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Sixteen30 Staff Report, Graphics, and Traffic Study for 11-06-18 Plan CommissionSITE LOCATION SIXTEEN30 APARTMENT DEVELOPMENT Traffic Impact Study Wallin Drive Apartment Development Plainfield, Illinois Prepared For: October 30, 2018 Wallin Drive Apartment Development Plainfield, Illinois 1 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 Wallin Drive apartment development to be located in Plainfield, Illinois. The site, which is currently vacant, is located on the east side of Wallin Drive approximately 1,950 feet north of IL Route 126. As proposed, the development will contain eight apartment buildings totaling 284 units and 443 parking spaces. Access to the development will be provided via a full-movement access drive off Wallin Drive and via an emergency access connection to the access roadway serving the American House Senior Living facility. The purpose of this study was to examine background traffic conditions, assess the impact that the proposed development 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 development. Figure 1 shows the location of the site in relation to the area roadway system. Figure 2 shows an aerial view of the site. The sections of this report present the following: • Existing roadway conditions • A description of the proposed development • Directional distribution of the development traffic • Vehicle trip generation for the development • Future traffic conditions including access to the development • 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 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 (Background) Conditions – Analyzes the capacity of the future roadway system using the projected traffic volumes that include the existing traffic volumes and 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 traffic estimated to be generated by the full buildout of the proposed development. Wallin Drive Apartment Development Plainfield, Illinois 2 Site Location Figure 1 SITE Wallin Drive Apartment Development Plainfield, Illinois 3 Aerial View of Site Figure 2 Wallin Drive Apartment Development Plainfield, Illinois 4 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 site, which is currently vacant, is located on the east side of Wallin Drive approximately 1,950 feet north of IL Route 126. Land uses in the vicinity of the site include the Patriot Square residential development, Patriot Plaza, Shell (Circle K) gas station, Shops of Dayfield, and the Plainfield Police Department to the north, American House Senior Living to the east, the Fairfield Ridge residential development and CW Avery Family YMCA to the south, and Kellers Farmstand to the west. It should be noted that Richard Ira Jones Middle School is located 3,600 feet to the south and Lincoln Elementary School is located 3,200 feet to the west. Existing Roadway System Characteristics The characteristics of the existing roadways near the development are described below and illustrated in Figure 3. IL Route 126 (Lockport Street) is an east-west arterial roadway that in the vicinity of the site provides one through lane in each direction. At its signalized intersection with Wallin Drive, IL Route 126 provides an exclusive left-turn lane, a through lane, and an exclusive right-turn lane on both approaches. IL Route 126 is under the jurisdiction of the Illinois Department of Transportation (IDOT), carries an annual average daily traffic (AADT) volume of 18,400 vehicles (IDOT AADT 2017) east of Wallin Drive and an AADT volume of 15,400 vehicles (IDOT AADT 2017) west of Wallin Drive, and has a posted speed limit of 40 miles per hour. US Route 30 is generally a north-south arterial roadway that provides one through lane in each direction. At its signalized intersection with 143rd Street, US Route 30 provides an exclusive left- turn lane and a shared through/right-turn lane on the westbound and southbound approaches. US Route 30 is under the jurisdiction of IDOT. East of 143rd Street and Wallin Drive, US Route 30 carries an AADT volume of 11,100 vehicles (IDOT AADT 2017) and has a posted speed limit of 40 miles per hour. North of 143rd Street and Wallin Drive, US Route 30 carries an AADT volume of 13,400 vehicles (IDOT AADT 2017) and has a posted speed limit of 50 miles per hour. 143rd Street is an east-west collector roadway that extends from US Route 30/Wallin Drive approximately one mile west to Steiner Road. At its signalized intersection with US Route 30/Wallin Drive, 143rd Street provides an exclusive left-turn lane and a shared through/right-turn lane on the eastbound approach. 143rd Street is under the jurisdiction of the Village of Plainfield, carries an AADT volume of 4,050 vehicles (IDOT AADT 2016), and has a posted speed limit of 45 miles per hour. SITE DAYFIELD SHOPS OF SHELL CIRCLE K PATRIOT PLAZA PATRIOT SQUARE DEPARTMENT POLICE PLAINFIELD RIDGE FAIRFIELD FARMSTAND KELLERS CW AVERY FAMILY YMCA SENIOR LIVING AMERICAN HOUSE PLAINFIELD WOODS OF HERITAGE 30 30STREET 143RD 126 STREET LOCKPORT LANEMORGANROADVAN DYKEWAY HERITAGEDRIVEWALLIN Existing Roadway Characteristics Figure: 3Job No: 18-163 - TRAVEL LANE - TRAFFIC SIGNAL - STOP SIGN - SPEED LIMITXX Kenig,Lindgren,O'Hara,Aboona,Inc. - STANDARD CROSSWALK Plainfield, Illinois Apartments Wallin Drive LEGEND N NOT TO SCALE 45 45 50 40 40 4545 45 40 40 30 30 40 40 40 40 - HIGH VISIBILITY CROSSWALK - BIKE LANE 5 Wallin Drive Apartment Development Plainfield, Illinois 6 Wallin Drive is a north-south roadway that provides one through lane in each direction and extends from US Route 30/143rd Street south to Heritage Drive. At its signalized intersection with IL Route 126, Wallin Drive provides an exclusive left-turn lane and a shared through/right-turn lane on the southbound approach and an exclusive left-turn lane, a through lane, and an exclusive right-turn lane on the northbound approach. The south leg of the intersection provides a standard style crosswalk. At its signalized intersection with US Route 30/143rd Street, Wallin Drive provides an exclusive left-turn lane and a shared through/right-turn lane on the northbound approach. At its unsignalized intersection with Morgan Lane, Wallin Drive provides a shared through/right-turn lane on the northbound approach and a through lane on the southbound approach. North of IL Route 126, Wallin Drive is classified as an arterial roadway, carries an AADT volume of 8,050 vehicles (IDOT AADT 2016) and has a posted speed limit of 45 miles per hour. South of IL Route 126, Wallin Drive is classified as a local roadway and has a posted speed limit of 30 miles per hour. Wallin Drive is under the jurisdiction of the Village of Plainfield. Morgan Lane is an east-west local roadway that provides access to the Fairfield Ridge residential subdivision. At its unsignalized intersection with Wallin Drive, Morgan Lane provides one eastbound lane and one westbound lane with turning movements physically restricted to right- turns only. Morgan Lane is under the jurisdiction of the Village of Plainfield. Van Dyke Road is a north-south collector roadway that provides one through lane in each direction separated by a raised landscaped median. At its unsignalized intersection with Heritage Way/American House Senior Living Facility access roadway, Van Dyke Road provides an exclusive left-turn lane, a shared through/right-turn lane and a bike lane on the northbound approach and a shared left/through/right-turn lane and a bike lane on the southbound approach. Van Dyke Road is under the jurisdiction of the Village of Plainfield, carries an AADT volume of 6,450 vehicles (IDOT AADT 2016) and has a posted speed limit of 40 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 using Miovision Scout Collection Units on Tuesday, October 16, 2018 during the weekday morning (6:30 A.M. to 9:00 A.M.) and weekday evening (2:30 P.M. to 6:30 P.M.) peak periods at the intersections of IL Route 126 with Wallin Drive and Wallin Drive with Morgan Lane. The results of the traffic counts showed that the weekday morning peak hour of traffic occurs from 6:45 A.M. to 7:45 A.M. and the evening peak hour of traffic occurs from 4:30 P.M. to 5:30 P.M. These counts were supplemented with manual counts conducted at the intersection of Van Dyke Road with Heritage Way/American House Senior Living Facility Access Drive during the previously conducted peak periods as well as counts previously conducted by Kimley Horn and Associates, Inc. at the intersection of US Route 30 with 143rd Street/Wallin Drive. Figure 4 illustrates the existing peak hour traffic volumes. Copies of the traffic count summary sheets are included in the Appendix. SITE 30 30STREET 143RD 126 STREET LOCKPORT LANEMORGANROADVAN DYKEWAY HERITAGEDRIVEWALLIN Figure: 4Job No: 18-163 Existing Traffic Volumes Kenig,Lindgren,O'Hara,Aboona,Inc. Plainfield, Illinois Apartments Wallin Drive N NOT TO SCALE LEGEND 00 (00) - AM PEAK HOUR (6:45-7:45 AM) - PM PEAK HOUR (4:30-5:30 PM)55 (185)15 (50)90 (40)15 (350 50 (285) 15 (55)205 (370)205 (165)320 (145) 245 (130)325 (335)82 (95) 182 (137) 719 (438)62 (155)83 (81)32 (63)163 (242)157 (128) 327 (709)29 (61)46 (77)35 (50)1 (2)384 (342)3 (11)308 (478)239 (223)185 (504)100 (165)6 (5)0 (3)0 (1) 0 (3) 2 (12)6 (9)12 (0)1 (4) 0 (0) 4 (5) 7 Wallin Drive Apartment Development Plainfield, Illinois 8 Crash Data KLOA, Inc. obtained crash data1 for the past five years (2012 to 2016) for the intersections of IL Route 126 with Wallin Drive and US Route 30/143rd Street with Wallin Drive. Tables 1 and 2 summarize the crash data for the intersections, respectively. A review of the crash data indicated that no fatalities were reported at either intersection. Table 1 IL ROUTE 126 WITH WALLIN DRIVE - CRASH SUMMARY Type of Accident Frequency Year Angle Object Rear End Sideswipe Turning Other Total 2012 1 1 6 0 2 0 10 2013 1 0 7 0 6 0 14 2014 0 0 5 0 6 0 11 2015 0 0 9 0 3 1 13 2016 0 0 6 4 1 0 11 Total 2 1 33 4 18 1 59 Average/Year < 1 < 1 6.6 < 1 3.6 < 1 11.8 Table 2 US ROUTE 30 WITH WALLIN DRIVE/143rd STREET - CRASH SUMMARY Type of Accident Frequency Year Angle Object Rear End Sideswipe Turning Other Total 2012 2 1 7 1 1 0 12 2013 1 1 4 0 2 0 8 2014 0 0 8 1 3 0 12 2015 0 0 5 0 2 1 8 2016 0 0 0 0 1 0 1 Total 3 2 24 2 9 1 41 Average/Year < 1 < 1 4.8 < 1 1.8 < 1 8.2 1 IDOT DISCLAIMER: The motor vehicle crash data referenced herein was provided by the Illinois Department of Transportation. The author is responsible for any data analyses and conclusions drawn. Wallin Drive Apartment Development Plainfield, Illinois 9 3. Traffic Characteristics of the Proposed Development In order to properly evaluate future traffic conditions in the surrounding area, it was necessary to determine the traffic characteristics of the proposed development, including the directional distribution and volumes of traffic that it will generate. Proposed Site and Development Plan As proposed, the plans call for developing the site with eight apartment buildings totaling 284 units and 443 parking spaces. Access will be provided via a full movement access drive off Wallin Drive approximately 600 feet north of Morgan Lane. This access drive will provide one inbound lane and two outbound lanes with outbound movements under stop sign control. Additional access to the development will be provided via an emergency access connection to the access roadway serving the American House Senior Living facility which has a full movement intersection with Van Dyke Road. At its unsignalized intersection with Van Dyke Road, the American House Senior Living facility access roadway provides an exclusive left-turn lane and an exclusive right-turn lane under stop-sign control. Northbound left-turning movements onto the American House Senior Living facility access roadway are accommodated via an exclusive left-turn lane. Directional Distribution The directions from which residents of the units 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 development-generated traffic. Site-Generated Traffic Volumes The volume of traffic generated by a development is based on the type of land uses and the size of the development. The number of peak hour vehicle trips estimated to be generated by the proposed development of 284 apartments was based on vehicle trip generation rates contained in Trip Generation Manual, 10th Edition, published by the Institute of Transportation Engineers (ITE). Table 3 shows the site-generated traffic volumes for the proposed development. Table 3 PROJECTED SITE-GENERATED TRAFFIC VOLUMES ITE Land-Use Code Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Two-Way Trips Type/Size In Out Total In Out Total 220 Apartments (284 units) 30 99 129 95 55 150 2,106 1350'SITE 900'3300'30 30STREET 143RD 126 STREET LOCKPORT LANEMORGANROADVAN DYKEWAY HERITAGEDRIVEWALLINCONNECTION ONLY EMERGENCY ACCESS Figure: 5Job No: 18-163 Estimated Directional Distribution 00' 00%- PERCENT DISTRIBUTION - DISTANCE IN FEET Kenig,Lindgren,O'Hara,Aboona,Inc. Plainfield, Illinois Apartments Wallin Drive LEGEND N NOT TO SCALE 15% 35%25%20% 5% 10 Wallin Drive Apartment Development Plainfield, 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 development. Development Traffic Assignment The estimated weekday morning and evening peak hour traffic volumes that will be generated by the proposed development were assigned to the roadway system in accordance with the previously described directional distribution (Figure 5). The traffic assignment for the development is illustrated in Figure 6. No-Build (Background) 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 August 17, 2018, the existing traffic volumes were increased by 7.5 percent per year for two years (two-year buildout) to represent Year 2020 conditions. A copy of the CMAP projections letter is included in the Appendix. Furthermore, the traffic projected to be generated by the approximately 1,500,000 square-foot warehouse/distribution facility to be located on the north side of 143rd Street west of Steiner Road was included in the Year 2020 no-build traffic conditions. The Year 2020 No-Build (background) traffic volumes, which include the existing traffic volumes increased by the regional growth factor and the traffic projected to be generated by the approximately 1,500,000 square-foot warehousing, are illustrated in Figure 7. Total Projected Traffic Volumes The development-generated traffic was added to the existing traffic volumes accounting for background growth and the traffic estimated to be generated by the approximately 1,500,000 square-foot warehousing development to determine the Year 2020 total projected traffic volumes as shown in Figure 8. SITE 30 30STREET 143RD 126 STREET LOCKPORT LANEMORGANROADVAN DYKEWAY HERITAGEDRIVEWALLINCONNECTION ONLY EMERGENCY ACCESS Figure: 6Job No: 18-163 Kenig,Lindgren,O'Hara,Aboona,Inc. Plainfield, Illinois Apartments Wallin Drive N NOT TO SCALE LEGEND 00 (00) - AM PEAK HOUR (6:45-7:45 AM) - PM PEAK HOUR (4:45-5:45 PM)8 (24)6 (19)50 (28)15 (48)15 (47)50 (28) 49 (27)15 (48)35 (20)5 (14) Estimated Site Traffic Assignment15 (8)1 (4)4 (2)25 (14)20 (11)10 (34) 12 SITE 30 30STREET 143RD 126 STREET LOCKPORT LANEMORGANROADVAN DYKEWAY HERITAGEDRIVEWALLINCONNECTION ONLY EMERGENCY ACCESS Figure: 7Job No: 18-163 Kenig,Lindgren,O'Hara,Aboona,Inc. Plainfield, Illinois Apartments Wallin Drive N NOT TO SCALE LEGEND 00 (00) - AM PEAK HOUR (6:45-7:45 AM) - PM PEAK HOUR (4:45-5:45 PM)78 (223)17 (58)104 (46)17 (14) 17 (63)236 (426)236 (190)282 (160) 273 (202)374 (385)252 (549)3 (13)1 (2)442 (392)95 (93)33 (70)53 (89)40 (58)94 (109) 37 (72)187 (278)376 (815) 181 (147) 209 (158) 827 (504)275 (256)213 (580)Year 2020 Background Traffic Volumes 115 (190) 113 (363) 0 (1) 0 (3) 2 (14) 1 (5) 0 (0) 5 (6)14 (0)7 (10)71 (178)7 (6)0 (3)13 SITE 30 30STREET 143RD 126 STREET LOCKPORT LANEMORGANROADVAN DYKEWAY HERITAGEDRIVEWALLINCONNECTION ONLY EMERGENCY ACCESS N NOT TO SCALE Figure: 8Job No: 18-163 LEGEND 00 (00) Kenig,Lindgren,O'Hara,Aboona,Inc. - AM PEAK HOUR (6:45-7:45 AM) - PM PEAK HOUR (4:45-5:45 PM) Plainfield, Illinois Apartments Wallin Drive 95 (93)33 (70)53 (89)40 (58)94 (109) 37 (72)78 (223)21 (60)119 (54)18 (18) 23 (82) 49 (27) 50 (28)15 (48)15 (47)Year 2020 Total Projected Traffic Volumes244 (450)236 (190)282 (160) 273 (202)399 (399)353 (549)445 (405)3 (13)403 (577)457 (440)222 (298)191 (181) 376 (815) 827 (504) 214 (172)275 (256)213 (580)115 (190) 113 (363) 0 (1) 0 (3) 2 (14) 1 (5) 0 (0) 5 (6)7 (6)0 (3)14 (0)7 (10)86 (186)1 (2)14 Wallin Drive Apartment Development Plainfield, Illinois 15 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 evening peak hours for the existing year (Year 2018) as well as future projected (Year 2020) 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 10 software. The analyses for the signalized intersection of IL Route 126 with Wallin Drive were conducted utilizing actual cycle lengths and phasings and the analyses for the signalized intersection of US Route 30 with 143rd Street/Wallin Drive were conducted utilizing field measured cycle lengths and phasings. 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 2020 total projected conditions are presented in Tables 4 through 8. A discussion of the intersections follows. Summary sheets for the capacity analyses are included in the Appendix. Wallin Drive Apartment Development Plainfield, Illinois 16 Table 4 CAPACITY ANALYSIS RESULTS IL ROUTE 126 WITH WALLIN DRIVE - SIGNALIZED Peak Hour Eastbound Westbound Northbound Southbound Overall L T R L T R L T R L T R Weekday Morning Peak Hour 2018 Existing Conditions A 8.3 C 21.6 A 1.4 A 8.4 B 17.8 A 1.4 C 30.4 D 50.4 A 0.5 D 39.5 D 49.1 C – 21.0 B – 17.5 B – 12.2 C – 29.3 D – 44.0 2020 No-Build Conditions A 9.8 C 28.8 A 1.8 B 10.6 C 20.5 A 1.4 C 29.9 D 50.4 A 0.5 D 38.1 D 53.0 C – 24.5 C – 23.0 B – 14.1 C – 29.4 D – 45.1 2020 Projected Conditions B 10.2 C 29.5 A 1.8 B 11.0 C 21.0 A 1.4 C 29.7 D 50.0 A 0.5 D 40.8 D 53.8 C – 25.5 C – 23.6 B – 14.2 C – 29.1 D – 46.6 Weekday Evening Peak Hour 2018 Existing Conditions B 15.1 B 19.1 A 1.9 A 9.7 C 28.7 A 1.3 C 33.3 E 58.1 A 2.4 D 41.3 D 44.3 C – 26.3 B – 15.9 C – 23.5 D – 35.2 D – 42.8 2020 No-Build Conditions D 51.0 C 21.9 A 1.9 B 10.5 D 40.0 A 1.3 C 32.6 E 58.7 A 3.4 D 42.3 D 47.4 C – 33.1 C – 25.1 C – 32.4 D – 35.6 D – 44.8 2020 Projected Conditions D 55.0 C 22.2 A 1.9 B 10.6 D 42.3 A 1.3 C 32.6 E 58.7 A 3.4 D 44.0 D 47.7 C – 34.1 C – 26.5 C – 33.2 D – 35.6 D – 45.8 Letter denotes Level of Service Delay is measured in seconds. L – Left Turns T – Through R – Right Turns Wallin Drive Apartment Development Plainfield, Illinois 17 Table 5 CAPACITY ANALYSIS RESULTS US ROUTE 30 WITH 143rd STREET/WALLIN DRIVE – SIGNALIZED Peak Hour Eastbound Westbound Northbound Southbound Overall L T R L T R L T R L T R Weekday Morning Peak Hour 2018 Existing Conditions C 27.0 C 34.4 B 19.7 B 19.7 B 13.3 D 35.9 B 18.0 B 17.9 C – 27.3 C – 31.3 B – 19.7 D – 35.1 B – 17.9 2020 No-Build Conditions D 45.2 C 34.6 C 20.7 D 40.8 B 12.4 D 43.6 C 22.2 B 17.9 C – 34.5 D – 39.8 D – 39.4 D – 42.5 B – 19.7 2020 Projected Conditions D 42.5 C 34.9 C 20.7 D 42.8 B 13.0 D 53.5 C 30.9 B 18.9 D – 38.4 D – 38.7 D – 40.8 D – 52.0 C – 23.9 Weekday Evening Peak Hour 2018 Existing Conditions C 24.1 C 27.6 B 18.4 D 50.4 C 20.4 D 42.6 C 23.3 D 44.1 D – 39.3 C – 26.1 D – 46.9 D – 40.0 D – 39.3 2020 No-Build Conditions D 42.1 C 29.2 B 18.3 E 68.1 C 25.5 D 53.7 C 32.5 E 73.4 E – 56.2 C – 34.7 E – 63.0 D – 50.4 E – 64.1 2020 Projected Conditions D 42.9 C 30.5 B 18.6 E 76.4 C 26.0 E 59.7 D 38.8 F 82.4 E – 62.2 D – 35.7 E – 68.9 E – 55.8 E – 72.8 Letter denotes Level of Service Delay is measured in seconds. L – Left Turns T – Through R – Right Turns Wallin Drive Apartment Development Plainfield, Illinois 18 Table 6 CAPACITY ANALYSIS RESULTS – UNSIGNALIZED VAN DYKE ROAD WITH HERITAGE WAY/AMERICAN HOMES ACCESS DRIVE Weekday Morning Peak Hour Weekday Evening Peak Hour Intersection LOS Delay LOS Delay Existing Conditions • Eastbound Approach B 10.3 B 14.6 • Westbound Approach B 13.5 C 17.9 • Northbound Left Turn A 7.7 -- -- • Southbound Left Turn A 9.5 A 7.7 Year 2020 No-Build Conditions • Eastbound Approach B 10.5 C 16.6 • Westbound Approach B 14.9 C 21.1 • Northbound Left Turn A 7.8 -- -- • Southbound Left Turn A 9.7 A 7.8 Year 2020 Projected Conditions • Eastbound Approach B 10.5 C 16.6 • Westbound Approach B 14.9 C 21.1 • Northbound Left Turn A 7.8 -- -- • Southbound Left Turn A 9.7 A 7.8 LOS = Level of Service Delay is measured in seconds. Wallin Drive Apartment Development Plainfield, Illinois 19 Table 7 CAPACITY ANALYSIS RESULTS WALLIN DRIVE WITH MORGAN LANE – UNSIGNALIZED Weekday Morning Peak Hour Weekday Evening Peak Hour Intersection LOS Delay LOS Delay Existing Conditions • Westbound Approach B 10.6 B 10.3 Year 2020 No-Build Conditions • Westbound Approach B 11.0 B 10.7 Year 2020 Projected Conditions • Westbound Approach B 11.2 B 11.1 LOS = Level of Service Delay is measured in seconds. Table 8 CAPACITY ANALYSIS RESULTS WALLIN DRIVE WITH PROPOSED ACCESS DRIVE – UNSIGNALIZED Weekday Morning Peak Hour Weekday Evening Peak Hour Intersection LOS Delay LOS Delay Year 2020 Projected Conditions • Westbound Left Turn C 18.8 C 24.6 • Westbound Right Turn B 11.6 B 11.2 • Southbound Left Turn A 8.4 A 8.4 LOS = Level of Service Delay is measured in seconds. Wallin Drive Apartment Development Plainfield, Illinois 20 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 development-generated traffic. IL Route 126 with Wallin Drive The results of the capacity analyses indicate that overall this intersection currently operates at LOS C during the weekday morning and weekday evening peak hours. Under Year 2020 no-build conditions, this intersection overall is projected to continue operating at LOS C during the weekday morning and weekday evening peak hours with increases in delay of approximately four and seven seconds, respectively, over existing conditions. Under Year 2020 total projected conditions, this intersection is projected continue operating at LOS C during the weekday morning and weekday evening peak hours with increases in delay of approximately one second over Year 2020 background conditions. Additionally, all of the approaches are projected to continue operating at LOS D or better during the peak hours with increases in delay of approximately one seconds or less over Year 2020 no-build conditions. As such, this intersection has sufficient reserve capacity to accommodate the traffic projected to be generated by the proposed development and no roadway improvements or signal modifications will be required. US Route 30 with 143rd Street/Wallin Drive The results of the capacity analyses indicate that overall this intersection currently operates at LOS C during the weekday morning peak hour and at LOS D during the weekday evening peak hour. Under Year 2020 no-build conditions, this intersection overall is projected to operate at LOS C during the weekday morning peak hour with increases in delay of approximately seven seconds and at LOS E during the weekday evening peak hour with increases in delay of approximately 17 seconds. The level of service during the weekday evening peak hour is due to the operation of the westbound and southbound approaches which are projected to operate at LOS E due to the existing traffic volumes increased by the ambient growth factor as well as the traffic projected to be generated by the previously described warehousing development. Under Year 2020 total projected conditions, this intersection overall is projected to operate at LOS D during the weekday morning peak hour and is projected to continue operating at LOS E during the weekday evening peak hour with increases in delay of approximately four and six seconds, respectively, over Year 2020 no-build conditions. Overall, the increases in delay experienced at this intersection are a result of the existing traffic volumes increased by the regional growth factor as the proposed development-generated traffic is less than three percent of the total traffic traversing this intersection. Wallin Drive Apartment Development Plainfield, Illinois 21 Van Dyke Road with Heritage Way/American House Senior Living Facility Access Roadway The results of the capacity analyses indicate that the eastbound and westbound approaches currently operate at LOS C or better during the weekday morning and weekday evening peak hours. Under Year 2020 no-build and total projected conditions, the eastbound and westbound approaches are projected to continue operating at LOS C or better during the weekday morning and weekday evening peak hours with increases in delay of approximately three seconds or less over existing conditions. Additionally, northbound and southbound left-turning movements are projected to continue operating at LOS A during the peak hours with 95th percentile queues of one to two vehicles which can be accommodated within the existing northbound left-turn lane storage. As such, this intersection has sufficient reserve capacity to accommodate additional traffic from the development should the emergency connection need to be utilized. Wallin Drive with Morgan Lane The results of the capacity analyses indicate that westbound right-turning movements from Morgan Lane onto Wallin Drive currently operate at LOS B during the weekday morning and weekday evening peak hours. Under Year 2020 no-build and total projected conditions, westbound right-turn movements are projected to continue operating at LOS B during the weekday morning and weekday evening peak hours with increases in delay of less than one second over existing conditions. As such, this intersection has sufficient reserve capacity to accommodate the traffic projected to be generated by the proposed development and no roadway or traffic control improvements will be required. Wallin Drive with Proposed Access Drive The results of the capacity analyses indicate that outbound left-turning movements from the proposed access drive onto Wallin Drive are projected to operate at LOS C during the weekday morning and weekday evening peak hours. Additionally, outbound right-turning movements from the proposed access drive onto Wallin Drive are projected to operate at LOS B during the weekday morning and weekday evening peak hours. Furthermore, southbound left-turn movements from Wallin Drive onto the proposed access drive are projected to operate at LOS A during the peak hours with 95th percentile queues of one to two vehicles. It should be noted that a review of the simulation indicated that southbound left-turning movements are projected to generally operate under a queue free state with minimal delay. This is due to the gaps created in the Wallin Drive northbound traffic stream by the traffic signal provided at the intersection of IL Route 126 with Wallin Drive. This combined with the low turning movement volumes during the peak hours indicate that an exclusive northbound right-turn lane as well as an exclusive southbound left-turn lane serving the proposed development will not be needed or required. As such, the proposed full movement access drive will be adequate in accommodating the traffic projected to be generated by the proposed development and will ensure flexible access is provided. Wallin Drive Apartment Development Plainfield, Illinois 22 6. Conclusion Based on the preceding analyses and recommendations, the following conclusions have been made: • The traffic that will be generated by the proposed development can be generally accommodated by the area roadway system. • The proposed development is projected to increase the volume of traffic traversing the intersection of US Route 30 with Wallin Drive and 143rd Street by less than three percent during the weekday evening peak hour. • Providing full access to the development off Wallin Drive will be adequate in accommodating the traffic projected to be generated by the proposed development. • Providing emergency access to the access roadway serving American House will have a limited impact on the operations of the access roadway and its unsignalized intersection with Van Dyke Road. Appendix Traffic Count Summary Sheets Site Plan CMAP 2040 Projections Letter Level of Service Criteria Capacity Analysis Summary Sheets Traffic Count Summary Sheets Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: IL 126 with Wallin DriveSite Code:Start Date: 10/16/2018Page No: 1Turning Movement DataStart TimeIL 126IL 126Wallin DriveWallin DriveEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total6:30 AM05119570253038433012004129025027350354336:45 AM04518616024703813401180101390320432315081478Hourly Total096381230500061656702380142518057070262001169117:00 AM05118513024901081450136011190210188170434497:15 AM047170170234068449013905360140567160794667:30 AM039178360253013812901230131911043046451401055247:45 AM044143210208067928011302639130780421513070469Hourly Total018167687094403532515105110457239015601627560029719088:00 AM04014090189048428011607930190484200723968:15 AM04516430212097729011505540140345130523938:30 AM03215250189079231013006240120377110553868:45 AM02717220021901855220950854017034815057388Hourly Total0144628370809038308110045602621150620153245902361563*** BREAK ***-------------------------2:30 PM01889160123013122130148037401404812310913762:45 PM0261051701480913818016507770210501232094428Hourly Total0441943302710222603103130101411035098246301858043:00 PM032104801440513433017203733240940428320824923:15 PM03210590146071483901940126110290439350874563:30 PM02310510013801117943023304460140369180634483:45 PM0261282001740111365101980610702304836250109504Hourly Total0113442470602034597166079705953480160016962110034119004:00 PM033147200200071542301840203613069045213401005534:15 PM0281252001730111253001660828504105016310974774:30 PM027129220178012173360221081110029068223601265544:45 PM04611323018201916229021001091103005920390118540Hourly Total0134514850733049614118078104684390169022279140044121245:00 PM0321092001610141883402360164117074059124001115825:15 PM032873001490181862902330271612055056274001235605:30 PM0261354016501318138023209125026055193801125355:45 PM0341331501820131523301980126702505012380100505Hourly Total0124464690657058707134089906475410180022070156044621826:00 PM02410815014701016831020901613150440454450944946:15 PM02010012013201416635021502525240740411231084505Grand Total0880350740804795026633108430441903053822500937011803766840224012391Approach %0.018.473.18.5--0.06.074.919.1--0.032.640.826.7--0.052.716.830.5---Total %0.07.128.33.3-38.70.02.126.76.8-35.70.02.53.12.0-7.60.09.53.05.5-18.1- Lights08103353393-455602503159813-42220295362241-89801148360637-214511821% Lights-92.095.696.3-95.0-94.095.496.4-95.5-96.794.896.4-95.8-97.395.793.1-95.895.4Buses0102012-420163510-6104188-3008163-27160% Buses-1.10.62.9-0.9-6.01.11.2-1.4-1.34.73.2-3.2-0.74.30.4-1.21.3Single-Unit Trucks013783-94007512-870221-5014024-38224% Single-UnitTrucks-1.52.20.7-2.0-0.02.31.4-2.0-0.70.50.4-0.5-1.20.03.5-1.71.8Articulated Trucks047560-10300418-490400-4010020-30186% ArticulatedTrucks-5.31.60.0-2.1-0.01.20.9-1.1-1.30.00.0-0.4-0.80.02.9-1.31.5Bicycles on Road0000-00000-00000-00000-00% Bicycles onRoad-0.00.00.0-0.0-0.00.00.0-0.0-0.00.00.0-0.0-0.00.00.0-0.00.0Pedestrians----0-----0-----0-----0--% Pedestrians------------------------- Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: IL 126 with Wallin DriveSite Code:Start Date: 10/16/2018Page No: 3Turning Movement Peak Hour Data (6:45 AM)Start TimeIL 126IL 126Wallin DriveWallin DriveEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total6:45 AM045186160247038134011801013903204323150814787:00 AM05118513024901081450136011190210188170434497:15 AM047170170234068449013905360140567160794667:30 AM03917836025301381290123013191104304645140105524Total01827198209830323271570516029463501100163836203081917Approach %0.018.573.18.3--0.06.263.430.4--0.026.441.831.8--0.052.926.920.1---Total %0.09.537.54.3-51.30.01.717.18.2-26.90.01.52.41.8-5.70.08.54.33.2-16.1-PHF0.0000.8920.9660.569-0.9710.0000.6150.9730.801-0.9280.0000.5580.6050.795-0.6400.0000.7280.4610.912-0.7330.915Lights017369580-948028290149-4670294635-11001597248-2791804% Lights-95.196.797.6-96.4-87.588.794.9-90.5-100.0100.0100.0-100.0-97.586.777.4-90.694.1Buses0472-1304113-180000-001110-1243% Buses-2.21.02.4-1.3-12.53.41.9-3.5-0.00.00.0-0.0-0.613.30.0-3.92.2Single-Unit Trucks0150-600172-190000-00107-833% Single-UnitTrucks-0.50.70.0-0.6-0.05.21.3-3.7-0.00.00.0-0.0-0.60.011.3-2.61.7Articulated Trucks04120-160093-120000-00207-937% ArticulatedTrucks-2.21.70.0-1.6-0.02.81.9-2.3-0.00.00.0-0.0-1.20.011.3-2.91.9Bicycles on Road0000-00000-00000-00000-00% Bicycles onRoad-0.00.00.0-0.0-0.00.00.0-0.0-0.00.00.0-0.0-0.00.00.0-0.00.0Pedestrians----0-----0-----0-----0--% Pedestrians------------------------- Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: IL 126 with Wallin DriveSite Code:Start Date: 10/16/2018Page No: 4Turning Movement Peak Hour Data (4:30 PM)Start TimeIL 126IL 126Wallin DriveWallin DriveEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total4:30 PM027129220178012173360221081110029068223601265544:45 PM046113230182019162290210010911030059203901185405:00 PM0321092001610141883402360164117074059124001115825:15 PM03287300149018186290233027161205505627400123560Total013743895067006370912809000617750018802428115504782236Approach %0.020.465.414.2--0.07.078.814.2--0.032.441.026.6--0.050.616.932.4---Total %0.06.119.64.2-30.00.02.831.75.7-40.30.02.73.42.2-8.40.010.83.66.9-21.4-PHF0.0000.7450.8490.792-0.9200.0000.8290.9430.889-0.9530.0000.5650.4700.735-0.6350.0000.8900.7500.969-0.9480.960Lights012541795-637063699127-8890617750-188023581152-4682182% Lights-91.295.2100.0-95.1-100.098.699.2-98.8-100.0100.0100.0-100.0-97.1100.098.1-97.997.6Buses0010-10010-10000-00000-02% Buses-0.00.20.0-0.1-0.00.10.0-0.1-0.00.00.0-0.0-0.00.00.0-0.00.1Single-Unit Trucks02170-190071-80000-00300-330% Single-UnitTrucks-1.53.90.0-2.8-0.01.00.8-0.9-0.00.00.0-0.0-1.20.00.0-0.61.3Articulated Trucks01030-130020-20000-00403-722% ArticulatedTrucks-7.30.70.0-1.9-0.00.30.0-0.2-0.00.00.0-0.0-1.70.01.9-1.51.0Bicycles on Road0000-00000-00000-00000-00% Bicycles onRoad-0.00.00.0-0.0-0.00.00.0-0.0-0.00.00.0-0.0-0.00.00.0-0.00.0Pedestrians----0-----0-----0-----0--% Pedestrians------------------------- Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 bmay@kloainc.comCount Name: Wallin Drive with Morgan LaneSite Code:Start Date: 10/16/2018Page No: 1Direction (Westbound)Start TimeLightsBusesSingle-Unit TrucksArticulated TrucksBicycles on RoadTotal6:30 AM3000036:45 AM1000017:00 AM1000017:15 AM0000007:30 AM1000017:45 AM1000018:00 AM1000018:15 AM1000018:30 AM0000008:45 AM3100042:30 PM2000022:45 PM0000003:00 PM2000023:15 PM1000013:30 PM0000003:45 PM0000004:00 PM3000034:15 PM2000024:30 PM3000034:45 PM5000055:00 PM1000015:15 PM2000025:30 PM1000015:45 PM2000026:00 PM0000006:15 PM200002Total38100039Total %97.42.60.00.00.0100.0AM Times8:00 AM8:00 AM7:45 AM6:30 AM6:30 AM8:00 AMAM Peaks510006PM Times4:00 PM2:30 PM2:30 PM2:30 PM2:30 PM4:00 PMPM Peaks13000013 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 bmay@kloainc.comCount Name: Wallin Drive with Morgan LaneSite Code:Start Date: 10/16/2018Page No: 2Direction (Eastbound)Start TimeLightsBusesSingle-Unit TrucksArticulated TrucksBicycles on RoadTotal6:30 AM1000016:45 AM0000007:00 AM1000017:15 AM0000007:30 AM0000007:45 AM0000008:00 AM1000018:15 AM2000028:30 AM0010018:45 AM0000002:30 PM0000002:45 PM1000013:00 PM0000003:15 PM0100013:30 PM0000003:45 PM1000014:00 PM1000014:15 PM0000004:30 PM0000004:45 PM1000015:00 PM0000005:15 PM1000015:30 PM1000015:45 PM0000006:00 PM3000036:15 PM000000Total14110016Total %87.56.36.30.00.0100.0AM Times8:00 AM8:00 AM7:45 AM6:30 AM6:30 AM8:00 AMAM Peaks301004PM Times4:00 PM2:30 PM2:30 PM2:30 PM2:30 PM4:00 PMPM Peaks210002 Plainfield, IL Weather: Cool and Dry 10/24/18 Van Dyke Rd and Heritage Way 13:09:34 Tuesday October 23, 2018 TURNS/TEAPAC[Ver 3.61.12] - 15-Minute Counts: All Vehicles - by Mvmt Intersection # 4 vandyke/heritage ============================================================== Begin N-Approach E-Approach S-Approach W-Approach Int Time RT TH LT RT TH LT RT TH LT RT TH LT Total ===== ============== ============== ============== ============== ===== 630 0 36 0 0 0 0 2 114 1 0 0 0 153 645 1 45 0 0 0 0 3 60 1 0 0 0 110 700 1 55 0 0 0 2 1 75 7 3 0 0 144 715 4 48 0 0 0 0 0 49 1 0 0 1 103 730 0 37 0 0 0 0 2 55 3 1 0 0 98 745 0 35 0 0 0 0 0 88 6 0 0 0 129 800 1 43 1 0 0 0 5 60 4 0 0 0 114 815 1 30 0 0 0 1 0 46 0 2 0 1 81 830 1 34 1 0 0 0 0 44 7 3 0 0 90 845 4 50 1 0 0 0 2 59 2 2 0 1 121 ----- -------------- -------------- -------------- -------------- ----- 1430 3 88 4 0 1 2 4 56 1 10 0 2 171 1445 2 57 0 0 0 4 10 36 0 5 0 10 124 1500 1 94 2 0 0 5 0 49 3 4 0 0 158 1515 1 99 1 0 0 1 0 51 1 3 5 1 163 1530 3 97 3 0 0 4 0 34 1 5 0 0 147 1545 1 111 0 0 0 1 1 41 1 3 0 3 162 1600 4 153 2 0 0 5 1 63 1 3 0 3 235 1615 3 179 2 1 1 4 1 50 1 3 0 2 247 1630 1 103 1 0 2 3 2 50 0 0 0 0 162 1645 2 151 1 0 0 4 1 55 0 4 0 1 219 1700 2 137 1 0 0 2 5 63 0 1 0 1 212 1715 0 113 0 1 1 3 1 55 0 0 0 2 176 1730 1 149 0 1 0 0 1 54 0 3 0 0 209 1745 3 121 0 0 2 3 0 47 3 1 0 0 180 1800 1 94 0 0 0 1 0 56 0 1 0 2 155 1815 0 77 0 0 1 2 2 45 2 3 2 3 137 ===== ============== ============== ============== ============== ===== Total 41 2236 20 3 8 47 44 1455 46 60 7 33 4000 Plainfield, IL Weather: Cool and Dry 10/24/18 Van Dyke Rd and Heritage Way 13:09:34 Tuesday October 23, 2018 TURNS/TEAPAC[Ver 3.61.12] - 15-Minute Counts: All Vehicles - Totals Intersection # 4 vandyke/heritage ============================================================== Begin Approach Totals Exit Totals Int Time N E S W N E S W Total ===== ============================== ============================== ===== 630 36 0 117 0 114 2 36 1 153 645 46 0 64 0 60 3 45 2 110 700 56 2 83 3 75 1 60 8 144 715 52 0 50 1 50 0 48 5 103 730 37 0 60 1 55 2 38 3 98 745 35 0 94 0 88 0 35 6 129 800 45 0 69 0 60 6 43 5 114 815 31 1 46 3 47 0 33 1 81 830 36 0 51 3 44 1 37 8 90 845 55 0 63 3 60 3 52 6 121 ----- ------------------------------ ------------------------------ ----- 1430 95 3 61 12 58 8 100 5 171 1445 59 4 46 15 46 10 66 2 124 1500 97 5 52 4 49 2 103 4 158 1515 101 1 52 9 52 6 103 2 163 1530 103 4 35 5 34 3 106 4 147 1545 112 1 43 6 44 1 115 2 162 1600 159 5 65 6 66 3 161 5 235 1615 184 6 52 5 53 3 186 5 247 1630 105 5 52 0 50 3 106 3 162 1645 154 4 56 5 56 2 159 2 219 1700 140 2 68 2 64 6 140 2 212 1715 113 5 56 2 58 1 116 1 176 1730 150 1 55 3 55 1 152 1 209 1745 124 5 50 1 47 0 125 8 180 1800 95 1 56 3 58 0 96 1 155 1815 77 3 49 8 48 4 82 3 137 ===== ============================== ============================== ===== Total 2297 58 1545 100 1491 71 2343 95 4000 Plainfield, IL Weather: Cool and Dry 10/24/18 Van Dyke Rd and Heritage Way 13:09:34 Tuesday October 23, 2018 TURNS/TEAPAC[Ver 3.61.12] - 15-Minute Flow Rates: by Movement Intersection # 4 vandyke/heritage ============================================================== Begin N-Approach E-Approach S-Approach W-Approach Int Time RT TH LT RT TH LT RT TH LT RT TH LT Total ===== ============== ============== ============== ============== ===== 630 0 144 0 0 0 0 8 456 4 0 0 0 612 645 4 180 0 0 0 0 12 240 4 0 0 0 440 700 4 220 0 0 0 8 4 300 28 12 0 0 576 715 16 192 0 0 0 0 0 196 4 0 0 4 412 730 0 148 0 0 0 0 8 220 12 4 0 0 392 745 0 140 0 0 0 0 0 352 24 0 0 0 516 800 4 172 4 0 0 0 20 240 16 0 0 0 456 815 4 120 0 0 0 4 0 184 0 8 0 4 324 830 4 136 4 0 0 0 0 176 28 12 0 0 360 845 16 200 4 0 0 0 8 236 8 8 0 4 484 ----- -------------- -------------- -------------- -------------- ----- 1430 12 352 16 0 4 8 16 224 4 40 0 8 684 1445 8 228 0 0 0 16 40 144 0 20 0 40 496 1500 4 376 8 0 0 20 0 196 12 16 0 0 632 1515 4 396 4 0 0 4 0 204 4 12 20 4 652 1530 12 388 12 0 0 16 0 136 4 20 0 0 588 1545 4 444 0 0 0 4 4 164 4 12 0 12 648 1600 16 612 8 0 0 20 4 252 4 12 0 12 940 1615 12 716 8 4 4 16 4 200 4 12 0 8 988 1630 4 412 4 0 8 12 8 200 0 0 0 0 648 1645 8 604 4 0 0 16 4 220 0 16 0 4 876 1700 8 548 4 0 0 8 20 252 0 4 0 4 848 1715 0 452 0 4 4 12 4 220 0 0 0 8 704 1730 4 596 0 4 0 0 4 216 0 12 0 0 836 1745 12 484 0 0 8 12 0 188 12 4 0 0 720 1800 4 376 0 0 0 4 0 224 0 4 0 8 620 1815 0 308 0 0 4 8 8 180 8 12 8 12 548 ===== ============== ============== ============== ============== ===== Plainfield, IL Weather: Cool and Dry 10/24/18 Van Dyke Rd and Heritage Way 13:09:34 Tuesday October 23, 2018 TURNS/TEAPAC[Ver 3.61.12] - 15-Minute Flow Rates: Appr/Exit Totals Intersection # 4 vandyke/heritage ============================================================== Begin Approach Totals Exit Totals Int Time N E S W N E S W Total ===== ============================== ============================== ===== 630 144 0 468 0 456 8 144 4 612 645 184 0 256 0 240 12 180 8 440 700 224 8 332 12 300 4 240 32 576 715 208 0 200 4 200 0 192 20 412 730 148 0 240 4 220 8 152 12 392 745 140 0 376 0 352 0 140 24 516 800 180 0 276 0 240 24 172 20 456 815 124 4 184 12 188 0 132 4 324 830 144 0 204 12 176 4 148 32 360 845 220 0 252 12 240 12 208 24 484 ----- ------------------------------ ------------------------------ ----- 1430 380 12 244 48 232 32 400 20 684 1445 236 16 184 60 184 40 264 8 496 1500 388 20 208 16 196 8 412 16 632 1515 404 4 208 36 208 24 412 8 652 1530 412 16 140 20 136 12 424 16 588 1545 448 4 172 24 176 4 460 8 648 1600 636 20 260 24 264 12 644 20 940 1615 736 24 208 20 212 12 744 20 988 1630 420 20 208 0 200 12 424 12 648 1645 616 16 224 20 224 8 636 8 876 1700 560 8 272 8 256 24 560 8 848 1715 452 20 224 8 232 4 464 4 704 1730 600 4 220 12 220 4 608 4 836 1745 496 20 200 4 188 0 500 32 720 1800 380 4 224 12 232 0 384 4 620 1815 308 12 196 32 192 16 328 12 548 ===== ============================== ============================== ===== Plainfield, IL Weather: Cool and Dry 10/24/18 Van Dyke Rd and Heritage Way 13:09:34 Tuesday October 23, 2018 TURNS/TEAPAC[Ver 3.61.12] - 60-Minute Volumes: by Movement Intersection # 4 vandyke/heritage ============================================================== Begin N-Approach E-Approach S-Approach W-Approach Int Time RT TH LT RT TH LT RT TH LT RT TH LT Total ===== ============== ============== ============== ============== ===== 630 6 184 0 0 0 2 6 298 10 3 0 1 510 645 6 185 0 0 0 2 6 239 12 4 0 1 455 700 5 175 0 0 0 2 3 267 17 4 0 1 474 715 5 163 1 0 0 0 7 252 14 1 0 1 444 730 2 145 1 0 0 1 7 249 13 3 0 1 422 745 3 142 2 0 0 1 5 238 17 5 0 1 414 800 7 157 3 0 0 1 7 209 13 7 0 2 406 815 6 114 2 0 0 1 2 149 9 7 0 2 292* 830 5 84 2 0 0 0 2 103 9 5 0 1 211* 845 4 50 1 0 0 0 2 59 2 2 0 1 121* ----- -------------- -------------- -------------- -------------- ----- 1430 7 338 7 0 1 12 14 192 5 22 5 13 616 1445 7 347 6 0 0 14 10 170 5 17 5 11 592 1500 6 401 6 0 0 11 1 175 6 15 5 4 630 1515 9 460 6 0 0 11 2 189 4 14 5 7 707 1530 11 540 7 1 1 14 3 188 4 14 0 8 791 1545 9 546 5 1 3 13 5 204 3 9 0 8 806 1600 10 586 6 1 3 16 5 218 2 10 0 6 863 1615 8 570 5 1 3 13 9 218 1 8 0 4 840 1630 5 504 3 1 3 12 9 223 0 5 0 4 769 1645 5 550 2 2 1 9 8 227 0 8 0 4 816 1700 6 520 1 2 3 8 7 219 3 5 0 3 777 1715 5 477 0 2 3 7 2 212 3 5 0 4 720 1730 5 441 0 1 3 6 3 202 5 8 2 5 681 1745 4 292 0 0 3 6 2 148 5 5 2 5 472* 1800 1 171 0 0 1 3 2 101 2 4 2 5 292* 1815 0 77 0 0 1 2 2 45 2 3 2 3 137* ===== ============== ============== ============== ============== ===== Plainfield, IL Weather: Cool and Dry 10/24/18 Van Dyke Rd and Heritage Way 13:09:34 Tuesday October 23, 2018 TURNS/TEAPAC[Ver 3.61.12] - 60-Minute Volumes: Appr/Exit Totals Intersection # 4 vandyke/heritage ============================================================== Begin Approach Totals Exit Totals Int Time N E S W N E S W Total ===== ============================== ============================== ===== 630 190 2 314 4 299 6 189 16 510 645 191 2 257 5 240 6 191 18 455 700 180 2 287 5 268 3 181 22 474 715 169 0 273 2 253 8 164 19 444 730 148 1 269 4 250 8 149 15 422 745 147 1 260 6 239 7 148 20 414 800 167 1 229 9 211 10 165 20 406 815 122 1 160 9 151 4 122 15 292* 830 91 0 114 6 104 4 89 14 211* 845 55 0 63 3 60 3 52 6 121* ----- ------------------------------ ------------------------------ ----- 1430 352 13 211 40 205 26 372 13 616 1445 360 14 185 33 181 21 378 12 592 1500 413 11 182 24 179 12 427 12 630 1515 475 11 195 26 196 13 485 13 707 1530 558 16 195 22 197 10 568 16 791 1545 560 17 212 17 213 10 568 15 806 1600 602 20 225 16 225 11 612 15 863 1615 583 17 228 12 223 14 591 12 840 1630 512 16 232 9 228 12 521 8 769 1645 557 12 235 12 233 10 567 6 816 1700 527 13 229 8 224 8 533 12 777 1715 482 12 217 9 218 2 489 11 720 1730 446 10 210 15 208 5 455 13 681 1745 296 9 155 12 153 4 303 12 472* 1800 172 4 105 11 106 4 178 4 292* 1815 77 3 49 8 48 4 82 3 137* ===== ============================== ============================== ===== Site Plan WA2A3 A4B1B4B3B230.4' 37.7'38.8'40.7' 46.8' 52.9'53.4'15.5'20.2'18.1'39.3'35.3'48.3'35.7'87.4'26.2'24.8'24.0'18.0'TYP.18.0'TYP.(14) 9' STALLS=126.0'(7) 9' STALLS=63.0'(6) 9' STALLS=54.0'(8) 9' STALLS=72.0'11.0'18.0'TYP.(11) 9' STALLS=99.0'(8) 9' STALLS=72.0'5.0'(7) 9' SPACES 63.0'5.0'11.0'18.0'TYP.(6) 9' STALLS=54.0'(18) 9' STALLS=162.0'(7) 9' STALLS=63.0'5.0'11.0'(8) 9' STALLS=72.0'(18) 9' STALLS=162.0'(6) 9' STALLS=54.0'(9) 9' STALLS=81.0'5.0'11.0'11.0'(8) 9' STALLS=72.0'(8) 9' STALLS=72.0'(22) 9' STALLS=198.0'(22) 9' STALLS=198.0'(6) 9' STALLS=54.0'(7) 9' STALLS=63.0'(14) 9' STALLS=126.0'9.0'(13) 9' STALLS=117.0'5.0'11.0'11.0'5.0'13.2'13.0'11.0'11.0'13.0'13.2'5.0'11.0'13.2'13.0'11.0'11.0'13.0'13.2'13.2'13.0'11.0'11.0'13.0'13.2'15.5'15.5'11.0'11.0'15.5'15.5'11.0'11.0'15.5'15.5'11.0'11.0'15.5'15.5'11.0'11.0'9.0'9.0'24.0'18.0'TYP.24.0'24.0'(6) 9' STALLS=54.0'(26) 9' STALLS=234.0'(21) 9' STALLS=189.0'(22) 9' STALLS=198.0'(19) 9' STALLS=171.0'(5) 9' STALLS45.0'R15'R3'R3'R14'R3'R30'R3'R3'R15'R65'R20'R3'R3'R15'R3'R3'R3'R3'R25'R15'R25'R3'R30'R74'R3'R15'R15'R15'R15'R3'R3'R3'R25'R35'R3'R15'R3'R3'R5'R25'R15'TRASHENCLOSUREMAILKIOSKPERGOLA/OPEN KITCHENPOOLMAILKIOSKPERGOLAPERGOLABOCCECOURTSPERGOLASMALL DOG PARKBIG DOG PARKDETACHED GARAGEDETACHED GARAGEDETACHEDGARAGEDECORATIVESIGNR3'R30'R3'R3'R3'R3'R30'R30'R3'R3'R3'R50'R3'R20'R3'R3'R3'24.0'24.0' 24.0'24.0'24.0'134.7'14.3'19.0'93.5'341.5'18.3'17.5'DETACHEDGARAGE19.1'DETACHEDGARAGEDECORATIVESIGN14.7'46.5' 45.7'15.4'14.9'122.6'119.9'12.6'36.9'DETACHEDGARAGEDETACHEDGARAGE13.8'20.2'106.3'104.7'97.9'4.9'100.0'15.0'26.5'19.8'10.8'97.3'R3'43.1'R10'58.5'C152.0'16.0'13.3'12.7'DETACHEDGARAGE43.7'43.7'8.8'19.0'24.0'14.6'DETACHEDGARAGECHAIN LINK FENCEFENCER25'R25'18.0'24.0'18.0' 7.0' 7.0' 20.0'7.0' 18.0'24.0' 18.0'30.0'5.0'18.0'24.0'7.0' 7.0'18.0'24.0'18.0'24.0'18.0'7.0'11.8'7.0'18.0'24.0'18.0'73.8'18.0'(7) 9' STALLS=63.0'24.0'18.0'7.0'28.0' 18.0' 24.0'18.0'7.0'8.0'7.0'18.0'24.0'18.0'34.1'18.0'24.0'5.0'18.0'7.0'(7) 9' STALLS=63.0'6.6'7.0'18.0'24.0'18.0'7.0'(9) 9' STALLS=81.0'18.0'7.0'(4) 9' STALLS=36.0'24.0'18.0'7.0'7.0'18.0'24.0'(10) 9' STALLS=90.0'18.0'R39'1" = ' (HORIZONTAL)''501005003110 WOODCREEK DRIVEDOWNERS GROVE, IL 60515P: 630.598.0007WWW.CAGECIVIL.COMCAGESHEET NUMBERPROJ NO:ENG :DATE : REVISIONSTHIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OFCAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROMCAGE ENGINEERING, INC.SHEET TITLEOF7MASS GRADING IMPROVEMENTS FORCEDARLAKE SUBDIVISIONLOT 214700 WALLIN DRIVEPLAINFIELD, ILLINOIS170104DDK07/13/20184C1.1 -PRELIMINARYSITE LAYOUTPLANC1.1PAVEMENT LEGENDSTANDARD DUTYBITUMINOUS PAVEMENTPCC SIDEWALKGENERAL NOTES:1. TOTAL AREA ≈ 14.7 ACRESSTRUCTURES:- (8) RESIDENTIAL BUILDINGS- BUILDINGS (A) = 37 UNITS X 4 BUILDINGS = 148 UNITS- BUILDINGS (B) = 34 UNITS X 4 BUILDINGS = 136 UNITS- TOTAL = 284 UNITS- (1) RECREATIONAL BUILDING - BUILDING (C)- (9) DETACHED PARKING STRUCTRESPARKING:- 63 DETACHED GARAGE SPACES- 375 STANDARD PARKING SPACES- 9 ADA PARKING SPACES- TOTAL = 443 SPACESDECORATIVE PAVERSCURB AND GUTTERBUILDING/DETACHED PARKINGHEAVY DUTYBITUMINOUS PAVEMNTFENCE10/19/18REVISED PER CLIENTCOMMENTS CMAP 2040 Projections Letter Level of Service Criteria LEVEL OF SERVICE CRITERIA Signalized Intersections Level of Service Interpretation Average Control Delay (seconds per vehicle) A Favorable progression. Most vehicles arrive during the green indication and travel through the intersection without stopping. ≤10 B Good progression, with more vehicles stopping than for Level of Service A. >10 - 20 C Individual cycle failures (i.e., one or more queued 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. >20 - 35 D The volume-to-capacity ratio is high and either progression is ineffective or the cycle length is too long. Many vehicles stop and individual cycle failures are noticeable. >35 - 55 E Progression is unfavorable. The volume-to-capacity ratio is high and the cycle length is long. Individual cycle failures are frequent. >55 - 80 F The volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue. >80.0 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. Capacity Analysis Summary Sheets Lanes, Volumes, Timings 1: Wallin Drive & IL 126 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Morning Peak Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 182 719 82 32 327 157 29 46 35 163 83 62 Future Volume (vph) 182 719 82 32 327 157 29 46 35 163 83 62 Ideal Flow (vphpl) 1900 2000 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 385 180 255 300 125 125 225 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 105 155 70 265 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.850 0.850 0.936 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 1942 1583 1597 1802 1538 1805 2000 1615 1752 1509 0 Flt Permitted 0.460 0.216 0.657 0.506 Satd. Flow (perm) 832 1942 1583 363 1802 1538 1248 2000 1615 933 1509 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 99 171 134 29 Link Speed (mph) 45 45 35 50 Link Distance (ft) 2870 2742 263 1274 Travel Time (s) 43.5 41.5 5.1 17.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 5% 3% 2% 13% 11% 5% 0% 0% 0% 3% 14% 23% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 198 782 89 35 355 171 32 50 38 177 157 0 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA Protected Phases 52316738174 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 52316738174 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 3.0 15.0 3.0 3.0 8.0 3.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 6.5 21.0 6.5 6.5 14.0 6.5 6.5 14.0 Total Split (s) 17.6 59.4 13.2 13.2 55.0 18.7 13.2 18.7 13.2 18.7 24.2 Total Split (%) 16.0% 54.0% 12.0% 12.0% 50.0% 17.0% 12.0% 17.0% 12.0% 17.0% 22.0% Yellow Time (s) 3.5 4.0 3.5 3.5 4.0 3.5 3.5 4.0 3.5 3.5 4.0 All-Red Time (s) 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 3.5 6.0 3.5 3.5 6.0 3.5 3.5 6.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None None C-Min None None None None None None Act Effct Green (s) 76.2 65.7 78.6 68.9 60.0 79.8 17.1 9.7 19.3 26.7 15.6 Actuated g/C Ratio 0.69 0.60 0.71 0.63 0.55 0.73 0.16 0.09 0.18 0.24 0.14 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Morning Peak Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.30 0.67 0.08 0.12 0.36 0.15 0.14 0.28 0.10 0.54 0.66 Control Delay 8.3 21.6 1.4 8.4 17.8 1.4 30.4 50.4 0.5 39.5 49.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 21.6 1.4 8.4 17.8 1.4 30.4 50.4 0.5 39.5 49.1 LOS ACAABACDADD Approach Delay 17.5 12.2 29.3 44.0 Approach LOS B B C D Queue Length 50th (ft) 48 391 0 8 144 0 17 34 0 102 85 Queue Length 95th (ft) 87 615 15 21 249 24 39 70 0 157 153 Internal Link Dist (ft) 2790 2662 183 1194 Turn Bay Length (ft) 385 180 255 300 125 125 225 Base Capacity (vph) 690 1159 1196 346 982 1179 273 230 438 346 276 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.29 0.67 0.07 0.10 0.36 0.15 0.12 0.22 0.09 0.51 0.57 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 9.5 (9%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 21.0 Intersection LOS: C Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Wallin Drive & IL 126 Lanes, Volumes, Timings 2: Wallin Drive & 143rd & US 30 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Morning Peak Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 245 320 15 15 50 100 15 325 90 205 205 55 Future Volume (vph) 245 320 15 15 50 100 15 325 90 205 205 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 140 0 175 0 145 0 300 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 125 145 140 200 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.993 0.900 0.967 0.968 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 1850 0 1308 1644 0 1687 1733 0 1556 1803 0 Flt Permitted 0.510 0.521 0.591 0.273 Satd. Flow (perm) 932 1850 0 717 1644 0 1049 1733 0 447 1803 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 88 12 13 Link Speed (mph) 50 45 50 55 Link Distance (ft) 5174 3997 4065 2557 Travel Time (s) 70.6 60.6 55.4 31.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 2% 2% 38% 4% 4% 7% 6% 6% 16% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 258 353 0 16 158 0 16 437 0 216 274 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 3.0 15.0 Minimum Split (s) 6.5 14.0 6.5 14.0 6.5 21.0 6.5 21.0 Total Split (s) 15.0 45.0 15.0 45.0 10.0 40.0 20.0 50.0 Total Split (%) 12.5% 37.5% 12.5% 37.5% 8.3% 33.3% 16.7% 41.7% Yellow Time (s) 3.5 4.0 3.5 4.0 3.5 4.0 3.5 4.0 All-Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s) 33.7 27.6 24.7 15.7 39.6 30.9 49.4 43.5 Actuated g/C Ratio 0.37 0.31 0.27 0.17 0.44 0.34 0.55 0.48 Lanes, Volumes, Timings 2: Wallin Drive & 143rd & US 30 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Morning Peak Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.57 0.62 0.07 0.44 0.03 0.73 0.55 0.31 Control Delay 27.0 34.4 19.7 19.7 13.3 35.9 18.0 17.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.0 34.4 19.7 19.7 13.3 35.9 18.0 17.9 LOS CC BB BD BB Approach Delay 31.3 19.7 35.1 17.9 Approach LOS C B D B Queue Length 50th (ft) 111 166 6 36 3 183 50 67 Queue Length 95th (ft) 185 314 20 93 18 #459 142 209 Internal Link Dist (ft) 5094 3917 3985 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 453 828 317 783 515 682 454 937 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.57 0.43 0.05 0.20 0.03 0.64 0.48 0.29 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 90.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 27.3 Intersection LOS: C Intersection Capacity Utilization 72.9% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Wallin Drive & 143rd & US 30 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Evening Peak Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 137 438 95 63 709 128 61 77 50 242 81 155 Future Volume (vph) 137 438 95 63 709 128 61 77 50 242 81 155 Ideal Flow (vphpl) 1900 2000 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 385 180 255 300 125 125 225 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 105 155 70 265 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.850 0.850 0.901 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1656 1905 1615 1805 1980 1599 1805 2000 1615 1752 1690 0 Flt Permitted 0.159 0.426 0.607 0.515 Satd. Flow (perm) 277 1905 1615 809 1980 1599 1153 2000 1615 950 1690 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 99 133 91 72 Link Speed (mph) 45 45 35 50 Link Distance (ft) 2870 2742 263 1274 Travel Time (s) 43.5 41.5 5.1 17.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 9% 5% 0% 0% 1% 1% 0% 0% 0% 3% 0% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 143 456 99 66 739 133 64 80 52 252 245 0 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA Protected Phases 52316738174 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 52316738174 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 3.0 15.0 3.0 3.0 8.0 3.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 6.5 21.0 6.5 6.5 14.0 6.5 6.5 14.0 Total Split (s) 15.6 61.2 14.4 14.4 60.0 24.0 14.4 20.4 14.4 24.0 30.0 Total Split (%) 13.0% 51.0% 12.0% 12.0% 50.0% 20.0% 12.0% 17.0% 12.0% 20.0% 25.0% Yellow Time (s) 3.5 4.0 3.5 3.5 4.0 3.5 3.5 4.0 3.5 3.5 4.0 All-Red Time (s) 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 3.5 6.0 3.5 3.5 6.0 3.5 3.5 6.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None None C-Min None None None None None None Act Effct Green (s) 77.7 67.0 81.5 72.4 62.7 89.1 20.0 11.1 21.5 34.7 20.2 Actuated g/C Ratio 0.65 0.56 0.68 0.60 0.52 0.74 0.17 0.09 0.18 0.29 0.17 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Evening Peak Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.49 0.43 0.09 0.12 0.71 0.11 0.27 0.43 0.14 0.61 0.71 Control Delay 15.1 19.1 1.9 9.7 28.7 1.3 33.3 58.1 2.4 41.3 44.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.1 19.1 1.9 9.7 28.7 1.3 33.3 58.1 2.4 41.3 44.3 LOS BBAACACEADD Approach Delay 15.9 23.5 35.2 42.8 Approach LOS B C D D Queue Length 50th (ft) 41 213 0 18 440 0 35 60 0 157 125 Queue Length 95th (ft) 76 332 21 39 669 20 66 108 8 227 213 Internal Link Dist (ft) 2790 2662 183 1194 Turn Bay Length (ft) 385 180 255 300 125 125 225 Base Capacity (vph) 319 1063 1158 602 1035 1229 274 240 411 414 395 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.45 0.43 0.09 0.11 0.71 0.11 0.23 0.33 0.13 0.61 0.62 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 9.5 (8%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay: 26.3 Intersection LOS: C Intersection Capacity Utilization 79.8% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Wallin Drive & IL 126 Lanes, Volumes, Timings 2: Wallin Drive & 143rd & US 30 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Evening Peak Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 130 145 35 55 285 165 50 335 40 165 370 185 Future Volume (vph) 130 145 35 55 285 165 50 335 40 165 370 185 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 140 0 175 0 145 0 300 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 125 145 140 200 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.971 0.945 0.984 0.950 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1809 0 1770 1760 0 1770 1833 0 1626 1770 0 Flt Permitted 0.170 0.638 0.192 0.263 Satd. Flow (perm) 317 1809 0 1188 1760 0 358 1833 0 450 1770 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 11 26 5 24 Link Speed (mph) 50 45 50 55 Link Distance (ft) 5174 3997 4065 2557 Travel Time (s) 70.6 60.6 55.4 31.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 11% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 137 190 0 58 474 0 53 395 0 174 584 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 3.0 15.0 Minimum Split (s) 6.5 14.0 6.5 14.0 6.5 21.0 6.5 21.0 Total Split (s) 15.0 45.0 15.0 45.0 10.0 40.0 20.0 50.0 Total Split (%) 12.5% 37.5% 12.5% 37.5% 8.3% 33.3% 16.7% 41.7% Yellow Time (s) 3.5 4.0 3.5 4.0 3.5 4.0 3.5 4.0 All-Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s) 49.9 39.0 43.7 33.4 42.3 33.3 51.9 41.9 Actuated g/C Ratio 0.46 0.36 0.40 0.31 0.39 0.30 0.47 0.38 Lanes, Volumes, Timings 2: Wallin Drive & 143rd & US 30 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Evening Peak Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.48 0.29 0.11 0.85 0.24 0.70 0.50 0.84 Control Delay 24.1 27.6 18.4 50.4 20.4 42.6 23.3 44.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.1 27.6 18.4 50.4 20.4 42.6 23.3 44.1 LOS CC BD CD CD Approach Delay 26.1 46.9 40.0 39.3 Approach LOS CDDD Queue Length 50th (ft) 59 98 24 318 22 261 77 401 Queue Length 95th (ft) 99 163 49 #483 46 396 126 #617 Internal Link Dist (ft) 5094 3917 3985 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 302 695 582 663 225 626 396 748 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.27 0.10 0.71 0.24 0.63 0.44 0.78 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 109.4 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 39.3 Intersection LOS: D Intersection Capacity Utilization 83.0% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Wallin Drive & 143rd & US 30 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Morning Peak Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 209 827 94 37 376 181 33 53 40 187 95 71 Future Volume (vph) 209 827 94 37 376 181 33 53 40 187 95 71 Ideal Flow (vphpl) 1900 2000 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 385 180 255 300 125 125 225 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 105 155 70 265 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.850 0.850 0.936 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 1942 1583 1597 1802 1538 1805 2000 1615 1752 1509 0 Flt Permitted 0.400 0.105 0.644 0.511 Satd. Flow (perm) 724 1942 1583 177 1802 1538 1224 2000 1615 943 1509 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 99 197 134 29 Link Speed (mph) 45 45 35 50 Link Distance (ft) 2870 2742 263 1274 Travel Time (s) 43.5 41.5 5.1 17.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 5% 3% 2% 13% 11% 5% 0% 0% 0% 3% 14% 23% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 227 899 102 40 409 197 36 58 43 203 180 0 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA Protected Phases 52316738174 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 52316738174 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 3.0 15.0 3.0 3.0 8.0 3.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 6.5 21.0 6.5 6.5 14.0 6.5 6.5 14.0 Total Split (s) 17.6 59.4 13.2 13.2 55.0 18.7 13.2 18.7 13.2 18.7 24.2 Total Split (%) 16.0% 54.0% 12.0% 12.0% 50.0% 17.0% 12.0% 17.0% 12.0% 17.0% 22.0% Yellow Time (s) 3.5 4.0 3.5 3.5 4.0 3.5 3.5 4.0 3.5 3.5 4.0 All-Red Time (s) 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 3.5 6.0 3.5 3.5 6.0 3.5 3.5 6.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None None C-Min None None None None None None Act Effct Green (s) 73.3 62.6 75.7 65.2 56.2 78.4 17.8 10.2 20.0 29.7 16.6 Actuated g/C Ratio 0.67 0.57 0.69 0.59 0.51 0.71 0.16 0.09 0.18 0.27 0.15 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Morning Peak Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.39 0.81 0.09 0.21 0.44 0.17 0.15 0.31 0.11 0.54 0.72 Control Delay 9.8 28.8 1.8 10.6 20.5 1.4 29.9 50.4 0.5 38.1 53.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.8 28.8 1.8 10.6 20.5 1.4 29.9 50.4 0.5 38.1 53.0 LOS ACABCACDADD Approach Delay 23.0 14.1 29.4 45.1 Approach LOS C B C D Queue Length 50th (ft) 58 513 1 9 180 0 19 39 0 117 101 Queue Length 95th (ft) 100 #847 19 23 294 25 42 79 0 179 176 Internal Link Dist (ft) 2790 2662 183 1194 Turn Bay Length (ft) 385 180 255 300 125 125 225 Base Capacity (vph) 610 1104 1154 235 920 1156 277 230 445 376 280 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.37 0.81 0.09 0.17 0.44 0.17 0.13 0.25 0.10 0.54 0.64 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 9.5 (9%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 24.5 Intersection LOS: C Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Wallin Drive & IL 126 Lanes, Volumes, Timings 2: Wallin Drive & 143rd & US 30 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Morning Peak Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 282 273 17 17 113 115 17 374 104 236 236 78 Future Volume (vph) 282 273 17 17 113 115 17 374 104 236 236 78 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 140 0 175 0 145 0 300 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 125 145 140 200 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.991 0.924 0.967 0.963 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 1846 0 1308 1688 0 1687 1733 0 1556 1794 0 Flt Permitted 0.350 0.567 0.561 0.198 Satd. Flow (perm) 639 1846 0 781 1688 0 996 1733 0 324 1794 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 45 12 16 Link Speed (mph) 50 45 50 55 Link Distance (ft) 5174 3997 4065 2557 Travel Time (s) 70.6 60.6 55.4 31.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 2% 2% 38% 4% 4% 7% 6% 6% 16% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 297 305 0 18 240 0 18 503 0 248 330 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 3.0 15.0 Minimum Split (s) 6.5 14.0 6.5 14.0 6.5 21.0 6.5 21.0 Total Split (s) 15.0 45.0 15.0 45.0 10.0 40.0 20.0 50.0 Total Split (%) 12.5% 37.5% 12.5% 37.5% 8.3% 33.3% 16.7% 41.7% Yellow Time (s) 3.5 4.0 3.5 4.0 3.5 4.0 3.5 4.0 All-Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s) 35.8 29.2 27.2 18.2 42.6 34.2 55.7 49.5 Actuated g/C Ratio 0.36 0.30 0.28 0.18 0.43 0.35 0.56 0.50 Lanes, Volumes, Timings 2: Wallin Drive & 143rd & US 30 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Morning Peak Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.82 0.56 0.07 0.69 0.04 0.83 0.66 0.36 Control Delay 45.2 34.6 20.7 40.8 12.4 43.6 22.2 17.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.2 34.6 20.7 40.8 12.4 43.6 22.2 17.9 LOS DC CD BD CB Approach Delay 39.8 39.4 42.5 19.7 Approach LOS D D D B Queue Length 50th (ft) 143 151 7 116 5 282 74 103 Queue Length 95th (ft) #246 270 22 197 17 #534 #163 237 Internal Link Dist (ft) 5094 3917 3985 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 360 735 317 697 482 607 390 909 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.41 0.06 0.34 0.04 0.83 0.64 0.36 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 98.6 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 34.5 Intersection LOS: C Intersection Capacity Utilization 84.4% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Wallin Drive & 143rd & US 30 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 10/26/2018 Wallin Apartement Development 08/17/2018 No-Build Evening Peak Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 158 504 109 72 815 147 70 89 58 278 93 178 Future Volume (vph) 158 504 109 72 815 147 70 89 58 278 93 178 Ideal Flow (vphpl) 1900 2000 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 385 180 255 300 125 125 225 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 105 155 70 265 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.850 0.850 0.902 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1656 1905 1615 1805 1980 1599 1805 2000 1615 1752 1692 0 Flt Permitted 0.064 0.368 0.510 0.537 Satd. Flow (perm) 112 1905 1615 699 1980 1599 969 2000 1615 991 1692 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 114 153 91 72 Link Speed (mph) 45 45 35 50 Link Distance (ft) 2870 2742 263 1274 Travel Time (s) 43.5 41.5 5.1 17.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 9% 5% 0% 0% 1% 1% 0% 0% 0% 3% 0% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 165 525 114 75 849 153 73 93 60 290 282 0 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA Protected Phases 52316738174 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 52316738174 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 3.0 15.0 3.0 3.0 8.0 3.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 6.5 21.0 6.5 6.5 14.0 6.5 6.5 14.0 Total Split (s) 15.6 61.2 14.4 14.4 60.0 24.0 14.4 20.4 14.4 24.0 30.0 Total Split (%) 13.0% 51.0% 12.0% 12.0% 50.0% 20.0% 12.0% 17.0% 12.0% 20.0% 25.0% Yellow Time (s) 3.5 4.0 3.5 3.5 4.0 3.5 3.5 4.0 3.5 3.5 4.0 All-Red Time (s) 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 3.5 6.0 3.5 3.5 6.0 3.5 3.5 6.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None None C-Min None None None None None None Act Effct Green (s) 75.6 64.2 79.0 69.0 59.0 84.3 23.0 11.8 25.3 37.1 22.4 Actuated g/C Ratio 0.63 0.54 0.66 0.58 0.49 0.70 0.19 0.10 0.21 0.31 0.19 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 10/26/2018 Wallin Apartement Development 08/17/2018 No-Build Evening Peak Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.79 0.52 0.10 0.16 0.87 0.13 0.30 0.47 0.15 0.68 0.75 Control Delay 51.0 21.9 1.9 10.5 40.0 1.3 32.6 58.7 3.4 42.3 47.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.0 21.9 1.9 10.5 40.0 1.3 32.6 58.7 3.4 42.3 47.4 LOS DCABDACEADD Approach Delay 25.1 32.4 35.6 44.8 Approach LOS CCDD Queue Length 50th (ft) 75 266 0 21 601 0 40 69 0 182 155 Queue Length 95th (ft) #184 401 22 43 #895 21 74 122 15 263 254 Internal Link Dist (ft) 2790 2662 183 1194 Turn Bay Length (ft) 385 180 255 300 125 125 225 Base Capacity (vph) 227 1019 1128 522 973 1183 279 240 455 436 398 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.73 0.52 0.10 0.14 0.87 0.13 0.26 0.39 0.13 0.67 0.71 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 9.5 (8%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 33.1 Intersection LOS: C Intersection Capacity Utilization 88.2% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Wallin Drive & IL 126 Lanes, Volumes, Timings 2: Wallin Drive & 143rd & US 30 10/26/2018 Wallin Apartement Development 08/17/2018 No-Build Evening Peak Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 160 202 14 63 363 190 58 385 46 190 426 223 Future Volume (vph) 160 202 14 63 363 190 58 385 46 190 426 223 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 140 0 175 0 145 0 300 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 125 145 140 200 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.990 0.948 0.984 0.948 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1844 0 1770 1766 0 1770 1833 0 1626 1766 0 Flt Permitted 0.092 0.611 0.113 0.170 Satd. Flow (perm) 171 1844 0 1138 1766 0 210 1833 0 291 1766 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 23 5 25 Link Speed (mph) 50 45 50 55 Link Distance (ft) 5174 3997 4065 2557 Travel Time (s) 70.6 60.6 55.4 31.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 11% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 168 228 0 66 582 0 61 453 0 200 683 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 3.0 15.0 Minimum Split (s) 6.5 14.0 6.5 14.0 6.5 21.0 6.5 21.0 Total Split (s) 15.0 45.0 15.0 45.0 10.0 40.0 20.0 50.0 Total Split (%) 12.5% 37.5% 12.5% 37.5% 8.3% 33.3% 16.7% 41.7% Yellow Time (s) 3.5 4.0 3.5 4.0 3.5 4.0 3.5 4.0 All-Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s) 55.7 44.4 49.4 39.1 43.5 34.7 54.4 44.1 Actuated g/C Ratio 0.47 0.38 0.42 0.33 0.37 0.29 0.46 0.37 Lanes, Volumes, Timings 2: Wallin Drive & 143rd & US 30 10/26/2018 Wallin Apartement Development 08/17/2018 No-Build Evening Peak Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.72 0.33 0.13 0.97 0.38 0.84 0.69 1.01 Control Delay 42.1 29.2 18.3 68.1 25.5 53.7 32.5 73.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.1 29.2 18.3 68.1 25.5 53.7 32.5 73.4 LOS DC BE CD CE Approach Delay 34.7 63.0 50.4 64.1 Approach LOS C E D E Queue Length 50th (ft) 74 127 27 433 25 322 91 ~554 Queue Length 95th (ft) #178 202 54 #674 51 #514 144 #788 Internal Link Dist (ft) 5094 3917 3985 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 237 697 575 601 164 552 321 676 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.33 0.11 0.97 0.37 0.82 0.62 1.01 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 117.7 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay: 56.2 Intersection LOS: E Intersection Capacity Utilization 95.6% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Wallin Drive & 143rd & US 30 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Morning Peak Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 214 827 94 37 376 191 33 53 40 222 95 86 Future Volume (vph) 214 827 94 37 376 191 33 53 40 222 95 86 Ideal Flow (vphpl) 1900 2000 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 385 180 255 300 125 125 225 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 105 155 70 265 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.850 0.850 0.929 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 1942 1583 1597 1802 1538 1805 2000 1615 1752 1492 0 Flt Permitted 0.396 0.100 0.634 0.515 Satd. Flow (perm) 717 1942 1583 168 1802 1538 1205 2000 1615 950 1492 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 99 208 134 35 Link Speed (mph) 45 45 35 50 Link Distance (ft) 2870 2742 263 1274 Travel Time (s) 43.5 41.5 5.1 17.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 5% 3% 2% 13% 11% 5% 0% 0% 0% 3% 14% 23% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 233 899 102 40 409 208 36 58 43 241 196 0 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA Protected Phases 52316738174 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 52316738174 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 3.0 15.0 3.0 3.0 8.0 3.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 6.5 21.0 6.5 6.5 14.0 6.5 6.5 14.0 Total Split (s) 17.6 59.4 13.2 13.2 55.0 18.7 13.2 18.7 13.2 18.7 24.2 Total Split (%) 16.0% 54.0% 12.0% 12.0% 50.0% 17.0% 12.0% 17.0% 12.0% 17.0% 22.0% Yellow Time (s) 3.5 4.0 3.5 3.5 4.0 3.5 3.5 4.0 3.5 3.5 4.0 All-Red Time (s) 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 3.5 6.0 3.5 3.5 6.0 3.5 3.5 6.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None None C-Min None None None None None None Act Effct Green (s) 72.7 62.0 75.1 64.4 55.4 78.1 17.9 10.4 20.1 30.3 17.2 Actuated g/C Ratio 0.66 0.56 0.68 0.59 0.50 0.71 0.16 0.09 0.18 0.28 0.16 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Morning Peak Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.40 0.82 0.09 0.22 0.45 0.18 0.15 0.31 0.11 0.63 0.75 Control Delay 10.2 29.5 1.8 11.0 21.0 1.4 29.7 50.0 0.5 40.8 53.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.2 29.5 1.8 11.0 21.0 1.4 29.7 50.0 0.5 40.8 53.8 LOS BCABCACDADD Approach Delay 23.6 14.2 29.1 46.6 Approach LOS C B C D Queue Length 50th (ft) 61 524 1 9 184 0 19 39 0 141 108 Queue Length 95th (ft) 103 #847 19 23 294 26 42 79 0 212 #203 Internal Link Dist (ft) 2790 2662 183 1194 Turn Bay Length (ft) 385 180 255 300 125 125 225 Base Capacity (vph) 602 1094 1146 229 907 1151 277 230 448 383 284 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.39 0.82 0.09 0.17 0.45 0.18 0.13 0.25 0.10 0.63 0.69 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 9.5 (9%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 25.5 Intersection LOS: C Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Wallin Drive & IL 126 Lanes, Volumes, Timings 2: Wallin Drive & 143rd & US 30 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Morning Peak Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 282 273 18 23 113 115 21 399 120 236 244 78 Future Volume (vph) 282 273 18 23 113 115 21 399 120 236 244 78 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 140 0 175 0 145 0 300 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 125 145 140 200 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.991 0.924 0.965 0.964 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 1776 0 1308 1527 0 1687 1730 0 1556 1796 0 Flt Permitted 0.363 0.562 0.557 0.148 Satd. Flow (perm) 663 1776 0 774 1527 0 989 1730 0 242 1796 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 45 13 15 Link Speed (mph) 50 45 50 55 Link Distance (ft) 5174 3997 3411 2557 Travel Time (s) 70.6 60.6 46.5 31.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 6% 6% 38% 15% 15% 7% 6% 6% 16% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 297 306 0 24 240 0 22 546 0 248 339 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 3.0 15.0 Minimum Split (s) 6.5 14.0 6.5 14.0 6.5 21.0 6.5 21.0 Total Split (s) 15.0 45.0 15.0 45.0 10.0 40.0 20.0 50.0 Total Split (%) 12.5% 37.5% 12.5% 37.5% 8.3% 33.3% 16.7% 41.7% Yellow Time (s) 3.5 4.0 3.5 4.0 3.5 4.0 3.5 4.0 All-Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s) 37.1 30.4 28.8 19.5 42.8 34.2 55.8 49.6 Actuated g/C Ratio 0.37 0.30 0.29 0.20 0.43 0.34 0.56 0.50 Lanes, Volumes, Timings 2: Wallin Drive & 143rd & US 30 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Morning Peak Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.80 0.57 0.09 0.72 0.05 0.91 0.73 0.38 Control Delay 42.5 34.9 20.7 42.8 13.0 53.5 30.9 18.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.5 34.9 20.7 42.8 13.0 53.5 30.9 18.9 LOS DC CD BD CB Approach Delay 38.7 40.8 52.0 23.9 Approach LOS DDDC Queue Length 50th (ft) 143 153 10 118 6 324 79 110 Queue Length 95th (ft) #236 275 26 201 21 #619 #225 253 Internal Link Dist (ft) 5094 3917 3331 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 369 698 321 626 473 599 353 898 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.44 0.07 0.38 0.05 0.91 0.70 0.38 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 100 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 38.4 Intersection LOS: D Intersection Capacity Utilization 86.6% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Wallin Drive & 143rd & US 30 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Evening Peak Synchro 9 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 172 504 109 72 815 181 70 89 58 298 93 186 Future Volume (vph) 172 504 109 72 815 181 70 89 58 298 93 186 Ideal Flow (vphpl) 1900 2000 1900 1900 2000 1900 1900 2000 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 385 180 255 300 125 125 225 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 105 155 70 265 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.850 0.850 0.900 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1656 1905 1615 1805 1980 1599 1805 2000 1615 1752 1688 0 Flt Permitted 0.065 0.370 0.496 0.537 Satd. Flow (perm) 113 1905 1615 703 1980 1599 942 2000 1615 991 1688 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 114 189 91 75 Link Speed (mph) 45 45 35 50 Link Distance (ft) 2870 2742 263 1274 Travel Time (s) 43.5 41.5 5.1 17.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 9% 5% 0% 0% 1% 1% 0% 0% 0% 3% 0% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 179 525 114 75 849 189 73 93 60 310 291 0 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA Protected Phases 52316738174 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 52316738174 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 3.0 15.0 3.0 3.0 8.0 3.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 6.5 21.0 6.5 6.5 14.0 6.5 6.5 14.0 Total Split (s) 15.6 61.2 14.4 14.4 60.0 24.0 14.4 20.4 14.4 24.0 30.0 Total Split (%) 13.0% 51.0% 12.0% 12.0% 50.0% 20.0% 12.0% 17.0% 12.0% 20.0% 25.0% Yellow Time (s) 3.5 4.0 3.5 3.5 4.0 3.5 3.5 4.0 3.5 3.5 4.0 All-Red Time (s) 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 3.5 6.0 3.5 3.5 6.0 3.5 3.5 6.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None None C-Min None None None None None None Act Effct Green (s) 75.3 63.8 78.6 67.9 57.9 83.6 23.0 11.8 25.3 37.5 22.8 Actuated g/C Ratio 0.63 0.53 0.66 0.57 0.48 0.70 0.19 0.10 0.21 0.31 0.19 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Evening Peak Synchro 9 Report Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.82 0.52 0.10 0.16 0.89 0.16 0.30 0.47 0.15 0.71 0.76 Control Delay 55.0 22.2 1.9 10.6 42.3 1.3 32.6 58.7 3.4 44.0 47.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.0 22.2 1.9 10.6 42.3 1.3 32.6 58.7 3.4 44.0 47.7 LOS DCABDACEADD Approach Delay 26.5 33.2 35.6 45.8 Approach LOS CCDD Queue Length 50th (ft) 86 266 0 21 616 0 40 69 0 198 160 Queue Length 95th (ft) #211 401 22 43 #895 23 74 122 15 282 #267 Internal Link Dist (ft) 2790 2662 183 1194 Turn Bay Length (ft) 385 180 255 300 125 125 225 Base Capacity (vph) 231 1013 1123 517 955 1180 275 240 455 439 399 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.77 0.52 0.10 0.15 0.89 0.16 0.27 0.39 0.13 0.71 0.73 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 9.5 (8%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 34.1 Intersection LOS: C Intersection Capacity Utilization 90.1% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Wallin Drive & IL 126 Lanes, Volumes, Timings 2: Wallin Drive & 143rd & US 30 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Evening Peak Synchro 9 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 160 202 18 82 363 190 60 399 59 190 450 223 Future Volume (vph) 160 202 18 82 363 190 60 399 59 190 450 223 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 140 0 175 0 145 0 300 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 125 145 140 200 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.948 0.981 0.950 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1738 0 1770 1715 0 1770 1827 0 1626 1770 0 Flt Permitted 0.092 0.593 0.113 0.134 Satd. Flow (perm) 171 1738 0 1105 1715 0 210 1827 0 229 1770 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 23 6 23 Link Speed (mph) 50 45 50 55 Link Distance (ft) 5174 3997 3445 2557 Travel Time (s) 70.6 60.6 47.0 31.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 8% 8% 2% 5% 5% 2% 2% 2% 11% 2% 2% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 168 232 0 86 582 0 63 482 0 200 709 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 3.0 8.0 3.0 15.0 3.0 15.0 Minimum Split (s) 6.5 14.0 6.5 14.0 6.5 21.0 6.5 21.0 Total Split (s) 15.0 45.0 15.0 45.0 10.0 40.0 20.0 50.0 Total Split (%) 12.5% 37.5% 12.5% 37.5% 8.3% 33.3% 16.7% 41.7% Yellow Time (s) 3.5 4.0 3.5 4.0 3.5 4.0 3.5 4.0 All-Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Act Effct Green (s) 55.2 43.7 50.2 39.1 43.6 34.8 54.8 44.4 Actuated g/C Ratio 0.47 0.37 0.43 0.33 0.37 0.29 0.46 0.38 Lanes, Volumes, Timings 2: Wallin Drive & 143rd & US 30 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Evening Peak Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.72 0.36 0.17 1.00 0.39 0.89 0.74 1.04 Control Delay 42.9 30.5 18.6 76.4 26.0 59.7 38.8 82.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.9 30.5 18.6 76.4 26.0 59.7 38.8 82.4 LOS D C B E C E D F Approach Delay 35.7 68.9 55.8 72.8 Approach LOS D E E E Queue Length 50th (ft) 74 132 36 ~451 26 352 91 ~597 Queue Length 95th (ft) #181 211 67 #688 52 #565 165 #835 Internal Link Dist (ft) 5094 3917 3365 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 235 645 561 582 163 547 301 679 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.36 0.15 1.00 0.39 0.88 0.66 1.04 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 118.1 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 62.2 Intersection LOS: E Intersection Capacity Utilization 96.8% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Wallin Drive & 143rd & US 30 HCM 6th TWSC 3: Van Dyke Road & American House Access Roadway/Heritage Way 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Morning Peak Synchro 9 Report Page 1 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0420012239601856 Future Vol, veh/h 1 0420012239601856 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 - - - 150 ----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 0 00000020020 Mvmt Flow 1 0530015303802348 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 575 - 238 578 579 307 242 0 0 311 0 0 Stage 1 238 - - 337 337 ------- Stage 2 337 - - 241 242 ------- Critical Hdwy 7.1 - 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 - - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 - - 6.1 5.5 ------- Follow-up Hdwy 3.5 - 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 432 0 806 430 429 738 1336 - - 1261 - - Stage 1 770 0 - 681 645 ------- Stage 2 681 0 - 767 709 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 428 - 806 424 424 738 1336 - - 1261 - - Mov Cap-2 Maneuver 428 - - 424 424 ------- Stage 1 762 - - 674 638 ------- Stage 2 673 - - 762 709 ------- Approach EB WB NB SB HCM Control Delay, s 10.3 13.5 0.4 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1336 - - 428 806 424 1261 - - HCM Lane V/C Ratio 0.011 - - 0.003 0.006 0.006 - - - HCM Control Delay (s) 7.7 - - 13.4 9.5 13.5 0 - - HCM Lane LOS A - -BABA - - HCM 95th %tile Q(veh) 0 - -0000-- HCM 6th TWSC 4: Wallin Drive & Morgan Lane 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Morning Peak Synchro 9 Report Page 2 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 3 384 1 0 308 Future Vol, veh/h 0 3 384 1 0 308 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 04009 Mvmt Flow 0 3 404 1 0 324 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 405 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.2 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.3 ---- Pot Cap-1 Maneuver 0 650 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 650 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 10.6 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 650 - HCM Lane V/C Ratio - - 0.005 - HCM Control Delay (s) - - 10.6 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0 - HCM 6th TWSC 3: Van Dyke Road & American House Access Roadway/Heritage Way 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Evening Peak Synchro 9 Report Page 1 Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 5 12 3 1 0 223 9 3 504 5 Future Vol, veh/h 4 0 5 12 3 1 0 223 9 3 504 5 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 - - - 0 ----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 00000020020 Mvmt Flow 5 0 6 14 3 1 0 253 10 3 573 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 842 - 576 843 843 258 579 0 0 263 0 0 Stage 1 582 - - 258 258 ------- Stage 2 260 - - 585 585 ------- Critical Hdwy 7.1 - 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 - - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 - - 6.1 5.5 ------- Follow-up Hdwy 3.5 - 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 286 0 521 286 303 786 1005 - - 1313 - - Stage 1 502 0 - 751 698 ------- Stage 2 749 0 - 501 501 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 283 - 521 282 302 786 1005 - - 1313 - - Mov Cap-2 Maneuver 283 - - 282 302 ------- Stage 1 502 - - 751 698 ------- Stage 2 744 - - 494 499 ------- Approach EB WB NB SB HCM Control Delay, s 14.6 17.9 0 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1005 - - 283 521 298 1313 - - HCM Lane V/C Ratio - - - 0.016 0.011 0.061 0.003 - - HCM Control Delay (s) 0 - - 17.9 12 17.9 7.7 0 - HCM Lane LOS A - - C B C A A - HCM 95th %tile Q(veh) 0 - - 0 0 0.2 0 - - HCM 6th TWSC 4: Wallin Drive & Morgan Lane 10/26/2018 Wallin Apartement Development 08/17/2018 Existing Evening Peak Synchro 9 Report Page 2 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 11 342 2 0 478 Future Vol, veh/h 0 11 342 2 0 478 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 04002 Mvmt Flow 0 12 360 2 0 503 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 361 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.2 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.3 ---- Pot Cap-1 Maneuver 0 688 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 688 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 10.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 688 - HCM Lane V/C Ratio - - 0.017 - HCM Control Delay (s) - - 10.3 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.1 - HCM 6th TWSC 3: Van Dyke Road & American House Access Roadway/Heritage Way 10/26/2018 Wallin Apartement Development 08/17/2018 No-Build Morning Peak Synchro 9 Report Page 1 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0520014275702137 Future Vol, veh/h 1 0520014275702137 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 - - - 150 ----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 0 00000020020 Mvmt Flow 1 0630018348902709 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 664 - 275 667 668 353 279 0 0 357 0 0 Stage 1 275 - - 389 389 ------- Stage 2 389 - - 278 279 ------- Critical Hdwy 7.1 - 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 - - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 - - 6.1 5.5 ------- Follow-up Hdwy 3.5 - 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 377 0 769 375 382 695 1295 - - 1213 - - Stage 1 736 0 - 639 612 ------- Stage 2 639 0 - 733 683 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 373 - 769 368 377 695 1295 - - 1213 - - Mov Cap-2 Maneuver 373 - - 368 377 ------- Stage 1 726 - - 630 603 ------- Stage 2 630 - - 727 683 ------- Approach EB WB NB SB HCM Control Delay, s 10.5 14.9 0.4 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1295 - - 373 769 368 1213 - - HCM Lane V/C Ratio 0.014 - - 0.003 0.008 0.007 - - - HCM Control Delay (s) 7.8 - - 14.7 9.7 14.9 0 - - HCM Lane LOS A - -BABA - - HCM 95th %tile Q(veh) 0 - -0000-- HCM 6th TWSC 4: Wallin Drive & Morgan Lane 10/26/2018 Wallin Apartement Development 08/17/2018 No-Build Morning Peak Synchro 9 Report Page 2 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 3 442 1 0 353 Future Vol, veh/h 0 3 442 1 0 353 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 04009 Mvmt Flow 0 3 465 1 0 372 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 466 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.2 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.3 ---- Pot Cap-1 Maneuver 0 601 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 601 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 11 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 601 - HCM Lane V/C Ratio - - 0.005 - HCM Control Delay (s) - - 11 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0 - HCM 6th TWSC 3: Van Dyke Road & American House Access Roadway/Heritage Way 10/26/2018 Wallin Apartement Development 08/17/2018 No-Build Evening Peak Synchro 9 Report Page 1 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 6 14 3 1 0 256 10 3 580 6 Future Vol, veh/h 5 0 6 14 3 1 0 256 10 3 580 6 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 - - - 0 ----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 00000020020 Mvmt Flow 6 0 7 16 3 1 0 291 11 3 659 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 968 - 663 969 969 297 666 0 0 302 0 0 Stage 1 669 - - 297 297 ------- Stage 2 299 - - 672 672 ------- Critical Hdwy 7.1 - 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 - - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 - - 6.1 5.5 ------- Follow-up Hdwy 3.5 - 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 235 0 465 235 256 747 933 - - 1270 - - Stage 1 450 0 - 716 671 ------- Stage 2 714 0 - 449 458 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 231 - 465 231 255 747 933 - - 1270 - - Mov Cap-2 Maneuver 231 - - 231 255 ------- Stage 1 450 - - 716 671 ------- Stage 2 709 - - 441 456 ------- Approach EB WB NB SB HCM Control Delay, s 16.6 21.1 0 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 933 - - 231 465 244 1270 - - HCM Lane V/C Ratio - - - 0.025 0.015 0.084 0.003 - - HCM Control Delay (s) 0 - - 21 12.9 21.1 7.8 0 - HCM Lane LOS A - - C B C A A - HCM 95th %tile Q(veh) 0 - - 0.1 0 0.3 0 - - HCM 6th TWSC 4: Wallin Drive & Morgan Lane 10/26/2018 Wallin Apartement Development 08/17/2018 No-Build Evening Peak Synchro 9 Report Page 2 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 13 392 2 0 549 Future Vol, veh/h 0 13 392 2 0 549 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 04002 Mvmt Flow 0 14 413 2 0 578 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 414 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.2 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.3 ---- Pot Cap-1 Maneuver 0 643 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 643 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 10.7 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 643 - HCM Lane V/C Ratio - - 0.021 - HCM Control Delay (s) - - 10.7 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.1 - HCM 6th TWSC 3: Van Dyke Road & American House Access Roadway/Heritage Way 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Morning Peak Synchro 9 Report Page 1 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0520014275702137 Future Vol, veh/h 1 0520014275702137 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 - - - 150 ----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 0 00000020020 Mvmt Flow 1 0630018348902709 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 664 - 275 667 668 353 279 0 0 357 0 0 Stage 1 275 - - 389 389 ------- Stage 2 389 - - 278 279 ------- Critical Hdwy 7.1 - 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 - - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 - - 6.1 5.5 ------- Follow-up Hdwy 3.5 - 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 377 0 769 375 382 695 1295 - - 1213 - - Stage 1 736 0 - 639 612 ------- Stage 2 639 0 - 733 683 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 373 - 769 368 377 695 1295 - - 1213 - - Mov Cap-2 Maneuver 373 - - 368 377 ------- Stage 1 726 - - 630 603 ------- Stage 2 630 - - 727 683 ------- Approach EB WB NB SB HCM Control Delay, s 10.5 14.9 0.4 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1295 - - 373 769 368 1213 - - HCM Lane V/C Ratio 0.014 - - 0.003 0.008 0.007 - - - HCM Control Delay (s) 7.8 - - 14.7 9.7 14.9 0 - - HCM Lane LOS A - -BABA - - HCM 95th %tile Q(veh) 0 - -0000-- HCM 6th TWSC 4: Wallin Drive & Morgan Lane 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Morning Peak Synchro 9 Report Page 2 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 3 457 1 0 403 Future Vol, veh/h 0 3 457 1 0 403 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 04009 Mvmt Flow 0 3 481 1 0 424 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 482 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.2 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.3 ---- Pot Cap-1 Maneuver 0 588 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 588 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 11.2 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 588 - HCM Lane V/C Ratio - - 0.005 - HCM Control Delay (s) - - 11.2 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0 - HCM 6th TWSC 5: Wallin Drive & Proposed Access Drive 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Morning Peak Synchro 9 Report Page 3 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 50 49 445 15 15 353 Future Vol, veh/h 50 49 445 15 15 353 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 04009 Mvmt Flow 53 52 468 16 16 372 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 880 476 0 0 484 0 Stage 1 476 ----- Stage 2 404 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 320 593 - - 1089 - Stage 1 629 ----- Stage 2 679 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 314 593 - - 1089 - Mov Cap-2 Maneuver 314 ----- Stage 1 617 ----- Stage 2 679 ----- Approach WB NB SB HCM Control Delay, s 15.2 0 0.3 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 314 593 1089 - HCM Lane V/C Ratio - - 0.168 0.087 0.014 - HCM Control Delay (s) - - 18.8 11.6 8.4 0 HCM Lane LOS - - C B A A HCM 95th %tile Q(veh) - - 0.6 0.3 0 - HCM 6th TWSC 3: Van Dyke Road & American House Access Roadway/Heritage Way 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Evening Peak Synchro 9 Report Page 1 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 6 14 3 1 0 256 10 3 580 6 Future Vol, veh/h 5 0 6 14 3 1 0 256 10 3 580 6 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - 0 - - - 0 ----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 00000020020 Mvmt Flow 6 0 7 16 3 1 0 291 11 3 659 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 968 - 663 969 969 297 666 0 0 302 0 0 Stage 1 669 - - 297 297 ------- Stage 2 299 - - 672 672 ------- Critical Hdwy 7.1 - 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 - - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 - - 6.1 5.5 ------- Follow-up Hdwy 3.5 - 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 235 0 465 235 256 747 933 - - 1270 - - Stage 1 450 0 - 716 671 ------- Stage 2 714 0 - 449 458 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 231 - 465 231 255 747 933 - - 1270 - - Mov Cap-2 Maneuver 231 - - 231 255 ------- Stage 1 450 - - 716 671 ------- Stage 2 709 - - 441 456 ------- Approach EB WB NB SB HCM Control Delay, s 16.6 21.1 0 0 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 933 - - 231 465 244 1270 - - HCM Lane V/C Ratio - - - 0.025 0.015 0.084 0.003 - - HCM Control Delay (s) 0 - - 21 12.9 21.1 7.8 0 - HCM Lane LOS A - - C B C A A - HCM 95th %tile Q(veh) 0 - - 0.1 0 0.3 0 - - HCM 6th TWSC 4: Wallin Drive & Morgan Lane 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Evening Peak Synchro 9 Report Page 2 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 13 440 2 0 577 Future Vol, veh/h 0 13 440 2 0 577 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 04002 Mvmt Flow 0 14 463 2 0 607 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 464 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.2 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.3 ---- Pot Cap-1 Maneuver 0 602 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 602 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 11.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 602 - HCM Lane V/C Ratio - - 0.023 - HCM Control Delay (s) - - 11.1 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.1 - HCM 6th TWSC 5: Wallin Drive & Proposed Access Drive 10/29/2018 Wallin Apartement Development 08/17/2018 Projected Evening Peak Synchro 9 Report Page 3 Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 28 27 405 48 47 549 Future Vol, veh/h 28 27 405 48 47 549 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 04002 Mvmt Flow 29 28 426 51 49 578 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1128 452 0 0 477 0 Stage 1 452 ----- Stage 2 676 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 228 612 - - 1096 - Stage 1 645 ----- Stage 2 509 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 213 612 - - 1096 - Mov Cap-2 Maneuver 213 ----- Stage 1 602 ----- Stage 2 509 ----- Approach WB NB SB HCM Control Delay, s 18 0 0.7 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 213 612 1096 - HCM Lane V/C Ratio - - 0.138 0.046 0.045 - HCM Control Delay (s) - - 24.6 11.2 8.4 0 HCM Lane LOS - - C B A A HCM 95th %tile Q(veh) - - 0.5 0.1 0.1 -