Traffic Impact Study
Proposed AltSchool Development Chicago, Illinois
Prepared By
November 13, 2015
Contents
I. Executive Summary ...... 1 1. Introduction ...... 2 2. Existing Conditions ...... 5 Site Location ...... 5 Existing Street System Characteristics ...... 5 Alternative Modes of Transportation ...... 8 Existing Traffic Volumes ...... 11 Accident Data...... 11 3. Traffic Characteristics of the Proposed AltSchool Development ...... 14 Site Location ...... 14 Proposed Site and Development Plan ...... 14 Site Access ...... 14 Pedestrian Access...... 14 Loading Access ...... 14 Drop-off and Pick-Up Operations ...... 14 Directional Distribution ...... 16 Development Traffic Generation ...... 18 Development Traffic Assignment ...... 19 Comparison to Alcott College Prep School Traffic ...... 20 4. Projected Traffic Conditions ...... 21 Background Growth ...... 21 Other Planned Developments ...... 21 Total Projected Traffic Volumes ...... 21 5. Traffic Analysis and Recommendations ...... 23 Traffic Analyses ...... 23 Discussion and Recommendations ...... 26 6. Traffic Management Plan ...... 27 7. Conclusion ...... 30
Appendix
Proposed AltSchool Development Chicago, Illinois i
List of Figures and Tables
Figures
1. Site Location ...... 3 2. Aerial View of Site Area ...... 4 3. Existing Street Characteristics ...... 7 4. CTA Public Transportation ...... 10 5. Existing Peak Hour Vehicle Traffic Volumes ...... 12 6. Existing Peak Hour Pedestrian and Bicycle Volumes ...... 13 7. Directional Distribution ...... 17 8. Estimated Site-Generated Traffic Volumes ...... 19 9. Total Projected Traffic Volumes ...... 22
Tables
1. Projected Site-Generated Traffic Volumes ...... 18 2. Capacity Analysis Results – Existing Traffic Volumes ...... 24 3. Capacity Analysis Results – Projected Year 2021 Traffic Volumes ...... 25
Proposed AltSchool Development Chicago, Illinois ii
I. Executive Summary
This report summarizes the results of a traffic impact study conducted by Kenig, Lindgren, O’Hara, Aboona, Inc. (KLOA, Inc.) for the redevelopment of The Edge Bar and Grill with a 150-student primary school and 9,000 square feet of ground floor retail space in Chicago, Illinois. The site is located in the northwest quadrant of the intersection of Clark Street and Schubert Avenue. The objectives of the traffic study are as follows:
• Determine the existing vehicular, pedestrian, bicycle, and public transportation conditions in the study area to establish a base condition.
• Assess the impact that the proposed redevelopment will have on transportation conditions in the area, including the operation of drop-off and pick-up procedures.
• Determine any street, access, bicycle, and pedestrian modification and/or improvements that will be necessary to effectively accommodate and mitigate future conditions.
Vehicle, pedestrian, and bicycle counts were conducted during a weekday morning and afternoon peak periods in order to determine the general peak hours of activity during the time periods that coincide with start and finish times of the school. The intersections of Shubert Avenue with Clark Street, Orchard Street, and Halsted Street were counted for this study.
Accessibility to and from the area is enhanced by various alternative modes of transportation. The Chicago Transit Authority (CTA) rapid transit Brown and Purple Lines are provided at the Diversey Station within a half-mile of the site and multiple CTA bus routes have stops within the study area. In addition, pedestrian facilities including sidewalks and crosswalks are generally provided in the area. Mode-sharing facilities, including Divvy bike stations and car-sharing vehicles, are also located within a quarter-mile of the proposed site.
As proposed, the site will be developed with a 2-story building that will contain 9,000 square feet of retail space on the ground floor and a pre-kindergarten through eighth grade school with a maximum enrollment of 150 students. On site five parking spaces will be provided off the alley to the west of the site. Drop-off and pick-up will occur on the north side of Schubert Avenue along the site frontage with the frontage on the west side of Clark Street utilized for additional pick-up area during the afternoon dismissal period.
With the addition of site-generated traffic as well as background growth, the study area intersections will continue to operate at acceptable levels of service. Some queuing was observed to originate outside the study area which occasionally impacted the intersection of Clark Avenue/Schubert Avenue. However, all movements at the intersection will continue to operate at acceptable levels of service during both the morning and afternoon peak hours under future conditions. The proposed school, given its proposed staggered start and finish times, will not overlap with those of Alcott College Prep School. Further, the proposed school will have a lesser impact on Schubert Avenue than Alcott College Prep School.
Proposed AltSchool Development Chicago, Illinois 1
1. Introduction
This report summarizes the results of a traffic impact study conducted by Kenig, Lindgren, O’Hara, Aboona, Inc. (KLOA, Inc.) for the proposed AltSchool to be located in Chicago, Illinois. The site, which currently contains The Edge Bar and Grill with approximately 18 parking spaces, is located in the northwest quadrant of the intersection of Clark Street and Schubert Avenue. As proposed, the development is to consist of a two-story structure that will include approximately 9,000 square feet of retail space on the ground floor and a pre-kindergarten through eighth grade school with a maximum enrollment of 150 students. Drop-off and pick-up activities will occur on the north side of Schubert Avenue along the site frontage, with additional space for pick-up to be provided along the frontage on Clark Street. Five parking spaces will be provided to be located off the north-south alley that runs along the western border of the site.
Figure 1 shows the location of the site in relation to the area street system. Figure 2 shows an aerial view of the site area.
The purpose of this study was to examine background traffic conditions, assess the impact that the proposed school will have on traffic conditions in the area, and determine if any street improvements or traffic management recommendations are necessary to accommodate traffic generated by the proposed facility.
The sections of this memorandum present the following:
• Existing street conditions • A description of the proposed school including drop-off and pick-up procedures • Directional distribution of the school traffic • Vehicle trip generation for the school • Future traffic conditions including access to the site • Traffic analyses for the weekday morning and afternoon peak hours • Recommendations with respect to adequacy of the site access system and adjacent street system
Traffic capacity analyses were conducted for the weekday morning and weekday afternoon peak hours for the following conditions:
1. Existing Condition - Analyzes the capacity of the existing street system using existing peak hour traffic volumes in the surrounding area.
2. Future Condition - The future projected traffic volumes include the existing traffic volumes, traffic to be generated by nearby approved developments, and the traffic estimated to be generated by the proposed school.
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Site Location Figure 1
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Aerial View of Site Location Figure 2
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2. Existing Conditions
Transportation conditions in the site area were inventoried to obtain a database for projecting future conditions. Three general components of existing conditions were considered: (1) the geographical location of the site, (2) the characteristics of the streets and traffic control devices in the site area, and (3) the traffic volumes on the streets.
Site Location
The site is located in the Lincoln Park neighborhood of Chicago, which offers a mixture of residential, commercial, and institutional uses. Land uses in the area include Best Buy and Sunrise of Lincoln Park Retirement Community immediate to the south and residential homes to the west. Alcott College Prep school is located in the neighborhood on Orchard Street between Drummond Place and Wrightwood Avenue.
Existing Street System Characteristics
The characteristics of the existing streets within the study area are illustrated in Figure 3 and described below. All streets are under the jurisdiction of the Chicago Department of Transportation (CDOT).
Clark Street is a north-south collector street that provides one travel lane in each direction. At its unsignalized intersection with Schubert Avenue, Clark Street provides one shared left- turn/through lane on its northbound approach and shared right-turn/through lane on its southbound approach. Pay box parking is permitted on both sides of the street. Parking is restricted between 7:00 A.M. to 9:00 A.M. on the west side of the street, to allow for the parking lane to be used as a bus lane in the southbound direction, generally between Diversey Parkway and Fullerton Parkway. A separate bike lane is provided on the east side of the street and a shared bike lane is provided on the west side of the street. Clark Street has a posted speed limit of 30 mph and an Average Daily Traffic (ADT) volume of 19,200 vehicles.
Schubert Avenue is an east-west local street that allows for two-way travel. At its unsignalized intersection with Clark Street, Schubert Avenue provides one shared left-turn/right-turn lane under stop sign control on its eastbound approach. At its unsignalized intersection with Halsted Street, Schubert Avenue provides one shared left-turn/right-turn lane under stop sign control on its westbound approach. At its all-way stop sign controlled intersection with Orchard Street, Schubert Avenue provides one-shared through/right-turn lane on its westbound approach and one-shared left-turn/through lane on its eastbound approach. Schubert Avenue has a 30 mph speed limit, a 30- foot cross-section, and permit parking is provided on both sides of the street. The street width falls within the range of residential streets in the City of Chicago allowing two-way traffic and parking on both sides of the street.
Proposed AltSchool Development Chicago, Illinois 5
Halsted Street is a north-south arterial street that provides one travel lane in each direction. At its unsignalized intersection with Schubert Avenue, Halsted Avenue provides one shared left- turn/through lane on its southbound approach and one shared right-turn/through lane on its northbound approach. Pay box parking is provided on both sides of the street along with a separate bike lane in both directions. Halsted Street has a posted speed limit of 30 mph and an ADT volume of 15,400 vehicles.
Orchard Street is a one-way northbound street. At its all-way stop sign controlled intersection with Schubert Avenue, Orchard Street provides one shared left-turn/through/right-turn lane under stop sign control on its northbound approach. Permit parking is provided on both sides of the street. Orchard Street has a 20 mph school zone speed limit posted south of Drummond Place. Orchard Street allows two-way traffic between its signalized intersection with Diversey Parkway and the alley south of the Trader Joe’s store.
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Proposed AltSchool Existing Street Characteristics Job No: 15-188 Chicago, Illinois Figure: 3
Alternative Modes of Transportation
Accessibility to and from the Lincoln Park neighborhood is enhanced by the alternative modes of transportation serving the area as described below.
Public Transportation. The public transportation provided within the Lincoln Park area is illustrated in Figure 4. The area is served by the CTA rapid transit Brown and Purple Lines at the Diversey station at the intersection of Diversey Parkway and Sheffield Avenue, less than one-half of a mile west of the site. The following describes the rapid transit lines that have stops near the site:
• The CTA Brown Line operates every day and on holidays between Kimball Avenue and the downtown Loop.
• The CTA Purple Line operates shuttle service daily between the Linden station and the Howard station and provides express service between Linden and the Loop during the morning and evening weekday commute periods.
In addition, the area is also served by multiple CTA bus routes, each with stops within 2 blocks of the site. These routes are described below:
• Route 22 – Clark primarily runs along Clark Street and provides service between Howard Street and Polk Street in the downtown loop. Route 22 provides connections to the CTA Red, Yellow, and Purple lines. Service is provided 24 hours a day, seven days a week. Local bus stops in both directions are located at the intersection of Schubert Avenue and Clark Street.
• Route 8 – Halsted runs along Halsted Street and primarily provides service between 79th Street to Waveland Avenue. Route 8 provides a connection with the CTA Red, Blue, Green, and Orange commuter lines and service is provided seven days a week and on holidays. Local bus stops in both directions are located at the intersection of Schubert Avenue and Halsted Street.
• Route 36 – Broadway primarily runs along North Broadway and provides service from Devon Avenue near the University of Loyola Campus to Congress Parkway in the Chicago Loop. Route 36 provides a connection to the CTA Red line and service is provided seven days a week and on holidays. Local bus stops in both directions are located at the intersection of Schubert Avenue and Clark Street.
• Route 76 - Diversey primarily runs along Diversey Parkway between Harlem Avenue and the Chicago Nature Museum. The bus route provides connections to the CTA Blue Line, Brown Line, and Purple Line. Service is provided seven days a week and on holidays
Proposed AltSchool Development Chicago, Illinois 8
Non-Motorized Transportation Systems. Sidewalks are provided on all streets within the study area. High-visibility crosswalks are provided at the intersection of Schubert Avenue and Clark Street and standard crosswalks are provided at the intersections of Schubert Avenue with Orchard Avenue and Halsted Street
Clark Street and Halsted Street are classified as bike routes by CDOT with both providing bike lanes.
Mode-Sharing Transportation Availability. Divvy Bike Sharing stations are located within two blocks of the proposed development to the east at Diversey Parkway and Hampden Court and to the south at Clark Street and Wrightwood Avenue.
Car-sharing facilities are available at multiple locations within walking distance of the site. The nearest locations are at 600 W Diversey, one block north of the site, and at 2630 N Hampden Court, one block east of the site.
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CTA Public Transportation Figure 4
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Existing Traffic Volumes
In order to determine current vehicle, pedestrian, and bicycle conditions within the study area, KLOA, Inc. conducted peak period traffic, pedestrian, and bicycle counts on Wednesday, September 2, 2015 and on Tuesday, September 22, 2015 during the weekday morning and afternoon (2:30 to 4:30 P.M.) peak periods at the following intersections:
• Clark Street and Schubert Avenue • Orchard Street and Schubert Avenue • Halsted Street and Schubert Avenue
Counts were conducted both before Chicago Public Schools began the school year as well as after to appropriately capture the influence the nearby Alcott College Prep School will have on the surrounding street system. Chicago Cubs home games were played on both count days.
The results of the traffic counts showed that the weekday morning peak hour of traffic for the study area generally occurs between 7:15 A.M. and 8:15 A.M. and the weekday afternoon peak hour generally occurs between 3:30 P.M. and 4:30 P.M. For the purposes of this study, however, the peak hours of the generator (the proposed AltSchool) were used for the traffic analyses which are 8:00 A.M. to 9:00 A.M. and 3:00 P.M. to 4:00 P.M. Furthermore, it should be noted that traffic during the street system’s evening peak hour (5:00 P.M. to 6:00 P.M.) is generally 16 percent higher than the afternoon peak hour that was analyzed in the traffic study. In addition, The Edge Bar and Grill generates its highest volume of traffic on weekday nights and weekends, when the proposed AltSchool will not be in session. Figure 5 illustrates the existing peak hour vehicle traffic volumes. Figure 6 illustrates the existing peak hour pedestrian and bicycle volumes, showing the direction of travel.
Accident Data
Available accident data for years 2011 to 2013 was obtained from CDOT for Schubert Avenue between Clark Street and Halsted Street and analyzed to determine number and type of accidents in the area surrounding the site. A copy of the accident data is provided in the Appendix. From the data, the following can be summarized:
• Between 2011 and 2013 a total of 13 accidents occurred, translating into an average of 4.3 accidents per year.
• The majority of these accidents (seven or 54 percent) occurred on a weekend when schools are not in session.
• Nine accidents or 70 percent occurred outside of normal school hours (7:00 A.M. to 4:00 P.M.).
• One of the thirteen accidents had a minor injury reported. The remaining accidents were classified as Property Damage Only.
• This low frequency of accidents correlated with the width of the street allowing on-street parking that promotes traffic calming and mobility benefits. Proposed AltSchool Development Chicago, Illinois 11
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Proposed AltSchool Existing Traffic Volumes Job No: 15-188 Chicago, Illinois Figure: 5 N
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Proposed AltSchool Existing Pedestrian and Bicycle Traffic Volumes Job No: 15-188 Chicago, Illinois Figure: 6
3. Traffic Characteristics of the Proposed AltSchool
The following provides a description of the proposed school with respect to the surrounding area and how traffic will be able to access the site by way of the existing street system. To evaluate the impact the proposed school will have on the area street system, it is necessary to quantify the number of vehicle trips that will be generated during the peak hours and to determine the directional distribution from where these vehicle trips will approach and depart the site.
Site Location
The site is located in the Lincoln Park neighborhood of Chicago, Illinois. The site, which currently contains The Edge Bar and Grill with an approximately 18-space parking lot with access off Schubert Avenue, is located in the northwest quadrant of the intersection of Clark Street and Schubert Avenue.
Proposed Site and Development Plan
As proposed, the site is to be developed with a 2-story structure that will consist of approximately 9,000 square feet of retail space on the ground floor and a pre-kindergarten through eighth grade school with a maximum enrollment of 150 students. The access drive on Schubert Avenue will be eliminated creating a continuous frontage allowing for a six-car loading zone for drop-off on the north side of Schubert Avenue. Pick-up operations will occur on both the loading zone on Schubert Avenue as well as an afternoon-only loading zone on Clark Street along the site frontage accommodating an additional five vehicles. Five parking spaces will be provided on the north- south alley that runs along the western border of the site.
Site Access
Access to the five on-site parking spaces will be provided off the north-south alley that runs along the western border of the site which will be widened to 20 feet along the site’s frontage.
Pedestrian Access
The primary pedestrian access to the school will be located on Schubert Avenue as far west from Clark Street as possible. Pedestrian access to the retail portion of the development will be provided on Clark Street.
Loading Access
A loading dock will be provided on the west side of the building off the north-south alley that runs along the west side of the proposed site. Trucks will enter and exit the north-south alley via Schubert Avenue.
Proposed AltSchool Development Chicago, Illinois 14
Drop-off and Pick-up Operations
The following is a summary of the proposed drop-off and pick-up operations:
• Student drop-off will occur on the north side of Schubert Avenue along the site frontage. Parents will access the site via Clark Street from both the north and south. Parents will then exit the loading zone and travel west on Shubert Avenue to Orchard Street and/or Halsted Street.
• Pick-up will occur along the site frontage on Schubert Avenue as well as on Clark Street. Parents approaching from the south on Clark Street will utilize the loading zone on Schubert Avenue while parents approaching from the north will utilize the loading zone on Clark Street.
• Drop-offs will occur between 8:00 A.M. and 9:00 A.M. with parents assigned to a specific 15-minute window during the hour to drop-off their child. This will ensure that drop-off trips are evenly distributed throughout the hour which will minimize the impact on the surrounding street system.
• Pick-ups will be staggered with 3:00 P.M. for Pre-K through 2nd grades, 3:15 P.M. for 3rd through 5th grades, and 3:30 P.M. for 6th through 8th grades. This stagger will help distribute school generated trips over the entire peak hour. In addition, students will be pre-assigned their pick-up zone (Schubert Avenue or Clark Street) to ensure an even (50/50) split of traffic activity.
• The school will provide the required number of staff and traffic management personnel in the loading zone during drop-off and pick-up to ensure the efficient flow of traffic and to minimize any back-ups.
• The school will also provide staff or traffic management personnel at the alley connecting Schubert Avenue with Drummond Place to ensure that AltSchool traffic will not use the alley as a shortcut or for staging during drop-off and pick-up.
• Similar to other existing AltSchool locations, the proposed school will utilize a smart- phone application that will notify teachers of when the children can be dropped off and picked up.
• The proposed AltSchool will strictly enforce the described drop-off and pick-up procedures. Repeat offenders found in violation of these procedures will be issued warnings and penalized accordingly.
Proposed AltSchool Development Chicago, Illinois 15
Directional Distribution
The directions of approach and departure of the future school-generated traffic were estimated based on traffic counts, the expected routes given the existing street network, and the proposed drop-off and pick-up procedures discussed previously. Figure 7 illustrates the directional distribution of school traffic.
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Proposed AltSchool Estimated Directional Distribution Job No: 15-188 Chicago, Illinois Figure: 7
Development Traffic Generation
The amount of traffic that will be generated by the proposed AltSchool was based on KLOA, Inc.’s experience and previous work on other schools in the City of Chicago and information provided by school officials regarding after school programs and potential number of students that may have siblings as well as those that may carpool. In addition, 10 percent of students were assumed to walk to the school. No reduction was assumed for those that may use public transportation. It should be noted that the trip estimates assume a full enrollment of 150 students which is conservative and may not occur until two to three years after the school is open. No trip generation was applied for the 9,000 square feet of ground floor retail space as these trips are expected to be captured by pedestrian and vehicle traffic already on the area street system.
In addition, it should be noted that trips currently generated by The Edge Bar and Grill were not removed from the surrounding street system to make the analysis more conservative.
Table 1 summarizes the estimated trips that will be generated by the proposed school during the weekday morning and afternoon peak hours.
Table 1 PROJECTED SITE-GENERATED TRAFFIC VOLUMES Weekday Morning Weekday Afternoon
Peak Hour Peak Hour
Land Use/Density In Out In Out AltSchool – 150 Students 75 75 50 50
Development Traffic Assignment
The estimated weekday morning and afternoon peak hour traffic volumes that will be generated by the proposed school were assigned to the street system in accordance with the previously described directional distribution, as illustrated in Figure 8.
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Proposed AltSchool Estimated Site-Generated Traffic Volumes Job No: 15-188 Chicago, Illinois Figure: 8
Comparison to Alcott College Prep School Traffic
As indicated previously, traffic counts were conducted both before and after the Alcott College Prep School was in session. These counts were compared to determine the additional traffic Alcott College Prep School adds to the area streets, specifically the intersection of Orchard Street and Schubert Avenue. The following is a summary of these findings:
• As a whole, the intersection of Schubert Avenue and Orchard Street carries 119 additional vehicles during the Alcott Prep morning drop-off period (7:30 to 8:00 A.M.) and 81 additional vehicles during the Alcott Prep afternoon pick-up period (2:30 to 3:00 P.M.).
• Schubert Avenue carries 61 additional vehicles during the Alcott Prep morning drop-off period and 39 additional vehicles during the Alcott Prep afternoon pick-up period.
• The proposed AltSchool, assuming the previously discussed operations and trip generation, is expected to increase traffic on Schubert Avenue during a 30-minute period by 38 additional vehicles during the morning and 17 additional vehicles during the afternoon.
• The projected AltSchool increases on Schubert Avenue will therefore be less than the current Alcott College Prep School traffic volumes.
• The two schools’ drop-off and pick-up peak periods will not overlap.
Proposed AltSchool Development Chicago, Illinois 20
4. Projected Traffic Conditions
The total projected traffic volumes include the existing traffic volumes, increase in background traffic due to growth, and the traffic estimated to be generated by the proposed development.
Background Growth
To account for any additional increase in traffic from unknown developments outside of the study area, an ambient growth factor of 0.5 percent per year was also applied to the study area over a six year period (a total of 3.0 percent) to represent Year 2021 conditions.
Other Planned Developments
The traffic study also included proposed and/or planned developments near the study area in order to account for traffic increases attributed to them within the study area. Vehicle trips for the following projects were estimated and added to the street network to represent future conditions:
• 508 W. Diversey Residential Development is proposed to contain an 11-story apartment building with 52 units and approximately 3,100 square feet of ground floor retail. A total of 53 parking spaces will be provided on-site.
• The Inn at Lincoln Park is a proposed expansion of an existing hotel that is proposed to contain approximately 143 keys with a 4,500 square-foot restaurant and 3,500 square feet of retail space.
Total Projected Traffic Volumes
The existing traffic volumes were increased by 3.0 percent and combined with the traffic from other developments in the area and the peak hour traffic volumes generated by the site to determine the total projected traffic volumes, shown in Figure 9. It should be noted that the traffic currently generated by the existing restaurant on the site was not removed from background traffic volumes in order to present a conservative analysis.
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Proposed AltSchool Total Projected Traffic Volumes Job No: 15-188 Chicago, Illinois Figure: 9
5. Traffic Analysis and Recommendations
The following provides an evaluation conducted for the weekday morning and weekday afternoon peak hours. The analysis includes conducting capacity analyses to determine how well the street system and access drives are projected to operate and whether any street improvements or modifications are required.
Traffic Analyses
Street and adjacent or nearby intersection analyses were performed for the weekday morning and weekday afternoon peak hours for the existing (Year 2015) and future projected (Year 2021) traffic volumes.
The traffic analyses were performed using the methodologies outlined in the Transportation Research Board’s Highway Capacity Manual (HCM), 2010 and analyzed using the HCS 2010 software. The analysis for the traffic-signal controlled intersections were accomplished using field measured cycle lengths and phasing to determine the average overall vehicle delay and levels of service.
The analyses for the unsignalized intersections determine the average control delay to vehicles at an intersection. Control delay is the elapsed time from a vehicle joining the queue at a stop sign (includes the time required to decelerate to a stop) until its departure from the stop sign and resumption of free flow speed. The methodology analyzes each intersection approach controlled by a stop sign and considers traffic volumes on all approaches and lane characteristics.
The ability of an intersection to accommodate traffic flow is expressed in terms of level of service, which is assigned a letter from A to F based on the average control delay experienced by vehicles passing through the intersection. The Highway Capacity Manual definitions for levels of service and the corresponding control delay for signalized intersections and unsignalized intersections are included in the Appendix of this report.
Summaries of the traffic analysis results showing the level of service and overall intersection delay (measured in seconds) for the existing and Year 2021 total projected conditions are presented in Tables 2 and 3. A discussion of the intersections follows. Summary sheets for the capacity analyses are included in the Appendix.
Proposed AltSchool Development Chicago, Illinois 23
Table 2 CAPACITY ANALYSIS RESULTS – EXISTING TRAFFIC VOLUMES Weekday Weekday Morning Afternoon Peak Hour Peak Hour Intersection LOS Delay LOS Delay Schubert Avenue with Clark Street • Eastbound Approach C 21.8 D 28.0 • Northbound Left-Turn A 1.6 A 2.0 Schubert Avenue with Orchard Street
● Overall A 7.5 A 7.8 • Eastbound Approach A 7.5 A 7.6 • Westbound Approach A 7.3 A 7.6 • Northbound Approach A 7.6 A 8.0 Schubert Avenue with Halsted Street • Westbound Approach C 20.2 D 34.5 • Southbound Left-Turn A 0.9 A 0.7 LOS = Level of Service Delay is measured in seconds. All intersections are unsignalized.
Proposed AltSchool Development Chicago, Illinois 24
Table 3 CAPACITY ANALYSIS RESULTS - PROJECTED YEAR 2021 TRAFFIC VOLUMES Weekday Weekday Morning Afternoon Peak Hour Peak Hour Intersection LOS Delay LOS Delay Schubert Avenue with Clark Street • Eastbound Approach D 26.7 D 34.8 • Northbound Left-Turn A 2.6 A 3.0 Schubert Avenue with Orchard Street
● Overall A 8.1 A 8.0 • Eastbound Approach A 7.8 A 7.7 • Westbound Approach A 8.0 A 7.9 • Northbound Approach A 8.3 A 8.1 Schubert Avenue with Halsted Street • Westbound Approach D 27.5 E 40.3 • Southbound Left-Turn A 1.0 A 0.7 LOS = Level of Service Delay is measured in seconds. All intersections are unsignalized.
Proposed AltSchool Development Chicago, Illinois 25
Discussion and Recommendations
The results of the capacity analyses show that all of the signalized intersections within the study area currently operate at acceptable levels of service during both the morning and afternoon peak hours. All of the intersections within the study area are expected to continue to operate at acceptable levels of service with the addition of site traffic and traffic to be generated by other development in the area.
Clark Street and Schubert Avenue
The results of the capacity analysis indicate that this intersection currently operates at acceptable levels of service during the peak hours and is expected to continue to operate at an acceptable level of service under future conditions with a minimal increase in delay. As such, no improvements or modifications are required at this intersection. Observations indicate that some queuing does occur on Clark Street from its intersections with Diversey Parkway/Broadway Avenue to the north and Wrightwood Avenue to the south but these backups were generally observed to dissipate quickly and thus had a minimal impact on the operation of the intersection of Clark Street with Schubert Avenue.
Orchard Street and Schubert Avenue
This intersection is currently operating at a LOS A during the morning and afternoon peak hours and is expected to continue to operate at the same LOS with the addition of site traffic. To increase pedestrian safety, high-visibility crosswalks should be provided at this intersection on all approaches.
Halsted Street and Schubert Avenue
The results of the capacity analysis indicate that this intersection currently operates at acceptable levels of service during the peak hours and is expected to continue to operate at an acceptable level of service under future conditions during the morning peak hour and a LOS E during the afternoon peak hour. This is primarily due to the lack of acceptable gaps on Halsted Street for minor street traffic, which is common at sign stop sign controlled intersections with major arterial streets. To increase pedestrian safety, high-visibility crosswalks should be provided on the westbound approach of this intersection.
Proposed AltSchool Development Chicago, Illinois 26
6. Traffic Management Plan
The following summarizes a traffic management plan (TMP) that will be implemented to effectively manage the traffic operations of the proposed AltSchool:
A. Implementation of Infrastructure
1. The primary loading area for the proposed AltSchool will be located on the north side of Schubert Avenue between Clark Street and the north-south alley to the west. The primary loading zone will be approximately 120 feet long and will provide stacking for six vehicles. The school loading zone will be in effect from 7:30 A.M. to 9:00 A.M. and 2:30 P.M. to 4:00 P.M. on school days.
2. A secondary loading zone will be provided on Clark Street along the site frontage. This loading zone will be in effect only during the afternoon pick-up period (2:30 P.M. to 4:00 P.M.) on school days. The loading zone will extend approximately 100 feet north of Schubert Avenue and will provide additional stacking for five to six vehicles.
3. The development will provide five parking spaces located off the north-south alley that runs along the western border of the site.
4. The alley will be widened along its border with the site from its current 14 feet to 20 feet.
5. An internal loading dock will be provided off the north-south alley and adequate maneuvering space will be provided to allow SU-30 trucks to enter and exit from Schubert Avenue.
a. All deliveries should be planned outside the morning drop-off and afternoon pick-up periods.
B. Drop-Off and Pick-up Operations
1. Drop-off for the school’s maximum 150-student enrollment will occur between 8:00 A.M. and 9:00 A.M. with parents being assigned a 15-minute window in which to drop off their child. This will help ensure an even distribution of trips throughout the hour.
a. For drop-off, parents will be directed to approach the school from the north or south on Clark Street and drop off students in the loading zone on the north side of Schubert Avenue. After drop-off, parents will proceed on Schubert Avenue to exit via Orchard Street and/or Halsted Street.
Proposed AltSchool Development Chicago, Illinois 27
2. Pick-up will be staggered with grades Pre-K through 2nd dismissal at 3:00 P.M., grades 3 through 5 dismissal at 3:15 P.M., and grades 6 through 8 dismissal at 3:30 P.M.
a. Parents will be pre-assigned to one of the two afternoon loading zones on Schubert Avenue or Clark Street.
i. Parents in the Clark Street loading zone will approach the school from the north on Clark Street and proceed southbound on Clark Street after picking up their students.
ii. Parents in the Schubert Avenue loading zone will approach the school from the south on Clark Street and proceed westbound on Schubert Avenue after picking up their students.
iii. Parents will not be allowed to park or wait in the loading zones.
iv. Parents will not be allowed to retrieve their students from any other location except their assigned loading zone.
3. School staff will be present in the loading zones during the entire drop-off and pick-up periods to assist in the loading and unloading of students and ensure that parents are not waiting in the loading zone.
4. School staff and/or traffic management personnel will be stationed at the alley connecting Schubert Avenue and Drummond Place (behind Best Buy) to ensure that AltSchool traffic will not use the alley as a shortcut or a staging area during the drop- off and pick-up time periods.
5. All parents will be required to pull all the way up to the end of the drop-off/pick-up zone before they are allowed to unload/load students. Two to three cars should unload/load students at the same time. This will ensure better utilization of the loading zone and reduce queuing.
a. Under no circumstances should parents be allowed to park in the drop-off/pick- up zone and enter the school. Parents needing to visit the school will have to park their vehicle in area pay box parking spaces or area parking garages located north and south of the school.
6. The AltSchool smartphone application will allow for coordination between parents and the school. The app will allow the school to be notified of an approaching parent and will allow the school to have the student ready to depart upon the arrival of the parent. This will help decrease the amount of time vehicles spend in the loading zone.
Proposed AltSchool Development Chicago, Illinois 28
C. Outreach and Communication
1. The school has agreed to develop an outreach program with the area residents in order to provide two-way communication and transparency regarding the school operations. The school should provide frequent letters, e-mails, web postings, etc., informing neighbors of the details of special events/functions at the school and any modifications to its operations.
2. The school has agreed to develop and implement an aggressive transportation program with the goal of reducing the number of students that are dropped off and picked up by parents. Besides stagger of dismissal times by grades, other measures could include carpooling matching services or ridesharing, incentives to use public transportation, bicycling, etc. AltSchool has agreed to update its smartphone application to assist in the promotion of ridesharing.
3. The school has agreed to update its app to assist with the provision of ride sharing and car pooling and to encourage the use of public transportation.
4. The school has committed to educating parents regarding the policies and procedures of the drop-off/pick-up operations. This should be done via literature, maps, and website outlining the traffic/parking policies/procedures for both school days and special events and distributed via handouts, e-mails, school blogs, postings on the school web page, the school’s smartphone application, etc.
5. School officials has committed to enforcing the policies and procedures and developing methods for warning and penalizing repeat offenders.
Proposed AltSchool Development Chicago, Illinois 29
7. Conclusion
Based on the preceding analyses and recommendations, the following conclusions have been made:
• AltSchool is a unique micro-school that utilizes technology and flexible planning to significantly negate the traffic impact of a traditional school.
• Based on the results of the capacity analysis, the surrounding street system can accommodated the increase in traffic generated by the proposed AltSchool as well as the addition of background growth.
• The proposed drop-off and pick-up procedures will adequately accommodate the proposed site-generated traffic volumes.
• Allowing for pick-up on both Clark Street and Schubert Avenue will minimize the impact school traffic will have on Schubert Avenue.
• The proposed AltSchool will provide a Traffic Management Plan to parents and employees as part of the overall effort to minimize the school’s impact on the surrounding neighborhood.
• As the school reaches its projected maximum enrollment (150 students) school traffic operations should be reviewed to determine if changes or modifications are needed.
• The elimination of The Edge Bar and Grill access drive will improve the traffic flow on Schubert Avenue and will increase the safety of pedestrian along the site’s frontages.
• High-visibility crosswalks should be provided at the intersections of Orchard Street with Schubert Avenue and Halsted Street with Schubert Avenue.
Proposed AltSchool Development Chicago, Illinois 30
Appendix -Traffic Counts -Accident Data -Level of Service Criteria -Capacity Analysis Worksheets
Proposed AltSchool Development Chicago, Illinois
-Traffic Counts
Proposed AltSchool Development Chicago, Illinois
Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Clark and Shubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/22/2015 (847)518-9990 [email protected] Page No: 1
Turning Movement Data Schubert Ave Clark Street Clark Street Eastbound Northbound Southbound Start Time U-Turn Left Right Peds App. Total U-Turn Left Thru Peds App. Total U-Turn Thru Right Peds App. Total Int. Total 7:00 AM 0 6 6 22 12 0 9 49 0 58 0 129 1 4 130 200 7:15 AM 0 6 12 14 18 0 8 70 0 78 0 143 6 6 149 245 7:30 AM 0 8 12 16 20 0 9 59 0 68 0 204 6 12 210 298 7:45 AM 0 10 15 14 25 0 9 74 2 83 0 190 9 7 199 307 Hourly Total 0 30 45 66 75 0 35 252 2 287 0 666 22 29 688 1050 8:00 AM 0 8 9 22 17 0 13 84 0 97 0 182 3 11 185 299 8:15 AM 0 8 4 16 12 1 9 73 1 83 0 183 7 5 190 285 8:30 AM 0 4 8 17 12 1 6 83 0 90 0 215 8 13 223 325 8:45 AM 0 3 7 20 10 0 9 67 0 76 0 196 5 8 201 287 Hourly Total 0 23 28 75 51 2 37 307 1 346 0 776 23 37 799 1196 *** BREAK *** ------2:30 PM 0 6 9 67 15 1 5 93 5 99 0 121 10 14 131 245 2:45 PM 0 4 12 56 16 0 10 109 0 119 0 121 8 20 129 264 Hourly Total 0 10 21 123 31 1 15 202 5 218 0 242 18 34 260 509 3:00 PM 0 8 8 61 16 0 15 94 2 109 0 133 9 19 142 267 3:15 PM 0 9 7 58 16 1 13 130 0 144 0 115 9 12 124 284 3:30 PM 0 4 8 57 12 0 20 104 4 124 0 143 5 15 148 284 3:45 PM 0 6 7 64 13 0 9 132 2 141 1 133 9 18 143 297 Hourly Total 0 27 30 240 57 1 57 460 8 518 1 524 32 64 557 1132 4:00 PM 0 7 10 71 17 0 11 135 0 146 0 113 9 24 122 285 4:15 PM 0 4 6 63 10 0 11 133 4 144 0 133 9 16 142 296 Grand Total 0 101 140 638 241 4 166 1489 20 1659 1 2454 113 204 2568 4468 Approach % 0.0 41.9 58.1 - - 0.2 10.0 89.8 - - 0.0 95.6 4.4 - - - Total % 0.0 2.3 3.1 - 5.4 0.1 3.7 33.3 - 37.1 0.0 54.9 2.5 - 57.5 - Lights 0 97 130 - 227 4 154 1251 - 1409 1 2017 107 - 2125 3761 % Lights - 96.0 92.9 - 94.2 100.0 92.8 84.0 - 84.9 100.0 82.2 94.7 - 82.7 84.2 Buses 0 0 1 - 1 0 0 47 - 47 0 63 0 - 63 111 % Buses - 0.0 0.7 - 0.4 0.0 0.0 3.2 - 2.8 0.0 2.6 0.0 - 2.5 2.5 Single-Unit Trucks 0 3 4 - 7 0 4 43 - 47 0 43 2 - 45 99 % Single-Unit Trucks - 3.0 2.9 - 2.9 0.0 2.4 2.9 - 2.8 0.0 1.8 1.8 - 1.8 2.2 Articulated Trucks 0 0 0 - 0 0 3 7 - 10 0 5 0 - 5 15 % Articulated Trucks - 0.0 0.0 - 0.0 0.0 1.8 0.5 - 0.6 0.0 0.2 0.0 - 0.2 0.3 Bicycles on Road 0 1 5 - 6 0 5 141 - 146 0 326 4 - 330 482 % Bicycles on Road - 1.0 3.6 - 2.5 0.0 3.0 9.5 - 8.8 0.0 13.3 3.5 - 12.9 10.8 Pedestrians - - - 638 - - - - 20 - - - - 204 - - % Pedestrians - - - 100.0 - - - - 100.0 - - - - 100.0 - - Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Clark and Shubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/22/2015 (847)518-9990 [email protected] Page No: 2
Clark Street [N] Out In Total 1349 2125 3474 47 63 110 46 45 91 7 5 12 142 330 472 1591 2568 4159
107 2017 1 0 0 63 0 0 2 43 0 0 0 5 0 0 4 326 0 204 113 2454 1 204 RTUP 0 U 1 3 13 15 488 520 Total L 97 101 09/22/2015 7:00 AM 7 0 6 In
227 241 Ending At 09/22/2015 4:30 PM 4 5 R 130 140
Schubert Ave [W] Lights 9
Out Buses 261 279 Single-Unit Trucks
P Articulated Trucks 638 638 Other
ULTP 4 154 1251 0 0 0 47 0 0 4 43 0 0 3 7 0 0 5 141 20 4 166 1489 20
2151 1409 3560 64 47 111 47 47 94 5 10 15 331 146 477 2598 1659 4257 Out In Total Clark Street [S]
Turning Movement Data Plot Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Clark and Shubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/22/2015 (847)518-9990 [email protected] Page No: 3
Turning Movement Peak Hour Data (8:00 AM) Schubert Ave Clark Street Clark Street Eastbound Northbound Southbound Start Time U-Turn Left Right Peds App. Total U-Turn Left Thru Peds App. Total U-Turn Thru Right Peds App. Total Int. Total 8:00 AM 0 8 9 22 17 0 13 84 0 97 0 182 3 11 185 299 8:15 AM 0 8 4 16 12 1 9 73 1 83 0 183 7 5 190 285 8:30 AM 0 4 8 17 12 1 6 83 0 90 0 215 8 13 223 325 8:45 AM 0 3 7 20 10 0 9 67 0 76 0 196 5 8 201 287 Total 0 23 28 75 51 2 37 307 1 346 0 776 23 37 799 1196 Approach % 0.0 45.1 54.9 - - 0.6 10.7 88.7 - - 0.0 97.1 2.9 - - - Total % 0.0 1.9 2.3 - 4.3 0.2 3.1 25.7 - 28.9 0.0 64.9 1.9 - 66.8 - PHF 0.000 0.719 0.778 - 0.750 0.500 0.712 0.914 - 0.892 0.000 0.902 0.719 - 0.896 0.920 Lights 0 21 26 - 47 2 36 271 - 309 0 598 21 - 619 975 % Lights - 91.3 92.9 - 92.2 100.0 97.3 88.3 - 89.3 - 77.1 91.3 - 77.5 81.5 Buses 0 0 0 - 0 0 0 12 - 12 0 21 0 - 21 33 % Buses - 0.0 0.0 - 0.0 0.0 0.0 3.9 - 3.5 - 2.7 0.0 - 2.6 2.8 Single-Unit Trucks 0 2 1 - 3 0 1 7 - 8 0 13 1 - 14 25 % Single-Unit Trucks - 8.7 3.6 - 5.9 0.0 2.7 2.3 - 2.3 - 1.7 4.3 - 1.8 2.1 Articulated Trucks 0 0 0 - 0 0 0 0 - 0 0 1 0 - 1 1 % Articulated Trucks - 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 - 0.1 0.0 - 0.1 0.1 Bicycles on Road 0 0 1 - 1 0 0 17 - 17 0 143 1 - 144 162 % Bicycles on Road - 0.0 3.6 - 2.0 0.0 0.0 5.5 - 4.9 - 18.4 4.3 - 18.0 13.5 Pedestrians - - - 75 - - - - 1 - - - - 37 - - % Pedestrians - - - 100.0 - - - - 100.0 - - - - 100.0 - - Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Clark and Shubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/22/2015 (847)518-9990 [email protected] Page No: 4
Clark Street [N] Out In Total 292 619 911 12 21 33 9 14 23 0 1 1 17 144 161 330 799 1129
21 598 0 0 0 21 0 0 1 13 0 0 0 1 0 0 1 143 0 37 23 776 0 37 RTUP 0 U Peak Hour Data 0 5 2 104 111 Total L 21 23 09/22/2015 8:00 AM 3 1 In 47 51 Ending At 09/22/2015 9:00 AM R 26 28
Schubert Ave [W] Lights 57 60
Out Buses Single-Unit Trucks P
75 75 Articulated Trucks Other
ULTP 2 36 271 0 0 0 12 0 0 1 7 0 0 0 0 0 0 0 17 1 2 37 307 1
626 309 935 21 12 33 14 8 22 1 0 1 144 17 161 806 346 1152 Out In Total Clark Street [S]
Turning Movement Peak Hour Data Plot (8:00 AM) Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Clark and Shubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/22/2015 (847)518-9990 [email protected] Page No: 5
Turning Movement Peak Hour Data (3:00 PM) Schubert Ave Clark Street Clark Street Eastbound Northbound Southbound Start Time U-Turn Left Right Peds App. Total U-Turn Left Thru Peds App. Total U-Turn Thru Right Peds App. Total Int. Total 3:00 PM 0 8 8 61 16 0 15 94 2 109 0 133 9 19 142 267 3:15 PM 0 9 7 58 16 1 13 130 0 144 0 115 9 12 124 284 3:30 PM 0 4 8 57 12 0 20 104 4 124 0 143 5 15 148 284 3:45 PM 0 6 7 64 13 0 9 132 2 141 1 133 9 18 143 297 Total 0 27 30 240 57 1 57 460 8 518 1 524 32 64 557 1132 Approach % 0.0 47.4 52.6 - - 0.2 11.0 88.8 - - 0.2 94.1 5.7 - - - Total % 0.0 2.4 2.7 - 5.0 0.1 5.0 40.6 - 45.8 0.1 46.3 2.8 - 49.2 - PHF 0.000 0.750 0.938 - 0.891 0.250 0.713 0.871 - 0.899 0.250 0.916 0.889 - 0.941 0.953 Lights 0 26 28 - 54 1 55 401 - 457 1 470 29 - 500 1011 % Lights - 96.3 93.3 - 94.7 100.0 96.5 87.2 - 88.2 100.0 89.7 90.6 - 89.8 89.3 Buses 0 0 0 - 0 0 0 16 - 16 0 12 0 - 12 28 % Buses - 0.0 0.0 - 0.0 0.0 0.0 3.5 - 3.1 0.0 2.3 0.0 - 2.2 2.5 Single-Unit Trucks 0 1 0 - 1 0 0 5 - 5 0 12 0 - 12 18 % Single-Unit Trucks - 3.7 0.0 - 1.8 0.0 0.0 1.1 - 1.0 0.0 2.3 0.0 - 2.2 1.6 Articulated Trucks 0 0 0 - 0 0 0 1 - 1 0 0 0 - 0 1 % Articulated Trucks - 0.0 0.0 - 0.0 0.0 0.0 0.2 - 0.2 0.0 0.0 0.0 - 0.0 0.1 Bicycles on Road 0 0 2 - 2 0 2 37 - 39 0 30 3 - 33 74 % Bicycles on Road - 0.0 6.7 - 3.5 0.0 3.5 8.0 - 7.5 0.0 5.7 9.4 - 5.9 6.5 Pedestrians - - - 240 - - - - 8 - - - - 64 - - % Pedestrians - - - 100.0 - - - - 100.0 - - - - 100.0 - - Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Clark and Shubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/22/2015 (847)518-9990 [email protected] Page No: 6
Clark Street [N] Out In Total 428 500 928 16 12 28 6 12 18 1 0 1 37 33 70 488 557 1045
29 470 1 0 0 12 0 0 0 12 0 0 0 0 0 0 3 30 0 64 32 524 1 64 R T U P 0 0 0 0 0 0 U Peak Hour Data 0 1 0 7 138 146 Total 0 1 0 0 L 26 27 09/22/2015 3:00 PM 0 1 0 2 In 54 57 Ending At 09/22/2015 4:00 PM 0 0 0 2 R 28 30
Schubert Ave [W] Lights 0 0 0 5 84 89
Out Buses Single-Unit Trucks 0 0 0 0 P Articulated Trucks 240 240 Other
U L T P 1 55 401 0 0 0 16 0 0 0 5 0 0 0 1 0 0 2 37 8 1 57 460 8
499 457 956 12 16 28 12 5 17 0 1 1 32 39 71 555 518 1073 Out In Total Clark Street [S]
Turning Movement Peak Hour Data Plot (3:00 PM) Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Orchard and Schubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/22/2015 (847)518-9990 [email protected] Page No: 1
Turning Movement Data Schubert Ave Schubert Ave Orchard St Orchard St Eastbound Westbound Northbound Southbound Start Time U-Turn Left Thru Peds App. Total U-Turn Thru Right Peds App. Total Left Thru Right Peds App. Total Peds App. Total Int. Total 7:00 AM 1 0 10 7 11 0 6 3 4 9 8 4 2 6 14 10 0 34 7:15 AM 2 0 6 11 8 0 11 1 15 12 16 6 6 9 28 7 0 48 7:30 AM 0 2 26 32 28 0 8 4 41 12 23 26 6 27 55 16 0 95 7:45 AM 0 2 19 23 21 0 12 8 26 20 30 33 5 18 68 11 0 109 Hourly Total 3 4 61 73 68 0 37 16 86 53 77 69 19 60 165 44 0 286 8:00 AM 0 3 21 14 24 0 13 7 13 20 10 6 3 8 19 10 0 63 8:15 AM 0 2 11 3 13 0 9 5 9 14 4 8 0 6 12 9 0 39 8:30 AM 0 2 13 8 15 0 10 1 10 11 6 6 1 2 13 5 0 39 8:45 AM 0 1 10 6 11 0 9 2 21 11 9 11 2 1 22 7 0 44 Hourly Total 0 8 55 31 63 0 41 15 53 56 29 31 6 17 66 31 0 185 9:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 1 *** BREAK *** ------Hourly Total 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 1 2:30 PM 0 1 5 14 6 0 11 9 27 20 9 14 5 11 28 18 0 54 2:45 PM 0 6 10 14 16 0 16 7 43 23 18 28 9 15 55 13 0 94 Hourly Total 0 7 15 28 22 0 27 16 70 43 27 42 14 26 83 31 0 148 3:00 PM 0 4 9 5 13 0 17 8 22 25 9 26 2 6 37 8 0 75 3:15 PM 0 2 10 8 12 0 20 8 22 28 7 17 1 6 25 3 0 65 3:30 PM 0 3 6 8 9 0 18 8 14 26 12 12 4 6 28 13 0 63 3:45 PM 0 1 3 23 4 0 15 8 11 23 9 22 3 10 34 9 0 61 Hourly Total 0 10 28 44 38 0 70 32 69 102 37 77 10 28 124 33 0 264 4:00 PM 0 1 9 23 10 0 10 4 11 14 5 20 1 11 26 9 0 50 4:15 PM 0 3 5 19 8 0 13 10 20 23 9 22 3 8 34 10 0 65 Grand Total 3 33 173 218 209 0 198 93 309 291 185 261 53 150 499 158 0 999 Approach % 1.4 15.8 82.8 - - 0.0 68.0 32.0 - - 37.1 52.3 10.6 - - - - - Total % 0.3 3.3 17.3 - 20.9 0.0 19.8 9.3 - 29.1 18.5 26.1 5.3 - 49.9 - 0.0 - Lights 3 29 163 - 195 0 186 81 - 267 167 232 49 - 448 - 0 910 % Lights 100.0 87.9 94.2 - 93.3 - 93.9 87.1 - 91.8 90.3 88.9 92.5 - 89.8 - - 91.1 Buses 0 0 0 - 0 0 0 0 - 0 7 9 1 - 17 - 0 17 % Buses 0.0 0.0 0.0 - 0.0 - 0.0 0.0 - 0.0 3.8 3.4 1.9 - 3.4 - - 1.7 Single-Unit Trucks 0 2 8 - 10 0 2 6 - 8 6 7 3 - 16 - 0 34 % Single-Unit Trucks 0.0 6.1 4.6 - 4.8 - 1.0 6.5 - 2.7 3.2 2.7 5.7 - 3.2 - - 3.4 Articulated Trucks 0 0 0 - 0 0 0 0 - 0 0 0 0 - 0 - 0 0 % Articulated Trucks 0.0 0.0 0.0 - 0.0 - 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 - - 0.0 Bicycles on Road 0 2 2 - 4 0 10 6 - 16 5 13 0 - 18 - 0 38 % Bicycles on Road 0.0 6.1 1.2 - 1.9 - 5.1 6.5 - 5.5 2.7 5.0 0.0 - 3.6 - - 3.8 Pedestrians - - - 218 - - - - 309 - - - - 150 - 158 - - % Pedestrians - - - 100.0 - - - - 100.0 - - - - 100.0 - 100.0 - - Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Orchard and Schubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/22/2015 (847)518-9990 [email protected] Page No: 2
Orchard St [N] Out In Total 342 0 342 9 0 9 15 0 15 0 0 0 21 0 21 387 0 387
0 0 0 0 158 158 P 93 81 R 6 0 6 0 3 0 0 0 0 3 U 226 212 Out 11 2 0 1 7 0 Schubert Ave[E] 18 19 551 595 Total 198 186 10 T 0 2 0 0 2 0 2 L 29 33 291 267 16 In 09/22/2015 7:00 AM 0 8 0 0 0 4 In 10
195 209 Ending At U 09/22/2015 4:30 PM 0 0 0 0 0 0 0 8 0 2 T
163 173 Total 517 479 18 19 Schubert Ave [W] Lights 0 1 7 8 0 15
Out Buses 356 386 309 309 P
Single-Unit Trucks 0 0 0 0 0 0 0 0 P Articulated Trucks 218 218 Other
L T R P 167 232 49 0 7 9 1 0 6 7 3 0 0 0 0 0 5 13 0 150 185 261 53 150
0 448 448 0 17 17 0 16 16 0 0 0 0 18 18 0 499 499 Out In Total Orchard St [S]
Turning Movement Data Plot Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Orchard and Schubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/22/2015 (847)518-9990 [email protected] Page No: 3
Turning Movement Peak Hour Data (8:00 AM) Schubert Ave Schubert Ave Orchard St Orchard St Eastbound Westbound Northbound Southbound Start Time U-Turn Left Thru Peds App. Total U-Turn Thru Right Peds App. Total Left Thru Right Peds App. Total Peds App. Total Int. Total 8:00 AM 0 3 21 14 24 0 13 7 13 20 10 6 3 8 19 10 0 63 8:15 AM 0 2 11 3 13 0 9 5 9 14 4 8 0 6 12 9 0 39 8:30 AM 0 2 13 8 15 0 10 1 10 11 6 6 1 2 13 5 0 39 8:45 AM 0 1 10 6 11 0 9 2 21 11 9 11 2 1 22 7 0 44 Total 0 8 55 31 63 0 41 15 53 56 29 31 6 17 66 31 0 185 Approach % 0.0 12.7 87.3 - - 0.0 73.2 26.8 - - 43.9 47.0 9.1 - - - - - Total % 0.0 4.3 29.7 - 34.1 0.0 22.2 8.1 - 30.3 15.7 16.8 3.2 - 35.7 - 0.0 - PHF 0.000 0.667 0.655 - 0.656 0.000 0.788 0.536 - 0.700 0.725 0.705 0.500 - 0.750 - 0.000 0.734 Lights 0 5 50 - 55 0 37 15 - 52 29 26 6 - 61 - 0 168 % Lights - 62.5 90.9 - 87.3 - 90.2 100.0 - 92.9 100.0 83.9 100.0 - 92.4 - - 90.8 Buses 0 0 0 - 0 0 0 0 - 0 0 2 0 - 2 - 0 2 % Buses - 0.0 0.0 - 0.0 - 0.0 0.0 - 0.0 0.0 6.5 0.0 - 3.0 - - 1.1 Single-Unit Trucks 0 2 4 - 6 0 2 0 - 2 0 2 0 - 2 - 0 10 % Single-Unit Trucks - 25.0 7.3 - 9.5 - 4.9 0.0 - 3.6 0.0 6.5 0.0 - 3.0 - - 5.4 Articulated Trucks 0 0 0 - 0 0 0 0 - 0 0 0 0 - 0 - 0 0 % Articulated Trucks - 0.0 0.0 - 0.0 - 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 - - 0.0 Bicycles on Road 0 1 1 - 2 0 2 0 - 2 0 1 0 - 1 - 0 5 % Bicycles on Road - 12.5 1.8 - 3.2 - 4.9 0.0 - 3.6 0.0 3.2 0.0 - 1.5 - - 2.7 Pedestrians - - - 31 - - - - 53 - - - - 17 - 31 - - % Pedestrians - - - 100.0 - - - - 100.0 - - - - 100.0 - 100.0 - - Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Orchard and Schubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/22/2015 (847)518-9990 [email protected] Page No: 4
Orchard St [N] Out In Total 46 0 46 2 0 2 4 0 4 0 0 0 2 0 2 54 0 54
0 0 0 0 31 31 P 15 15 R 0 0 0 0 0 0 0 0 0 0 U Out
Peak Hour Data 61 56 1 0 4 0 0 8 0 4 Schubert Ave[E] 121 133 Total 41 37 T 2 0 2 0 5 0 2 0 1 8 L 56 52 In 09/22/2015 8:00 AM 2 0 2 0 0 6 0 2 In 55 63 Ending At U 09/22/2015 9:00 AM 0 0 0 0 0 0 0 4 0 1 T 50 55 Total 117 108 Schubert Ave [W] Lights 3 0 6 0 0 2 0 2 66 70
Out Buses 53 53 P
Single-Unit Trucks 0 0 0 0 0 0 0 0 P
31 31 Articulated Trucks Other
L T R P 29 26 6 0 0 2 0 0 0 2 0 0 0 0 0 0 0 1 0 17 29 31 6 17
0 61 61 0 2 2 0 2 2 0 0 0 0 1 1 0 66 66 Out In Total Orchard St [S]
Turning Movement Peak Hour Data Plot (8:00 AM) Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Orchard and Schubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/22/2015 (847)518-9990 [email protected] Page No: 5
Turning Movement Peak Hour Data (3:00 PM) Schubert Ave Schubert Ave Orchard St Orchard St Eastbound Westbound Northbound Southbound Start Time U-Turn Left Thru Peds App. Total U-Turn Thru Right Peds App. Total Left Thru Right Peds App. Total Peds App. Total Int. Total 3:00 PM 0 4 9 5 13 0 17 8 22 25 9 26 2 6 37 8 0 75 3:15 PM 0 2 10 8 12 0 20 8 22 28 7 17 1 6 25 3 0 65 3:30 PM 0 3 6 8 9 0 18 8 14 26 12 12 4 6 28 13 0 63 3:45 PM 0 1 3 23 4 0 15 8 11 23 9 22 3 10 34 9 0 61 Total 0 10 28 44 38 0 70 32 69 102 37 77 10 28 124 33 0 264 Approach % 0.0 26.3 73.7 - - 0.0 68.6 31.4 - - 29.8 62.1 8.1 - - - - - Total % 0.0 3.8 10.6 - 14.4 0.0 26.5 12.1 - 38.6 14.0 29.2 3.8 - 47.0 - 0.0 - PHF 0.000 0.625 0.700 - 0.731 0.000 0.875 1.000 - 0.911 0.771 0.740 0.625 - 0.838 - 0.000 0.880 Lights 0 9 26 - 35 0 66 29 - 95 32 71 10 - 113 - 0 243 % Lights - 90.0 92.9 - 92.1 - 94.3 90.6 - 93.1 86.5 92.2 100.0 - 91.1 - - 92.0 Buses 0 0 0 - 0 0 0 0 - 0 2 2 0 - 4 - 0 4 % Buses - 0.0 0.0 - 0.0 - 0.0 0.0 - 0.0 5.4 2.6 0.0 - 3.2 - - 1.5 Single-Unit Trucks 0 0 1 - 1 0 0 1 - 1 0 0 0 - 0 - 0 2 % Single-Unit Trucks - 0.0 3.6 - 2.6 - 0.0 3.1 - 1.0 0.0 0.0 0.0 - 0.0 - - 0.8 Articulated Trucks 0 0 0 - 0 0 0 0 - 0 0 0 0 - 0 - 0 0 % Articulated Trucks - 0.0 0.0 - 0.0 - 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 - - 0.0 Bicycles on Road 0 1 1 - 2 0 4 2 - 6 3 4 0 - 7 - 0 15 % Bicycles on Road - 10.0 3.6 - 5.3 - 5.7 6.3 - 5.9 8.1 5.2 0.0 - 5.6 - - 5.7 Pedestrians - - - 44 - - - - 69 - - - - 28 - 33 - - % Pedestrians - - - 100.0 - - - - 100.0 - - - - 100.0 - 100.0 - - Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Orchard and Schubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/22/2015 (847)518-9990 [email protected] Page No: 6
Orchard St [N] Out In Total 109 0 109 2 0 2 1 0 1 0 0 0 7 0 7 119 0 119
0 0 0 0 33 33 P 32 29 R 2 0 1 0 0 0 0 0 0 0 U Out
Peak Hour Data 38 36 1 0 1 0 2 1 0 9 Schubert Ave[E] 133 145 Total 70 66 T 4 0 0 0 9 0 0 0 1 L 10 102 95 In 09/22/2015 3:00 PM 6 0 1 0 0 1 0 2 In 35 38 Ending At U 09/22/2015 4:00 PM 0 0 0 0 0 0 0 1 0 1 T 26 28 Total 140 131 Schubert Ave [W] Lights 7 0 2 0 2 0 0 7 98
Out Buses 107 69 69 P
Single-Unit Trucks 0 0 0 0 0 0 0 0 P
44 44 Articulated Trucks Other
L T R P 32 71 10 0 2 2 0 0 0 0 0 0 0 0 0 0 3 4 0 28 37 77 10 28
0 113 113 0 4 4 0 0 0 0 0 0 0 7 7 0 124 124 Out In Total Orchard St [S]
Turning Movement Peak Hour Data Plot (3:00 PM) Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Halsted and Schubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/23/2015 (847)518-9990 [email protected] Page No: 1
Turning Movement Data Schubert Halsted Halsted Westbound Northbound Southbound Start Time U-Turn Left Right Peds App. Total U-Turn Thru Right Peds App. Total U-Turn Left Thru Peds App. Total Int. Total 7:00 AM 0 7 6 13 13 0 54 6 0 60 0 9 97 1 106 179 7:15 AM 0 10 8 11 18 0 52 2 1 54 0 7 140 8 147 219 7:30 AM 0 8 10 11 18 0 73 8 7 81 0 30 172 5 202 301 7:45 AM 0 13 13 12 26 0 89 18 5 107 0 20 178 8 198 331 Hourly Total 0 38 37 47 75 0 268 34 13 302 0 66 587 22 653 1030 8:00 AM 0 12 2 7 14 0 99 4 3 103 0 8 151 7 159 276 8:15 AM 0 5 6 16 11 1 88 8 0 97 0 12 156 5 168 276 8:30 AM 0 7 5 11 12 0 93 4 0 97 1 6 164 5 171 280 8:45 AM 0 4 5 4 9 0 87 3 0 90 0 9 148 0 157 256 Hourly Total 0 28 18 38 46 1 367 19 3 387 1 35 619 17 655 1088 *** BREAK *** ------2:30 PM 0 7 7 30 14 0 116 5 2 121 0 11 132 2 143 278 2:45 PM 0 12 10 22 22 0 115 8 0 123 0 11 106 4 117 262 Hourly Total 0 19 17 52 36 0 231 13 2 244 0 22 238 6 260 540 3:00 PM 0 9 17 36 26 1 140 5 2 146 1 2 143 2 146 318 3:15 PM 0 9 9 31 18 0 121 7 5 128 0 5 117 2 122 268 3:30 PM 0 8 8 23 16 1 121 8 3 130 1 5 100 0 106 252 3:45 PM 0 10 12 22 22 1 121 7 1 129 0 7 146 4 153 304 Hourly Total 0 36 46 112 82 3 503 27 11 533 2 19 506 8 527 1142 4:00 PM 0 8 14 23 22 0 128 6 1 134 0 2 108 4 110 266 4:15 PM 0 6 9 23 15 0 127 12 5 139 0 5 119 3 124 278 Grand Total 0 135 141 295 276 4 1624 111 35 1739 3 149 2177 60 2329 4344 Approach % 0.0 48.9 51.1 - - 0.2 93.4 6.4 - - 0.1 6.4 93.5 - - - Total % 0.0 3.1 3.2 - 6.4 0.1 37.4 2.6 - 40.0 0.1 3.4 50.1 - 53.6 - Lights 0 123 125 - 248 4 1411 103 - 1518 3 136 1779 - 1918 3684 % Lights - 91.1 88.7 - 89.9 100.0 86.9 92.8 - 87.3 100.0 91.3 81.7 - 82.4 84.8 Buses 0 2 4 - 6 0 30 0 - 30 0 0 55 - 55 91 % Buses - 1.5 2.8 - 2.2 0.0 1.8 0.0 - 1.7 0.0 0.0 2.5 - 2.4 2.1 Single-Unit Trucks 0 2 5 - 7 0 77 3 - 80 0 7 75 - 82 169 % Single-Unit Trucks - 1.5 3.5 - 2.5 0.0 4.7 2.7 - 4.6 0.0 4.7 3.4 - 3.5 3.9 Articulated Trucks 0 3 0 - 3 0 5 2 - 7 0 1 9 - 10 20 % Articulated Trucks - 2.2 0.0 - 1.1 0.0 0.3 1.8 - 0.4 0.0 0.7 0.4 - 0.4 0.5 Bicycles on Road 0 5 7 - 12 0 101 3 - 104 0 5 259 - 264 380 % Bicycles on Road - 3.7 5.0 - 4.3 0.0 6.2 2.7 - 6.0 0.0 3.4 11.9 - 11.3 8.7 Pedestrians - - - 295 - - - - 35 - - - - 60 - - % Pedestrians - - - 100.0 - - - - 100.0 - - - - 100.0 - - Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Halsted and Schubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/23/2015 (847)518-9990 [email protected] Page No: 2
Halsted [N] Out In Total 1539 1918 3457 34 55 89 82 82 164 5 10 15 108 264 372 1768 2329 4097
1779 136 3 0 55 0 0 0 75 7 0 0 9 1 0 0 259 5 0 60 2177 149 3 60 T L U P 141 125 R 7 0 5 4 260 239 Out 10 8 3 0 135 123 Schubert [E] L 5 3 2 2 276 248 12 In 09/23/2015 7:00 AM 3 7 6 Ending At U 09/23/2015 4:30 PM 0 0 0 0 0 0
Total 536 487 20 17
Lights 6 6 Buses 295 295 P
Single-Unit Trucks 0 0 0 0 Articulated Trucks Other
U T R P 4 1411 103 0 0 30 0 0 0 77 3 0 0 5 2 0 0 101 3 35 4 1624 111 35
1906 1518 3424 57 30 87 77 80 157 12 7 19 264 104 368 2316 1739 4055 Out In Total Halsted [S]
Turning Movement Data Plot Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Halsted and Schubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/23/2015 (847)518-9990 [email protected] Page No: 3
Turning Movement Peak Hour Data (8:00 AM) Schubert Halsted Halsted Westbound Northbound Southbound Start Time U-Turn Left Right Peds App. Total U-Turn Thru Right Peds App. Total U-Turn Left Thru Peds App. Total Int. Total 8:00 AM 0 12 2 7 14 0 99 4 3 103 0 8 151 7 159 276 8:15 AM 0 5 6 16 11 1 88 8 0 97 0 12 156 5 168 276 8:30 AM 0 7 5 11 12 0 93 4 0 97 1 6 164 5 171 280 8:45 AM 0 4 5 4 9 0 87 3 0 90 0 9 148 0 157 256 Total 0 28 18 38 46 1 367 19 3 387 1 35 619 17 655 1088 Approach % 0.0 60.9 39.1 - - 0.3 94.8 4.9 - - 0.2 5.3 94.5 - - - Total % 0.0 2.6 1.7 - 4.2 0.1 33.7 1.7 - 35.6 0.1 3.2 56.9 - 60.2 - PHF 0.000 0.583 0.750 - 0.821 0.250 0.927 0.594 - 0.939 0.250 0.729 0.944 - 0.958 0.971 Lights 0 23 16 - 39 1 321 14 - 336 1 31 473 - 505 880 % Lights - 82.1 88.9 - 84.8 100.0 87.5 73.7 - 86.8 100.0 88.6 76.4 - 77.1 80.9 Buses 0 0 0 - 0 0 8 0 - 8 0 0 20 - 20 28 % Buses - 0.0 0.0 - 0.0 0.0 2.2 0.0 - 2.1 0.0 0.0 3.2 - 3.1 2.6 Single-Unit Trucks 0 1 0 - 1 0 27 1 - 28 0 3 29 - 32 61 % Single-Unit Trucks - 3.6 0.0 - 2.2 0.0 7.4 5.3 - 7.2 0.0 8.6 4.7 - 4.9 5.6 Articulated Trucks 0 3 0 - 3 0 1 2 - 3 0 0 1 - 1 7 % Articulated Trucks - 10.7 0.0 - 6.5 0.0 0.3 10.5 - 0.8 0.0 0.0 0.2 - 0.2 0.6 Bicycles on Road 0 1 2 - 3 0 10 2 - 12 0 1 96 - 97 112 % Bicycles on Road - 3.6 11.1 - 6.5 0.0 2.7 10.5 - 3.1 0.0 2.9 15.5 - 14.8 10.3 Pedestrians - - - 38 - - - - 3 - - - - 17 - - % Pedestrians - - - 100.0 - - - - 100.0 - - - - 100.0 - - Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Halsted and Schubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/23/2015 (847)518-9990 [email protected] Page No: 4
Halsted [N] Out In Total 338 505 843 8 20 28 27 32 59 1 1 2 12 97 109 386 655 1041
473 31 1 0 20 0 0 0 29 3 0 0 1 0 0 0 96 1 0 17 619 35 1 17 T L U P 18 16 R 2 0 0 0 Out
Peak Hour Data 54 45 3 2 4 0 Schubert [E] 28 23 L 1 3 1 0 46 39 In 09/23/2015 8:00 AM 3 3 1 0 Ending At U 09/23/2015 9:00 AM 0 0 0 0 0 0
Total 100 84
Lights 6 5 5 0 Buses 38 38 P
Single-Unit Trucks 0 0 0 0 Articulated Trucks Other
U T R P 1 321 14 0 0 8 0 0 0 27 1 0 0 1 2 0 0 10 2 3 1 367 19 3
497 336 833 20 8 28 30 28 58 4 3 7 97 12 109 648 387 1035 Out In Total Halsted [S]
Turning Movement Peak Hour Data Plot (8:00 AM) Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Halsted and Schubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/23/2015 (847)518-9990 [email protected] Page No: 5
Turning Movement Peak Hour Data (3:00 PM) Schubert Halsted Halsted Westbound Northbound Southbound Start Time U-Turn Left Right Peds App. Total U-Turn Thru Right Peds App. Total U-Turn Left Thru Peds App. Total Int. Total 3:00 PM 0 9 17 36 26 1 140 5 2 146 1 2 143 2 146 318 3:15 PM 0 9 9 31 18 0 121 7 5 128 0 5 117 2 122 268 3:30 PM 0 8 8 23 16 1 121 8 3 130 1 5 100 0 106 252 3:45 PM 0 10 12 22 22 1 121 7 1 129 0 7 146 4 153 304 Total 0 36 46 112 82 3 503 27 11 533 2 19 506 8 527 1142 Approach % 0.0 43.9 56.1 - - 0.6 94.4 5.1 - - 0.4 3.6 96.0 - - - Total % 0.0 3.2 4.0 - 7.2 0.3 44.0 2.4 - 46.7 0.2 1.7 44.3 - 46.1 - PHF 0.000 0.900 0.676 - 0.788 0.750 0.898 0.844 - 0.913 0.500 0.679 0.866 - 0.861 0.898 Lights 0 35 42 - 77 3 448 26 - 477 2 16 441 - 459 1013 % Lights - 97.2 91.3 - 93.9 100.0 89.1 96.3 - 89.5 100.0 84.2 87.2 - 87.1 88.7 Buses 0 0 0 - 0 0 8 0 - 8 0 0 7 - 7 15 % Buses - 0.0 0.0 - 0.0 0.0 1.6 0.0 - 1.5 0.0 0.0 1.4 - 1.3 1.3 Single-Unit Trucks 0 1 2 - 3 0 6 0 - 6 0 1 19 - 20 29 % Single-Unit Trucks - 2.8 4.3 - 3.7 0.0 1.2 0.0 - 1.1 0.0 5.3 3.8 - 3.8 2.5 Articulated Trucks 0 0 0 - 0 0 0 0 - 0 0 0 0 - 0 0 % Articulated Trucks - 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 0.0 Bicycles on Road 0 0 2 - 2 0 41 1 - 42 0 2 39 - 41 85 % Bicycles on Road - 0.0 4.3 - 2.4 0.0 8.2 3.7 - 7.9 0.0 10.5 7.7 - 7.8 7.4 Pedestrians - - - 112 - - - - 11 - - - - 8 - - % Pedestrians - - - 100.0 - - - - 100.0 - - - - 100.0 - - Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Count Name: Halsted and Schubert Site Code: Rosemont, Illinois, United States 60018 Start Date: 09/23/2015 (847)518-9990 [email protected] Page No: 6
Halsted [N] Out In Total 492 459 951 8 7 15 8 20 28 0 0 0 43 41 84 551 527 1078
441 16 2 0 7 0 0 0 19 1 0 0 0 0 0 0 39 2 0 8 506 19 2 8 T L U P 46 42 R 2 0 2 0 Out
Peak Hour Data 46 42 3 0 1 0 Schubert [E] 36 35 L 0 0 1 0 82 77 In 09/23/2015 3:00 PM 2 0 3 0 Ending At U 09/23/2015 4:00 PM 0 0 0 0 0 0
Total 128 119
Lights 5 0 4 0 Buses 112 112 P
Single-Unit Trucks 0 0 0 0 Articulated Trucks Other
U T R P 3 448 26 0 0 8 0 0 0 6 0 0 0 0 0 0 0 41 1 11 3 503 27 11
479 477 956 7 8 15 20 6 26 0 0 0 39 42 81 545 533 1078 Out In Total Halsted [S]
Turning Movement Peak Hour Data Plot (3:00 PM)
-Accident Data
Proposed AltSchool Development Chicago, Illinois
Schubert, Clark to Halsted 2011-2013
Crash Type Frequency Percentage Injury Freq % Surface conditions Freq % Angle 2 15.4% K 0 0.0% Dry 8 61.5% Fixed object 0 0.0% A 0 0.0% Ice 0 0.0% Head on 0 0.0% B 0 0.0% Snow or slush 2 15.4% Parked motor vehicle 9 69.2% C 1 7.7% Wet 2 15.4% Pedalcyclist 0 0.0% PDO 12 92.3% Other/Unknown 1 7.7% Pedestrian 1 7.7% Total 13 100% Total 13 100% Rear end 0 0.0% Sideswipe opposite direction 1 7.7% Year Freq % Location Freq % Sideswipe same direction 0 0.0% 2011 5 38.5% Intersection Related 4 30.8% Turning 0 0.0% 2012 5 38.5% Non-intersection Related 9 69.2% Other object 0 0.0% 2013 3 23.1% Total 13 100% Other non-collision 0 0.0% Total 13 100% Total 13 100.0%
Day of the week Frequency Percentage Time of Day Start End Count Count/Hour Freq Rate Sunday 3 23.1% AM Peak 7:00 AM to 8:59 AM 1 0.5 18.7% Monday 0 0.0% Off-peak daytime 9:00 AM to 3:59 PM 3 0.4 16.0% Tuesday 1 7.7% PM Peak 4:00 PM to 5:59 PM 1 0.5 18.7% Wednesday 1 7.7% Off-peak nighttime 6:00 PM to 9:59 PM 5 1.3 46.7% Thursday 2 15.4% Overnight 10:00 PM to 6:59 AM 0 0.0 0.0% Friday 2 15.4% Unknown - - - 3 N/A N/A Saturday 4 30.8% Total 13 100.0% Total 13 100.0%
-Level of Service Criteria
Proposed AltSchool Development Chicago, Illinois
LEVEL OF SERVICE CRITERIA Signalized Intersections Average Control Level of Delay Service Interpretation (seconds per vehicle) A Favorable progression. Most vehicles arrive during the ≤10 green indication and travel through the intersection without stopping.
B Good progression, with more vehicles stopping than for >10 - 20 Level of Service A.
C Individual cycle failures (i.e., one or more queued >20 - 35 vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear. Number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping.
D The volume-to-capacity ratio is high and either >35 - 55 progression is ineffective or the cycle length is too long. Many vehicles stop and individual cycle failures are noticeable.
E Progression is unfavorable. The volume-to-capacity ratio >55 - 80 is high and the cycle length is long. Individual cycle failures are frequent.
F The volume-to-capacity ratio is very high, progression is >80.0 very poor and the cycle length is long. Most cycles fail to clear the queue. Unsignalized Intersections Level of Service Average Total Delay (SEC/VEH) A 0 - 10 B > 10 - 15 C > 15 - 25 D > 25 - 35 E > 35 - 50 F > 50 Source: Highway Capacity Manual, 2010.
Proposed AltSchool Development Chicago, Illinois
-Capacity Analysis Worksheets
Proposed AltSchool Development Chicago, Illinois
HCM Unsignalized Intersection Capacity Analysis 1: Schubert Avenue & Halsted St 10/13/2015
Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 27 16 357 17 34 523 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 29 17 388 18 37 568 Pedestrians 49 4 17 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 4 0 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1093 463 456 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1093 463 456 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 87 97 97 cM capacity (veh/h) 219 566 1060 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 47 407 605 Volume Left 29 0 37 Volume Right 17 18 0 cSH 284 1700 1060 Volume to Capacity 0.16 0.24 0.03 Queue Length 95th (ft) 15 0 3 Control Delay (s) 20.2 0.0 0.9 Lane LOS C A Approach Delay (s) 20.2 0.0 0.9 Approach LOS C Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15
9/17/2015 AM Existing Synchro 8 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 2: Schubert Avenue & Orchard Street 10/13/2015
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 8 55 0 0 41 15 29 31 6000 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 9 60 0 0 45 16 32 34 7000 Direction, Lane # EB 1 WB 1 NB 1 Volume Total (vph) 68 61 72 Volume Left (vph) 9 0 32 Volume Right (vph) 0 16 7 Hadj (s) 0.06 -0.13 0.07 Departure Headway (s) 4.2 4.0 4.2 Degree Utilization, x 0.08 0.07 0.08 Capacity (veh/h) 840 876 816 Control Delay (s) 7.5 7.3 7.6 Approach Delay (s) 7.5 7.3 7.6 Approach LOS A A A Intersection Summary Delay 7.5 Level of Service A Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15
9/17/2015 AM Existing Synchro 8 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 4: Schubert Ave & Clark Street 10/13/2015
Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 23 27 37 290 633 22 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 25 29 40 315 688 24 Pedestrians 50 2 23 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 4 0 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1157 740 762 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1157 740 762 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 87 93 95 cM capacity (veh/h) 194 399 815 Direction, Lane # EB 1 NB 1 SB 1 SB 2 Volume Total 54 355 688 24 Volume Left 25 40 0 0 Volume Right 29 0 0 24 cSH 268 815 1700 1700 Volume to Capacity 0.20 0.05 0.40 0.01 Queue Length 95th (ft) 19 4 0 0 Control Delay (s) 21.8 1.6 0.0 0.0 Lane LOS C A Approach Delay (s) 21.8 1.6 0.0 Approach LOS C Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period (min) 15
9/17/2015 AM Existing Synchro 8 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 1: Schubert Avenue & Halsted St 10/13/2015
Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 65 31 367 17 35 539 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 71 34 399 18 38 586 Pedestrians 49 4 17 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 4 0 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1123 474 466 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1123 474 466 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 66 94 96 cM capacity (veh/h) 210 558 1050 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 104 417 624 Volume Left 71 0 38 Volume Right 34 18 0 cSH 263 1700 1050 Volume to Capacity 0.40 0.25 0.04 Queue Length 95th (ft) 45 0 3 Control Delay (s) 27.5 0.0 1.0 Lane LOS D A Approach Delay (s) 27.5 0.0 1.0 Approach LOS D Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 70.0% ICU Level of Service C Analysis Period (min) 15
9/17/2015 AM Projected Synchro 8 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 2: Schubert Avenue & Orchard Street 10/13/2015
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 8 57 0 0 94 38 30 32 6000 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 9 62 0 0 102 41 33 35 7000 Direction, Lane # EB 1 WB 1 NB 1 Volume Total (vph) 71 143 74 Volume Left (vph) 9 0 33 Volume Right (vph) 0 41 7 Hadj (s) 0.06 -0.14 0.07 Departure Headway (s) 4.3 4.0 4.4 Degree Utilization, x 0.08 0.16 0.09 Capacity (veh/h) 819 877 771 Control Delay (s) 7.7 7.8 7.9 Approach Delay (s) 7.7 7.8 7.9 Approach LOS A A A Intersection Summary Delay 7.8 Level of Service A Intersection Capacity Utilization 31.1% ICU Level of Service A Analysis Period (min) 15
9/17/2015 AM Projected Synchro 8 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 4: Schubert Ave & Clark Street 10/13/2015
Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 24 28 75 304 652 61 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 26 30 82 330 709 66 Pedestrians 50 2 23 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 4 0 2 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1275 761 825 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1275 761 825 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 83 92 89 cM capacity (veh/h) 155 388 772 Direction, Lane # EB 1 NB 1 SB 1 SB 2 Volume Total 57 412 709 66 Volume Left 26 82 0 0 Volume Right 30 0 0 66 cSH 229 772 1700 1700 Volume to Capacity 0.25 0.11 0.42 0.04 Queue Length 95th (ft) 24 9 0 0 Control Delay (s) 25.8 3.1 0.0 0.0 Lane LOS D A Approach Delay (s) 25.8 3.1 0.0 Approach LOS D Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
9/17/2015 AM Projected Synchro 8 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 1: Schubert Avenue & Halsted St 10/13/2015
Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 36 44 462 26 17 467 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 39 48 502 28 18 508 Pedestrians 171 89 12 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 14 7 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1321 699 701 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1321 699 701 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 71 87 98 cM capacity (veh/h) 134 373 768 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 87 530 526 Volume Left 39 0 18 Volume Right 48 28 0 cSH 207 1700 768 Volume to Capacity 0.42 0.31 0.02 Queue Length 95th (ft) 48 0 2 Control Delay (s) 34.5 0.0 0.7 Lane LOS D A Approach Delay (s) 34.5 0.0 0.7 Approach LOS D Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15
9/17/2015 Afternoon Existing Synchro 8 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 2: Schubert Avenue & Orchard Street 10/13/2015
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 9 27 0 0 66 30 34 73 10 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 10 29 0 0 72 33 37 79 11 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 Volume Total (vph) 39 104 127 Volume Left (vph) 10 0 37 Volume Right (vph) 0 33 11 Hadj (s) 0.08 -0.15 0.04 Departure Headway (s) 4.4 4.1 4.2 Degree Utilization, x 0.05 0.12 0.15 Capacity (veh/h) 791 853 814 Control Delay (s) 7.6 7.6 8.0 Approach Delay (s) 7.6 7.6 8.0 Approach LOS A A A Intersection Summary Delay 7.8 Level of Service A Intersection Capacity Utilization 32.9% ICU Level of Service A Analysis Period (min) 15
9/17/2015 Afternoon Existing Synchro 8 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 4: Schubert Avenue & Clark Street 10/13/2015
Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 27 28 55 423 494 29 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 29 30 60 460 537 32 Pedestrians 123 4 49 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 10 0 4 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1288 664 691 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1288 664 691 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 80 93 93 cM capacity (veh/h) 144 412 811 Direction, Lane # EB 1 NB 1 SB 1 SB 2 Volume Total 60 520 537 32 Volume Left 29 60 0 0 Volume Right 30 0 0 32 cSH 216 811 1700 1700 Volume to Capacity 0.28 0.07 0.32 0.02 Queue Length 95th (ft) 27 6 0 0 Control Delay (s) 28.0 2.0 0.0 0.0 Lane LOS D A Approach Delay (s) 28.0 2.0 0.0 Approach LOS D Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15
9/17/2015 Afternoon Existing Synchro 8 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 1: Schubert Avenue & Halsted St 10/13/2015
Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 47 57 476 27 17 481 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 49 60 501 28 18 506 Pedestrians 171 89 12 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 14 7 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1317 698 700 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1317 698 700 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 63 84 98 cM capacity (veh/h) 135 374 769 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 109 529 524 Volume Left 49 0 18 Volume Right 60 28 0 cSH 207 1700 769 Volume to Capacity 0.53 0.31 0.02 Queue Length 95th (ft) 69 0 2 Control Delay (s) 40.3 0.0 0.6 Lane LOS E A Approach Delay (s) 40.3 0.0 0.6 Approach LOS E Intersection Summary Average Delay 4.1 Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15
9/17/2015 Afternoon Projected Synchro 8 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 2: Schubert Avenue & Orchard Street 10/13/2015
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 9 28 0 0 90 34 35 75 10 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 10 30 0 0 98 37 38 82 11 0 0 0 Direction, Lane # EB 1 WB 1 NB 1 Volume Total (vph) 40 135 130 Volume Left (vph) 10 0 38 Volume Right (vph) 0 37 11 Hadj (s) 0.08 -0.13 0.04 Departure Headway (s) 4.4 4.1 4.3 Degree Utilization, x 0.05 0.15 0.16 Capacity (veh/h) 781 846 796 Control Delay (s) 7.7 7.9 8.1 Approach Delay (s) 7.7 7.9 8.1 Approach LOS A A A Intersection Summary Delay 8.0 Level of Service A Intersection Capacity Utilization 33.1% ICU Level of Service A Analysis Period (min) 15
9/17/2015 Afternoon Projected Synchro 8 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 4: Schubert Avenue & Clark Street 10/13/2015
Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 28 29 82 438 534 30 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 29 31 86 461 562 32 Pedestrians 175 8 64 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 15 1 5 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1435 745 769 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1435 745 769 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 72 91 88 cM capacity (veh/h) 105 351 722 Direction, Lane # EB 1 NB 1 SB 1 SB 2 Volume Total 60 547 562 32 Volume Left 29 86 0 0 Volume Right 31 0 0 32 cSH 163 722 1700 1700 Volume to Capacity 0.37 0.12 0.33 0.02 Queue Length 95th (ft) 39 10 0 0 Control Delay (s) 39.4 3.2 0.0 0.0 Lane LOS E A Approach Delay (s) 39.4 3.2 0.0 Approach LOS E Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 71.7% ICU Level of Service C Analysis Period (min) 15
9/17/2015 Afternoon Projected Synchro 8 Report Page 3