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HomeMy Public PortalAbout11-06-2018 Plan Commission Agenda PacketPlan Commission Tuesday, November 06, 2018 7:00 PM Village Boardroom 24401 W. Lockport Street Plainfield, IL 60544 Agenda CALL TO ORDER PLEDGE TO THE FLAG ROLL CALL APPROVAL OF MINUTES Approval of the Minutes of the Plan Commission held on October 16, 2018. 10-16-2018 Plan Commission Minutes.pdf PUBLIC COMMENTS DEVELOPMENT REPORT OLD BUSINESS TO BE CONTINUED TO NOVEMBER 20TH PLAN COMMISSION MEETING CASE NUMBER: 1817-083018.SU.SP REQUEST: Special Use (Public Hearing) & Site Plan Review LOCATION: 22959 W. Lincoln Highway (SWC Spangler/Lincoln Hwy) APPLICANT: Suhas Patel (Avid Hotel) AVID HOTEL MEMO.pdf NEW BUSINESS TO BE CONTINUED TO NOVEMBER 20TH PLAN COMMISSION MEETING CASE NUMBER: 1824-101718.TA REQUEST: Text Amendment (Public Hearing) FEMA FIRM Map Update APPLICANT: Village of Plainfield FEMA FIRM Map Memo.pdf 1 Plan Commission Page - 2 TO BE CONTINUED TO NOVEMBER 20TH PLAN COMMISSION MEETING CASE NUMBER: 1818-083118.SU REQUEST: Special Use (Public Hearing) LOCATION: 26500 W. Simons Road (Willowgate Farm) APPLICANT: Oswegoland Park District Willowgate Farm Staff Memo.pdf CASE NUMBER: 1820-101618.SU REQUEST: Special Use (Public Hearing) LOCATION: 24029 W. Lockport St., Unit 101 APPLICANT: Raul Torres (The Lux Barber Shop) The Lux Barber Shop Staff Report.pdf CASE NUMBER: 1815-081318.SU REQUEST: Special Use (Public Hearing) LOCATION: 13717 S. Route 30, Units 143 & 145 APPLICANT: Michael Olu-Ajeigbe (RCCG Cornerstone Assembly) RCCG Cornerstone Assembly Staff Report and Graphics.pdf CASE NUMBER: 1823-102618.SPR REQUEST: Site Plan Review LOCATION: Wallin Drive, west of American House Senior Living Cedarlake APPLICANT: Christopher Coleman (Sixteen30) Sixteen30 Staff Report, Graphics, and Traffic Study.pdf CASE NUMBER: 1821-101718.AA.REZ.PP.FP REQUEST: Annexation, Rezoning (Public Hearing), Preliminary Plat & Final Plat LOCATION: SWC Drauden Road & Route 126 west of Lenny’s Gas N Wash APPLICANT: Ted Benson Benson Property Resub Staff Report and Graphics.pdf CASE NUMBER: 1819-101618.SU.SPR REQUEST: Special Use (Public Hearing) & Site Plan Review LOCATION: SWC Drauden Road & Route 126 west of Lenny’s Gas N Wash APPLICANT: SAI Bolingbrook, LLC (Dunkin’ Donuts) Dunkin Donuts Staff Report and Plans.pdf CASE NUMBER: 1803-062118.SPR REQUEST: Site Plan Review LOCATION: 13611 S. Route 30 – Plainfield Small Business Park Unit 2 APPLICANT: Dayfield Properties, LLC Plainfield Small Buisness Park Unit 2 Staff Report, Plans, and Traffic Study.pdf DISCUSSION 2 Plan Commission Page - 3 REMINDERS - Village Offices Closed - November 12, 2018 Next Village Board – November 19, 2018 at 7:00 p.m. Next Plan Commission – November 20, 2018 at 7:00 p.m. ADJOURN 3 Agenda Item No: Plan Commission Agenda Item Report Meeting Date: November 6, 2018 Submitted by: Tracey Erickson Submitting Department: Planning Department Item Type: Minutes Agenda Section: APPROVAL OF MINUTES Subject: Approval of the Minutes of the Plan Commission held on October 16, 2018. Suggested Action: Attachments: 10-16-2018 Plan Commission Minutes.pdf 4 Plan Commission Record of Minutes Date: October 16, 2018 Location: Village Hall CALL TO ORDER, PLEDGE, & ROLL CALL Chairman Kiefer called the Plan Commission meeting to order at 7:00 p.m. and led the pledge to the flag. ROLL CALL: Commissioners Heinen, Minnis, Renzi, Womack, and Chairman Kiefer were present. Commissioner Seggebruch was absent. Plainfield Fire Protection District, Plainfield Public Library District, Plainfield Township Park District and Plainfield Community Consolidated School District 202 were absent. OTHERS PRESENT: Jake Melrose, Economic Development Manager APPROVAL OF MINUTES The minutes of the Plan Commission dated September 18, 2018 were approved as amended. PUBLIC COMMENTS No Comment. DEVELOPMENT REPORT Mr. Melrose provided an update on the Route 30 TIF District, and Greenbriar. Commissioner Heinen asked if the proposed hotel will be in the Route 30 TIF District. Mr. Melrose stated yes. OLD BUSINESS Case No. 1817-083018.SU.SP 22959 W Lincoln Highway (SWC Spangler/Lincoln Hwy) Suhas Patel Commissioner Renzi asked that staff add to the staff report how the hotel will affect the Route TIF District. Commissioner Renzi made a motion to continue case number 1817-083018.SU.SP and public hearing to the November 6, 2018 Plan Commission meeting. Second by Commissioner Minnis. Vote by roll call: Heinen, yes; Minnis, yes; Renzi, yes; Womack, yes; Kiefer, yes. Motion carried 5-0. NEW BUSINESS 2019 Plan Commission and Zoning Board of Appeals Meeting Schedule Commissioner Heinen made a motion to accept the 2019 Plan Commission and Zoning Board of Appeals Meeting Scheduled as presented. Second by Commissioner Womack. Vote by roll call: Heinen, yes; Minnis, yes; Renzi, yes; Womack, yes; Kiefer, yes. Motion carried 5-0. DISCUSSION Commissioner Renzi provided a written suggestion regarding traffic lanes 127th Street and 248th Street near Plainfield North High School. 5 Plan Commission Minutes October 16, 2018 Page 2 of 2 2 Commissioner Heinen asked staff if they had any information on the progress of the Farmhouses construction of the approved site plan and he received complaints about the events that were held there in September. Mr. Melrose indicated they were permitted to have private events on the property and he will pass on the information to Code Enforcement. Commissioner Heinen stated the Farmhouse was using the grass area for parking. Commission Minnis provided an update on his communication with the Farmhouse owner. Commissioner Heinen stated that he has been receiving negative feedback on the look of the Plainfield Park District building on Renwick Road from the residences. Mr. Melrose indicated that residence can go to the Plainfield Park District Board and voice their concerns as well. ADJOURN Plan Commission meeting adjourned at 7:16 p.m. Respectfully submitted by Tracey Erickson Tracey Erickson Recording Secretary 6 Agenda Item No: Plan Commission Agenda Item Report Meeting Date: November 6, 2018 Submitted by: Tracey Erickson Submitting Department: Planning Department Item Type: Old Business Item Agenda Section: OLD BUSINESS Subject: TO BE CONTINUED TO NOVEMBER 20TH PLAN COMMISSION MEETING CASE NUMBER: 1817-083018.SU.SP REQUEST: Special Use (Public Hearing) & Site Plan Review LOCATION: 22959 W. Lincoln Highway (SWC Spangler/Lincoln Hwy) APPLICANT: Suhas Patel (Avid Hotel) Suggested Action: Attachments: AVID HOTEL MEMO.pdf 7 8 Agenda Item No: Plan Commission Agenda Item Report Meeting Date: November 6, 2018 Submitted by: Tracey Erickson Submitting Department: Planning Department Item Type: Public Hearing Agenda Section: NEW BUSINESS Subject: TO BE CONTINUED TO NOVEMBER 20TH PLAN COMMISSION MEETING CASE NUMBER: 1824-101718.TA REQUEST: Text Amendment (Public Hearing) FEMA FIRM Map Update APPLICANT: Village of Plainfield Suggested Action: Attachments: FEMA FIRM Map Memo.pdf 9 10 Agenda Item No: Plan Commission Agenda Item Report Meeting Date: November 6, 2018 Submitted by: Tracey Erickson Submitting Department: Planning Department Item Type: New Business Item Agenda Section: NEW BUSINESS Subject: TO BE CONTINUED TO NOVEMBER 20TH PLAN COMMISSION MEETING CASE NUMBER: 1818-083118.SU REQUEST: Special Use (Public Hearing) LOCATION: 26500 W. Simons Road (Willowgate Farm) APPLICANT: Oswegoland Park District Suggested Action: Attachments: Willowgate Farm Staff Memo.pdf 11 th PRESIDENT th th 12 Agenda Item No: Plan Commission Agenda Item Report Meeting Date: November 6, 2018 Submitted by: Tracey Erickson Submitting Department: Planning Department Item Type: Special Use Agenda Section: NEW BUSINESS Subject: CASE NUMBER: 1820-101618.SU REQUEST: Special Use (Public Hearing) LOCATION: 24029 W. Lockport St., Unit 101 APPLICANT: Raul Torres (The Lux Barber Shop) Suggested Action: Attachments: The Lux Barber Shop Staff Report.pdf 13 1i111 rl,m .... 111-••11•�� -.--i--•I ... , I l-1i=■1■=1•111111 VILLAGE OP PLAINFIELD TO: PLAN COMMISSION FROM: KENDRA KUEHLEM, ASSOCIATE PLANNER DATE: OCTOBER 31, 2018 SUBJECT: REPORT TO THE PLAN COMMISSION THE LUX BARBER SHOP CASE No. 1820.101618.SU REQUEST: LOCATION: APPLICANT: CURRENT ZONING: COMP. PLAN: DISCUSSION Special Use (Public Hearing) 24029 W. Lockport Street Raul Torres B-5 Traditional Business District Mixed use Michael P. Collins PRESIDENT Michelle Gibas YlLLAGE CLERK TRUSTEES Margie Bonuchi Bill Lamb Cally Larson Larry D. Newton Edward O'Rourke Brian Wojowski The applicant is seeking special use approval to operate a barber shop at 24029 W. Lockport Street downtown Plainfield. The Village's Zoning Ordinance requires that new salon/ barber shop uses located in the B-5 zoning district be approved through special use. Existing Conditions/ Site Context The subject property is located generally southwest of the Lockport and Illinois Street intersection, between Moe Joes and the Opera House. The PIN associate with this property is 06-03-16-210-023-0000. The barber shop will take up the whole building which isapproximately 1500 square feet. The property is currently· zoned B-5 Traditional Business District. Other nearby uses include restaurants, retail, and office. The adjacent land uses, zoning and street classifications are as follows: North: Lockport Street (Collector); Hazel Marie's (BS); Miller's Butcher Shop (85) East: The Opera House Restaurant (B-5); Illinois Street (local) South: Plainfield United Methodist Church (B-5) West: Moe Joes Restaurant (B-5) 24401 W. Lockport Street Plainfield, IL 60544 Phone (815) 436-7093 Fax (815) 436-1950 Web www.plainfield-il.org 14 REPORT TO THE PLAN COMMISSION Page #2 of 3 1820-101618.SU 10/31/2018 24049 W. LOCKPORT STREET- THE LUX BARBER SHOP ANALYSIS The applicant is requesting special use approval to operate a barber shop in the B-5 zoning district downtown Plainfield. The applicant’s business will occupy all of the old insurance building. The business, The Lux Barber Shop will be owned and operated by the applicant and will offer hair and personal grooming services, including but not limited to: haircuts, coloring, and styling; beard trims and enhancements; Razor Shaves; and facial waxing, scrubs, masks, and massages. The planned hours of operation for the business are 10AM until 8PM Monday through Friday, 10AM until 6PM on Saturdays, and 11AM until 3PM on Sundays. The applicant will offer additional appointments before or after these hours of operation, for an additional charge, with 7AM being the earliest and 10PM being the latest. Currently, the applicant would like to start with six stations, and the applicant foresees a maximum occupancy between 12 and 18 people in the shop at one time, including the stylists/barbers with all stations full. This number will fluctuate, and likely decrease during the week dependent on staff and their individual work hours. As the business and demand grows, the applicant would like to include up to six more stations in the shop. Staff believes the Lockport Street and Chicago Street parking and public parking lots in the vicinity will be adequate to service this business, and the other surrounding downtown businesses. In order for the Plan Commission to recommend approval of a special use, it must make two findings of fact, as follows: a.) The special use will not be injurious to the use and enjoyment of other property in the immediate area for the purposes already permitted, nor substantially diminish property values with the neighborhood; and Staff finds that there will be no negative impacts to the surrounding commercial properties. The proposed use will fill a building vacancy along Lockport Street. Staff finds that the on-street and public parking will be sufficient for this business, and the surrounding downtown businesses. Additionally, staff finds that the hours of operation and nature of the business will complement the downtown business district. b.) The establishment of the special use will not impede the normal and orderly development and improvement of the adjacent properties for uses permitted in the subject zoning district. Staff finds that if permitted, the special use will not disrupt the orderly development of adjacent properties, as the adjacent properties are fully developed. Staff believes that the proposed business is an appropriate tenant for the proposed location. 15 REPORT TO THE PLAN COMMISSION Page #3 of 3 1820-101618.SU 10/31/2018 24049 W. LOCKPORT STREET- THE LUX BARBER SHOP CONCLUSION/ RECOMMENDATION In conclusion, staff believes that the barber shop will not result in negative impacts to adjacent properties and property values in the area. The proposed use will complement existing uses in the downtown area, and fill a downtown vacancy, thus enhancing business in downtown. Based on the foregoing analysis, prior to direction from the Plan Commission, staff recommends approval. Should the Plan Commission concur, the following motion is offered for your consideration: I move we adopt the findings of fact of staff as the findings of fact of the Plan Commission and, furthermore, recommend approval of the special use for the barber shop known as The Lux Barber Shop at 24029 W. Lockport Street. 16 17 Agenda Item No: Plan Commission Agenda Item Report Meeting Date: November 6, 2018 Submitted by: Tracey Erickson Submitting Department: Planning Department Item Type: Special Use Agenda Section: NEW BUSINESS Subject: CASE NUMBER: 1815-081318.SU REQUEST: Special Use (Public Hearing) LOCATION: 13717 S. Route 30, Units 143 & 145 APPLICANT: Michael Olu-Ajeigbe (RCCG Cornerstone Assembly) Suggested Action: Attachments: RCCG Cornerstone Assembly Staff Report and Graphics.pdf 18 19 20 21 22 23 24 13717 S. Route 30, Unit 143 & 145 25 26 27 28 29 Agenda Item No: Plan Commission Agenda Item Report Meeting Date: November 6, 2018 Submitted by: Tracey Erickson Submitting Department: Planning Department Item Type: New Business Item Agenda Section: NEW BUSINESS Subject: CASE NUMBER: 1823-102618.SPR REQUEST: Site Plan Review LOCATION: Wallin Drive, west of American House Senior Living Cedarlake APPLICANT: Christopher Coleman (Sixteen30) Suggested Action: Attachments: Sixteen30 Staff Report, Graphics, and Traffic Study.pdf 30 31 32 33 34 SITE LOCATION SIXTEEN30 APARTMENT DEVELOPMENT 35 36 37 38 39 40 41 42 43 44 45 46 47 Traffic Impact Study Wallin Drive Apartment Development Plainfield, Illinois Prepared For: October 30, 2018 48 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. 49 Wallin Drive Apartment Development Plainfield, Illinois 2 Site Location Figure 1 SITE 50 Wallin Drive Apartment Development Plainfield, Illinois 3 Aerial View of Site Figure 2 51 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. 52 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 53 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. 54 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 55 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. 56 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 57 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 58 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. 59 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 60 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 61 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 62 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. 63 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 64 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 65 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. 66 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. 67 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. 68 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. 69 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. 70 Appendix Traffic Count Summary Sheets Site Plan CMAP 2040 Projections Letter Level of Service Criteria Capacity Analysis Summary Sheets 71 Traffic Count Summary Sheets 72 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 %0.07.128.33.3-38.70.02.126.76.8-35.70.02.53.12.0-7.60.09.53.05.5-18.1-73 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-------------------------74 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-------------------------75 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-------------------------76 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 Peaks1300001377 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 Peaks21000278 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 79 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 80 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 ===== ============== ============== ============== ============== ===== 81 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 ===== ============================== ============================== ===== 82 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* ===== ============== ============== ============== ============== ===== 83 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* ===== ============================== ============================== ===== 84 Site Plan 85 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 CLIENTCOMMENTS86 CMAP 2040 Projections Letter 87 88 Level of Service Criteria 89 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. 90 Capacity Analysis Summary Sheets 91 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 92 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 93 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 94 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 95 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 96 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 97 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 98 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 99 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 0.15 100 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 126 101 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 0.50 102 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 30 103 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 0.19 104 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 126 105 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 0.37 106 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 30 107 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 0.16 108 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 126 109 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 0.50 110 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 30 111 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 0.19 112 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 126 113 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 0.38 114 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 30 115 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-- 116 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 - 117 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 - - 118 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 - 119 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-- 120 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 - 121 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 - - 122 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 - 123 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-- 124 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 - 125 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 - 126 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 - - 127 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 - 128 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 - 129 130 131 132 133 134 135 136 Agenda Item No: Plan Commission Agenda Item Report Meeting Date: November 6, 2018 Submitted by: Tracey Erickson Submitting Department: Planning Department Item Type: New Business Item Agenda Section: NEW BUSINESS Subject: CASE NUMBER: 1821-101718.AA.REZ.PP.FP REQUEST: Annexation, Rezoning (Public Hearing), Preliminary Plat & Final Plat LOCATION: SWC Drauden Road & Route 126 west of Lenny’s Gas N Wash APPLICANT: Ted Benson Suggested Action: Attachments: Benson Property Resub Staff Report and Graphics.pdf 137 VILLAGE OF PRESIDENT 138 REPORT TO THE PLAN COMMISSION Page #2 of 4 1821-101718.AA.REZ.PP.FP 10/31/2018 BENSON SUBDIVISION- WEST OF LENNY’S (SWC DRAUDEN & RT. 126) ANALYSIS Annexation The applicant is seeking a recommendation from the Plan Commission to annex into the Village of Plainfield by annexation agreement. Upon petitioning by the property-owner, the Board of Trustees may choose to annex unincorporated property into the Village if the property is contiguous to and represents a logical extension of the existing Village boundaries. Staffs submits that the subject parcel is contiguous to the Village’s municipal boundary at its eastern lot line and is within the Village’s planning area as shown on the “Future Land Use Plan” of the Village’s Comprehensive Plan. The parcel is also within the Village’s Facilities Planning Area (FPA) with respect to municipal water and sanitary sewer service with utilities available from the Lenny’s Gas ‘N Wash site. Staff believes that annexation of the property would be a logical extension of the Village’s boundaries. Map Amendment (Rezoning) The subject property is currently zoned A-1 agriculture through Will County. Upon annexation, the standard zoning is R-1 Single Family and the petitioner is seeking rezoning to B-3 to facilitate the sale to a commercial end user (Dunkin’) on Lot 3. In order for the Plan Commission to recommend approval of a requested map amendment, it must make the following findings of fact based on evidence presented. a.That the rezoning promotes the public health, safety, comfort, convenience, and generalwelfare, and complies with the polices and plans of the Village; Staff submits that the site is designated as “transitional commercial” in the Village’s Comprehensive Plan. The transitional commercial land designation is intended to can be used as a buffer along roadways, such as Route 126, between future residential development in the area. Staff believes that the proposed B-3 zoning designation isappropriate and corresponds with the future land use designation of the area. b. That the trend of development in the area is consistent with the requested rezoning; Staff submits that the requested rezoning to B-3 Commercial is consistent with the futurevision of this area. This area of Plainfield is still in the beginning stages of development, staff is confident that rezoning for commercial uses will help spur further development, in addition to the Lenny’s Gas ‘N Wash that was approved in 2016. c.That the new zoning requested allows uses that are more suitable than those allowedunder the existing zoning; Staff believes that the new zoning and entitlement will allow for new commercial development and expansion by increasing its marketing viability of this area. Staff also notes that commercial uses are more appropriate than residential at this location. 139 REPORT TO THE PLAN COMMISSION Page #3 of 4 1821-101718.AA.REZ.PP.FP 10/31/2018 BENSON SUBDIVISION- WEST OF LENNY’S (SWC DRAUDEN & RT. 126) d. That the property cannot yield a reasonable use under the existing zoning; and Staff finds that the proposed B-3 zoning affords uses that are more viable to the proposed area than the other uses permitted in R-1. e.That the rezoning would not alter the essential character of the neighborhood, nor would it be a substantial detriment to adjacent properties. Staff submits that this area is largely undeveloped land, and the subject site has been identified as a commercial use in the Future Land Use Plan. Staff believes that withfuture residential development in the general area, this commercial designation will serve as a buffer between Route 126. Preliminary/ Final Plat The subdivision is proposed to facilitate economic development and permitting efforts for the site and separate the property into multiple lots for development. The subject property will be divided into four parcels, each being approximately 1 acre. (Lot 3- 1.49ac; Lot 4- 1.09ac; Lot 5- 1.08ac; Lot 6- 1.24ac) Staff notes that any development will be subject to future site plan review by the Plan Commission and Board of Trustees. There is a development proposal for Lot 3 of a two-unit retail building with the main user being Dunkin’ Donuts. Likewise, final engineering is not proposed nor is it required at this time. The proposed subdivision complies with the requirements of the subdivision code with respect to minimum lot area and lot frontage. CONCLUSION/ RECOMMENDATION In conclusion, staff considers the subject property to be a logical extension of the Village’s boundary and also submits that the site’s “General Commercial” future land use designation in the Comprehensive Plan supports the rezoning to B-3. Additionally, the proposed preliminary/final plat of subdivision complies with the subdivision code. In advance of any input provided during the public hearing, and prior to the Plan Commission’s consideration, staff recommends approval. Should the Plan Commission concur, the following motions are offered for your consideration: Annexation I move we recommend approval of the annexation of the property commonly known as the Benson Resubdivision Unit 2 (PIN 06-03-18-200-007-0000) as a logical extension of the Village’s municipal boundary. Map Amendment (Rezoning) I move we adopt the findings of fact of staff as the findings of fact of the Plan Commission and, furthermore, recommend approval of the requested map amendment (rezoning), from R-1 to B-3, for the property commonly known as the Benson Resubdivision Unit 2 (PIN 06-03-18-200-007-0000). 140 REPORT TO THE PLAN COMMISSION Page #4 of 4 1821-101718.AA.REZ.PP.FP 10/31/2018 BENSON SUBDIVISION- WEST OF LENNY’S (SWC DRAUDEN & RT. 126) Preliminary Plat of Subdivision I move we recommend approval of the preliminary plat of The Benson Resubdivision Unit 2 (PIN 06-03-18-200-007-0000), subject to the following two (2) stipulations: 1.Compliance with the requirements of the Village Engineer; and2.Compliance with the requirements of the Plainfield Fire Protection District. Final Plat of Subdivision I move we recommend approval of final plat of subdivision of The Benson Resubdivision Unit 2 (PIN 06-03-18-200-007-0000), subject to the following two (2) stipulations: 1.Compliance with the requirements of the Village Engineer; and 2. Compliance with the requirements of the Plainfield Fire Protection District. 141 DUNKIN DONUTS - SWC of Drauden Rd. and Rte 126 (west of gas station) 142 143 144 145 P:\Projects\GJN20141\Engineering\DWG\20141 Title Sheet.dwgPlotDate: 10/17/2018 8:15 AM , Layout: TITLE SHEETIMPROVEMENT PLANS FOR BENSON RESUBDIVISION UNIT 2 146 P:\Projects\GJN20141\Engineering\DWG\20141 base.dwgPlotDate: 10/17/2018 8:15 AM , Layout: EXISTING CONDITIONS PLAN147 148 AUTOCAD2006 AUTOCAD2006 REFERENCE STANDARD DWG. NO. SHEET 1 OF 2 DATE 3-16-12 Project Designed Checked Approved Date Date Date IUM-620 SILT FENCE PLAN NOTES: 1.Temporary sediment fence shall be installed prior to any grading work in the area to be protected. They shall be maintained throughout the construction period and removed in conjunction with the final grading 2.Filter fabric shall meet the requirements of material specification 592 Geotextile Table 1 or 2, Class with equivalent opening size of at least 30 for nonwoven and 40 for woven. 3.Fence posts shall be either standard steel post or wood post with a minimum cross-sectional area of 3.0 sq. in. 5' Max 2' Min(Typ)18"Min(Typ)Fastener - Min. No. 10 Gage Wire 4 Per Post Required. (Typ.) Filter Fabric Filter Fabric 6"MinDirection Of Flow Undisturbed Grou n d L i n e Compacted Backfill 6" Min FABRIC ANCHOR DETAIL ELEVATION I and site stabilization. REFERENCE STANDARD DWG. NO. SHEET 1 OF 2 DATE 8-18-94 Project Designed Checked Approved Date Date Date IL-630 STABILIZED CONSTRUCTION ENTRANCE PLAN NOTES: 1.Filter fabric shall meet the requirements of material specification 592 GEOTEXTILE, Table I or 2, Class , or and shall be placed over the cleared area prior to the placing of rock. 2.Rock or reclaimed concrete shall meet one of the following IDOT coarse aggregate gradation, CA-1, CA-2, CA-3 or CA-4 and be placed according to construction specification 25 ROCKFILL using placement Method 1 and Class compaction. 3.Any drainage facilities required because of washing shall be constructed according to manufacturers specifications. 4.If wash racks are used they shall be installed according to the manufacturer's specifications.6" MinA A SIDE ELEVATION Filter Fabric Existing Ground 3'Existing pavement Mountable Berm (Optional) L = 5:1 Slope B B Wash Rack (Optional)10' Min10' MinL = 14'Existing Pavement Existing Ground Coarse Aggregate Min** Must Extend Full Width Of Ingress And Egress Operation. Positive Drainage To Sediment Trapping Device. PLAN VIEW 10' Min I II IV III 20' 20' REFERENCE STANDARD DWG. NO. SHEET 2 OF 2 DATE 8-18-94 Project Designed Checked Approved Date Date Date IL-630 STABILIZED CONSTRUCTION ENTRANCE PLAN 3" Min3" Min14' Min Filter Fabric SECTION A-A 6'- 7" Reinforced Concrete Drain Space SECTION B-B PLAN VIEW Endwall Toe Of Fill Toe Of Fill FlowSilt Fence Post Top Of Fill Culvert Cross Bracing 6' Mi n . The silt fence shall meet the requirements as shown on standard drawing IL-620 SILT FENCE except the maximum post spacing shall be 3 feet and the tops of posts shall be cross braced. Sediment shall be removed when the sediment has accumulated to one-half the height of the silt fence. The maximum drainage area to the culvert being protected is 1 acre. Checked Approved REFERENCE Project Designed Date Date Date STANDARD DWG. NO. SHEET 1 OF 1 DATE 1-29-99 NOTES: 1. 2. 3. REFERENCE STANDARD DWG. NO. SHEET 1 OF 1 DATE 9-15-93 Project Designed Checked Approved Date Date Date IL-610 PIPE OUTLET TO FLAT AREA NOTES: 1.The filter fabric shall meet the requirements in material specifications 592 GEOTEXTILE Table 1 or 2, class I, II or III. 2.The rock riprap shall shall meet the IDOT requirements for the 3.The riprap shall be placed according to construction specification 61 LOOSE ROCK RIPRAP. The rock may be equipment placed.W =2W =1La Geotextile dA A PLAN SECTION A-A Pipe Outlet To Flat Area No Well-defined Channel following gradations, as appropriate: RR3, RR4, RR5, RR6, RR7 D3D D+LaINLET STRUCTURE CASTING GRATE SEDIMENT BAG/FILTER COVER STORM SEWER SUPPORT SYSTEM WITH LIFT HANDLES INLET STRUCTURE GRATE SEDIMENT BAG/FILTER SUPPORT SYSTEM WITH LIFT HANDLES CASTING SEE DETAIL ABOVE OVERFLOW AREA OVERFLOW AREA REFERENCE STANDARD DWG. NO. SHEET 1 OF 1 DATE 01-11-11 Project Designed Checked Approved Date Date Date IUM-561D INLET PROTECTION DROP-IN PROTECTION DETAIL 149 150 P:\Projects\GJN20141\Engineering\DWG\20141 Details.dwgPlotDate: 10/17/2018 8:16 AM , Layout: DETAILS - 1 SLOPEDIA./2TO DRAIN4" BEDDING4" BEDDING 4" BEDDING 6 IN 6 IN 6 IN 4 IN 5 IN 6 IN 8 IN 8 IN 8 IN 5 IN 5 IN 5 IN 4 FEET 5 FEET 6 FEET 4 FEET 5 FEET 6 FEET 4 FEET 5 FEET 6 FEET T (MIN.) 4 FEET 5 FEET 6 FEET D CAST-IN-PLACE CONCRETE. PRECAST REIN. CONCRETE SECT. BRICK MASONRY CONCRETE MASONRY UNITS ALT. MATERIALS FOR WALLS CAST-IN-PLACE CONCRETE SLAB NOTE: SANITARY MANHOLES SUBJECT TO SATURATED SOIL CONDITIONS OR SURFACE SUBMERGENCE SHALL BE EQUIPPED WITH CHIMNEY SEALS AND WATER TIGHT MANHOLE COVERS NOTE: MANHOLE STEPS WHEN REQUIRED, SHALL BE FURNISHED AND INSTALLED AS SHOWN ON THE PLANS IN ACCORDANCE WITH ARTICLE 32-5 REFERENCE SECTION 32 FOR SANITARY SEWER MANHOLE SPECIFICATIONS VALVE VAULT REFERENCE SECTION 32 FOR SANITARY SEWER MANHOLE SPECIFICATIONS INITIAL BACKFILL HAUNCHING BEDDING FINAL BACKFILL INITIAL BACKFILL HAUNCHING BEDDING FINAL BACKFILL72" DIA.OUTLET PIPE MH1 3.5 621.5 1.6 622.4 151 152 Agenda Item No: Plan Commission Agenda Item Report Meeting Date: November 6, 2018 Submitted by: Tracey Erickson Submitting Department: Planning Department Item Type: New Business Item Agenda Section: NEW BUSINESS Subject: CASE NUMBER: 1819-101618.SU.SPR REQUEST: Special Use (Public Hearing) & Site Plan Review LOCATION: SWC Drauden Road & Route 126 west of Lenny’s Gas N Wash APPLICANT: SAI Bolingbrook, LLC (Dunkin’ Donuts) Suggested Action: Attachments: Dunkin Donuts Staff Report and Plans.pdf 153 TO: FROM: DATE: 1i111 m;;" .. 111-ii11•w .·• ...-•• ···,11·•1i='■1■::'111•Ti;i VILLAGE OF PLAINFIELD PLAN COMMISSION KENDRA KUEHLEM, ASSOCIATE PLANNER OCTOBER 31, 2018 SUBJECT: REPORT TO THE PLAN COMMISSION DUNKIN DONUTS (SWC DRAUDEN & RT, 126) CASE No. 1819-101618.SU.SPR Michael P. Collins PRESIDENT Michelle Gibas VILLAGE CLERK TRUSTEES Margie Bonuchi Bill Lamb Cally Larson Larry D. Newton Edward O'Rourke Brian Wojowski REQUEST: LOCATION: APPLICANT: Special Use for Drive-thru (Public Hearing); Site Plan Review SWC Lockport St. & Drauden Rd.; West of 25653 W. Lockport St. SAI Bolingbrook, LLC CURRENT ZONING: COMP. PLAN: DISCUSSION B-3 Highway Business District (pending approval) General Commercial The applicant is proposing to develop Lot 3, produced from the Benson annexation and resubdivision, at the southwest comer of Drauden Road and Route 126 as a two-unit retail/commercial building with Dunkin' Donuts being the eastern tenant. The Dunldn' business is requesting approval of a special use to incorporate a drive-thru. Dunkin' is currently leasing space in the Lenny's Gas 'N Wash and will be relocating to the subject site. The applicant is seeking site plan approval of the proposed Dunkin Donuts development and a special use to operate a drive-thru. Existing Conditions/ Site Context The subject site is located at the southwest comer of Drauden Road and Route 126 and is part of a larger parcel to be subdivided, with PIN: 06-03-18-200-007-0000. The property is currently undeveloped/agricultural. After the Benson plat is approved and recorded, this subject site will have a new PIN assigned by the County assessor. The subject site will be an outlot of approximately 1.48 acres and zoned B-3. The adjacent land uses, zoning and street classifications are as follows: North: Lockport Street/Route 126 (Major Arterial); Agricultural (Will County Al) East: Lenny's Gas N' Wash station (B3); Drauden Road (Collector) South: Undeveloped/farmland (Will County Al) West: Undeveloped/farmland (Will County Al) 24401 W. Lockport Street Plainfield, IL 60544 Phone (815) 436-7093 Fax (815) 436-1950 Web www.plainfield-il.org 154 REPORT TO THE PLAN COMMISSION Page #2 of 4 1819-101618.SU.SPR 10/31/2018 DUNKIN DONUTS (SWC DRAUDEN & RT. 126) ANALYSIS The applicant is proposing a stand-alone Dunkin Donuts to replace the Lenny’s Gas ‘N Wash in- store shop. The applicant is requesting special use approval for a drive-thru facility on the east side of the building. The proposed location will be Lot 3 of the Benson Unit 2 Subdivision. Once subdivided, the subject parcel will be approximately 64,470 square feet. This lot meets Village Zoning Code requirements regarding the size, area, and setbacks. Most fast food/fast-casual restaurants utilize a drive-thru, especially along highway corridors. Special Use In order for the Plan Commission to recommend approval of a special use, it must make two findings of fact based on the specific circumstances of this project. Staff outlines the required findings and supporting facts as follows: a.The special use will not be injurious to the use and enjoyment of other property in theimmediate area for the purposes already permitted, nor would it substantially diminish property values within the neighborhood; and Staff finds that the proposed drive-thru operations will have no detrimental impacts to adjacent properties nor will they diminish property values in the area. The drive-thru operations are compatible with the balance of the on-site vehicular circulation. There are no nearby sensitive uses that could be affected by potential impacts from the drive-thru, such as noise or headlights/lighting impacts. Furthermore, Dunkin’ has a drive-thru currently operating at Lenny’s without negative impacts. b. The establishment of the special use will not impede normal and orderly development and improvement of the adjacent properties for uses permitted in the subject zoning district. Staff submits that the proposed drive-thru operation is compatible with adjacent development and will have no negative impacts on the trend of development or potential for future development in the area. Staff believes that there is a demand for drive-thru uses along highway corridors, which will provide additional convenience to patrons. Staff is hopeful that the proposed business will help spur development in the western area of Plainfield. Site Plan Review Site Plan/Access/ Circulation The site plan illustrates a ~3,410 sq ft building, with the Dunkin’ located in the east 2,100 sq ft unit. In total, the lot is 64,670 sq ft (1.48 ac) and will feature shared use of the existing right-in/right-out ingress/egress point onto Route 126, on the northeastern corner of the parcel. Additionally, there will be two access points on the east side of the property allowing cross- access traffic from Lenny’s Gas ‘N Wash. An additional counter-clockwise lane is illustrated south of the drive-thru lane, contributing to the site circulation. 155 REPORT TO THE PLAN COMMISSION Page #3 of 4 1819-101618.SU.SPR 10/31/2018 DUNKIN DONUTS (SWC DRAUDEN & RT. 126) Parking For a café/coffee shop, the Village Zoning Ordinance requires 1 parking space per 200 square feet of Gross Floor Area (GFA). The Dunkin’ store will be approximately 2,100 sq. ft., requiring 11 parking spaces. For a retail use, the Zoning Code requires 1 space per 300 GFA. The retail unit of the building will be approximately 1,310 sq. ft, requiring 5 spaces. The site plan illustrates 35 parking spaces on the site exceeding the requirements of the Zoning Ordinance. No roadways will be negatively impacted by the parking/drive-thru or site circulation. Elevations/Façade/Architecture The building façades will be a combination of EIFs wall covering, cement lap siding, and wood- textured siding. A metal band will also be implemented providing material variation throughout the building Signage proposed for Dunkin’ is consistent with Village regulations, regarding the size, number and location. Wall signs will be constructed of aluminum fabricated letters. The business will feature one unique wall sign that reads “Plainfield runs on Dunkin’.” Lighting/ Landscaping/ Hours of Operation Landscaping and photometrics will be implemented in accordance with the zoning ordinance and reviewed at final engineering. Stormwater Management Detention is provided on the southern end of Lot 3. Final engineering for the site improvements is not required at the time of site plan review. Staff does not anticipate any significant engineering issues associated with the project. Trash Enclosure A trash enclosure is provided on the southwest corner of the site, just north of the stormwater detention. The trash enclosure will be constructed of brick corresponding with the primary structure’s brick material. Zoning Code Compliance Staff notes the following with respect to additional development standards of the B-3 zoning district: Development Standard Required Provided Minimum Lot Area (sq ft) 43,560 sq ft ~64,470 sq ft Minimum Lot Width (sq ft) 100 ft 150 ft. Maximum Building Height 35 ft Floor-Area Ratio 0.4 Minimum Front Setback 30 ft 30 ft Minimum Interior Side Setback 15 ft complies Minimum Rear Setback 30 ft complies Café Parking 1/200 11 35 Retail Parking 1/300 5 156 REPORT TO THE PLAN COMMISSION Page #4 of 4 1819-101618.SU.SPR 10/31/2018 DUNKIN DONUTS (SWC DRAUDEN & RT. 126) CONCLUSION/ RECOMMENDATION In conclusion, staff believes that the proposed development is appropriate at this location and meets the required findings of fact for the special use provisions of the Zoning Code. Based on the foregoing analysis, prior to any public comment or discussion by the Plan Commission, staff recommends approval. Should the Plan Commission concur, the following motions are offered for your consideration: Special Use to permit drive-thru I move we adopt the findings of fact of staff as the findings of fact of the Plan Commission and, furthermore, recommend approval of the proposed special use to permit a drive-thru at the Dunkin Donuts on Lot 3 of the Benson Resubdivision Unit 2, subject to the following two (2) stipulations: 1.Compliance with the requirements of the Village Engineer; and2.Compliance with the requirements of the Plainfield Fire Protection District. Site Plan Review I move we recommend approval of the requested site plan review for the Dunkin Donuts on Lot 3 of the Benson Resubdivision Unit 2, subject to the following two (2) stipulations: 1.Compliance with the requirements of the Village Engineer; and2.Compliance with the requirements of the Plainfield Fire Protection District. 157 DUNKIN DONUTS - SWC of Drauden Rd. and Rte 126 (west of gas station) 158 FI NAL PLAT OF TAX I.D. NUMBER (P.I.N.} 06-03-1 8-200-007-0000 BENS ON RE SUBDIVISION UNIT TW O A SUBDIVISION OF PART OF NORTH EAST QUARTER OF SECTION 18, IN TOWNSHIP 36 NORTH, RANGE 9 EAST OF THE THIRD PRINCIPAL MERIDIAN, IN WILL COUNTY, ILLINOIS. TRANSIT LINE OF IL ROUTE 126 ROUTE 126 (LOCKPORT STREET)_[_ (PER DOC. NO, 484648)ILLINOIS S8B"25'2z"w MEAS (SB8"24.50"W S::.U::.B_D..;_) ____ _'\__ NORTH LINE OF THE NORTHEAST NORTHEAST CORNER OF THE QUARTER OF SECTION 1 B-36-9 NORTHEAST QUARTER OF -, SOUTH LINE OF IL ROUTE 126 RIGHT-OF-WAY FOUND CROSS IN OF SECTION 18-36-9 ' LANDS D EDICATED FOR PUBLI (PER DOC. NO. 484648 \ -- - ------- - ' 7 C ROAD )CONC. FOR PM 7 _:-=-=-=-=-=-=-���1 _lp;u;RP�o:s�ES�<�P�ER�□Mo ..: c�. ;N;;;o.7G4s;-4:s:�:.8)71l�7ffij��T-tis�s�1 �•5�7f ':4 �2j"�W :]4f!9�5 �.0�1�1,1��EA�sTI�c4�9�si.0�1�s�u�B�□:l ::�s�,�s�1['�4�2�·w't_f1 s�oQjo !(oi3 �45�.o�o�E�salM�T f�--=--;-�---_--�---_-.:. _-_-� = � -c�:;;;:�;:� �;g:gg ����) I ____ s87.5r42-w_110_00 2s,s7'42"W .J..lO .oo s_ - - � _._, --- 1 --l io-FT UTILITY EASEM ENT c..II ----120.00 -----, --��•4_2_"W_1_�11 1��---1--�--�1 0-FT PUBLIC UTILllY ! S30"57'01"E 51.41(ESMT) _/\\ FOUND PIPE AT CORNER EASEMENT m�. ------ _ 8.66 (ESMT)� 1 �F'�,!;��'°., CENTERLINE OF RESTRICTED - � _ RIGHT-IN AND RIGHT-OUT ----I ACCESS TO ILLINOIS ROUTE 126 0 '.3 5\ \;j >--"'w � I LL <O r,.., o>-- 1 0 "' "' t"') 0 .-n z z °' w 0 t,; r c= >-- () t'5 u.. �0 W LL :J:LLQ>--...J <"'c. r wo._li:w E ..x: z CJ:J 0 w t,; I w >--;:c C. 0 m CJ V, 0 "';a,. "'"'1,, -z - (/) i'.5 ::I! LOT 6 � 1.237 ACRES "'• • -(/) .J.. ___ _ §' <ft w --,,� N N N 0 IO IX) N -.j- ;= ..;--IO . -z } ::-r r INGRESS/ - EGRESS EASEMENT ------- LOT 5 Q) "l Q) 1.083 ACRES � � >--::, � ;;-� .-.• __,. __ -� .. ., .... ·""",,, -N N N 2-FT IN-;;;;ESS/ -GRESS, PUBLIC UTILllY DRAINAGE EASEMENT -'fl-z -----� STORM WATIER i(l OETIENT10N EASEMENT V -d ----- LOT 41.085 ACRES -- -- --- ------ w 0. 0 I I /;jLL � > 0"'_J 6w · ------f1 I !zoo u ��I I w -"' -' . � LOT 30 "'§' -.j-1.484 ACRES <ft ;;w -.... st-..., -..,; --N IO. z I �al zol �� oO I �5 8 v,O'I ....Jm 1 < Cl -<�<CJ ...J 1 ��1 w:---Utn8\ ffi cil C/l o �"4-LLJ a.. i-�-1 � m r:J �Ln Ii') D ......, I r-�.-�\ o .�;1;�1 l����I ��,o:tvu,1 l "'�-"20 1 k'.u �p-1�1 Wai .,., IQ ,i:tl"')I[) I �§� �I �0 :;:�i1I 1/1 0 r m I ffi BENSON RESUBDIVISION r r � I I �� b �I � (PER DOC. NO. R2016092418) vi�I'P io �I ;;l � !,!I LOT 1 "'I t;: 0 <Jl :J I (BLANKET DRAINAGE, DETENTION, "?.\ £0 r--I O � 1-1/1 1 & UTILITY EASEMENT) N87"57'42 .. E 36.44 I I �\ . i ; \g:- - (N87"57'.12:::::T)\_-: I � II i'l-i�'ll '<-s:,".,,--7 � � I 0�\ --;� ,,-o � � I s �"?> .,,.,., It) I NB5·45'34"E 6B.37 �5 0 ,,-,,-I!" l" I •:: I o•y,\ .,<,') (NBS"45'56"E ESMT2_,.-:.,,-J·:c; I •I .• ,t'<-y,o '<-s;_ ------:- � I ;;:; I 6'l-' • o•:..--,-,AccESs EAS EMENT r :.. I, :f 11 �IJl17 b";,7 l/l.J2iE ,,1.1,�, u, ��§.?;,_,,.. \(,□%,. ,ti,1.0,1§.0).9•6,1..9) _ -======= , Jr x;,\: L __ (N8757'1 2"E_ESM7}_ ___ �11_,....,,-.,,-,------NSS'46'34i°165.50 1 -----------'I ----,o (N85"45'56"E ESMT) I 1 N1'51'14"W 25.00 ---� o;;,_\l."' � ,.� -"'0 1 (N1·s2'13"w ESMT) _.,, ,-,,-:;.,·•\;'<-<-" 1 , -- --- - - - -----..,_e6 • •.;"' - ....-,i -+ N8757'42"E 154.01 _______ �..,_y,'5 ----------------------I ------t--·(NB7"57'12"E ESMT) 20-FT PUBLIC UTILITY & --;.•• --1 I LOT 2 DRAINAGE EASEMENT I I§' Iii : (BLANKET DRAINAGE, DETENTION, & UTILITY EASEMENT) STORMWATER DISCHARGE & RETENTION EASEMENT (PER DOC. NO. R201 8033822) oi I I 1 I S8s·25'22"W 380.00 MEAS 0 <( 0 e::: z J,,,I Cl :::><(e::: 0 � w �,.----."'0 • w"'wI�□ -w�';_ u !" I ,;! g(.) :.. w 1/1 . -"'"' <J) I (S8B"24'50"W 380.�0-SUBD) ________________ _1'._.l:!.!:���LJll§&J. __ j__!:@![1:gr]�����-:f79�f:r.fs�;h�bso:r -.!:!N.e:BB,1,.'.=25�'-=2=-2'.,s'E:...!.1 �50,...�oo_�-\�-L - - --- - -- - -------N88'25'22"E 110.00 N88'25'22"E 110 .00 N88'25'22"E 126.61 N88"2 5'22"E 49 6 .61 M EAS (496.61 SUBD) FOUND ,',," PM IRON ROD FOUND PIPE AT CORNER FOUND PIPEON LINE & 0.1 1 E SOUTH LINE OF THE NORTH 467 .00 FEETOF THE EAST HALF OF THE NORTHEAST QUARTER OF SECTION 18-36-9 NOTES: 1. THE BASIS OF BEARING FOR THE PLAT AND SURVEY, SHOWN HEREON, IS STATE PLANE OF ILLINOIS, ZONE EAST (NAD83). FIELD OBSERVATIONS MADE UTILIZING THE TRIMBLENOW RTK NETWORK GRID COORDINATES. 2.THE PROPOSED INGRESS/EGRESS EASEMENTS SHOWN AS RUNNING IN AN EAST/WEST DIRECTIONARE FOR THE BENEFIT OF ALL OF THE LOTS LOCATED WITHIN BENSON RESUBDIVISION UNIT TWO.3.BENSON RESUBDIVISION UNIT TWO HAS FULL ACCESS TO DRAUDEN ROAD, ACROSS LOT 1 INBENSON RESUBDIVISION, VIA AN ACCESS EASEMENT RECORDED AS DOCUMENT NUMBER R2018039610.4. A DETAILED SITE PLAN WILL BE REQUIRED IN ORDER TO OBTAIN A BUILDING PERMIT ON ANY OF THE LOTS LOCATED WITHIN BENSON RESUBDIVISION UNIT TWO. 5.■ PM -INDICATES 9/1 6" IRON ROD SET IN CONCRETE. STATE OF ILLINOIS) COUNTY OF WILL) SS I, CHRISTOPHER M. PAPESH, ,� PROFESSIONAL LAND SURVEYOR IN THE STATE OF ILLINOIS, DO HEREBY CERTIFY THAT UNDER THE DIRECTION OF THE OWNERS THEREOF, I HAVE SURVEYED, SUBDIVIDED AND PLATTED INTO 4 LOTS AND NO STREETS. THAT PART OF NORTHWEST QUARTER OF SECTION 1 B, IN TOWNSHIP 36 NORTH, RANGE 9 EAST OF THE THIRD PRINCIPAL MERIDIAN, DESCRIBED AS FOLLOWS: THE EAST 933 FEET OF THE NORTH 467 FEET OF THE EAST HALF OF THE NORTHEAST QUARTER OF SECTION 18, TOWNSHIP 36 NORTH, RANGE 9 EAST OF THE THIRD PRINCIPAL MERIDIAN, LYING SOUTH OF THE SOUTH LINE OF LANDS DEDICATED FOR ROAD PURPOSES, ACCORDING TO THE DOCUMENT RECORDED AS DOCUMENT NUMBER 484648; EXCEPTING THEREFROM LOTS 1 AND 2 IN BENSON RESUBDIVISION, ACCORDING TO THE PLAT THEREOF RECORDED NOVEMBER 14, 2016, AS DOCUMENT NUMBER R201609241 B, ALSO EXCEPTING THEREFROM THE LAND CONVEYED BY SPECIAL WARRANTY DEED DATED MARCH 23, 2005 AND RECORDED APRIL 22, 2005 AS DOCUMENT NUMBER R2005066843, IN WILL COUNTY, ILUNOIS. Containing 4.889 acres more or less. DO FURTHER CERTIFY THAT: 1. THE ACCOMPANYING PLAT IS A TRUE AND CORRECT REPRESENTATION OF SAID SURVEY AND SUBDIVISION AS MADE BY ME, 2.THE PROPERTY COVERED BY THIS PLAT OR SUBDIVISION IS SITUATED WITHIN ZONE "X" ACCORDING TO THE FLOODINSURANCE RATE MAP "FIRM" MAP PANEL NUMBER 17197CD126E, DATED SEPTEMBER 6, 1995,3.THE PROPERTY OR PLAT IS SITUATED WITHIN THE CORPORATE LIMITS OF THE VILLAGE OF PLAINFIELD, ILLINOIS.4.THAT ALL REGULATIONS ENACTIED BY THE SUBDIVISION AND PLAT ORDINANCE OF THE VILLAGE OF PLAINFIELD HAVE BEENCOMPLIED WITH IN THE PREPARATION OF THIS PLAT..l\. ,4!..L JllM .. EW.�lmt;; ,,!\fil: lfilll!i� ,I� ,iia.fif ,�� 1,L�!M�l-1P,l,\�l§ ��J;"-.E;§lf;. 6.9/1 6" x 30" IRON RODS SET AT ALL LOT CORNERS UNLESS OTHERWISE NOTED,DATED AT CREST HILL. ILLINOIS THIS _1_7_f_h __ DAY OF October 2018, A.O. ILLINOIS PROFESSIONAL LAND SURVEYOR NO. 3369 EXPIRATION DATE 11/30/2020 GEOTECH INCORPORATED PROFESSIONAL DESIGN ABBREVIATIONS MEAS=MEASURED CALC-CALCULATED SUBD=SUBDIVISION ESMT=EASEMENT RC=REINFORCED CONCRETE DIP=DUCTILE IRON PIPE Scale: 1 " EASEMENT PROVISIONS 5 0 ' An ea�ement for serving the subdivision and other property with electric and communications service is hereby reserved for and gronted to COMMONWEALTH EDISON COMPANY, AMERITECH TELEPHONE COMPANY, APPLICABLE CABLE TELEVISION COMPANY, GRANTEES their resp�clive successors and assigns, jointly and sev�rally, to install, operate, maintain and remove, from time to time, facilities used in connection with _oy_erh_fl-9_d .... an_d J-fftd_er_gf.PJJ.i:i.9 Jrgrt�mLs�sLo� qf\9 dis.tril:tuJLtH1 �O:f _e�_cJ1:tc::l�Y _qr,_9S:Cfun�dS a-nd' signal$ ih, oVEfr, ur'ldCr, aCToSs-; along and' Upori t'ffe-surfClce.., o( th'eproperty shown within the dotted lines on the pl-at and marked "Easement", the property designated in the Declaration of Condominium and/or on this plat as "common Elements", and the property designated on the plat as a "Common area or areas", and the property designated on the plat for streets and alleys, whether public or private, together with the right to install rnquired service connections over or under the surface of each lot and common area or areas to serve . improvements thereon, or on odjaCent lots, ;:ind common area or areas, the right to cut, trim or remove trees, bushes and roots as may be reasonably required incident to the rights herein given. and the right to enter upon the subdivided property for all such pu11poses. Obstructions shall not be ACCESS NOTE THERE SHALL BE NO DIRECT VEHICULAR ACCESS TO IL ROUTE 126 FROM LOTS 3, 4, 5, AND 6. A RESTRICTED RIGHT -IN AND RIGHT-OUT VEHICULAR ACCESS TO IL ROUTE 126 SHALL BE LOCATED ON AN ACCESS EASEMENT BETWEEN LOT 3 AND LOT 1 OF THE ADJACENT BENSON RESUBDIVISION TO THE EAST. ACCESS EASEMENT PROVISIONS A PERPETUAL NON-EXCLUSIVE EASEMENT FDR VEHICULAR ACCESS IS HEREBY GRANTED OVER AND ACROSS THE PORTIONS OF LOTS 3, 4. 5, AND 6 AS MARKED AND IDENTIFIED AS "INGRESS/EGRESS EASEMENT' ON THIS PLAT, EASEMENT PROVISIONSA PERMANENT NON EXCLUSIVE EASEMENT IS HEREBY RESERVED FOR AND GRANTED TO THE VILLAGE OF PLAINFIELD, ILLINOIS AND TO ITS SUCCESSORS AND ASSIGNS, IN, UPON, ACROSS, OVER, UNDER, AND THROUGH THE AREAS SHOWN BY DASHED LINES AND LABELED "EASEMENTS" DN THE ATTACHED PLAT OF SUBDIVISION FOR THE PURPOSE OF INSTALLING, CONSTRUCTING, INSPECTING, OPERATING, REPLACING, RENEWING, ALTERING, ENLARGING, REMOVING, REPAIRING, CLEANING AND MAINTAINING STORM AND FLOOD WATER CHANNELS, �I:(� ,,;_l:(e,�.�, %\Q�M, �1;.1:(1;.�;J. <N:l.Q �t)iJ;(�!IX ,.._v/,1;_��, 11.N:s.� T.���l,�al� �MH'.1 �l:(Q, l,.!/1.la.� VM.c�ls ��\R.W, �l:(Q, ��Q��l.%,, �t,I.Q, XNY A'i'JD Alt 'MANHciL'Es. HYDRiiNTS, PiPE:S, 'cd NNECTici'i'Js, 'tATCH 'BA'slNS, !llfFFAL'o B'oXE:s A'i'J O 'Wii'H'b'irr 'clMiiATION, 'sliCH STRUCTURES AND APPURTENANCES /l-5 MAY 131:: .NECESSARY OR -CONVENIENl ·roR THE FURNISHING-of PUBLIC UTILll"Y SERVICES. TOGETHER WITH THE RIGHT OF INGRESS AND EGRESS ACROSS AND THROUGH THE EASEMENTS FOR PERSONS AND EQUIPMENT TO DO ANY AND ALL OF THE ABOVE WORK. THE RIGHT IS ALSO HEREBY GRANTED TO THE VILLAGE TO CUT DDWN, TRIM OR RE�OVE ANY TREES, SHRUBS OR OTHER PLANTS ON THE EASEMENTS AS WELL AS REMOVE ANY OTHER FENG, OR STRUCTURE THAT INTERFERE WITH THE OPERATION OF THE ABOVE OR WITH THE EXERCISE OF ANY RIGHTS UNDER THIS PARAGRAPH. ALL THE EASEMENTS INDICATED SHALL BE PERPETUAL, EXCEPT THOSE IDENTIFIED AS "TEMPORARY" THE EASEMENT AREAS SHOWN AS DETENTION OR RETENTION EASEMENTS SHALL INCLUDE, IN ADDITION TO THE ABOVE RIGHTS, THE RIGHT TO FLOOD SUCH AREA WITH STORM WATERS, AND SHALL ALSO INCLUDE THE RIGHT TO INSTALL AND MAINTAIN STORM WATER DETENTION AND RETENTION STRUCTURES, NO FENCES, STRUCTURES OR TREES SHALL BE PLACED IN EASEMENTS LABELED ''EMERGENCY OVERLAND RELEASE ROUTES" --� THIS PL.AT HAS BEEN APPROVED BY THE ILLINOIS CEPARTMENT-QJ;'._TRANSP:OITTATION WITH-RESPECT-iO-ROADWAY.-ACCESS PURSUANT-TO-SECTION 2 OF "AN ACT TO REVISE THE LAW IN RELATION TO. PLATS", AS MtENDED. A PW,J THAT MEETS THE REQUIREMENTS CONTAINED IN THE DEPARTMENT'S "POI ICY ON PERMITS FDR ACCESS DRIVEWAYS TO STATE HIGHWAYS" WILL BE REQUIRED BY THE DEPARTMENT.DATED THIS _____ DAY DF -----~----� 20__ -A.O. STATE OF ILLJNOIS) COUN1Y OF WILL) SS JDHN A. FORTMANN, P.E. REGION ONl ENGINEER APPROVED AND ACCEPTED BY THE BOARD OF TRUSTEE'S OF THE Vlll.AGE OF PLAINFIELD, WILL COUNTY, ILLINOIS, THIS ____ DAY OF --------� 20 ___ , A.D. ATTEST: --�--------------YIL!AGE CLERK STATE OF ILLJNOIS) COUN1Y OF WILL) SS BYc ----------------VILLAGE PRESIDENT 24401 W. LOCKPORT STREET PLAINFIELD, ILLINOIS 60544 I, -------------� CHAIRMAN OF THE VILLAGE OF PLAINFIELD PLANNING AND ZONING cm.i�ISSION. DO HEREBY CERTIFY THAT 01\: THIS -----DAY OF ---------20 __ , A.D. THIS PLAT OFSUBD'VISION WAS DULY APPROVED BY THE PLANNING AND ZONING COMMISSION OF THE VILLAGE OF PLAI NFIELD. CHAIRMAN STATE OF ILLINOIS) COUNTY OF WILL) SS I, =�==�=-====--c="" TREASURER OF THE VILLAGE OF PLAINFIELD, DO HEREBY CERTIFY THAT THERE ARE NO DELINQUENT OR UNPAID CURRENT OR FORFEITED SPECIAL ASSESSMENTS OR ANY DEFERRED INSTALLMENTS THEREOF THAT HAVE NOT BEEN APPORTIONED AGAINST THE TRACT OF LAND INCLUDED ltl THIS PL.AT. DATED IN PLAINFIELD, WILL COUNTY, ILLINOIS, THIS _____ DAY OF ______________ 20 ____ ,A.D. VILLAGE TREASURER 1------------------�---_ � ��---E!!W NUMBER 184_-::QQQl.�5 _ _ ___ .-placed over grantees' focil_ities or in,_ upon ,i(, over the property within the dotted ... lines· marke-a �E-os·errrent""'··witi'iout�tiie'"" rm �r--writter.>f,::17sent -of -gruntees. ----· --­After installation of any such facilities the grcide of the subdivided property STATE OF ILLINOIS) COUNTY OF WU) SS THIS IS TO CERTIFY THAT THE UNDERSIGNED IS THE OWNER TO THE PROPERTY DESCRIBED HEREON, AND HAS CAUSED THE SAME TO BE SURVEYED AND PLATTED, AS SHOWN BY THIS PLAT FOR THE USES AND PURPOSES HEREIN SET FORTH AND DOES HEREBY ACKNOWLEDGE AND ADOPT THE SAME UNDER THE STYLE AND TITLE HERi:ON SHOWN. THE UNDERSIGNED HEREBY DEDICATES FOR PUBLIC USE THE LANDS SHOWN ON THIS PLAT FOR THOROUGhFARES, STREETS, ALLEYS AND PUBLIC SERVICES; AND HEREBY ALSO RESERVES FOR THE ILLINOIS BELL TELEPHONE COWANY, THE COMMONWEALTH EDISON COMPANY, AND THE VILLAGE, THE EASEMENT PROVISIONS WHICH ARE STATED IN THEIR STANDARD FORM, ATTAC HED HERETO. LASTLY, THE UNDERSIGNED HEREBY BELIEVES TO THE BEST OF THEIR KNOWLEDGE THE PROPERTY DESCRIBED ON THIS PlAT, WHICH IS KNOWN AS BENSON RESUBDIVISION UNIT TWO IS LOCATED WITHIN THE BOUNDARY LIMITS OF PLAINFIELD COMMUNrJY CONSOLIDATED SCHOOL DISTRICT NUMBER 202. DATED THIS DAY DF __________ 20 ___ , A.O. OWNER: ____________ ADDRESS, _______________________ _ OWNER: __________ _ ADDRESS: ----------�------------STATE OF ILJ.INOIS) COUNTY OF WILL) SS I, ___________ , A NOTARY PUBLIC IN AND FOR SAID COUNTY, IN THE STATE AFORESAID, DO HEREBY CERTIFY THAT ____________ AND ------------• RESPECTIVELY, ARE PERSONALLY KNOWN TO ME TO BE THE SAME PERSONS WHDSE NAMES ARE SUBSCRIBED TO THE FOREGOING INSTRUMENT, APPEARED BEFORE ME THIS DAY IN PERSON AND ACKNOWLEDGED THAT THEY SIGNED AND DELIVERED THE FO REGOING INSTRUMENT AS THEIR OWN FREE AND VOLUNTARY ACT, FOR THE USES AND PURPOSES SET FORTH, CNrn lm'DtR \;i'! 'M�ll >IND 'sEIIL TH'fS ____ DIIY 'Of _________ '2'0, __ 1':D, NOTARY PUBLIC MY COMMISSION EXPIRES: _______ I NC. LAND SURVEYORS 1207 CEDARWOOD DRIVE CREST HILL, ILLINOIS 60403 815/730-10 1 0 shall not be altered in o manner so os to interfere with the proper operation and maintenance thereof. The term "Comrnon Elements" shall have the meaning set forth for such term in the "Condominium Property Act", Chapter 765 ILCS 605/2(e), as amended from time to time. The term "common area or areae" is defined os a lot, parcel or area of real property, the beneficial use and enjoyment of which is reserved in whole o� an appurtenance to the separately owned lots, parcels or areas within the planned development, even though such be otherwise designated on the plat by other terms such as, "outlots .. , "common elements", "open space", "open area", "common ground", "parking and common area". The terms "common oreo or areas" and "Common Elements" includes real property surfaced with interior driveways and walkways, but excludes real property physically occupied by a building, Service Business District or structures such as a pool or retention pond, or mechanical equipment. Relocation of facilities will be done by Grantees at cost of Grantor/Lot Owner, upon written request. An easement is hereby reserved for and granted to NORTHERN ILLINOIS GAS COMPANY, its successors and assigns ("NI-Gas") to install, operate, maintain, repair and remove, facilities used in connection with the transmission and distribution of natural gos in, over, under, across, along and upon the surface of the property shown on this plat marked "Easement," "Common Area or Areas" and streets and alleys, whether public or privute, and the property designated in the Declaration of Condominium and/or on this plat as "Common Elements," together with the right to install required service connections over or under the surface of each lot and common area or are,Js to serve improvements thereon, or on adjacent lots, and common area 01· areas, and to serve other property, adjacent or otherwise, and the right to remove obstructions, including but not limited to, trees, bushes, roots and fences, as may be reasonably required incident to the rights herein given, and the dght to enter upon the property for all such purposes. Obstructions shall not be pieced over NI-Gos' facilities or in, upon or over the property identified on this ptat for utility purposes without the prior written consent of NI-Gas. After installation of any such facilities, the grade of the property shall not be altered in a manner so as to interfere with the proper operation and maintenance thereat. The term "Common Elements" shall hove that meaning set forth for such term in Sectio,:i 605/2(e) of the "Condominium PrOperty Act" (Illinois Compiled --S'ta'tdt"es, 'Ch. 76 5: 'se�. 'Em5nt,,)). as 'll!f@icl�"<l li-om 'ii m1 ' \o 'time. ,The term "Common Area or Areas" is defined os a lot, parcel or area of real property, including real property surfaced with interior driveways and walkways, the beneficial use and enjoyment of which is reserved in whole as an appurtenance to the separately owned lots, parcels or areas within the property, even though such areas may be designated on this plat by other terms. BENSON RESU BDIVISION UNIT TWO ----�-------------·--1------··'''•STATE OF ILLINOIS) COUNTY OF WILL) SS I. ===�===�==�=�' DIRECTOR OF THE TAX MAPPING AND PLATTING OFFICE, DO HEREBY CERTIFY THAT I HAVE CHECKED THE PROPERlY DESCRIPTION OF THIS PLAT AGAINST AVAILABLE COUNTY RECORDS AND FIND SAID DESCRIPTION TO BE TRUE AND CORRECT. THE PROPERTY HEREIN DESCRIBED IS LOCATED ON TAX MAP NO; ______________________ AND IDENTIFIED AS PERMANENT REAL ESTATE TAX !NDEX NUMBER (PIN) ______________________ _ DATED THIS _____ DAY OF ____________ 20 __, A.D. STATE or ILUNOIS) COUNTY OF WILL) SS DIRECTOR I, _____________ COUNTY CLERK OF WILL COUNTY, ILLI NOIS, DO HEREBY CERTIFY THAT THERE ARE NO DELINQUENT GENERAL.. TAXES OR UNPAID CURRENT GENERAL TAXES AGAINST ANY OF THE ESTATE DESCRIBED IN THE FOREGOING CERTIFICATES. GIVEN UNDER MY HAND AND SEAL AT JOLIET, ILLINOIS, THIS _____ DAY OF ______________ 20 _____ ,A.D. STATE OF ILLINOIS) GQW;r( Qf l!ll�bl �"- WILL COUN1Y CLERK THIS INSTRUMENT NO. ____________ WAS FI LED FOR RECORD IN THE RECORDER'S OFFICE OF WILL COUNlY, AFORESAID ON THIS ____ DAY OF ____________ A.O. AT _____ O'CLOCK ___ M, FI NAL PLAT NE 1 / 4 SEC 18-36-9 DRAWN BY: CHECKED BY: CP CP/MM JOB (I DATE: 20141 10/1 0/201B Will. COUNTY RECORDER DATE BY REVISION 159 160 161 162 163 164 165 166 167 168 169 Agenda Item No: Plan Commission Agenda Item Report Meeting Date: November 6, 2018 Submitted by: Tracey Erickson Submitting Department: Planning Department Item Type: New Business Item Agenda Section: NEW BUSINESS Subject: CASE NUMBER: 1803-062118.SPR REQUEST: Site Plan Review LOCATION: 13611 S. Route 30 – Plainfield Small Business Park Unit 2 APPLICANT: Dayfield Properties, LLC Suggested Action: Attachments: Plainfield Small Buisness Park Unit 2 Staff Report, Plans, and Traffic Study.pdf 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188