Traffic Impact Study Speedway Gas Station Redevelopment

Traffic Impact Study Speedway Gas Station Redevelopment Warrenville, Illinois Prepared For: Prepared By: April 11, 2018

Table of Contents 1. Introduction... 1 2. Existing Conditions... 4 Site Location... 4 Existing Roadway System Characteristics... 4 Existing Traffic Volumes... 6 Existing Speedway Gas Station Operating Characteristics... 6 Crash Analysis... 8 3. Traffic Characteristics of the Proposed Redevelopment... 9 Proposed Site and Redevelopment Plan... 9 Directional Distribution... 9 Peak Hour Traffic Volumes... 11 4. Projected Traffic Conditions... 12 Redevelopment Traffic Assignment... 12 Background (No-Build) Traffic Conditions... 12 Total Projected Traffic Volumes... 12 5. Traffic Analysis and Recommendations... 18 Traffic Analyses... 18 Discussion and Recommendations... 23 6. Conclusion... 27 Appendix Speedway Gas Station Warrenville, Illinois i

List of Figures and Tables Figures Figure 1 Site Location... 2 Figure 2 Aerial View of Site Location...... 3 Figure 3 Existing Roadway Characteristics... 5 Figure 4 Existing Traffic Volumes... 7 Figure 5 Directional Distribution... 10 Figure 6 New Passenger Vehicle Site Traffic Assignment... 13 Figure 7 New Truck Site Traffic Assignment... 14 Figure 8 Pass-By Site Traffic Assignment... 15 Figure 9 Year 2024 No-Build Traffic Volumes... 16 Figure 10 Year 2024 Total Projected Traffic Volumes... 17 Tables Table 1 IL Route 59 with Batavia Road Crash Summary... 8 Table 2 IL Route 59 with Country Ridge Drive Crash Summary... 8 Table 3 Projected Site-Generated Traffic Volumes... 11 Table 4 Projected Site-Generated Traffic Volumes - Equations... 11 Table 5 Capacity Analysis Results IL Route 59 with Batavia Road - Signalized... 19 Table 6 Capacity Analysis Results Existing Conditions Unsignalized... 20 Table 7 Capacity Analysis Results No-Build Conditions Unsignalized... 21 Table 8 Capacity Analysis Results Projected Conditions Unsignalized... 22 Speedway Gas Station Warrenville, Illinois ii

1. Introduction This report summarizes the methodologies, results, and findings of a traffic impact study conducted by Kenig, Lindgren, O Hara, Aboona, Inc. (KLOA, Inc.) for the proposed redevelopment of the Speedway gas station located in the northwest quadrant of the intersection of IL Route 59 with Batavia Road in Warrenville, Illinois. As proposed, the existing gas station (which provides 12 fueling positions) will be redeveloped to provide 16 fueling positions, three (3) truck fueling positions, and an approximately 4,600 square-foot convenience store. Access to the site will continue to be provided off IL Route 59 via modification of the existing two access drives to provide a right-in/right-out passenger vehicle access drive and an inbound-only truck access drive. Access will continue to be provided off Batavia Road via a relocation to the west of the full-movement access drive. The purpose of this study was to examine background traffic conditions, assess the impact that the proposed redevelopment will have on traffic conditions in the area, and determine if any roadway or access improvements are necessary to accommodate traffic generated by the proposed redevelopment. Figure 1 shows the location of the site in relation to the area roadway system. Figure 2 shows an aerial view of the site area. The sections of this report present the following: Existing roadway conditions A description of the proposed redevelopment Directional distribution of the redevelopment traffic Vehicle trip generation for the redevelopment Future traffic conditions including access to the redevelopment Traffic analyses for the weekday morning and weekday evening peak hours Recommendations with respect to adequacy of the site access and adjacent roadway system Traffic capacity analyses were conducted for the weekday morning and weekday evening peak hours for the following conditions: 1. Existing Conditions Analyzes the capacity of the existing roadway system using existing peak hour traffic volumes in the surrounding area. 2. No-Build Condition Analyzes the capacity of the existing roadway system using existing peak hour traffic volumes increased by an ambient area growth not attributable to any particular development. 3. Projected Conditions Analyzes the capacity of the future roadway system using the projected traffic volumes that include the existing traffic volumes, ambient area growth not attributable to any particular development, and the net increase in traffic estimated to be generated by the proposed redevelopment. Speedway Gas Station Warrenville, Illinois 1

SITE Site Location Figure 1 Figure 1 Site Location Speedway Gas Station Warrenville, Illinois 2

Aerial View of Site Location Figure 2 Speedway Gas Station Warrenville, Illinois 3

2. Existing Conditions Existing transportation conditions in the vicinity of the site were documented based on field visits conducted by KLOA, Inc. in order to obtain a database for projecting future conditions. The following provides a description of the geographical location of the site, physical characteristics of the area roadway system including lane usage and traffic control devices, and existing peak hour traffic volumes. Site Location The existing speedway gas station is located in the northwest quadrant of the intersection of IL Route 59 with Batavia Road. Land uses in the vicinity of the site include Country Ridge Apartments to the north, Warrenville Commons to the east, Walgreens, Shell gas station, and Sutton Square to the south, and Corporate America Federal Credit Union to the west. Located approximately three miles to the west is the Fermilab National Accelerator Laboratory (Fermilab). Existing Roadway System Characteristics The characteristics of the existing roadways near the development are described below and illustrated in Figure 3. IL Route 59 is a north-south arterial roadway that in the vicinity of the site provides two through lanes in each direction separated by a striped median. At its signalized intersection with Batavia Road, IL Route 59 provides an exclusive left-turn lane, a through lane, a shared through/right-turn lane, standard style crosswalks, and pedestrian countdown signals on both approaches. At its unsignalized intersection with Country Ridge Drive, IL Route 59 provides a through lane and a shared through/right-turn lane on the northbound approach and an exclusive left-turn lane and two through lanes on the southbound approach. IL Route 59 is under the jurisdiction of the Illinois Department of Transportation (IDOT), is classified as a Strategic Regional Arterial (SRA) route, and has a posted speed limit of 45 miles per hour. Additionally, IL Route 59 carries an Annual Average Daily Traffic (AADT) volume of 35,300 vehicles (of which 3,700 are trucks) north of Batavia Road and an AADT volume of 34,000 vehicles (of which 3,100 are trucks) south of Batavia Road (IDOT AADT 2016). Batavia Road is generally an east-west arterial roadway that provides one through lane in each direction and extends from Warrenville Road (approximately two miles east of IL Route 59) to approximately one mile west of IL Route 59 where it becomes a private roadway serving Fermilab. At its signalized intersection with IL Route 59, Batavia Road provides an exclusive left-turn lane, a through lane, an exclusive right-turn lane, standard style crosswalks, and pedestrian countdown signals on both approaches. Batavia Road is under the jurisdiction of the City of Warrenville, carries an AADT volume of 8,700 vehicles east of IL Route 59 and an AADT volume of 3,300 vehicles west of IL Route 59, and has a posted speed limit of 35 miles per hour. Speedway Gas Station Warrenville, Illinois 4

LEGEND - TRAVEL LANE - TRAFFIC SIGNAL N XX - STOP SIGN - SPEED LIMIT - STANDARD CROSSWALK 45 45 NOT TO SCALE COUNTRY RIDGE APARTMENTS 25 PROPOSED EXPANSION COUNTRY RIDGE DRIVE 25 59 CORPORATE AMERICA FEDERAL CREDIT UNION BATAVIA ROAD AM ERICA CORPORATE ACCESS DRIVE EXISTING SPEEDWAY WARRENVILLE COMMONS WARRENVILLE COMMONS ACCESS DRIVE SUTTON SQUARE ACCESS DRIVE SHELL GAS STATION ACCESS DRIVE 35 SHELL GAS STATION 45 35 SUTTON SQUARE WALGREENS Proposed Speedway Redevelopment Warrenville, Illinois Existing Roadway Characteristics Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 18-046 Figure: 3 5

Country Ridge Drive is a local roadway that extends from IL Route 59 approximately 550 feet east where it curves southeast toward Batavia Road. Country Ridge Drive serves the Country Ridge Apartments and also provides access to Warrenville Commons for patrons as well as deliveries. At its unsignalized intersection with IL Route 59, Country Ridge Drive provides a shared leftturn/right-turn lane that is under stop sign control. Country Ridge Drive is under the jurisdiction of the City of Warrenville and has a posted speed limit of 25 miles per hour. Existing Traffic Volumes In order to determine current traffic conditions in the vicinity of the site, KLOA, Inc. conducted peak period traffic counts utilizing Miovision Video Scout Collection Units on Thursday, March 1, 2018 during the weekday morning (7:00 to 9:00 A.M.) and evening (4:00 to 6:00 P.M.) peak periods at the following intersections: IL Route 59 with Batavia Road IL Route 59 with Country Ridge Drive IL Route 59 with the Warrenville Commons Right-In/Right-Out Access Drive IL Route 59 with the Speedway Access Drives Batavia Road with the Speedway/Shell Access Drives Batavia Road with the Sutton Square Access Drive Batavia Road with the Corporate America Family Credit Union Access Drive The results of the traffic counts indicated that the weekday morning peak hour of traffic occurs from 7:15 A.M. to 8:15 A.M. and the weekday evening peak hour of traffic occurs from 4:30 P.M. to 5:30 P.M. Figure 4 illustrates the existing peak hour traffic volumes. Copies of the traffic count summary sheets are included in the Appendix. Existing Speedway Gas Station Operating Characteristics The existing Speedway gas station located on site currently provides 12 passenger vehicle fueling positions and an approximately 3,000 square-foot convenience store. The site is currently accessed via two curb cuts on IL Route 59 and via a single curb cut on Batavia Road. The existing southerly curb cut along IL Route 59 is located approximately 125 feet north of Batavia Road and is physically restricted to right-turn movements only via the raised concrete median along IL Route 59. The northerly curb cut on IL Route 59 is located approximately 325 feet north of Batavia Road. While left turns are not prohibited at this access drive, the operating characteristics of IL Route 59 during the peak hours and as shown by the traffic count summary in Figure 4 causes this access drive to operate as a right-in/right-out access drive. The existing curb cut on Batavia Road is located approximately 225 feet west of IL Route 59 and is a full-movement curb cut with left turns onto the access drive accommodated via the existing eastbound left-turn lane on Batavia Road at IL Route 59. Based on the results of the traffic counts, the existing Speedway gas station generates a total of 139 trips (68 inbound and 71 outbound) during the weekday morning peak hour and 121 total trips (63 inbound and 58 outbound) during the weekday evening peak hour. Speedway Gas Station Warrenville, Illinois 6

92 (78) 46 (47) 1414 (1403) 65 (96) 1 (0) 1715 (1867) LEGEND 00 - AM PEAK HOUR (7:15-8:15 AM) (00) - PM PEAK HOUR (4:30-5:30 PM) 59 N NOT TO SCALE 37 (61) 4 (2) COUNTRY RIDGE DRIVE PROPOSED EXPANSION 1618 (1670) 14 (10) 0 (2) 2 (5) 41 (28) 1678 (1841) 0 (3) 245 (364) 4 (2) 214 (246) BATAVIA ROAD AM ERICA CORPORATE ACCESS DRIVE EXISTING SPEEDWAY 0 (0) 10 (5) 1688 (1846) 0 (0) 1632 (1680) 12 (9) WARRENVILLE COMMONS ACCESS DRIVE 231(345) 16 (15) 205 (221) 12 (8) 1620 (1671) 11 (44) 1687 (1846) SUTTON SQUARE 13 (27) 16 (23) ACCESS DRIVE 235 (353) 12 (15) 8 (5) 211(219) SHELL GAS STATION ACCESS 6 (10) DRIVE 39 (37) 44 (38) 1536 (1643) 120 (175) 98 (114) 133 (178) 66 (110) 119 (198) 130 (143) 61(149) 13 (10) 1631 (1715) 12 (20) 36 (23) 13 (11) 261(379) 13 (24) 207 (204) Proposed Speedway Redevelopment Warrenville, Illinois Existing Traffic Volumes Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 18-046 Figure: 4 7

Crash Analysis KLOA, Inc. obtained crash data from IDOT for the most recent available five years (2011 to 2015) for the intersections of IL Route 59 with Batavia Road and IL Route 59 with Country Ridge Drive. The crash data for the intersections are summarized in Tables 1 and 2, respectively. A review of the crash data indicated that no fatalities were reported at either intersection. Table 1 IL ROUTE 59 WITH BATAVIA ROAD CRASH SUMMARY Type of Crash Frequency Year Rear Angle Pedestrian Object End Sideswipe Turning Other Total 2011 1 3 0 5 1 4 0 14 2012 1 0 0 15 2 2 0 20 2013 0 0 0 9 0 4 0 13 2014 0 0 0 8 1 2 0 11 2015 1 1 1 6 1 1 0 11 Total 3 4 1 43 5 13 0 69 Average < 1 < 1 < 1 8.6 1 2.6 0 13.8 Table 2 IL ROUTE 59 WITH COUNTRY RIDGE DRIVE CRASH SUMMARY Type of Crash Frequency Year Rear Angle Pedestrian Object End Sideswipe Turning Other Total 2011 0 0 0 1 0 0 0 1 2012 0 0 0 0 1 2 0 3 2013 0 0 0 2 0 1 0 3 2014 0 0 1 0 0 0 0 1 2015 0 0 0 2 0 0 0 2 Total 0 0 1 5 1 3 0 10 Average 0 0 < 1 1 < 1 < 1 0 2 DISCLAIMER: The motor vehicle crash data referenced herein was provided by the Illinois Department of Transportation. Any conclusions drawn from analysis of the aforementioned data are the sole responsibility of the data recipient(s). Speedway Gas Station Warrenville, Illinois 8

3. Traffic Characteristics of the Proposed Redevelopment In order to properly evaluate future traffic conditions in the surrounding area, it was necessary to determine the traffic characteristics of the proposed redevelopment, including the directional distribution and volumes of traffic that it will generate. Proposed Site and Redevelopment Plan As proposed, the site will be redeveloped and expanded to provide a Speedway gas station with 16 passenger vehicle fueling positions (net gain of four fueling positions), three (3) truck fueling positions, and an approximately 4,600 square-foot convenience store. Access to the redevelopment will be provided via the following: A proposed right-in/right-out access drive that will be located in the approximate location of the existing northerly access drive on IL Route 59 approximately 350 feet north of Batavia Road. This access drive will provide access to the passenger vehicle fueling positions and convenience store and will be physically restricted to right-turn movements only via a raised triangular median and appropriate signage. Outbound movements will be under stop sign control. A proposed inbound-only access drive that will be located approximately 550 feet north of Batavia Road and will be offset approximately 25 feet to the south of Country Ridge Drive. This access drive will provide inbound-only access to the truck fueling positions only. In order to accommodate northbound left turns onto this access drive, it is recommended that the existing striped median along IL Route 59 be restriped to provide an exclusive northbound left-turn lane. Due to the proximity to the southbound left-turn lane on IL Route 59 at Batavia Road, this left-turn lane should provide approximately 100 feet of storage and 90 feet of taper which also serves the southbound left-turn lane on IL Route 59 at Batavia Road. A proposed full-movement access drive off Batavia Road that will be located 275 feet west of IL Route 59, aligned opposite the Shell gas station full-movement access drive, which will be 80 feet west of the existing full-movement access drive serving the site. This access drive will provide inbound and outbound access to the passenger vehicle fueling positions and will provide outbound access from the truck fueling positions. Outbound movements will be under stop sign control. It should be noted that as part of the proposed redevelopment, the existing southerly access drive on IL Route 59, which is located approximately 125 feet north of Batavia Road, will be eliminated. A site plan depicting the proposed redevelopment layout and access is included in the Appendix. Directional Distribution The directions from which customers and employees of the proposed Speedway gas station will approach and depart the site were estimated based on existing travel patterns, as determined from the traffic counts. Figure 5 illustrates the directional distribution of the redevelopment-generated traffic. Speedway Gas Station Warrenville, Illinois 9

125' 250' 240' LEGEND 00% - INBOUND PERCENT DISTRIBUTION (00%) - OUTBOUND PERCENT DISTRIBUTION 60% (45%) 59 N 00' - DISTANCE IN FEET 15% (10%) NOT TO SCALE COUNTRY RIDGE DRIVE PROPOSED EXPANSION 15% (35%) BATAVIA ROAD 20% (15%) AM ERICA CORPORATE ACCESS DRIVE EXISTING SPEEDWAY 100' WARRENVILLE COMMONS ACCESS DRIVE SUTTON SQUARE ACCESS DRIVE SHELL GAS STATION ACCESS DRIVE 275' 40% (30%) 5% (10%) 15% (30%) 30% (25%) Proposed Speedway Redevelopment Warrenville, Illinois Estimated Directional Distribution Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 18-046 Figure: 5 10

Peak Hour Traffic Volumes The number of peak hour trips estimated to be generated by the proposed Speedway gas station was based on vehicle trip generation rates contained in Trip Generation Manual, 9 th Edition, published by the Institute of Transportation Engineers (ITE). The Gas Station with Convenience Store (Land-Use Code 945) rate was used for the passenger vehicle fueling positions. The trip generation for the truck fueling positions was based on information previously provided which indicates that the fueling of one truck takes approximately 15 minutes. As such, three truck fueling stations will process approximately 12 trucks per hour. As previously indicated, the site currently contains a Speedway gas station with 12 fueling positions. Therefore, the trips currently generated by the site were taken into consideration as part of the total estimated trip generation and were assumed to access the site as they currently do. It is important to note that surveys conducted by ITE have shown that approximately 60 percent of trips made to gas stations are diverted from the existing traffic on the roadway system inclusive of both passenger vehicles and trucks. This is particularly true during the weekday morning and evening peak hours when traffic is diverted from the home-to-work and work-to-home trips. Such diverted trips are referred to as pass-by traffic. However, the 60 percent pass-by reduction was only applied to the net new trips projected to be generated by the proposed redevelopment. Table 3 summarizes the trips projected to be generated by the proposed redevelopment and Table 4 summarizes the equations utilized from the ITE Trip Generation Manual. Table 3 PROJECTED SITE-GENERATED TRAFFIC VOLUMES ITE Land Weekday Morning Peak Hour Weekday Evening Peak Hour Use Code Type/Size In Out Total In Out Total 945 Gas Station with Convenience Store (16 Fueling Positions) 82 81 163 108 108 216 3 Truck Fueling Positions 12 12 24 12 12 24 Subtotal 94 93 187 120 120 240 Existing Trip Generation -68-71 -139-63 -58-121 Net New Trips 26 22 48 57 62 119 60 Percent Pass-By Reduction -13-13 -26-34 -34-68 Total New Trips 13 9 22 23 28 51 Table 4 PROJECTED SITE-GENERATED TRAFFIC VOLUMES - EQUATIONS ITE Land Use Code 945 T = Number of Trips Type/Size Gas Station with Convenience Store (16 Fueling Positions) X = Fueling Positions Weekday Morning Peak Hour T = 10.16(X) Weekday Evening Peak Hour T = 13.51(X) Speedway Gas Station Warrenville, Illinois 11

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 subject redevelopment. Redevelopment Traffic Assignment The estimated weekday morning and evening peak hour traffic volumes that will be generated by the proposed redevelopment were assigned to the roadway system in accordance with the previously described directional distribution (Figure 5). Figure 6 illustrates the traffic assignment of the new passenger vehicle trips, Figure 7 illustrates the traffic assignment of the new truck trips, and Figure 8 illustrates the traffic assignment of the pass-by trips generated by the proposed redevelopment. Figure A, included in the Appendix, illustrates the total traffic assignment for the proposed redevelopment inclusive of the existing trip generation, the new passenger vehicle trips, the new truck trips, and the new pass-by trips. Background (No-Build) Traffic Conditions The existing traffic volumes (Figure 4) were increased by a regional growth factor to account for the increase in existing traffic related to regional growth in the area (i.e., not attributable to any particular planned development). Based on ADT projections provided by the Chicago Metropolitan Agency for Planning (CMAP) in a letter dated March 13, 2018, an increase of approximately 1.8 percent per year for six years (buildout year plus five years) was applied to project Year 2024 conditions. Figure 9 illustrates the Year 2024 no-build traffic conditions. A copy of the CMAP 2040 projections letter is included in the Appendix. Total Projected Traffic Volumes The redevelopment-generated traffic (Figures 6, 7, and 8) were added to the existing traffic volumes increased by a regional growth factor (Figure 9) to determine the Year 2024 total projected traffic volumes as illustrated in Figure 10. Speedway Gas Station Warrenville, Illinois 12

5 (8) 5 (8) LEGEND 00 - AM PEAK HOUR (7:15-8:15 AM) (00) - PM PEAK HOUR (4:30-5:30 PM) 59 N NOT TO SCALE COUNTRY RIDGE DRIVE PROPOSED EXPANSION 1 (2) 1(6) BATAVIA ROAD 2 (3) AM ERICA CORPORATE ACCESS DRIVE EXISTING SPEEDWAY 1 (6) 1 (2) WARRENVILLE COMMONS ACCESS DRIVE 2 (3) 1(8) 1(8) 1 (8) 2 (9) 1 (2) 2 (3) 1(7) SUTTON SQUARE ACCESS DRIVE SHELL GAS STATION ACCESS DRIVE 1 (5) 1(2) 1(5) 0 (2) 0 (1) 0 (2) 1(5) Proposed Speedway Redevelopment Warrenville, Illinois New Passenger Vehicle Traffic Assignment Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 18-046 Figure: 6 13

3 (2) LEGEND 00 - AM PEAK HOUR (7:15-8:15 AM) (00) - PM PEAK HOUR (4:30-5:30 PM) 59 N NOT TO SCALE COUNTRY RIDGE DRIVE PROPOSED EXPANSION 2 (3) 3 (2) BATAVIA ROAD AM ERICA CORPORATE ACCESS DRIVE EXISTING SPEEDWAY 5 (5) WARRENVILLE COMMONS ACCESS DRIVE 5 (5) 5 (5) SUTTON SQUARE ACCESS DRIVE SHELL GAS STATION ACCESS DRIVE 3 (2) 2 (3) 2 (3) Proposed Speedway Redevelopment Warrenville, Illinois New Truck Traffic Assignment Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 18-046 Figure: 7 14

+3 (+12) -7 (-16) +4 (+4) -4 (-4) LEGEND 00 - AM PEAK HOUR (7:15-8:15 AM) (00) - PM PEAK HOUR (4:30-5:30 PM) 59 N NOT TO SCALE COUNTRY RIDGE DRIVE PROPOSED EXPANSION +3 (+3) +3 (+12) BATAVIA ROAD AM ERICA CORPORATE ACCESS DRIVE EXISTING SPEEDWAY +0 (+2) +10 (+20) -4 (-4) +3 (+3) WARRENVILLE COMMONS +3 (+3) ACCESS DRIVE +0 (+2) -0 (-2) -3 (-13) -0 (-2) SUTTON SQUARE ACCESS DRIVE SHELL GAS STATION ACCESS DRIVE +6 (+14) +4 (+4) -4 (-4) +3 (+11) -3 (-11) Proposed Speedway Redevelopment Warrenville, Illinois Pass-By Site Traffic Assignment Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 18-046 Figure: 8 15

92 (78) LEGEND 00 - AM PEAK HOUR (7:15-8:15 AM) (00) - PM PEAK HOUR (4:30-5:30 PM) 59 N 1902 (2071) NOT TO SCALE 37 (61) 4 (2) COUNTRY RIDGE DRIVE PROPOSED EXPANSION 1798 (1855) 14 (10) 0 (2) 2 (5) 41 (28) 1865 (2045) 0 (3) 278 (396) 4 (2) 238 (271) BATAVIA ROAD AM ERICA CORPORATE ACCESS DRIVE 229 (246) EXISTING SPEEDWAY 0 (0) 10 (5) 1875 (2050) 0 (0) 1812 (1865) 12 (9) WARRENVILLE COMMONS ACCESS DRIVE 264 (386) 16 (15) 12 (8) 1800 (1856) 11 (44) 1874 (2050) 13 (27) 16 (23) 268 (394) 12 (15) 235 (244) 8 (5) SUTTON SQUARE ACCESS DRIVE SHELL GAS STATION ACCESS 6 (10) DRIVE 39 (37) 49 (42) 1705 (1824) 133 (194) 109 (123) 148 (198) 73 (122) 132 (220) 144 (159) 68 (165) 13 (10) 1 (0) 12 (20) 36 (23) 51 (52) 1570 (1557) 72 (107) 13 (11) 294 (420) 13 (24) 231(229) Proposed Speedway Redevelopment Warrenville, Illinois Year 2024 No-Build Traffic Volumes Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 18-046 Figure: 9 16

92 (78) LEGEND 00 - AM PEAK HOUR (7:15-8:15 AM) (00) - PM PEAK HOUR (4:30-5:30 PM) 59 N NOT TO SCALE 7 (6) 1903 (2075) 37 (61) 0 (0) 4 (2) COUNTRY RIDGE DRIVE PROPOSED EXPANSION 5 (6) 1802 (1859) 14 (10) 0 (2) 2 (5) 50 (48) 1867 (2029) 0 (3) 280 (399) 4 (2) 239 (279) 27 (33) BATAVIA ROAD AM ERICA CORPORATE 266 (389) 16 (15) ACCESS DRIVE 230 (254) 12 (8) 13 (30) EXISTING SPEEDWAY 0 (0) 53 (57) 17 (44) 1884 (2062) 1821 (1875) WARRENVILLE COMMONS 1809 (1866) 11 (44) 12 (9) ACCESS DRIVE 13 (27) 16 (23) 15 (16) 255 (381) 223 (222) 8 (5) 12 (15) SUTTON SQUARE ACCESS DRIVE SHELL GAS STATION 6 (10) 0 (0) 39 (37) ACCESS DRIVE 49 (42) 1702 (1825) 119 (141) 149 (203) 79 (131) 133 (195) 54 (65) 1569 (1549) 72 (107) 132 (220) 145 (164) 18 (165) Proposed Speedway Redevelopment Warrenville, Illinois Year 2024 Total Projected Traffic Volumes Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 18-046 Figure: 10 17

5. Traffic Analysis and Recommendations The following provides an evaluation conducted for the weekday morning and weekday evening peak hours. The analysis includes conducting capacity analyses to determine how well the roadway system and access drives are projected to operate and whether any roadway improvements or modifications are required. Traffic Analyses Roadway and adjacent or nearby intersection analyses were performed for the weekday morning and weekday evening peak hours for the existing (Year 2018), Year 2024 No-Build, and Year 2024 total projected 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 Synchro/SimTraffic 9 software. The analysis for the traffic-signal controlled intersections were accomplished using actual cycle lengths, phasings and offsets to determine the average overall vehicle delay and levels of service. Synchro/SimTraffic 9 software was utilized to accurately represent the operations of the existing and proposed unsignalized intersections within proximity of the signalized intersection of IL Route 59 with Batavia Road. 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, Year 2024 No-Build, and Year 2024 total projected conditions are presented in Tables 5 through 8. A discussion of each intersection follows. Summary sheets for the capacity analyses are included in the Appendix. Speedway Gas Station Warrenville, Illinois 18

Table 5 CAPACITY ANALYSIS RESULTS IL ROUTE 59 WITH BATAVIA ROAD SIGNALIZED Eastbound Westbound Northbound Southbound Peak Hour L T R L T R L T R L T R Year 2018 Existing Conditions Year 2024 No-Build Conditions Year 2024 Projected Conditions Weekday Morning Peak Hour Weekday Evening Peak Hour Weekday Morning Peak Hour Weekday Evening Peak Hour Weekday Morning Peak Hour Weekday Evening Peak Hour Letter denotes Level of Service Delay is measured in seconds. D 41.8 D 39.3 D 42.4 D 39.2 D 43.6 D 41.1 E 56.1 D 36.3 D 38.7 E 61.4 C 34.9 E 67.2 D 37.2 E 71.8 D 47.0 D 46.7 D 38.1 C 32.4 E 61.1 D 37.3 D 46.6 E 56.2 C 32.9 E 67.8 D 44.9 E 59.5 D 48.4 D 43.8 D 45.6 D 38.9 E 56.0 D 35.3 D 38.4 E 61.7 C 37.1 E 67.8 E 61.9 E 73.3 D 46.9 D 46.5 E 62.1 D 49.6 E 61.6 D 36.9 D 49.5 E 56.0 C 32.2 E 70.5 F 80.7 E 72.4 D 48.6 D 44.4 F 80.4 E 60.0 E 55.9 D 35.3 D 38.3 E 61.7 C 34.1 E 68.0 E 62.5 E 73.4 D 47.0 D 46.5 E 62.6 D 50.7 E 61.9 D 36.6 D 49.7 E 56.5 C 32.1 E 73.0 F 80.3 E 72.6 D 48.7 D 44.7 F 80.1 E 64.4 L Left Turns T Through R Right Turns Overall C 29.5 D 37.0 D 35.7 D 42.8 D 47.8 E 58.7 D 54.1 E 64.5 D 49.0 D 54.8 E 63.6 E 66.2 Speedway Gas Station Warrenville, Illinois 19

Table 6 CAPACITY ANALYSIS RESULTS EXISTING CONDITIONS UNSIGNALIZED Weekday Morning Peak Hour Weekday Evening Peak Hour Intersection LOS Delay LOS Delay IL Route 59 with Country Ridge Drive Westbound Left Turns D 34.4 D 31.0 Westbound Right Turns B 11.5 B 11.4 Southbound Left Turns B 14.7 C 15.1 IL Route 59 with Warrenville Commons Right-In/Right-Out Access Drive Westbound Approach B 11.2 B 10.9 IL Route 59 with Speedway Southerly Access Drive Eastbound Approach C 20.6 C 20.7 IL Route 59 with Speedway Northerly Access Drive Eastbound Approach C 18.4 C 20.6 Northbound Left Turns -- -- -- -- Batavia Road with Speedway Access Drive Southbound Approach B 13.2 B 13.3 Eastbound Left Turns A 0.5 A 0.3 Batavia Road with Shell Access Drive Northbound Approach B 10.3 B 12.0 Westbound Left Turns A 0.4 A 0.2 Batavia Road with Sutton Square Access Drive Northbound Approach B 11.1 B 13.4 Westbound Left Turns A 7.8 A 8.1 Batavia Road with Corporate America Federal Credit Union Access Drive Southbound Approach B 12.7 B 13.4 Eastbound Left Turns -- -- A 0.1 LOS = Level of Service Delay is measured in seconds. Note: All intersections operate under two-way stop sign control Speedway Gas Station Warrenville, Illinois 20

Table 7 CAPACITY ANALYSIS RESULTS YEAR 2024 NO-BUILD CONDITIONS UNSIGNALIZED Weekday Morning Peak Hour Weekday Evening Peak Hour Intersection LOS Delay LOS Delay IL Route 59 with Country Ridge Drive Westbound Left Turns E 42.7 E 39.8 Westbound Right Turns B 12.3 B 11.8 Southbound Left Turns C 17.9 C 19.1 IL Route 59 with Warrenville Commons Right-In/Right-Out Access Drive Westbound Approach B 12.0 B 11.2 IL Route 59 with Speedway Southerly Access Drive Eastbound Approach C 20.6 C 20.7 IL Route 59 with Speedway Northerly Access Drive Eastbound Approach C 23.6 C 23.6 Northbound Left Turns -- -- -- -- Batavia Road with Speedway Access Drive Southbound Approach B 14.1 B 14.3 Eastbound Left Turns A 0.5 A 0.3 Batavia Road with Shell Access Drive Northbound Approach B 10.6 B 12.6 Westbound Left Turns A 0.3 A 0.2 Batavia Road with Sutton Square Access Drive Northbound Approach B 11.6 B 14.3 Westbound Left Turns A 7.9 A 8.2 Batavia Road with Corporate America Federal Credit Union Access Drive Southbound Approach B 13.4 B 14.4 Eastbound Left Turns -- -- A 0.1 LOS = Level of Service Delay is measured in seconds. Note: All intersections operate under two-way stop sign control Speedway Gas Station Warrenville, Illinois 21

Table 8 CAPACITY ANALYSIS RESULTS YEAR 2024 PROJECTED CONDITIONS UNSIGNALIZED Weekday Morning Peak Hour Weekday Evening Peak Hour Intersection LOS Delay LOS Delay IL Route 59 with Country Ridge Drive/Speedway Truck Access Drive Westbound Left Turns F 56.1 F 55.4 Westbound Right Turns B 12.3 B 11.8 Northbound Left Turns F 56.1 F 72.2 Southbound Left Turns C 18.1 C 19.3 IL Route 59 with Warrenville Commons Right-In/Right-Out Access Drive Westbound Approach B 12.0 B 11.2 IL Route 59 with Speedway Right-In/Right-Out Access Drive Eastbound Approach C 22.1 D 27.3 Batavia Road with Speedway/Shell Access Drives Northbound Approach B 10.6 B 12.6 Southbound Approach C 15.4 C 17.7 Eastbound Left Turns A 0.5 A 0.3 Westbound Left Turns A 0.3 A 0.2 Batavia Road with Sutton Square Access Drive Northbound Approach B 11.6 B 14.4 Westbound Left Turns A 7.9 A 8.2 Batavia Road with Corporate America Federal Credit Union Access Drive Southbound Approach B 13.5 B 14.5 Eastbound Left Turns -- -- A 0.1 LOS = Level of Service Delay is measured in seconds. Note: All intersections operate under two-way stop sign control Speedway Gas Station Warrenville, Illinois 22

Discussion and Recommendations The following summarizes how the intersections are projected to operate and identifies any roadway and traffic control improvements necessary to accommodate the redevelopmentgenerated traffic. IL Route 59 with Batavia Road The results of the capacity analysis indicate that overall this intersection currently operates at Level of Service (LOS) D during the weekday morning and evening peak hours. Furthermore, the eastbound and westbound approaches currently operate at LOS D during the peak hours and the northbound and southbound approaches currently operate at LOS D or better during the peak hours. Under Year 2024 no-build conditions, the intersection overall is projected to continue operating at LOS D during the weekday morning peak hour and at LOS E during the weekday evening peak hours with increases in delay of approximately 17 seconds and 22 seconds, respectively. The eastbound and westbound approaches are projected to continue operating at LOS D during the peak hours with increases in delay of less than one second. However, during the weekday morning peak hour, the northbound approach is projected to operate at LOS E and the southbound approach is projected to operate at LOS D with increases in delay of approximately 24 seconds and 17 seconds, respectively. During the weekday evening peak hour, the northbound approach is projected to operate at LOS F and the southbound approach is projected to operate at LOS E with increases in delay of approximately 35 seconds and 21 seconds, respectively. Under Year 2024 total projected conditions, the intersection overall is projected to continue operating at LOS D during the weekday morning peak hour and LOS E during the weekday evening peak hour with increases in delay of less than one second and approximately two seconds, respectively, over Year 2024 no-build conditions. The eastbound and westbound approaches are projected to continue operating at LOS D during the peak hours with increase in delay of less than one second. During the weekday morning peak hour, the northbound approach is projected to operate at LOS E and the southbound approach is projected to operate at LOS D with increases in delay of approximately one second over Year 2024 no-build conditions. During the weekday evening peak hour, the northbound approach is projected to operate at LOS F and the southbound approach are projected to operate at LOS E with increases in delay of approximately four seconds or less over Year 2024 no-build conditions. Furthermore, the northbound and southbound left-turn movements are projected to continue operating at LOS E during the peak hours with 95 th percentile queues of approximately 100 feet and approximately 250 feet, respectively, which will continue to be accommodated within the existing left-turn lane storage provided of 200 feet and 290 feet, respectively. The 95 th percentile queues for the eastbound approach are projected to be approximately 240 feet, which will extend to the Speedway/Shell access drives. However, these queues are consistent with observed queues under existing conditions, which cleared the intersection with every eastbound green phase. Speedway Gas Station Warrenville, Illinois 23

As can be seen from the results of the capacity analyses, the increases in delays observed at this intersection are attributed to the approximately 11 percent increase in background growth applied to the existing traffic volumes along IL Route 59. Additionally, it should be noted that the proposed redevelopment of the Speedway gas station is only projected to generate a minimal number of net new trips as the site currently generates the majority of its estimated trip generation. This is further confirmed as the proposed redevelopment is only projected to increase the volume of traffic traversing this intersection by approximately one-half percent or less during the peak hours. As such, the trips estimated to be projected by the redevelopment of the existing Speedway gas station will have a limited impact on the operations of this intersection. IL Route 59 with Country Ridge Drive/Speedway Inbound Truck Access Drive The results of the capacity analysis indicate that westbound left-turn movements currently operate at LOS D and westbound right-turn movements currently operate at LOS B during the weekday morning and evening peak hours. Under Year 2024 no-build conditions, westbound left-turn movements are projected to operate at LOS E and westbound right-turn movements are projected to continue operating at LOS B during the weekday morning and weekday evening peak hours. Under Year 2024 conditions, westbound left-turn movements are projected to operate at LOS F during the weekday morning and weekday evening peak hours. However, this level of service is expected for a local roadway that has an unsignalized intersection with an arterial roadway such as IL Route 59. Westbound right-turn movements are projected to continue operating at LOS B during the peak hours with increases in delay of less than one second. Furthermore, southbound left-turn movements are projected to operate at LOS C during both peak hours with increases in delay of approximately four seconds or less and 95 th percentile queues of one to two vehicles, which will continue to be accommodated by the existing 100 feet of left-turn lane storage. With the provision of the inbound-only truck access drive, northbound left-turn movements are projected to operate at LOS F during both peak hours. This level of service is due to the existing high volume of southbound vehicles on IL Route 59 during both peak hours and the 11 percent increase in background growth. Observations conducted during the peak hours indicate that southbound queues on IL Route 59 backed up beyond Country Ridge Drive 13 times during the weekday morning peak hour and 21 times during the weekday evening peak hour. However, these queues clear with each southbound green phase, which will allow northbound trucks to enter the site every cycle. Furthermore, only six trucks are projected to make a northbound left turn during the peak hours which equates to one truck every ten minutes. When the projected traffic volumes are compared to the turn lane warrant guidelines published in Chapter 36 of the IDOT Bureau of Design and Environment (BDE) Manual, a southbound rightturn lane serving the inbound-only truck access drive will not be warranted during either peak hour and a northbound left-turn lane serving the proposed inbound-only truck access drive is warranted during both peak hours. This left-turn lane can be accommodated within the existing striped median along IL Route 59. However, due to the proximity to the southbound left-turn lane on IL Route 59 at Batavia Road, this left-turn lane should be designed to provide 100 feet of storage and 90 feet of taper which will be a back-to-back left-turn lane with the southbound left-turn lane. As such, the proposed redevelopment-generated traffic will have a limited impact on the operations of this intersection, will provide efficient inbound access for trucks, and no roadway improvements or signal modifications will be required. Speedway Gas Station Warrenville, Illinois 24

IL Route 59 with Warrenville Commons Right-In/Right-Out Access Drive The results of the capacity analysis indicate that the westbound approach currently operates at LOS B during the weekday morning and weekday evening peak hours. Under Year 2024 no-build and total projected conditions, the westbound approach is projected to continue operating at LOS B during the peak hours with increases in delay of less than one second and 95 th percentile queues of one to two vehicles. As such, the proposed redevelopment-generated traffic will have a limited impact on the operations of this intersection and no roadway or traffic control improvements will be required. IL Route 59 with Speedway Right-In/Right-Out Access Drive The results of the capacity analysis indicate that outbound movements from the proposed rightin/right-out access drive serving the passenger vehicle fueling positions are projected to operate at LOS C during the weekday morning peak hour and at LOS D during the weekday evening peak hour with 95 th percentile queues of one to two vehicles under Year 2024 total projected conditions. As previously indicated, southbound queues on IL Route 59 generally extend along the Speedway frontage during the weekday morning and weekday evening peak hours during a southbound red phase. However, courtesy gaps were provided for outbound vehicles and these queues were observed to clear the intersection with each southbound green phase. When the projected traffic volumes are compared to the turn lane warrant guidelines published in Chapter 36 of the IDOT BDE Manual, a southbound right-turn lane is warranted at the proposed right-in/right-out access drive during both peak hours. This right-turn lane will require 185 feet of storage and 220 feet of taper. However, given the proximity of the inbound-only truck access drive to the north, the storage for the right-turn lane will have to extended north of it. The site plan included in the Appendix illustrates the proposed design of the southbound right-turn lane serving the right-in/right-out access drive which will provide 250 feet of storage and 220 feet of taper. As previously indicated, this access drive will be located at the location of the existing northerly access drive and the existing southerly access drive will be eliminated, thus locating the Speedway access further out of the influence of the intersection of IL Route 59 with Batavia Road. As such, the proposed right-in/right-out access drive will be adequate in accommodating the traffic projected to be generated by the proposed redevelopment and will provide efficient and flexible access. Batavia Road with Speedway/Shell Right-In/Right-Out Access Drive The results of the capacity analysis indicate that the northbound approach currently operates at LOS B during the weekday morning and weekday evening peak hours. Under Year 2024 no-build and total projected conditions, the northbound approach is projected to continue operating at LOS B during the peak hours with increases in delay of less than one second and 95 th percentile queues of one to two vehicles. Furthermore, westbound left-turn movements onto the access drive are projected to continue operating at LOS A during the peak hours with increases in delay of less than one second and 95 th percentile queues of one to two vehicles. Speedway Gas Station Warrenville, Illinois 25

With the relocation of the Speedway full-movement access drive, outbound movements from the access drive are projected to operate at LOS C during both peak hours with 95 th percentile queues of one to two vehicles. Furthermore, eastbound left-turn movements are projected to operate at LOS A during both peak hours with 95 th percentile queues of one to two vehicles. As previously indicated, the 95 th percentile queues on the eastbound approach of Batavia Road at IL Route 59 are projected to be approximately 240 feet, which will extend to the location of the Speedway/Shell access drives. However, these queues are consistent with the queues observed in the field, which cleared the intersection with every eastbound green phase. When the projected traffic volumes are compared to the turn lane warrant guidelines published in Chapter 36 of the IDOT BDE Manual, neither a westbound right-turn lane nor an eastbound leftturn lane serving the proposed access drive will be warranted during either peak hour. It should be noted that the relocation of the access drive on Batavia Road will be beneficial because it will be located further out of the influence of the intersection of IL Route 59 with Batavia Road and will eliminate the negative offset with the Shell access drive on Batavia Road. Batavia Road with Sutton Square Access Drive The results of the capacity analysis indicate that the northbound approach currently operates at LOS B during the weekday morning and weekday evening peak hours. Under Year 2024 no-build and projected conditions, the northbound approach is projected to continue operating at LOS B during the peak hours with increases in delay of approximately one second or less. Furthermore, westbound left turns onto the access drive are projected to continue operating at LOS A during the peak hours with increases in delay of less than one second and 95 th percentile queues of one to two vehicles, which will continue to be accommodated within the 50 feet of left-turn lane storage provided. As such, the traffic projected to be generated by the proposed redevelopment will have a limited impact on the operations of this intersection and no roadway or traffic control improvements will be required. Batavia Road with Corporate America Federal Credit Union Access Drive The results of the capacity analysis indicate that the southbound approach currently operates at LOS B during the weekday morning and weekday evening peak hours. Under Year 2024 no-build and projected conditions, the southbound approach is projected to continue operating at LOS B during the peak hours with increases in delay of approximately one second or less. Furthermore, eastbound left turns onto the access drive are projected to continue operating at LOS A during the peak hours with increases in delay of less than one second and 95 th percentile queues of one to two vehicles. As such, the traffic projected to be generated by the proposed redevelopment will have a limited impact on the operations of this intersection and no roadway or traffic control improvements will be required. Speedway Gas Station Warrenville, Illinois 26

6. Conclusion Based on the preceding analyses and recommendations, the following conclusions have been made: The traffic projected to be generated by the proposed redevelopment of the existing Speedway gas station will be reduced due to pass-by or diverted trips from the existing traffic on IL Route 59 and Batavia Road. The increase in traffic resulting from the redevelopment will have a limited impact on the operations of the roadway system including the existing access system, given that the majority of the redevelopment-generated traffic is currently generated by the existing gas station. The proposed access system will eliminate the existing curb cut on IL Route 59 located approximately 125 feet north of Batavia Road. The elimination of this curb cut will improve traffic flow and roadway conditions. The proposed access system will be adequate in accommodating the traffic projected to be generated by the proposed gas station and will limit the number of conflicts between passenger vehicle- and truck-generated trips while providing efficient and flexible access. When the projected traffic volumes are compared to the turn-lane warrant guidelines published in Chapter 36 of the IDOT BDE Manual, the following turn lanes will be warranted: o o A northbound left-turn lane serving the proposed inbound truck access drive on IL Route 59 is warranted during both peak hours. This access drive should be designed to provide 100 feet of storage and 90 feet of taper due to design restrictions. A southbound right-turn lane serving the proposed right-in/right-out access drive on IL Route 59 is warranted during both peak hours. This right-turn lane, as shown in the site plan included in the Appendix, is designed to provide 250 feet of storage and 220 feet of taper. Speedway Gas Station Warrenville, Illinois 27

Appendix Traffic Count Summary Sheets Site Plan Total Traffic Assignment Level of Service Criteria Capacity Analysis Summary Sheets

Traffic Count Summary Sheets

Kenig Lindgren O'Hara Aboona, Inc. 9575 W. Higgins Rd., Suite 400 Rosemont, Illinois, United States 60018 (847)518-9990 Count Name: IL Route 59 with Batavia Road Site Code: Start Date: 03/01/2018 Page No: 1 Start Time Turning Movement Data Batavia Road Batavia Road IL 59 IL 59 U-Turn Left Thru Right Peds Eastbound Westbound Northbound Southbound App. Total U-Turn Left Thru Right Peds App. Total U-Turn Left Thru Right Peds App. Total U-Turn Left Thru Right Peds 7:00 AM 0 23 31 16 0 70 0 21 20 28 0 69 0 16 309 18 0 343 0 28 312 13 1 353 835 7:15 AM 0 26 31 15 0 72 0 18 35 21 0 74 0 8 315 19 0 342 0 43 340 6 0 389 877 7:30 AM 0 25 42 21 0 88 0 14 22 35 0 71 0 10 363 20 0 393 0 49 367 14 0 430 982 7:45 AM 0 25 38 16 0 79 0 19 39 38 0 96 0 15 312 17 0 344 0 49 384 11 0 444 963 Hourly Total 0 99 142 68 0 309 0 72 116 122 0 310 0 49 1299 74 0 1422 0 169 1403 44 1 1616 3657 8:00 AM 0 22 22 14 0 58 0 10 34 25 0 69 0 13 350 9 0 372 0 34 291 13 0 338 837 8:15 AM 0 16 27 11 0 54 0 16 44 32 0 92 0 17 306 21 0 344 0 32 303 9 0 344 834 8:30 AM 0 20 24 15 0 59 0 21 20 22 0 63 0 18 297 20 0 335 0 42 315 7 0 364 821 8:45 AM 0 23 40 11 0 74 0 19 27 15 0 61 0 22 251 22 0 295 0 35 312 13 0 360 790 Hourly Total 0 81 113 51 0 245 0 66 125 94 0 285 0 70 1204 72 0 1346 0 143 1221 42 0 1406 3282 *** BREAK *** - - - - - - - - - - - - - - - - - - - - - - - - - 4:00 PM 0 36 35 43 0 114 0 52 30 43 2 125 0 17 283 16 1 316 0 32 310 6 3 348 903 4:15 PM 0 24 38 32 0 94 0 42 47 51 3 140 0 10 345 22 2 377 0 32 353 16 1 401 1012 4:30 PM 0 29 49 33 1 111 0 33 33 48 0 114 0 14 353 25 0 392 0 26 415 11 1 452 1069 4:45 PM 0 22 46 22 0 90 0 42 37 53 1 132 2 7 331 22 2 362 0 25 414 10 0 449 1033 Hourly Total 0 111 168 130 1 409 0 169 147 195 6 511 2 48 1312 85 5 1447 0 115 1492 43 5 1650 4017 5:00 PM 0 36 40 34 0 110 0 44 43 44 0 131 0 14 315 22 5 351 0 31 389 8 0 428 1020 5:15 PM 0 27 43 21 0 91 0 30 31 53 3 114 0 10 364 27 5 401 0 38 425 9 0 472 1078 5:30 PM 0 32 50 36 0 118 0 40 47 41 0 128 0 15 299 21 3 335 0 26 388 9 0 423 1004 5:45 PM 0 25 42 29 0 96 0 45 32 35 0 112 0 9 307 26 0 342 0 20 350 8 0 378 928 Hourly Total 0 120 175 120 0 415 0 159 153 173 3 485 0 48 1285 96 13 1429 0 115 1552 34 0 1701 4030 Grand Total 0 411 598 369 1 1378 0 466 541 584 9 1591 2 215 5100 327 18 5644 0 542 5668 163 6 6373 14986 Approach % 0.0 29.8 43.4 26.8 - - 0.0 29.3 34.0 36.7 - - 0.0 3.8 90.4 5.8 - - 0.0 8.5 88.9 2.6 - - - Total % 0.0 2.7 4.0 2.5-9.2 0.0 3.1 3.6 3.9-10.6 0.0 1.4 34.0 2.2-37.7 0.0 3.6 37.8 1.1-42.5 - Lights 0 401 588 358-1347 0 450 532 578-1560 2 210 4779 318-5309 0 536 5386 154-6076 14292 % Lights - 97.6 98.3 97.0-97.8-96.6 98.3 99.0-98.1 100.0 97.7 93.7 97.2-94.1-98.9 95.0 94.5-95.3 95.4 Buses 0 9 9 5-23 0 11 7 4-22 0 1 21 5-27 0 2 17 8-27 99 % Buses - 2.2 1.5 1.4-1.7-2.4 1.3 0.7-1.4 0.0 0.5 0.4 1.5-0.5-0.4 0.3 4.9-0.4 0.7 Single-Unit Trucks 0 1 0 5-6 0 4 1 2-7 0 3 102 3-108 0 0 85 1-86 207 % Single-Unit Trucks - 0.2 0.0 1.4-0.4-0.9 0.2 0.3-0.4 0.0 1.4 2.0 0.9-1.9-0.0 1.5 0.6-1.3 1.4 Articulated Trucks 0 0 1 1-2 0 1 0 0-1 0 1 198 1-200 0 4 180 0-184 387 % Articulated Trucks - 0.0 0.2 0.3-0.1-0.2 0.0 0.0-0.1 0.0 0.5 3.9 0.3-3.5-0.7 3.2 0.0-2.9 2.6 Bicycles on Road 0 0 0 0-0 0 0 1 0-1 0 0 0 0-0 0 0 0 0-0 1 % Bicycles on Road - 0.0 0.0 0.0-0.0-0.0 0.2 0.0-0.1 0.0 0.0 0.0 0.0-0.0-0.0 0.0 0.0-0.0 0.0 Pedestrians - - - - 1 - - - - - 9 - - - - - 18 - - - - - 6 - - App. Total Int. Total