00

6 6 8.0 21.0 6.0 27.0 9.1 5.3 6.6 1.00 0.23

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 0

7 166

1 0

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 3938

4 3

6 3938

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 0

14 1028

16 0

Left Lane Group Data Assigned Mvmt Lane Assignment

7 L+T+R

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

0 Synchro 11 Report Page 4

08/21/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 417 1197 13.6 13.6 0 0 0.0 0.0 0.0 0.0 0.0 0.14 480 0.87 1476 1.00 11.7 5.0 0.0 16.7 2.3 0.7 0.0 1.80 5.3 0.22 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 15.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 2 295 1870 2.4 2.4 1318 0.22 2373 1.00 9.7 0.4 0.0 10.1 0.7 0.1

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

6 T 2 395 1870 3.3 3.3 1318 0.30 2373 1.00 10.0 0.6 0.0 10.6 1.0 0.1

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 5

08/21/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 1.4 0.07 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 2.0 0.10 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.86 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

12.7 B

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 6

HCM 6th TWSC 400: Dixie Highway & 173rd Street

Intersection Int Delay, s/veh

08/21/2022

0.2

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 5 275 10 5 710 Future Vol, veh/h 5 5 275 10 5 710 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 5 289 11 5 747 Major/Minor Minor1 Conflicting Flow All 679 Stage 1 295 Stage 2 384 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 385 Stage 1 730 Stage 2 658 Platoon blocked, % Mov Cap-1 Maneuver 382 Mov Cap-2 Maneuver 382 Stage 1 730 Stage 2 653 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 11.9 B

Major1 150 0 6.94 3.32 870 870 -

Major2 0 300 - 4.14 - 2.22 - 1258 - 1258 -

NB 0

SB 0.1

NBT NBRWBLn1 SBL - 531 1258 - 0.02 0.004 - 11.9 7.9 B A 0.1 0

0 -

SBT 0 A -

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 7

HCM 6th TWSC 600: Dixie Highway & 174th Street

Intersection Int Delay, s/veh

08/21/2022

0.1

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 1 285 2 2 715 Future Vol, veh/h 5 1 285 2 2 715 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 1 300 2 2 753 Major/Minor Minor1 Conflicting Flow All 682 Stage 1 301 Stage 2 381 Critical Hdwy 6.84 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 Pot Cap-1 Maneuver 384 Stage 1 725 Stage 2 660 Platoon blocked, % Mov Cap-1 Maneuver 383 Mov Cap-2 Maneuver 383 Stage 1 725 Stage 2 658 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

WB 13.7 B

Major1 151 0 6.94 3.32 868 868 -

Major2 0 302 - 4.14 - 2.22 - 1256 - 1256 -

NB 0

SB 0

NBT NBRWBLn1 SBL - 422 1256 - 0.015 0.002 - 13.7 7.9 B A 0 0

0 -

SBT 0 A -

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 8

HCM 6th Signalized Intersection Summary 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 85 Future Volume (veh/h) 85 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 89 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 422 Arrive On Green 0.05 Sat Flow, veh/h 1781 Grp Volume(v), veh/h 89 Grp Sat Flow(s),veh/h/ln 1781 Q Serve(g_s), s 2.7 Cycle Q Clear(g_c), s 2.7 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 422 V/C Ratio(X) 0.21 Avail Cap(c_a), veh/h 526 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 15.7 Incr Delay (d2), s/veh 0.2 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.0 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

1 12.3 3.5 9.5 8.7 0.1

08/21/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

455 455 0

180 180 0 1.00 1.00

220 220 0 1.00 1.00

570 570 0

5 5 0 1.00 1.00

135 135 0 1.00 1.00

190 190 0

185 185 0 1.00 1.00

10 10 0 1.00 1.00

570 570 0

200 200 0 1.00 1.00

1870 189 0.95 2 371 0.38 977 328 1694 13.4 13.4 0.58 644 0.51 644 1.00 1.00 21.4 2.9 0.0 9.3

1870 232 0.95 2 431 0.10 1781 232 1781 6.7 6.7 1.00 431 0.54 446 1.00 1.00 14.8 1.2 0.0 4.6

1870 5 0.95 2 13 0.43 30 310 1865 10.2 10.2 0.02 802 0.39 802 1.00 1.00 17.5 1.4 0.0 7.8

1870 142 0.95 2 219 0.08 1781 142 1781 5.2 5.2 1.00 219 0.65 248 1.00 1.00 24.6 4.8 0.0 4.3

1870 195 0.95 2 481 0.30 1585 195 1585 8.8 8.8 1.00 481 0.41 481 1.00 1.00 24.9 1.2 0.0 6.0

1870 11 0.95 2 298 0.01 1781 11 1781 0.4 0.4 1.00 298 0.04 452 1.00 1.00 26.1 0.1 0.0 0.3

24.1 C 757 23.2 C

24.3 C

16.0 B

19.0 B 837 18.2 B

18.9 B

29.4 C

25.5 C 537 26.8 C

26.1 C

2 40.2 6.0 32.0 15.4 9.0

3 4.2 3.5 8.5 2.4 0.0

4 33.3 6.0 21.0 10.8 2.8

5 7.8 3.5 9.5 4.7 0.1

6 44.7 6.0 32.0 12.2 9.1

7 10.5 3.5 8.5 7.2 0.0

8 27.0 6.0 21.0 23.0 0.0

1.00 No 1870 479 0.95 2 948 0.38 2494 340 1777 13.2 13.2 675 0.50 675 1.00 1.00 21.4 2.7 0.0 9.5

1.00 No 1870 600 0.95 2 1553 0.43 3612 295 1777 10.2 10.2 764 0.39 764 1.00 1.00 17.5 1.5 0.0 7.5

1.00 No 1870 200 0.95 2 539 0.30 1777 200 1777 8.0 8.0 539 0.37 539 1.00 1.00 24.6 0.9 0.0 6.0

1.00 No 1870 600 0.95 2 602 0.23 2579 413 1777 20.9 20.9 415 1.00 415 1.00 1.00 34.5 43.2 0.0 19.7 77.7 E 822 77.8 E

1870 211 0.95 2 211 0.23 905 398 1707 21.0 21.0 0.53 398 1.00 398 1.00 1.00 34.5 44.8 0.0 19.3 79.2 E

37.6 D

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 9

HCM 6th Signalized Intersection Capacity Analysis 800: Dixie Highway & 175th Street/Governors Highway

Movement EBL Lane Configurations Traffic Volume (veh/h) 85 Future Volume (veh/h) 85 Number 5 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 89 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 422 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.05 Unsig. Movement Delay Ln Grp Delay, s/veh 16.0 Ln Grp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS

08/21/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

455 455 2 0

180 180 12 0 1.00 1.00

220 220 1 0 1.00 1.00

570 570 6 0

5 5 16 0 1.00 1.00

135 135 7 0 1.00 1.00

190 190 4 0

185 185 14 0 1.00 1.00

10 10 3 0 1.00 1.00

570 570 8 0

200 200 18 0 1.00 1.00

1870 479 0.95 2

1870 189 0.95 2

1870 600 0.95 2

1870 5 0.95 2

1870 195 0.95 2

1870 211 0.95 2

1553 1.00 0.43

13 1.00 0.43

539 1.00 0.30

481 1.00 0.30

1870 11 0.95 2 Yes 298 1.00 0.01

1870 600 0.95 2

371 1.00 0.38

1870 142 0.95 2 Yes 219 1.00 0.08

1870 200 0.95 2

948 1.00 0.38

1870 232 0.95 2 Yes 431 1.00 0.10

602 1.00 0.23

211 1.00 0.23

24.1 C 757 23.2 C

24.3 C

16.0 B

19.0 B 837 18.2 B

18.9 B

29.4 C

25.5 C 537 26.8 C

26.1 C

77.7 E 822 77.8 E

79.2 E

1 1 1.1 12.3 3.5 9.5 3.7 8.7 0.1 1.00 1.00

2 2 4.0 40.2 6.0 32.0 9.1 15.4 9.0 1.00 0.67

3 3 1.1 4.2 3.5 8.5 3.8 2.4 0.0 0.24 0.01

4 4 4.0 33.3 6.0 21.0 7.3 10.8 2.8 1.00 0.60

5 5 1.1 7.8 3.5 9.5 3.7 4.7 0.1 0.89 0.30

6 6 4.0 44.7 6.0 32.0 9.0 12.2 9.1 1.00 0.49

7 7 1.1 10.5 3.5 8.5 3.8 7.2 0.0 0.97 1.00

8 8 4.0 27.0 6.0 21.0 7.2 23.0 0.0 1.00 1.00

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

1 1781

1.00 No

3 1781

5 1781

1.00 No

7 1781

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 2494

4 1777

6 3612

8 2579

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 977

14 1585

16 30

18 905

Left Lane Group Data Assigned Mvmt Lane Assignment

1 L (Pr/Pm)

0 3 L (Pr/Pm)

1.00 No

0 5 L (Pr/Pm)

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

0 7 L (Pr/Pm)

0 Synchro 11 Report Page 10

08/21/2022

1 232 1781 6.7 6.7 769 0 36.2 20.8 6.6 0.0 0.0 1.00 431 0.54 446 1.00 14.8 1.2 0.0 16.0 2.4 0.1 0.0 1.80 4.6 0.36 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 11 1781 0.4 0.4 989 0 21.0 18.5 0.0 0.0 0.0 1.00 298 0.04 452 1.00 26.1 0.1 0.0 26.1 0.2 0.0 0.0 1.80 0.3 0.05 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 89 1781 2.7 2.7 815 0 34.2 28.5 0.7 0.0 0.0 1.00 422 0.21 526 1.00 15.7 0.2 0.0 16.0 1.0 0.0 0.0 1.80 1.9 0.17 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 142 1781 5.2 5.2 673 0 23.0 0.0 0.0 0.0 0.0 1.00 219 0.65 248 1.00 24.6 4.8 0.0 29.4 2.1 0.3 0.0 1.80 4.3 0.36 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

2 T 1 340 1777 13.2 13.2 675 0.50 675 1.00 21.4 2.7 0.0 24.1 5.1 0.5

4 T 1 200 1777 8.0 8.0 539 0.37 539 1.00 24.6 0.9 0.0 25.5 3.2 0.1

6 T 1 295 1777 10.2 10.2 764 0.39 764 1.00 17.5 1.5 0.0 19.0 3.9 0.3

8 T 1 413 1777 20.9 20.9 415 1.00 415 1.00 34.5 43.2 0.0 77.7 8.6 5.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

Synchro 11 Report Page 11

08/21/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.69 9.5 0.41 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 6.0 0.29 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 7.5 0.28 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.44 19.7 0.54 0.0 0.0 0.0 0.0 0 0.0

12 T+R 1 328 1694 13.4 13.4 0.0 0.0 0.58 644 0.51 644 1.00 21.4 2.9 0.0 24.3 4.9 0.5 0.0 1.70 9.3 0.40 0.0 0.0 0.0 0.0 0 0.0

14 T+R 1 195 1585 8.8 8.8 0.0 0.0 1.00 481 0.41 481 1.00 24.9 1.2 0.0 26.1 3.2 0.2 0.0 1.80 6.0 0.29 0.0 0.0 0.0 0.0 0 0.0

16 T+R 1 310 1865 10.2 10.2 0.0 0.0 0.02 802 0.39 802 1.00 17.5 1.4 0.0 18.9 4.1 0.3 0.0 1.78 7.8 0.29 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 398 1707 21.0 21.0 0.0 0.0 0.53 398 1.00 398 1.00 34.5 44.8 0.0 79.2 8.3 5.0 0.0 1.45 19.3 0.53 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

37.6 D

Notes User approved pedestrian interval to be less than phase max green.

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 12

HCM 6th TWSC 1000: Dixmoor Drive & 175th Street

Intersection Int Delay, s/veh

08/21/2022

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 715 5 2 905 5 5 Future Vol, veh/h 715 5 2 905 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 753 5 2 953 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 758 - 4.14 - 2.22 - 849 - 849 -

Minor1 0 1237 - 756 - 481 - 6.84 - 5.84 - 5.84 - 3.52 - 168 - 424 - 588 - 167 - 167 - 424 - 585

WB 0

NB 19.3 C

EB 0

NBLn1 263 0.04 19.3 C 0.1

379 6.94 3.32 619 619 -

EBT EBR WBL WBT - 849 - 0.002 9.3 0 A A 0 -

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 13

HCM 6th TWSC 1100: Howe Avenue & 175th Street

Intersection Int Delay, s/veh

08/21/2022

0.2

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 715 10 5 905 5 5 Future Vol, veh/h 715 10 5 905 5 5 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 753 11 5 953 5 5 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 764 - 4.14 - 2.22 - 845 - 845 -

Minor1 0 1246 - 759 - 487 - 6.84 - 5.84 - 5.84 - 3.52 - 166 - 423 - 583 - 164 - 164 - 423 - 575

WB 0.2

NB 19.5 C

EB 0

NBLn1 259 0.041 19.5 C 0.1

382 6.94 3.32 616 616 -

EBT EBR WBL WBT - 845 - 0.006 9.3 0.1 A A 0 -

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 14

HCM 6th TWSC 1200: Golfview Avenue & 175th Street

Intersection Int Delay, s/veh

08/21/2022

0.2

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 725 10 5 905 5 2 Future Vol, veh/h 725 10 5 905 5 2 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 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 763 11 5 953 5 2 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 774 - 4.14 - 2.22 - 837 - 837 -

Minor1 0 1256 - 769 - 487 - 6.84 - 5.84 - 5.84 - 3.52 - 163 - 418 - 583 - 161 - 161 - 418 - 575

WB 0.2

NB 23.3 C

EB 0

NBLn1 204 0.036 23.3 C 0.1

387 6.94 3.32 611 611 -

EBT EBR WBL WBT - 837 - 0.006 9.3 0.1 A A 0 -

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 15

HCM 6th TWSC 1300: Western Ave & 175th Street

Intersection Int Delay, s/veh

08/21/2022

0.1

Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 735 5 1 910 5 1 Future Vol, veh/h 735 5 1 910 5 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 774 5 1 958 5 1 Major/Minor Major1 Conflicting Flow All 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

Major2 0 779 - 4.14 - 2.22 - 834 - 834 -

Minor1 0 1258 - 777 - 481 - 6.84 - 5.84 - 5.84 - 3.52 - 163 - 414 - 588 - 163 - 163 - 414 - 586

WB 0

NB 25 D

EB 0

NBLn1 186 0.034 25 D 0.1

390 6.94 3.32 609 609 -

EBT EBR WBL WBT - 834 - 0.001 9.3 0 A A 0 -

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 16

HCM 6th Signalized Intersection Summary 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Cap, veh/h 67 Arrive On Green 0.28 Sat Flow, veh/h 1 Grp Volume(v), veh/h 271 Grp Sat Flow(s),veh/h/ln 1869 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 6.7 Prop In Lane 0.00 Lane Grp Cap(c), veh/h 581 V/C Ratio(X) 0.47 Avail Cap(c_a), veh/h 957 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 16.7 Incr Delay (d2), s/veh 1.2 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.0 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

08/21/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

480 480 0

190 190 0 1.00 1.00

330 330 0 1.00 1.00

585 585 0

1 1 0 1.00 1.00

140 140 0 1.00 1.00

1 1 0

260 260 0 1.00 1.00

1 1 0 1.00 1.00

1 1 0

1 1 0 1.00 1.00

1870 200 0.95 2 437 0.28 1585 200 1585 5.7 5.7 1.00 437 0.46 757 1.00 1.00 16.4 1.6 0.0 3.6

1870 347 0.95 2 559 0.18 1781 347 1781 6.7 6.7 1.00 559 0.62 1014 1.00 1.00 10.2 1.1 0.0 3.7

1870 1 0.95 2 3 0.53 6 316 1869 5.2 5.2 0.00 998 0.32 1854 1.00 1.00 7.1 0.4 0.0 2.7

1870 147 0.95 2 499 0.25 1497 148 1509 0.5 3.8 0.99 502 0.29 779 1.00 1.00 16.9 1.5 0.0 2.7

1870 274 0.95 2 668 0.25 1585 274 1585 6.6 6.6 1.00 668 0.41 977 1.00 1.00 11.0 1.9 0.0 3.8

1870 1 0.95 2 170 0.25 333 3 1491 0.0 4.2 0.33 454 0.01 737 1.00 1.00 15.5 0.0 0.0 0.1

18.8 B 706 18.2 B

18.0 B

11.3 B

7.5 A

18.4 B

12.9 B

15.6 B

2 19.4 6.0 24.0 8.6 4.8

3 14.1 4.5 23.5 8.7 0.9

4 21.0 6.0 26.0 8.7 6.3

1.00 No 1870 505 0.95 2 960 0.28 3484 235 1617 6.7 6.7 445 0.53 772 1.00 1.00 16.7 2.1 0.0 4.3

1.00 No 1870 616 0.95 2 1944 0.53 3640 301 1777 5.2 5.2 949 0.32 1762 1.00 1.00 7.1 0.4 0.0 2.6 7.5 A 964 8.9 A

6 19.4 6.0 24.0 6.2 0.0

1.00 No 1870 1 0.95 2 3 0.25 12 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 422 14.8 B

1.00 No 1870 1 0.95 2 162 0.25 661 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 3 15.6 B

1870 1 0.95 2 122 0.25 497 0 0 0.0 0.0 0.33 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A

8 35.1 6.0 54.0 7.2 8.3

13.2 B

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 17

HCM 6th Signalized Intersection Capacity Analysis 1400: Governors Highway/Private Driveway & 175th Street

Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 Adj Flow Rate, veh/h 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 2 Opposing Right Turn Influence Yes Cap, veh/h 67 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.28 Unsig. Movement Delay Ln Grp Delay, s/veh 18.0 Ln Grp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS

08/21/2022

EBT

EBR

WBL

WBT

WBR

NBL

NBT

NBR

SBL

SBT

SBR

480 480 4 0

190 190 14 0 1.00 1.00

330 330 3 0 1.00 1.00

585 585 8 0

1 1 18 0 1.00 1.00

140 140 5 0 1.00 1.00

1 1 2 0

260 260 12 0 1.00 1.00

1 1 1 0 1.00 1.00

1 1 6 0

1 1 16 0 1.00 1.00

1870 505 0.95 2

1870 200 0.95 2

1870 616 0.95 2

1870 1 0.95 2

1870 274 0.95 2

1870 1 0.95 2

1944 1.00 0.53

3 1.00 0.53

3 1.00 0.25

668 1.00 0.25

1870 1 0.95 2 Yes 170 1.00 0.25

1870 1 0.95 2

437 1.00 0.28

1870 147 0.95 2 Yes 499 1.00 0.25

1870 1 0.95 2

960 1.00 0.28

1870 347 0.95 2 Yes 559 1.00 0.18

162 1.00 0.25

122 1.00 0.25

18.8 B 706 18.2 B

18.0 B

11.3 B

7.5 A 964 8.9 A

7.5 A

18.4 B

0.0 A 422 14.8 B

12.9 B

15.6 B

0.0 A 3 15.6 B

0.0 A

2 2 7.0 19.4 6.0 24.0 8.3 8.6 4.8 1.00 0.41

3 3 1.2 14.1 4.5 23.5 3.7 8.7 0.9 0.99 0.00

4 4 7.3 21.0 6.0 26.0 6.8 8.7 6.3 1.00 0.34

6 6 8.0 19.4 6.0 24.0 9.7 6.2 0.0 1.00 0.00

8 8 4.0 35.1 6.0 54.0 7.0 7.2 8.3 1.00 0.01

Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

5 1497

3 1781

7 1

1 333

Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

2 12

4 3484

6 661

8 3640

Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h

12 1585

14 1585

16 497

18 6

5 3 L+TL (Pr/Pm)

7 L+T

Left Lane Group Data Assigned Mvmt Lane Assignment

1.00 No

1 L+T+R

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

1.00 No

0 Synchro 11 Report Page 18

08/21/2022

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 148 1509 0.5 3.8 1437 1782 13.4 10.0 0.5 0.0 0.0 0.99 502 0.29 779 1.00 16.9 1.5 0.0 18.4 1.3 0.2 0.0 1.80 2.7 0.09 0.0 0.0 0.0 0.0 0 0.0

1 347 1781 6.7 6.7 743 0 17.0 8.3 7.6 0.0 0.0 1.00 559 0.62 1014 1.00 10.2 1.1 0.0 11.3 1.9 0.2 0.0 1.80 3.7 0.36 0.0 0.0 0.0 0.0 0 0.0

1 271 1869 0.0 6.7 819 0 15.0 15.0 0.0 12.4 6.7 0.00 581 0.47 957 1.00 16.7 1.2 0.0 18.0 2.5 0.2 0.0 1.80 4.9 0.26 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

1 3 1491 0.0 4.2 1122 0 13.4 9.2 0.0 3.7 0.1 0.33 454 0.01 737 1.00 15.5 0.0 0.0 15.6 0.0 0.0 0.0 1.80 0.1 0.01 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

4 T 1 235 1617 6.7 6.7 445 0.53 772 1.00 16.7 2.1 0.0 18.8 2.2 0.3

0 0 0 0.0 0.0 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0

8 T 1 301 1777 5.2 5.2 949 0.32 1762 1.00 7.1 0.4 0.0 7.5 1.3 0.1

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 19

08/21/2022

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 4.3 0.23 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0.0 1.80 2.6 0.05 0.0 0.0 0.0 0.0 0 0.0

12 R 1 274 1585 6.6 6.6 1585.1 9.6 1.00 668 0.41 977 1.00 11.0 1.9 0.0 12.9 1.8 0.3 0.0 1.80 3.8 0.13 0.0 0.0 0.0 0.0 0 0.0

14 R 1 200 1585 5.7 5.7 0.0 0.0 1.00 437 0.46 757 1.00 16.4 1.6 0.0 18.0 1.8 0.2 0.0 1.80 3.6 0.73 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.33 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

18 T+R 1 316 1869 5.2 5.2 0.0 0.0 0.00 998 0.32 1854 1.00 7.1 0.4 0.0 7.5 1.4 0.1 0.0 1.80 2.7 0.06 0.0 0.0 0.0 0.0 0 0.0

0 0 0 0.0 0.0 0.0 0.0 0.00 0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0 0.0

13.2 B

Scenario 1 Future (2031) No-Build Traffic Projections 5:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 20

HCM 6th Signalized Intersection Summary 100: Dixie Highway & 171st Street

08/21/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 1

HCM 6th Signalized Intersection Capacity Analysis 100: Dixie Highway & 171st Street

08/21/2022

HCM 6th Edition methodology supports speed limit in the range of 25 to 55 mph.

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 2

HCM 6th Signalized Intersection Summary 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL EBR Lane Configurations Traffic Volume (veh/h) 20 95 Future Volume (veh/h) 20 95 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1483 1870 Adj Flow Rate, veh/h 21 100 Peak Hour Factor 0.95 0.95 Percent Heavy Veh, % 32 2 Cap, veh/h 24 115 Arrive On Green 0.11 0.11 Sat Flow, veh/h 221 1051 Grp Volume(v), veh/h 122 0 Grp Sat Flow(s),veh/h/ln1283 0 Q Serve(g_s), s 2.7 0.0 Cycle Q Clear(g_c), s 2.7 0.0 Prop In Lane 0.17 0.82 Lane Grp Cap(c), veh/h 141 0 V/C Ratio(X) 0.87 0.00 Avail Cap(c_a), veh/h 1948 0 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay (d), s/veh 12.5 0.0 Incr Delay (d2), s/veh 14.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(95%),veh/ln1.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.0 0.0 LnGrp LOS C A Approach Vol, veh/h 122 Approach Delay, s/veh 27.0 Approach LOS C

NBL

NBT

SBT SBR

0 0 0 1.00 1.00

120 120 0

165 165 0

1.00 No 1969 126 0.95 2 1959 0.52 3938 126 1870 0.5 0.5

1.00 No 1969 174 0.95 2 1959 0.52 3938 174 1870 0.7 0.7

3.4 A 126 3.4 A

3.5 A 174 3.5 A

0 0 0 1.00 1.00

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 1959 1959 0.00 0.06 0.09 0 4701 4701 1.00 1.00 1.00 0.00 1.00 1.00 0.0 3.4 3.4 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.2

0 0 0.95 0 0 0.00 0 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0

0.0 A

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4 7.6 4.5 43.5 4.7 0.4

6 21.0 6.0 36.0 2.7 3.2

10.3 B

Scenario 1 Future (2031) No-Build Traffic Projections 12:00 pm 01/10/2019 PM Peak Period KAS

Synchro 11 Report Page 3

HCM 6th Signalized Intersection Capacity Analysis 200: Dixie Highway & I-294/I-80 Off-Ramp

Movement EBL Lane Configurations Traffic Volume (veh/h) 20 Future Volume (veh/h) 20 Number 7 Initial Q, veh 0 Ped-Bike Adj (A_pbT) 1.00 Parking Bus Adj 1.00 Work Zone On Approach No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1483 Adj Flow Rate, veh/h 21 Peak Hour Factor 0.95 Percent Heavy Veh, % 32 Opposing Right Turn Influence Yes Cap, veh/h 24 HCM Platoon Ratio 1.00 Prop Arrive On Green 0.11 Unsig. Movement Delay Ln Grp Delay, s/veh 27.0 Ln Grp LOS C Approach Vol, veh/h 122 Approach Delay, s/veh 27.0 Approach LOS C Timer: Assigned Phs Case No Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green (Gmax), s Max Allow Headway (MAH), s Max Q Clear (g_c+l1), s Green Ext Time (g_e), s Prob of Phs Call (p_c) Prob of Max Out (p_x)

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EBR

NBL

NBT

SBT

SBR

95 95 14 0 1.00 1.00

0 0 5 0 1.00 1.00

120 120 2 0

165 165 6 0

1.00 No

0 0 16 0 1.00 1.00

1870 100 0.95 2

1969 126 0.95 2

1969 174 0.95 2

0 0 0.95 0

115 1.00 0.11

0 0 0.95 0 No 0 1.00 0.00

1959 1.00 0.52

0 1.00 0.00

0.0 A

3.4 A 126 3.4 A

3.5 A 174 3.5 A

0.0 A

2 2 8.0 21.0 6.0 36.0 9.1 2.5 2.2 1.00 0.00

4 4 12.0 7.6 4.5 43.5 4.0 4.7 0.4 0.62 0.00

6 6 8.0 21.0 6.0 36.0 9.1 2.7 3.2 1.00 0.00