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06-26-2023 COW Agenda and Packet
Committee of the Whole Workshop of the President and the Board of Trustees Monday, June 26, 2023 7:00 PM 24401 W. Lockport Street Plainfield, IL 60544 In the Boardroom Agenda A.CALL TO ORDER, ROLL CALL, PLEDGE B.APPROVAL OF THE MINUTES B.1.Approval of the Minutes of the Special Meeting, Committee of the Whole Workshop, and Executive Session held on June 12, 2023. 06-12-2023 Special Board Meeting Minutes 06-12-2023 COW Minutes C.PRESIDENTIAL COMMENTS C.1.Recognition of Emma, Meghan, and Morgan Brandon – Poppy Poster Contest Winners C.2.Proclaim June 2023 as Men’s Mental Health Month Men's Mental Health Month 2023 Proclamation D.TRUSTEES COMMENTS E.PUBLIC COMMENTS (3-5 minutes) F.WORKSHOP F.1.KELLER FARM (CASE NUMBER 2010-050423.AA/REZ/SU/SPR/PP) Staff and the applicant will provide an overview of the Keller Farm project, a proposed development that includes a combination of conventional single-family detached homes; ranch-style, age-targeted single-family homes; and townhomes; as well as a commercial parcel generally located at the northwest corner of Lockport Street and Wallin Drive. Keller Farm Packet F.2.248TH AVE APARTMENTS (CASE NUMBER 2015-052623.SPR.PP.FP) Staff and the applicant will provide an overview of the 248th Ave Apartments project, a proposed age-restricted residential development which includes 55 townhome units and 1 Committee of the Whole Workshop of the President and the Board of Trustees Page - 2 102 apartment units generally located at the northeast corner of 248th Ave and 127th St. 248th Ave Apartments Packet F.3.PLAINFIELD BUSINESS CENTER FINAL PLAT (CASE NUMBER 2016-060723.AAA/FP) Seefried Industrial Properties is proposing the first development within the Plainfield Business Center, which received approval of its annexation agreement, re-zoning and site plan review in November of 2022. A final plat to create the development parcel and an amendment to the annexation agreement to allow for phased acquisition of the property on a lot-by-lot basis, will be presented at the July 10, 2023 special meeting of the Village President and Board of Trustees. Plainfield Business Center Packet REMINDERS - •July 3 Village Board Meeting – Cancelled •July 4 Village Offices Closed •June 10 Special Meeting and Committee of the Whole Workshop – 7:00 p.m. 2 VILLAGE OF PLAINFIELD SPECIAL MEETING MINUTES JUNE 12, 2023 AT:VILLAGE HALL BOARD PRESENT: J.ARGOUDELIS, R.KIEFER, C.LARSON, T.RUANE, B.WOJOWSKI, M.BONUCHI, AND P.KALKANIS. OTHERS PRESENT: J.BLAKEMORE, ADMINISTRATOR; M.GIBAS, VILLAGE CLERK; A.DE BONI, COMMUNITY RELATIONS DIRECTOR; S.THREEWITT, PUBLIC WORKS DIRECTOR; L.SPIRES, BUILDING OFFICIAL; AND R.MILLER, CHIEF OF POLICE. CALL TO ORDER, ROLL CALL, PLEDGE Mayor Argoudelis called the meeting to order at 7:00 p.m. Roll call was taken, all Trustees were present. Mayor Argoudelis led the Pledge of Allegiance. There were approximately 13 persons in the audience. PUBLIC COMMENTS (3-5 Minutes) No Comments. BUSINESS MEETING 1)APPROVAL OF THE AGENDA Trustee Ruane moved to approve the Agenda. Second by Trustee Larson. Vote by roll call. Kiefer, yes; Larson, yes; Ruane, yes; Wojowski, yes; Bonuchi, yes; Kalkanis, yes. 6 yes, 0 no. Motion carried. 2)POLICE VEHICLES Trustee Ruane moved to authorize the purchase of three (3) 2023 Ford Interceptors through Sutton Ford in the amount of $125,766.00; authorize the purchase of the necessary lighting and equipment through Fleet Safety Supply in the amount of $47,643.48; authorize the installation of the necessary lighting and equipment through EVT Tech in the amount of $13,244.40; and to authorize the installation of police graphics through Harmonic Design in an amount of $2,520.00, for the total amount not to exceed $189,173.88. Second by Trustee Bonuchi. Vote by roll call. Kiefer, yes; Larson, yes; Ruane, yes; Wojowski, yes; Bonuchi, yes; Kalkanis, yes. 6 yes, 0 no. Motion carried. Trustee Bonuchi moved to adjourn. Second by Trustee Kalkanis. Voice Vote. All in favor, 0 opposed. Motion carried. The meeting adjourned at 7:08 p.m. Michelle Gibas, Village Clerk 3 Minutes of the Committee of the Whole Workshop of the President and the Board of Trustees Held on June 12, 2023 In the Boardroom Mayor Argoudelis called the meeting to order at 7:09 p.m. Board present: Mayor Argoudelis, Trustee Kiefer, Trustee Larson, Trustee Ruane, Trustee Wojowski, Trustee Bonuchi, and Trustee Kalkanis. Others present: Joshua Blakemore, Administrator; Michelle Gibas, Village Clerk; Amy De Boni, Community Relations Director; Scott Threewitt, Public Works Director; Jon Proulx, Planning Director; Lonnie Spires, Building Official; and Robert Miller, Chief of Police. There were approximately 13 persons in the audience. Trustee Kiefer requested to amend the minutes to reflect his statements more accurately. Trustee Larson moved to approve the amended Minutes of the Committee of the Whole Workshop held on May 22, 2023. Second by Trustee Kalkanis. Vote by roll call. Kiefer, yes; Larson, yes; Ruane, yes; Wojowski, yes; Bonuchi, yes; Kalkanis, yes. 6 yes, 0 no. Motion carried. PRESIDENTIAL COMMENTS Mayor Argoudelis: Proclaimed June 2023 as Pride Month. Informed everyone about an upcoming announcement pertaining to a Flag Contest. Mayor Argoudelis noted that Trustee Kalkanis has agreed to be on the committee. TRUSTEE COMMENTS No comments. PUBLIC COMMENTS Seth Norcross expressed concern regarding the Pride Proclamation. Glenn Bilkis expressed concern regarding the Pride Proclamation. Mika Freeman, Will County Board Member, stated that she looks forward to working with everyone. WORKSHOP 1)RIVER RESTORATION PROJECT Representatives of the Lower DuPage River Watershed Coalition and Hey & Association gave an update on the river restoration project. Representatives gave a presentation highlighting the goals, site survey, wetlands assessments, final engineering design, hydraulic modeling, permitting, and plans, specifications and estimates. Representatives also reviewed examples of improvements, and next steps. Trustee Bonuchi commented on potential improvements to the west side. Trustee Ruane stated that he would like to have public input on the project as well. Mayor Argoudelis thanked everyone of the presentation and read the reminders. 4 Village of Plainfield Committee of the Whole Meeting Minutes – June 12, 2023 Page 2 Trustee Larson moved to adjourn to Executive Session as permitted under the Open Meetings Act under Section 2(c)(11) to discuss pending litigation, not to reconvene. Second by Trustee Bonuchi. Vote by roll call. Kiefer, yes; Larson, yes; Ruane, yes; Wojowski, yes; Bonuchi, yes; Kalkanis, yes. 6 yes, 0 no. Motion carried. The meeting adjourned at 7:57 p.m. Michelle Gibas, Village Clerk 5 From the Office of i-•u"'i e John F.ArgoudelisVILLAGEIP PLAINFELD Village President Proclamation WHEREAS, men may not talk about mental health issues due to stigma, shame, and societal expectations. Men are often raised from a young age to be tough and unemotional, which can make it difficult for them to seek help. WHEREAS, statistically, men tend to fall into dangerous, self-destructive behaviors rather than seek professional help for their mental health. They may avoid or delay seeking treatment because of concerns about being treated differently, or due to perceptions that having a mental health issue diminishes their masculinity. WHEREAS, untreated mental health conditions can lead to high-risk behaviors including substance abuse, gambling and otherforms ofaddiction. Unheeded emotional problems can also cripple a man's ability to fully function in society and within his family and can even lead to suicidal thoughts and attempts. WHEREAS, the suicide rate among males in 2021 was approximately four times higher than the rate among females. Males make up 50% of the population but nearly 80% of suicides. WHEREAS, the societal stigma around men's mental health has made it difficult for many men to even consider therapy as an option. But seeking therapy can be very helpful for men. It's not a sign ofweakness to need to talk with someone — it's a sign that you're taking charge of your mental health and your life. Now, Therefore, I, John F. Argoudelis, President of the Village of Plainfield, Illinois, do hereby proclaim June 2023 as "Men's Mental Health Month" in the Village of Plainfield. Adopted thi `h day of June, 2023. Jo Argoudelis, Village President 24401 W. Lockport Street Plainfield, IL 60544 Phone (815) 436-7093 Fax (815) 436-1950 Web www.plainfield-il.org 6 John F. Argoudelis PRESIDENT Michelle Gibas VILLAGE CLERK TRUSTEES Margie Bonuchi Patricia T. Kalkanis Richard Kiefer Cally Larson Tom Ruane Brian Wojowski TO: PRESIDENT ARGOUDELIS and BOARD OF TRUSTEES FROM: JONATHAN PROULX, DIRECTOR OF PLANNING RACHEL RIEMENSCHNEIDER, ASSOCIATE PLANNER MEETING DATE: JUNE 26, 2023 SUBJECT: REPORT FOR THE COMMITTEE OF THE WHOLE KELLER FARM CASE NUMBER 2010-050423.AA.REZ.SU.SPR.PP REQUEST: Annexation (Public Hearing) Rezoning (Public Hearing) Special Use for Planned Development (Public Hearing) Site Plan Review Preliminary Plat LOCATION: NWC of W Lockport Street and Wallin Drive APPLICANT: John McFarland – Lennar Corporation ZONING: Will County A-1 COMP. PLAN: Village Residential and Mixed Use DISCUSSION The applicant is requesting annexation by annexation agreement, as well as rezoning, special use for planned development, site plan review, and preliminary plat of subdivision to permit “Keller Farm”, a proposed residential development on approximately 152.9 acres north of Lockport Street and west of Wallin Drive. The Keller Farm residential development consists of 322 single-family detached dwelling units, 83 townhome dwelling units in 18 townhome buildings, and two parks, as well as extensive walking trails and stormwater management areas. Existing Conditions/Site Context The subject property is approximately 152.9 acres and is unincorporated. Currently, the property is improved with a farmhouse and several agricultural structures at the corner of Lockport Street and Wallin Drive. The majority of the site is agricultural. The adjacent land uses, zoning, and functional street classifications are identified below: North: Vacant farmland (Will County A-1) 7 REPORT FOR THE COMMITTEE OF THE WHOLE Page #2 of 9 2010-050423.AA.REZ.SU.SPR.PP 6/22/2023 KELLER FARM East: Wallin Drive (Local Street); Townhomes – Patriot Square (R-3 PUD); Apartments – Sixteen30 (R-4); Single-family – Fairfield Ridge (R-3 PUD); Vacated Right-of-Way (Will County – no zoning designation) South: Commercial – YMCA (B-5); Industrial (Will County I-1); Single-family – Whispering Creek (R-1) West: Single-family – Liberty Grove (R-1) In order to better understand the surrounding built environment, density of the surrounding residential subdivisions is provided as follows: Housing Type Gross Density (du/ac) Keller Farm (Proposed) Single Family & Townhome 2.8 Liberty Grove Single Family 2.4 Fairfield Ridge Single Family 2.3 Patriot Square Townhome 4.7 Greenbriar Single Family 3.1 Sixteen30 Apartment 19.3 Whispering Creek Single Family 2.4 ANALYSIS Annexation (Public Hearing) The applicant is seeking a recommendation of approval from the Plan Commission in order to annex into the Village of Plainfield by annexation agreement. The subject property is contiguous and surrounded by the Village's municipal boundary. Staff deems that the property is clearly a logical extension of the Village boundary. As shown on the "Future Land Use Plan" of the Village's Comprehensive Plan, the subject site is included in the Village's boundaries. The parcel is also included in the Village's Community Facilities Plan in regards to municipal water and sanitary sewer service. Staff submits that the annexation of the property would be a logical extension of the Village's boundaries. Rezoning (Public Hearing) Upon annexation, the subject property is given a R-1 (Low Density Single-Family) zoning designation. The residential portion of the project will be developed as a planned development in the default R-1 zoning district. The applicant is proposing to re-zone the 8.7-acre parcel at the northwest corner of Wallin Drive and Lockport Street to B-5 – Traditional Business District – in conformance with the “Future Land Use Plan” of the Village’s Comprehensive Plan. This is the “downtown” zoning designation that is intended to promote an extension of the downtown types of businesses, such as restaurants, specialty retail and professional services. This commercial parcel is not intended to promote general B-3 (Highway Business District) type uses. In order for the Plan Commission to recommend approval the 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 general welfare, and complies with the polices and plans of the Village; The proposed B-5 zoning complies with the “Future Land Use Plan” of the Comprehensive Plan. It will promote commercial development, which will help diversify the Village’s property tax base, provide opportunities for shopping and employment, and potentially generate sales tax 8 REPORT FOR THE COMMITTEE OF THE WHOLE Page #3 of 9 2010-050423.AA.REZ.SU.SPR.PP 6/22/2023 KELLER FARM revenue. All of these are benefits that will promote the public health, safety and general welfare of the community in furtherance of implementation of the Village’s Comprehensive Plan. b. That the trend of development in the area is consistent with the requested rezoning; The requested zoning is consistent with the B-5 zoning in the immediate vicinity, which includes commercial areas both north and south of Lockport Street. The planned mix of residential and commercial uses at this location is promoted by the Comprehensive Plan and is similar in nature to the planned commercial that was created with the Fairfield Ridge development and also what is approved for Plainfield Village Center. c. That the new zoning requested allows uses that are more suitable than those allowed under the existing zoning; Staff believes that the proposed commercial use at the corner of these two busy roads is more suitable than residential uses. The commercial uses can benefit from the increased traffic and will not be negatively impacted by the noise and other aspects of the traffic, whereas residential uses would be negatively impacted. d. That the property cannot yield a reasonable use under the existing zoning; and For the reasons identified above, staff believes that it would be challenging to develop this corner parcel for residential uses. e. That the rezoning would not alter the essential character of the neighborhood, nor would it be a substantial detriment to adjacent properties. The proposed commercial parcel has been incorporated into a thoughtful land plan for the larger development, which includes a transition to townhomes and ultimately to single-family homes to the west and north. Staff believes that this land plan is appropriate and actually promotes a well-planned neighborhood. Special Use for Planned Development (Public Hearing) The residential portion of the development will be 144.2 acres with 322 detached single-family units and 83 townhome dwelling units in 18 buildings. The gross density for the subdivision is 2.8 du/ac. Of the residential area, 21.3 acres would be stormwater management/landscaped open area; 5.4 acres would be planned for two dedicated multi-use park sites; and 28.7 acres would be used for both external and internal rights-of-way. The Planned Development (PD) approach provides the flexibility needed to promote innovative and creative land development that achieves the community vision outlined in the Comprehensive Plan. The applicant would propose zoning deviations based on the current standards of the R-1 zoning district: 9 REPORT FOR THE COMMITTEE OF THE WHOLE Page #4 of 9 2010-050423.AA.REZ.SU.SPR.PP 6/22/2023 KELLER FARM Proposed Per Code (R-1) Andare (108 lots) Medallion (84 lots) Medallion Estates (108 lots) Townhomes (84 units) Minimum front yard setback 25’ 30’ 30’ 15’ 30’ Minimum interior side yard setback 6’ 7’ 10’ 15’ 7’ / 20’ combined Minimum corner side setback 25’ 30’ 30’ 15’ 30’ Minimum rear yard setback 30’ 30’ 30’ 15’ 30’ Minimum lot size 7,875 sq ft 8,125 sq ft 9,017 sq ft 1,300 sq ft 12,000 sq ft Minimum lot width 63’ 65’ 71’ 85’ Maximum lot/building coverage 35% 39% 38% 35% 30% Maximum impervious coverage 46% 51% 49% 66% 45% Gross density 2.8 du/ac 2.1 du/ac Width of right-of-way 60’ 66’ In addition, the zoning code restricts townhomes to 4 units per building; the applicant proposes to construct townhomes with 4 – 6 dwelling units per building. The applicant also proposed relief in Section 9-17 Garages as the provisions state that "The minimum of twenty-five (25) percent of the garages in any given residential development will be required to be side-loaded, rear-loaded, or recessed a minimum of five (5) feet from the front facade of the home." According to the development proposal, none of the proposed single-family detached homes would be side-loaded, rear-loaded, or recessed. All of the townhomes have rear-load garages; the townhome units account for 19% of the total number of proposed units. Section 9-17 Garages also specifies how far a garage can protrude in front of a home – generally, no more than 5 feet from the living space or from a large porch. Several of the proposed elevations have garages protruding more than 5 feet. Staff is working with the applicant to limit the number of those elevations in the development. For this development, the applicant has proposed not identifying Key or Through Lots, which would typically receive architectural enhancements. Instead, the applicant would provide moderately elevated architecture throughout the entire subdivision, eliminating the need for specific architectural treatment on specific lots. In conjunction with this, the proposed through lot landscaping would provide more plantings than required by the zoning code, but with an emphasis on evergreens (as opposed to shade or ornamental) trees, which provide year-round screening. Similarly, the corner lots – which are often designated as key lots – would all have an HOA-managed landscaped area that goes above the requirements of the zoning code. The architectural improvements will be addressed in further detail in the Architecture and Elevations section of this report. Staff is currently working with the applicant regarding Tree Preservation and Replacement standards. 10 REPORT FOR THE COMMITTEE OF THE WHOLE Page #5 of 9 2010-050423.AA.REZ.SU.SPR.PP 6/22/2023 KELLER FARM In exchange for the bulk and density relief identified above, the developer commits to exceeding the Village's Zoning Code requirements as follows: • Sufficient open space and walkability • Entryway landscape features • Enhanced corner-lot landscaping • Off-site street improvements • Elevated architectural standards throughout the development Within the "Future Land Use Plan" of the Village's Comprehensive Plan, the proposed residential area of the subject property is designated as "Village Residential" at a density of between 4.0 and 6.0 dwelling units per acre. The proposed gross density of the subdivision is 2.8 du/ac. Because the proposed density is lower than the density designated by the Comprehensive Plan, no density bonus is required. In order for the Plan Commission to recommend approval of a special use, the applicant must demonstrate two findings of fact based on the specific circumstances of the project. Separately, there are additional findings that must be demonstrated in order to recommend approval of a planned development. 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 the immediate area for the purposes already permitted, nor would it substantially diminish property values; Staff deems that the proposed planned development generally would not be detrimental to adjacent properties nor would it diminish property values. The proposed residential portion of the development provides an appropriate transition between the Liberty Grove and the denser neighborhoods on the east side of Wallin Drive. Staff believes that this proposed infill development is compatible and consistent with the surrounding environment in terms of land use and site designs. 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 plan is generally compatible with adjacent residential subdivisions that have been approved with similar housing types. Staff foresees generally minimal impacts that would result from approval of the requested planned development. As staff previously received the comments about the alignment of lot lines with adjacent subdivisions from the Plan Commission and the Board of Trustees, staff deems that the general alignment with the existing residential lots will avoid the affected residents having multiple styles of fences in their back yards and seeing more than one family through the rear windows. c. The planned development fulfills the objectives of the comprehensive plan and the land use policies of the Village and presents an innovative and creative approach to the development of land and living environments; Staff believes that the variety of housing types and designs, along with the community amenities and landscaping provided by the applicantwould advance several goals of the Village's Comprehensive Plan. Those goals include: "Expand the diversity of quality, attractive, and safe neighborhoods within the Village of Plainfield" and "Encourage neighborhoods with a friendly and comfortable ambiance, including the conservation and enrichment of existing neighborhoods and prudent development of new neighborhoods that are compatible with the character of the Village." 11 REPORT FOR THE COMMITTEE OF THE WHOLE Page #6 of 9 2010-050423.AA.REZ.SU.SPR.PP 6/22/2023 KELLER FARM d. The proposed land uses fulfill, or can reasonably be expected to fulfill, a need or demand for such uses within the Village; Staff submits that there is a high demand for housing within the Village. Under the current demand for housing in the Village, the proposed residential development, which includes both detached single-family and townhome residences, will provide additional housing choices within the Village. Additionally, the proposed development will provide walkable, conveniently located commercial uses. e. The physical design of the planned development efficiently utilizes the land, adequately provides for transportation and public facilities, and preserves natural features of the site, and that the property is suitable for the proposed purposes and land uses; The proposed land use plan utilizes the site efficiently. The proposed development would connect with four existing stub street connections with Liberty Grove (at Soldier Court, Colonial Parkway, Liberty grove Boulevard and Presidential Avenue). The plan includes a combination of home types, including conventional single-family detached homes, age-targeted single-family homes, and townhomes. Open space and multi-use paths are incorporated throughout, with the inclusion of two dedicated park sites and further open space. f. Any exceptions to bulk and density regulations of the underlying zoning shall be solely for the purpose of promoting an efficient and coordinated site plan, no less beneficial to the residents or occupants of such development, as well as the neighboring property, than would be obtained under the bulk and density regulations of this ordinance for buildings developed on separate zoning lots; Staff deems that the proposed bulk dimensions and setbacks are appropriate as they are mostly similar to the Liberty Grove subdivision and will result in minimal negative impacts to adjacent properties. g. The planned development meets the requirements and standards of the planned development regulations; The proposed planned development complies with the requirements of the planned development standards in the zoning code. h. Open spaces and recreational facilities are provided; The proposed development has planned two park sites in the development, which provide sports courts, walking paths, a playground, and a pavilion. Staff deems that the park design satisfies the Village's expectations and would meet the future recreation needs of its residents. Staff will continue to work with the applicant and Plainfield Park District regarding the park dedication process. In addition, Staff submits that the naturalized designs of the detention ponds located across the development would provide scenic open space for residents. i. The planned development is compatible with the adjacent properties and the neighborhood, and along the periphery of the planned development, yards or setbacks shall be provided that meet or exceed the regulations of the district in which the planned development is located; 12 REPORT FOR THE COMMITTEE OF THE WHOLE Page #7 of 9 2010-050423.AA.REZ.SU.SPR.PP 6/22/2023 KELLER FARM As mentioned, staff submits that the proposed planned development is compatible with adjacent properties. Landscaping buffers have been proposed along Lockport Street and Wallin Drive. Along the west boundary, rear lot lines are generally aligned with the existing lots in Liberty Grove. j. That the land uses permitted are necessary or desirable and are appropriate with respect to the primary purpose of the planned development; Staff believes that the development proposal will enhance local residential development, improve the connectivity among adjacent residential subdivisions, efficiently utilize land, preserve natural features, and provide sufficient recreational open space and amenities for residents. k. That the land uses are not of such a nature, or so located, as to exercise a detrimental influence on the surrounding neighborhood. Staff submits that the proposed planned development is generally appropriate and compatible with adjacent communities for the proposed land use and designs. The proposed development will be a benefit to the neighboring subdivisions for its quality proposed designs, and become an asset to the Village of Plainfield. Site Plan Review & Preliminary Plat A. Land Plan Staff notes that the Site Plan Review is specific to the townhome development, but takes this opportunity to discuss the site and preliminary plat for the entire residential portion of the development. Site Plan The overall site encompasses approximately 152.9 acres. The site plan provides approximately 48.4 acres of open space, which includes 21.3 acres of stormwater management and 5.4 acres of a recreational park site. The proposed development includes a total of 322 single-family detached lots. These lots are classified as: (1) Andare: These are age-targeted and the smallest lots (minimum 7,875 sq ft; average 9,051 sq ft). These homes are generally located nearest to Lockport Street and Wallin Drive to maximize walkability to the commercial area and downtown. The lots would be maintained by the HOA. (2) Medallion: These are the mid-sized lots (minimum 8,125 sq ft; average 8,787). The majority of these lots are located on the east side of the proposed development. (3) Medallion Estates: The largest lots (minimum 9,017 sq ft; average 9,821 sq ft) are located generally adjacent to Liberty Grove. There are also certain architectural elevations that correspond to each lot type (see the Architecture and Elevations section below). The development also plans to locate eighteen (18) townhome buildings with 83 dwelling units in total in the southeast corner of the property. Each townhome would have 4 – 6 units per building. Access and Circulation The project provides four (4) external access points: • Right-in/Right-out from Lockport Street, aligned with Indian Boundary Road to the south. • Full access from Wallin Drive, access point into the commercial property and townhomes. • Full access from Wallin Drive, aligned with the entrance to Sixteen30 13 REPORT FOR THE COMMITTEE OF THE WHOLE Page #8 of 9 2010-050423.AA.REZ.SU.SPR.PP 6/22/2023 KELLER FARM • Full access from Wallin Drive, extending Presidential Avenue from Liberty Grove and aligned with Presidential Avenue north of Patriot Square. In addition to these external access points, this infill subdivision extends stubbed streets in Liberty Grove: • Soldier Court • Colonial Parkway • Liberty Grove Boulevard • Presidential Avenue (as noted above) The applicant has proposed an extensive multi-use path network throughout the development, as well as extending the shared use path along Lockport Street and Wallin Drive. Architecture and Elevations The applicant has provided the proposed set of building elevations for review. The submitted home products are categorized into three series: Andare, Medallion, and Townhomes. Single Family – Andare and Medallion As mentioned above, the developer proposes to utilize moderately enhanced architecture throughout the neighborhood instead of designating Key and Through Lots. The architectural enhancement proposed by the developer include the following, and would be included on all detached single-family homes in the development: • 30-year Architectural Shingles • 12” Roof Overhang (rake) on all four sides • Corner boards on all four sides • Full thickness face brick or cultured stone masonry, siding elements, and window treatments on all front elevations per plan. • Window trim surrounding all windows and doors on side and rear elevations • Band board on all side and rear elevations. • Window grids on front, side and rear elevations of the home. • Garage door top row of windows per plan design, subject to supply chain availability. • .042 premium grade vinyl siding per plan. Double 5 exposure. • Fully landscaped front and rear yards. • Enhanced landscaping at Key and Trough Lots Staff is working with the applicant to add additional architectural enhancements. The applicant has also proposed an anti-monotony code to prohibit homes with the same color package or elevation adjacent to each other. Please see the included exhibit for more details. Townhomes The proposed townhome elevations include vinyl siding and brick wainscoting which wraps around the sides of the buildings. The garage doors are all located on the rear elevations of the townhome buildings, which are configured in such a way that they are shielded from view. Staff is working with the applicant to confirm compliance with the village code in regard to the townhome design. School and Park Site Obligation For the school site impact, the project will satisfy the school obligation via payment of cash in lieu of land donation at the time of issuing building permits. For the park impact, the park site obligation will be met with a combination of land dedication, park improvements, and cash payment. The applicant 14 REPORT FOR THE COMMITTEE OF THE WHOLE Page #9 of 9 2010-050423.AA.REZ.SU.SPR.PP 6/22/2023 KELLER FARM is coordinating with Plainfield Park District and will be required to enter into a park site dedication and improvement agreement, which will be incorporated as part of the annexation agreement with the Park District prior to development. Engineering/Stormwater Management Final engineering approval is not required during consideration of the zoning entitlements. The applicant has proposed stormwater retention areas across the site (which will account for both the residential and commercial stormwater management) and extensive improvements to the surrounding street network. Specifically, the applicant will widen and improve Wallin Drive, between Lockport Street and 143rd Street, to a three-lane cross-section with the addition of a center turn lane at the main project entrance. This turn lane will also serve and benefit the entrance to the Sixteen30 apartment development on the east side of Wallin Drive. Separately, the applicant will dedicate sufficient right-of-way at the northwest corner of Lockport Street and Wallin Drive for additional right-turn improvements to this intersection. Lastly, the applicant has also already begun considering grading as it relates to the retention wall on the west side of Liberty Grove, which will also be reviewed as part of final engineering. B. Landscape Plan The applicant has submitted an overall preliminary landscape plan for the project. The plan includes parkway tree plantings, landscaped buffers, corner-lot landscaping, landscaped entryway features, landscaping of the naturalized stormwater management areas, a conceptual multi-use park site design with landscaping, and foundation plantings for the townhome community. As described above, the applicant is proposing the provide more evergreen trees than shade or ornamental trees in the Through Lot buffer yards along Wallin Drive and Lockport Street. Staff is supportive of the additional screening that this provides, but has requested that the applicant add shrubs to these buffers. The applicant continues to work with staff on this change. Staff is also working with the applicant regarding adherence to the tree preservation and tree replacement standards. PLAN COMMISSION This case had its public hearing at the June 20, 2023 Plan Commission meeting. Staff received no emails or calls regarding the project. Two residents spoke at the public hearing; they provided questions and suggestions. In general, both were supportive of the development. Plan Commission asked questions relating to permitted uses in the commercial area; clarification on items in the traffic report; the bulk and density standards; landscaping, particularly on the perimeter of the development; and phasing. They voted unanimously to recommend approval of the project. CONCLUSION/RECOMMENDATION In summary, staff believes the proposed project is a logical extension of the Village's boundary and supports the proposed annexation. The proposed planned development offers a number of enhancements that exceed the Village's minimum code requirements in exchange for certain bulk relief sought. The proposed land plan and preliminary plat comply with the objectives of the planned development and additional requirements of the subdivision code. Prior to public comment and discussion by the Village Board, staff recommends approval. 15 IL ROUTE 126 (LOCKPORT STREET)PRESIDENTIALAVENUEGENERAL DRIVEINDEPENDENCE DRIVELIBERTY GROVE BLVD.COLONIAL PKW Y MEADOW LANESOLDIER CT.WALLIN DRIVE WILL COUNTYA-1 ZONINGPATRIOT SQUARER-3 ZONINGSIXTEEN30APARTMENTSR-4 ZONINGFAIRFIELD RIDGER-3 ZONINGLIBERTY GROVER-1 ZONINGLIBERTY GROVER-1 ZONINGWHISPERING CREEKR-1 ZONINGWILL COUNTYI-1 ZONINGB-5 ZONINGLIBERTY GROVER-1 ZONINGB-3 ZONINGPRESIDENTIALAVENUECW AVERYFAMILY YMCA60'66'60'60'60'B-5 ZONINGSHARED-USE PATHSHARED-USE PATHOPEN SPACE±3.6 AC.NATURALIZEDDETENTIONANDAREHOMESITESNATURALIZEDDETENTIONOPEN SPACE±12.9 AC.NATURALIZEDDETENTIONOPEN SPACE±4.4 AC.NATURALIZEDDETENTIONPARK±3.5 AC.PARK±1.9 AC.19253047354070485071657584627065205851090161413COMMERCIAL±8.7 AC.SHARED-USE PATHRIGHT-IN / RIGHT-OUT ACCESSENTRY FEATUREENTRY FEATURES1510152025293035404445505557151317884MEDALLIONHOMESITES143060455350748065617075859011512213012026112±50' LANDSCAPE BUFFER±50' LANDSCAPE BUFFER±50' LANDSCAPE BUFFER151718121110976512259488185778036371081059510384360'15354095100125126FUTURE FULL ACCESSFOR COMMERCIAL1020455558601005660HOMESITESMEDALLIONESTATESMEDALLIONHOMESITESANDAREHOMESITES617580HOMESITESMEDALLIONESTATES5510511087B-5NORTHSCALE: 1"=400'800'400'200'0SITE DATAL:\Projects\LN21103\Acad\LN21103_A16_01CP.dwgGARY R. WEBERASSOCIATES, INC.LAND PLANNINGECOLOGICAL CONSULTINGLANDSCAPE ARCHITECTUREWWW.GRWAINC.COM1700 EAST GOLF ROAD, SUITE 1100SCHAUMBURG, ILLINOIS 60173PHONE: 224-293-3100 FAX: 224-293-3101PLAINFIELD, ILLINOISCONCEPT PLAN4/17/2023MEDALLION S.F. TYPICAL LOT DETAILSCALE: 1"=100'ANDARE S.F. TYPICAL LOT DETAILSCALE: 1"=100'TOWNHOME TYPICAL LOT DETAILSCALE: 1"=100'MEDALLION ESTATE S.F. TYPICALSCALE: 1"=100'LOT DETAIL16 LOCKPORT STREET SUBJECT PROPERTY WALLIN DRIVEMEADOW LANEW. 143RD STREET S. VAN D Y KE R O A D S. STEINER ROADWALLIN OAKS ELEMENTARY SCHOOL RICHARD IRA JONES MIDDLE SCHOOL LINCOLN ELEMENTARY SCHOOL DuPAGE RIVER(IL. ROUTE 126)INDIAN BOUNDARY LI NE ROAD CONSULTANTS: DESCRIPTION INDEX OF SHEETS SHEET NO. PUD 1.0 COVER SHEET PUD 1.1 OVERALL PUD PLAN PUD 1.2 PUD PLAN PUD 1.3 PUD PLAN LOCATION MAP SCALE: 1"=800' LANDSCAPE ARCHITECT: GARY R. WEBER ASSOCIATES, INC 402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 CIVIL ENGINEER: CAGE CIVIL ENGINEERING 3110 WOODCREEK DRIVE DOWNERS GROVE, ILLINOIS 60515 Preliminary PUD Plan KELLER FARM Plainfield, Illinois May 3, 2023 17 WALLIN DRIVECOLONIAL PKWYOUTLOT A 667 668 669 670 671 672 673 674 675 676 677 678 679 680 681 682 93 115 116 117 118 119 120 121 122 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 589 SOLDIER CT ILLINOIS ROUTE 126 ILLINOIS ROUTE 126 INDIA N B O U N D A R Y LINE RD PRESIDENTIALAVE LIBERTY GROVE BLVD 302 303 304 158 254 252 253 164 162 161 160 159 156 157 154 155 60 837879808182 6962 7063 71646566676861 75 76 77 86 87 85 84 1025 72 73 74 128 127 126 125 124 123 122129 89 90 91 92 93 88 118 117 121 120 119 106 139 508 242 241 320 312 319 311 318 310 317 316 315 314 321 313 248 249 250 243 251 244 245 246 247 322 514 255 262 261 260 259 258 257 256 263 240 233 234 235 236 237 238 239 231 230 229 232 264265 215216 212213214 228227226225 501 168 165 166 502 180 210 506 153 152 151 150 503 163 507 147 148 149 500 41 130 31 22 14 6 504 21 13 5 28 20 12 4 27 19 11 3 26 18 10 2 25 17 9 24 16 8 23 15 7 1018 10191016101710141015 1020 1024 1023 1021 10271026 1028 10311030 1029 4546 4344 42 144 145 146142143141140137138 505 29 30 34 32 33 38 3536373940 104 107 99102 98 108 113 101 97 109 114110 96100 115 103 111 95 112 94 135 131 132 133 134 136 296 295 294 293 292 291 272 269 274 278 268 275 279 271 267 276 270 277 266191195194193192 199202201200 196 198 217 207206205 209208 222221220219 224223 284 285 286 287 288 289 282 290 283 169 173 182 190 186 177 170 185 181 189 174 178 171 184 188 175 172 183 187 176 167 306 307 308 309 301 300 299 298 297 54 59 53 58 52 57 51 56 50 49 55 48 47 116105 179 203 197 211 204 273 280 305 1 218 281 510 1022 512 513 509 515 511 WILL COUNTY A-1 ZONING PATRIOT SQUARE R-3 ZONING SIXTEEN30 APARTMENTS R-4 ZONING FAIRFIELD RIDGE R-3 ZONING LIBERTY GROVE R-1 ZONING LIBERTY GROVE R-1 ZONING WHISPERING CREEK R-1 ZONING WILL COUNTY I-1 ZONING B-5 ZONING LIBERTY GROVE R-1 ZONING B-3 ZONING CW AVERY FAMILY YMCA B-5 ZONING COMMERCIAL B-5 SHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PRELIMINARY OVERALL PUD PLANPUD 1.1KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREET SUITE 108 EAST DUNDEE, ILLINOIS 60118 CAGE CIVIL ENGINEERING 3110 WOODCREEK DRIVE DOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow. before you dig.Call R 0 100'200'400'600' SCALE: 1"=200'NORTH DESIGN STANDARDS MEDALLION S.F. TYPICAL LOT DETAIL SCALE: 1"=40' ANDARE S.F. TYPICAL LOT DETAIL SCALE: 1"=40' MEDALLION ESTATE S.F. TYPICAL SCALE: 1"=40' LOT DETAIL TOWNHOME TYPICAL LAYOUT SCALE: 1"=40' SHEET PUD 1.1 SHEET PUD 1.2 SITE DATA 18 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 589 158 254 252 253 164 162 161 160 159 242 241 320 321 248 249 250 243 251 244 245 246 247 322 514 255 262 261 260 259 258 257 256 263 240 233 234 235 236 237 238 239 231 230 229 232 264265 215216 212213214 228227226225 501 168 165 166 502 180 210 503 163 500 22 14 6 504 21 13 5 28 20 12 4 27 19 11 3 26 18 10 2 25 17 9 24 16 8 23 15 7 291 272 269 274 278 268 275 279 271 267 276 270 277 266191195194193192 199202201200 196 198 217 207206205 209208 222221220219 224223 284 285 286 287 288 289 282 290 283 169 173 182 190 186 177 170 185 181 189 174 178 171 184 188 175 172 183 187 176 167 179 203 197 211 204 273 280 1 218 281 A-1 ZONING PATRIOT SQUARE SUBDIVISION R-3 ZONING SIXTEEN30 APARTMENTS R-4 ZONING LIBERTY GROVE SUBDIVISION R-1 ZONING DEDICATED PARK 3.54 AC. PRESIDENTIAL AVE WALLIN DRIVEOUTLOT A 667 668 669 670 671 672 673 674 675 676 677 678 679 680 681 682 93 115 116 117 118 119 120 121 122 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 589 302 303 304 158 254 252 253 164 162 161 160 159 156 157 154 155 60 8378798081826962706371646566676861 75 76 77 86 87 85 84 1025 72 73 74 128 127 126 125 124 123 122129 89 90 91 92 93 88 118 117 121 120 119 106 139 508 242 241 320 312 319 311 318 310 317 316 315 314 321 313 248 249 250 243 251 244 245 246 247 322 514 255 262 261 260 259 258 257 256 263 240 233 234 235 236 237 238 239 231 230 229 232 264265 215216 212213214 228227226225 501 168 165 166 502 180 210 506 153 152 151 150 503 163 507 147 148 149 500 41 130 31 22 14 6 504 21 13 5 28 20 12 4 27 19 11 3 26 18 10 2 25 17 9 24 16 8 23 15 7 1018 10191016101710141015 1020 1024 1023 1021 10271026 1028 10311030 1029 4546 4344 42 144 145 146142143141140137138 505 29 30 34 32 33 38 3536373940 104 107 99102 98 108 113 101 97 109 114110 96100 115 103 111 95 112 94 135 131 132 133 134 136 296 295 294 293 292 291 272 269 274 278 268 275 279 271 267 276 270 277 266191195194193192 199202201200 196 198 217 207206205 209208 222221220219 224223 284 285 286 287 288 289 282 290 283 169 173 182 190 186 177 170 185 181 189 174 178 171 184 188 175 172 183 187 176 167 306 307 308 309 301 300 299 298 297 54 59 53 58 52 57 51 56 50 49 55 48 47 116105 179 203 197 211 204 273 280 305 1 218 281 510 1022 512 513 509 515 511 SHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PRELIMINARY PUD PLAN DETAILSPUD 1.2KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREET SUITE 108 EAST DUNDEE, ILLINOIS 60118 CAGE CIVIL ENGINEERING 3110 WOODCREEK DRIVE DOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow. before you dig.Call R 0 50'100'200'300' SCALE: 1"=100'NORTH MAT C H LI N E - SEE SH E E T 1 . 3 0 150'300'600'900' SCALE: 1"=300'NORTH SINGLE FAMILY PRODUCT TYPE KEY MEDALLION ESTATE SINGLE FAMILY MEDALLION SINGLE FAMILY ANDARE SINGLE FAMILY 19 OUTLOT A 667 668 669 670 671 672 673 674 675 676 677 678 679 680 681 682 93 115 116 117 118 119 120 121 122 130 131 132 133 134 135 136 137 138 139 140 141 302 303 304 158 164 162 161 160 159 156 157 154 155 60 837879808182 6962 7063 71646566676861 75 76 77 86 87 85 84 1025 72 73 74 128 127 126 125 124 123 122129 89 90 91 92 93 88 118 117 121 120 119 106 139 508 320 312 319 311 318 310 317 316 315 314 321 313 322 514 165 166 502 506 153 152 151 150 503 163 507 147 148 149 41 130 31 504 28 27 26 25 1018 10191016101710141015 1020 1024 1023 1021 10271026 1028 10311030 1029 4546 4344 42 144 145 146142143141140137138 505 29 30 34 32 33 38 3536373940 104 107 99102 98 108 113 101 97 109 114110 96100 115 103 111 95 112 94 135 131 132 133 134 136 296 295 294 293 292 291 167 306 307 308 309 301 300 299 298 297 54 59 53 58 52 57 51 56 50 49 55 48 47 116 105 305 510 1022 512 513 509 515 511 FAIRFIELD RIDGE SUBDIVISION R-3 ZONING R-1 ZONING B-5 ZONING LIBERTY GROVE SUBDIVISION R-1 ZONING B-5 ZONINGCOMMERCIAL B-5 DEDICATED PARK 1.95 AC. 8.78 AC.WALLIN DRIVECOLONIAL PKWYSOLDIER CT ILLINOIS ROUTE 126 BOUNDARYLINE RDINDIAN LIBERTY GROVE SUBDIVISION R-1 ZONING LIBERTY GROVE BOULEVARD LOCKPORT STREET SHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PRELIMINARY PUD PLAN DETAILSPUD 1.3KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREET SUITE 108 EAST DUNDEE, ILLINOIS 60118 CAGE CIVIL ENGINEERING 3110 WOODCREEK DRIVE DOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow. before you dig.Call R 0 50'100'200'300' SCALE: 1"=100'NORTH MAT C H LI N E - SEE S H E E T 1 . 2 20 CA CA CA CA CA GGGGTTTTTTWWETTTTTTTT T T T T T T T T T T T T T T T T T T T T T T T T T T T T CA CA CA CA CA CA CA CA E E E E E E ETCA CA E EFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFO FOFOFOTSFOFOOHOHOHOHOHOHOHOHOHOHOHOH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OHFOFOOHOHOH OHOHTS TSTS E TS TSEEEE EETS TS TS OHEES SUNSUBDIVIDEDLIBERTY GROVE UNIT 3 LI B E R T Y G R O V E U N I T 2 LIBERTY GROVE UNIT 8 RESUB LIBERTY GROVE UNIT 2LIBERTY GROVE UNIT 3 50350050650250550451150951051450850750251314614514412212312125116359585760105104106107108109110111112113114115103102101100999897969511694152148293332303134383940413536375556515253545049484746444542431431421411401371361351341331321301291281271261171181191201251246162636465686970747372717576797877808182838485868788929190899330330030130231431531731831632032132231931331230730930829629529429315715615516716816917217319017617417518718918818618517717817918418318216616515915816016116216428272625242322212019181716151413121110987654321286285284283290289288287265263264262261260259258257256199191194195196203202201200279278277276275280274270271272273268269206208217207216210215214213209255252253254250249246248247244245241240239238237236235234233229230228227222223224225226218221151153150147299304307309308296295294293298297154WALLIN DRIVE WALLIN DRIVEILLINOIS ROUTE 146(LOCKPORT STREET)CH=S86°25'10"W520.81'R=21425.90'L=520.82'S85° 43' 23"W155.28'S 01°34'47" E 601.93'S41° 16' 40"W45.54'N88° 25' 13"E24.43'CH=S 0 3°2 9 '2 0 "E 509.02' R =7 6 3 8.8 6 'L=5 0 9.11'S01° 34' 47"E42.60'S88° 55' 58"W10.18'S 01°44'14" E 2653.67'N 88°40'41" E 1292.35'N 01°42'32" W 2647.90'N 88°55'58" E 1163.92'N 01°41'48" W 1262.44'S 88°18'12" W 1297.22'S 87°43'21" W 482.86'S02° 53' 03"E19.88'1311391381491701711811802822811931921981972052042122112192202312322432422672662922913113103063056667102010191018102110221023101710161015101410241025102710291028103110301026512515SINGLE-FAMILY LOTS 29-33 & 131-153& 235-290N.T.S.SINGLE-FAMILY LOTS 55-130 &291-322.N.T.S.SINGLE-FAMILY LOTS 1-28 & 34-54 &154-234N.T.S.CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOF1" = ' (HORIZONTAL)''1603201600AREA TABLELOCATION MAPSITELEGAL DESCRIPTIONSURVEYOR'S NOTESREVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/20231511" = 160'TYPICAL LOT DETAILSBENCHMARKSLEGENDWWGESHEET INDEX21 21922422322222122020721121021220921320821420521520621619819920020120219519419319219719623456789101112WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW21821720420319118" DI WM8" DI WM91 LF 8" PVC SDR 26 @ 0.40%314 LF 8" PVC SDR 26 @ 0.40%242 LF 8" PVC SDR 26 @ 0.40%355 LF 8" PVC SDR 26 @ 0.40%213 LF 8" PVC SDR 26 @ 0.50%355 LF 8" PVC SDR 26 @ 0.40%144 LF 8" PVC SDR 26 @ 0.40%130 LF 8" PVC SDR 26 @ 0.40%195 LF 8" PVC SDR 26 @ 0.40%131 LF 8" PVC SDR 26 @ 0.41%48" RCP15" RCP15" RCP18" RCP27" RCP27" RCP30" RCP36" RCP36" RCP36" RCP36" RCP36" RCP36" RCP15" RCP18" RCP12" RCP12" RCP12" RCP12" RCP15" RCP15" RCP15" RCP15" RCP18" RCP18" RCP18" RCP18" RCP21" RCP24" RCP24" RCP30" RCP30" RCP12" RCP24" RCP24" RCPSWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW501PRESIDENTIAL AVENUEPRESIDENTIAL AVENUECH=S22°45'41"E114.95'R=160.00'L=117.58'S 01°42'32" E 696.26'STREET DSTREET DSTREET C STREET C STREET BSTREET ASTREET A S 88°17'28" W 782.00'N 01°42'32" W 254.00'S 88°17'28" W 542.00'S 01°42'32" E 254.00'N 88°17'28" E 542.00'N 01°42'32" W 154.00'CH=N46°42'32"W141.42'R=100.00'L=157.08'S 88°17'28" W 442.00'S 01°42'32" E 254.00'N 88°17'28" E 542.00'N 88°17'28" E 154.00'CH=S78°34'06"E72.75'R=160.00'L=73.39'N3 5 ° 2 2 ' 4 5 " E 14. 8 0 ' .61' 3'N 88°17'28" E 388.00'"W 101.77' =103.57' S3 5 ° 2 2 ' 4 5 " W 14 . 8 0 'N 88°17'28" E 542.00'UNSUBDIVIDEDLIBERTY GROVE UNIT 3 LIBERTY GROVE UNIT 3LOT 153LOT 154LOT 155LOT 156LOT 157LOT 158LOT 159LOT 160LOT 161LOT 162LOT 163LOT 16468.50'71.00'71.00'71.00'71.00'71.00'74.50'75.00'75.00'75.00'75.00'122.50'N 88°40'41" E 715.66'N 88°40'41" E 128.00'PRESIDENTIAL AVENUEN 88°40'41" E 1292.35'71.00' 71.00'127.00'71.00'71.00'71.00'N 01°42'32" W 127.00'71.00'71.00'N 01°42'32" W 127.00'71.00'71.00'N 01°42'32" W 127.00'71.00'71.00'71.00'N 01°42'32" W 127.00'71.00'N 01°42'32" W 127.00'71.00'91.00'N 01°42'32" W 127.00'91.00'127.00' 127.00'93.50'71.00'S 01°42'32" E 127.00'71.00'S 01°42'32" E 127.00'71.00'S 01°42'32" E 127.00'71.00'S 01°42'32" E 127.00'71.00'S 01°42'32" E 127.00'93.50'S 01°42'32" E 127.00' 127.00'93.50'93.50'N 01°42'32" W 127.00'71.00'N 01°42'32" W 127.00'71.00'71.00'71.00'N 01°42'32" W 127.00' N 01°42'32" W 127.00'71.00'71.00'71.00'N 01°42'32" W 127.00'71.00'71.00'71.00'N 01°42'32" W 127.00' N 01°42'32" W 127.00'93.50'127.00'93.50'96.00'127.00'71.00'S 01°42'32" E 127.00'71.00'S 01°42'32" E 127.00'71.00'S 01°42'32" E 127.00'71.00'S 01°42'32" E 127.00'71.00'S 01°42'32" E 127.00'91.00'S 01°42'32" E 127.00' 127.00'94.50'127.00'75.00'N 01°42'32" W 127.00'75.00'N 01°42'32" W 127.00'75.00'N 01°42'32" W 127.00'75.00'N 01°42'32" W 127.00'47.50'N 01°42'32" W 127.00' 27.00'L=157.08'27.00'127.00'11.74'71.00' L=68.44'L=78.47'71.00'N 88°17'28" E167.45'3.06'71.00'N 88°17'28" E132.76'L=3 9 .11'32.28'71.00' 71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00'S 88°17'28" W128.00'71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'96.85'N 88°17'28" E128.00'95.98'N 88°17'28" E 542.00'71.00'71.00'71.00'71.00'71.00'93.50'40.85'52.64'N 88°40'41" E 128.00'156.22'N 01°42'32" W 127.00' S 01°42'32" E 127.00'N 88°17'28" E 517.00'N 01°42'32" W 167.85' N 01°42'32" W 127.00'93.50'L=157.08'71.00'' 14. 8 0 'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/20231521" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOF''1" = ' (HORIZONTAL)4080400AREA TABLESEE SHEET 3SEE SHEET 422 224223225226227230229228231232233234235236237238239211210212209267266271270269268278279280274275276277198195197196240WWWWWWWWWW W WWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWW5002722738" DI WM8" DI WM355 LF 8" PVC SDR 26 @ 0.40%355 LF 8" PVC SDR 26 @ 0.40%130 LF 8" PVC SDR 26 @ 0.40%53 LF 8" PVC SDR 26 @ 0.40%49 LF 8" PVC SDR 26 @ 0.40%49 LF 8" PVC SDR 26 @ 0.40%49 LF 8" PVC SDR 26 @ 0.40%323 LF 8" PVC SDR 26 @ 0.40%192 LF 8" PVC SDR 26 @ 0.40%123 LF 8" PVC SDR 26 @ 0.40%205 LF 8" PVC SDR 26 @ 0.40%334 LF 8" PVC SDR 26 @ 0.40%182 LF 8" PVC SDR 26 @ 0.40%195 LF 8" PVC SDR 26 @ 0.40%12" RCP15" RCP15" RCP15" RCP18" RCP21" RCP21" RCP21" RCP24" RCP24" RCP27" RCP30" RCP30" RCP30" RCP48" RCP12" RCP15" RCP36" RCP36" RCP12" RCP12" RCP12" RCP12" RCP12" RCP12" RCP36" RCP36" RCPT T T T T T T T T T T T T T CA CA CA CA CA CA CA CA CA CA CA OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OHOHOHOHOHOHWWWWWWWWWW W WWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWSTREET B PRESIDENTIAL AVENUESTREET DSTREET C STREET C STREET ASTREET BSTREET B S 88°17'28" W 782.00'CH=N46°42'32"W183.85'R=130.00'L=204.20'N 01°42'32" W 462.08' CH=N19°38'13"E 116.48' R=160.00'L=119.22' N 4 0 ° 5 8 ' 5 8 " E 6 . 8 1 ' N 01°42'32" W 568.00'S 88°17'28" W 100.00'CH=N74°28'11"W124.47'R=210.00'L=126.37'S 4 0 ° 5 8 ' 5 8 "W 6. 8 1 ' C H=S19°38'13"W 72.80' R=100.00'L=74.51' S 01°42'32" E 462.08'CH=S46°42'32"E98.99'R=70.00'L=109.96'N 88°17'28" E 180.00'S 01°42'32" E 254.00' S 01°42'32" E 254.00'N 88°17'28" E 388.00'CH=S46°R=150.00'UNSUBDIVIDED71.00'74.50'75.00'CH=S86°04'24"E58.18'R=318.00'L=58.26'N 88°40'41" E 715.66'WALLIN DRIVE WALLIN DRIVEN 88°40'41" E 1292.35'127.00'L=25.06'88.00'65.00'N 88°17'28" E125.00'65.00'N 88°17'28" E125.00'65.00'N 88°17'28" E125.00'65.00'N 88°17'28" E125.00'65.00'N 88°17'28" E125.00'65.00'N 88°17'28" E125.00'125.00'90.00'N 88°17'28" E125.00'55.00'40.00'74.00'S 88°17'28" W125.00'74.00'S 88°17'28" W125.00'74.00'S 88°17'28" W125.00'74.00'S 88°17'28" W125.00'74.00'S 88°17'28" W125.00'52.08'S 88°17'28" W125.00'89.49'L=101.31'65.00'L=70.61'39.78'L=3.11'N 88°17'28" E170.08'65.00' L=67.39' 65.00' 14.08'L=51.83'N 88°17'28" E133.32'65.00' 65.00'N 88°17'28" E125.00'65.00' 65.00'N 88°17'28" E125.00'65.00' 65.00'N 88°17'28" E125.00'65.00' 65.00'N 88°17'28" E125.00'65.00' 65.00'N 88°17'28" E125.00'65.00' 65.00'N 88°17'28" E125.00'69.17' L=5.69 '58.00'N 88°17'28" E125.00'L =5 3 .1 8 'N 85°47'01" E125.24'94.46'17.56'L=53.18'N 62 °20 '39 " E139.78 '107.63'L=53.18'N 3 8 ° 5 4 ' 1 6 " E 12 5 . 7 5 '43.61'63.17'49.40'17.36'L=38.97'N 15°2 7 ' 5 4 " E 125.00 '45.28'65.00'65.00'N 01°42'32" W 127.00'65.00'65.00'N 01°42'32" W 127.00'65.00'N 01°42'32" W 127.00'65.00'71.00'71.00'71.00'N 01°42'32" W 127.00'71.00'N 01°42'32" W 127.00'71.00'S 01°42'32" E 127.00'93.50'S 01°42'32" E 127.00' 127.00'93.50'93.50'N 01°42'32" W 127.00'71.00'N 01°42'32" W 127.00'71.00'N 01°42'32" W 127.00'71.00'S 01°42'32" E 127.00'91.00'S 01°42'32" E 127.00' 127.00'94.50'127.00'75.00'N 01°42'32" W 127.00' N 01°42'32" W 127.00' N 01°42'32" W 569.49'71.00'52.64'156.22'90.00'65.00'65.00'65.00'65.00'65.00'65.00' 74.00'74.00'74.00'74.00'74.00'85.00' S 01°42'32" E 1328.89'S 46°42'32" E 168.79'S 74°32'06" E 108.45'N 88°17'28" E 244.40'N 01°42'32" W 127.00' S 01°42'32" E 127.00'N88° 40' 41"E141.18'S80° 49' 28"E103.37'CH=S86°04'24"E69.89'R=382.00'L=69.99'93.50'71.00'89.49' L=74.51'L=74.51'L=109.96'L=109.96'48.7'48.7'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/20231531" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOFSEE SHEET 5SEE SHEET 2 ''1" = ' (HORIZONTAL)4080400AREA TABLE23 198199200201202195194193192197196285286287288289282290283284910111213141516171819202122180181182178177176175183184186187185173172174188189171170WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW2031911792818" DI WM8" DI WM8" DI WM242 LF 8" PVC SDR 26 @ 0.40%357 LF 8" PVC SDR 26 @ 0.40%355 LF 8" PVC SDR 26 @ 0.40%195 LF 8" PVC SDR 26 @ 0.40%392 LF 8" PVC SDR 26 @ 0.40%300 LF 8" PVC SDR 26 @ 0.40%131 LF 8" PVC SDR 26 @ 0.41%48" RCP48" RCP36" RCP36" RCP36" RCP36" RCP21" RCP24" RCP24" RCP30" RCP30" RCP12" RCP12" RCP12" RCP18" RCP18" RCP24" RCP24" RCP12" RCP12" RCP12" RCP18" RCP21" RCP24" RCP27" RCP30" RCP30" RCP18" RCP12" RCP12" RCP12" RCP12" RCPWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW502CH=S22°45'41"E114.95'R=160.00'L=117.58'STREET C STREET F STREET F STREET F STREET E STREET E STREET AN 01°42'32" W 154.00'CH=N46°42'32"W141.42'R=100.00'L=157.08'S 88°17'28" W 442.00'S 01°42'32" E 254.00' S 01°42'32" E 838.37'N 88°17'28" E 154.00'CH=S78°34'06"E72.75'R=160.00'L=73.39'N3 5 ° 2 2 ' 4 5 " E 14 . 8 0 ' CH=N 16°50'06"E63.61' R=100.00'L=64.73' N 01°42'32" W 856.19'N 88°17'28" E 388.00'N 01°42'32" W 838.37' S 01°42'32" E 856.19' CH=S 16°50'06"W 101.77' R=160.00'L=103.57' S3 5 ° 2 2 ' 4 5 " W 14 . 8 0 'N 88°17'28" E 542.00'N 01°42'32" W 817.48' LIBERTY GROVE UNIT 3 LIBERTY GROVE UNIT 3LOT 147LOT 146LOT 145LOT 144LOT 148LOT 149LOT 150LOT 151LOT 152LOT 153LOT 154LOT 155LOT 15668.50'71.00'71.00'71.00'71.00'71.00'74.50'75.00'75.00'75.00'75.00'122.50'75.00'75.00'75.00'75.00'75.00'75.00'75.00'75.00'75.51' 71.00'71.00'71.00'71.00'71.00'71.00'71.00'71.00'71.00' N 01°42'32" W 2647.90' 71.00' 71.00'127.00'71.00' 71.00'N 88°17'28" E127.00'71.00' 71.00'N 88°17'28" E127.00'71.00' 71.00'N 88°17'28" E127.00'71.00' 71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'71.00' 71.00'N 88°17'28" E127.00'71.00'71.00' 71.00'N 88°17'28" E127.00'71.00' 71.00'N 88°17'28" E127.00'91.00'N 88°17'28" E127.00'91.00'127.00'127.00' S 01°42'32" E 127.00' S 01°42'32" E 127.00' S 01°42'32" E 127.00' S 01°42'32" E 127.00' S 01°42'32" E 127.00' S 01°42'32" E 127.00' 127.00'94.50'127.00'75.00'N 01°42'32" W 127.00'75.00'N 01°42'32" W 127.00'75.00'N 01°42'32" W 127.00'75.00'N 01°42'32" W 127.00'47.50'N 01°42'32" W 127.00' 27.00'L=157.08'71.00'71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'S 88°17'28" W127.00'71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'27.00'54.65'N 88°17'28" E127.00'93.50' 93.50'127.00'75.00'S 88°17'28" W127.00'75.00'S 88°17'28" W127.00'75.00'S 88°17'28" W127.00'75.00'S 88°17'28" W127.00'75.00'S 88°17'28" W127.00'75.00'S 88°17'28" W127.00'75.00'S 88°17'28" W127.00'75.00'S 88°17'28" W127.00'75.51'S 88°17'28" W127.00'71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00'71.00' 71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00'N 88°17'28" E128.00'36.15'L=35.13'11.74'71.00'N 88°17'28" E131.84'L=68.44'L=78.47'71.00'N 88°17'28" E167.45'3.06'71.00'N 88°17'28" E132.76'L =39.11'32.28'71.00' 71.00'N 88°17'28" E128.00'N 88°17'28" E128.00'156.22'N 01°42'32" W 730.00'N 88°17'28" E 379.05'L=157.08'71.00'87.72' L=64.73' 14. 8 0 ' L=64.73'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/20231541" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOFSEE SHEET 2SEE SHEET 6SEE SHEET 5 ''1" = ' (HORIZONTAL)4080400AREA TABLE24 237238239243242241245246244247248252251250267266268278279280198195197196254255256257258259260262261263264265285286287288289282290283284240249501WWWWWWWWW W W W W WWWWWWWWWWWWWWW WWW WWWWWWW W W W W WWW W2818" DI WM8" DI WM192 LF 8" PVC SDR 26 @ 0.40%123 LF 8" PVC SDR 26 @ 0.40%106 LF 8" PVC SDR 26 @ 0.40%390 LF 8" PVC SDR 26 @ 0.40%324 LF 8" PVC SDR 26 @ 0.40%334 LF 8" PVC SDR 26 @ 0.40%182 LF 8" PVC SDR 26 @ 0.40%75 LF 8" PVC SDR 26 @ 1.76%195 LF 8" PVC SDR 26 @ 0.40%30" RCP30" RCP48" RCP48" RCP36" RCP36" RCP12" RCP12" RCP12" RCP12" RCP15" RCP18" RCP21" RCP24" RCP12" RCP18" RCP18" RCP36" RCP27" RCP30" RCP30" RCP36" RCP36" RCP36" RCPT T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T CA CA CA CA CA CA CA CA CA CA CA EOH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH EEWWWWWWWWW W W W W WWWWWWWWWWWWWWW WWW WWWWWWW W W W W WWW W502STREET C STR E E T A STREET ASTREET B STREET A CH=N21°15'23"W140.53'R=210.00'L=143.29'N 01°42'32" W 447.27'CH=N 06°47'22"E 97.54' R=330.00'L=97.90' N 15°1 7 ' 1 7 " E 1 2 1 . 6 4 ' CH=N19°38'13"E 116.48' R=160.00'L=119.22' N 4 0 ° 5 8 ' 5 8 " E 6 . 8 1 'S 88°17'28" W 100.00'CH=N74°28'11"W124.47'R=210.00'L=126.37'S 4 0 ° 5 8 ' 5 8 " W 6. 8 1 ' C H=S19°38'13"W 72.80' R=100.00'L=74.51' S 01°42'32" E 254.00'N 88°17'28" E 388.00'S 15°1 7 ' 1 7 " W 1 2 1 . 6 4 ' CH=S 06°47'22"W 79.80'R=270.00'L=80.10' S 01°42'32" E 447.27'CH=S46°42'32"E212.13'R=150.00'L=235.62'71.00'74.50'75.00'S 88°17'28" W 252.05'S 01°42'32" E 125.00'N 88°17'28" E 65.00'S 01°42'32" E 452.27' N 12°57' 5 9 " E 5 9 . 0 0 ' N 15°1 7 ' 1 7 " E 6 5 . 0 0 'S 74°42'43" E 125.00'WALLIN DRIVE WALLIN DRIVE S 01°44'14" E 2653.67' 71.00'127.00'71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'71.00'71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'N 88°17'28" E127.00'91.00'127.00'L=25.06'88.00'65.00'N 88°17'28" E125.00'65.00'N 88°17'28" E125.00'74.00'74.00'S 88°17'28" W125.00'52.08'S 88°17'28" W125.00'89.49'L=101.31'65.00'L=70.61'39.78'S 01°42'32" E 125.00' 8.49'L=165.01'S 2 5 ° 1 5 ' 4 4 " W 125 . 0 0 ' 65.00'S 88°17'28" W125.00'65.00'65.00' 65.00'S 88°17'28" W125.00'65.00' 65.00'S 88°17'28" W125.00'65.00' 65.00'S 88°17'28" W125.00'65.00' 65.00'S 88°17'28" W125.00'65.00' 65.00'S 88°17'28" W125.00'S 88°17'28" W125.00'62.27' L=25.05'48.78' 29.46' L=55.05'N 86°23'38" W124.37'65.00'N 74°42'43" W125.00'65.00' L=31.04' 31.17'S 74°42'43" E125.00'74.09' 58.07' L=59.66'S 80°06'02" E127.02'25.07'L=7.19'N 89°32'25" E125.11'67.07' 57.15' 65.00' 65.00'N 88°17'28" E125.00'65.00' 65.00'N 88°17'28" E125.00'65.00' 65.00'N 88°17'28" E125.00'65.00' 65.00'N 88°17'28" E125.00'65.00' 65.00'N 88°17'28" E125.00'65.12' 65.12'N 88°17'28" E125.00'L=6 6 .0 9 'N 88°17'28" E125.00'65.00'L=74.10'N 88°17'28" E135.31'65.00'L=3.11'N 88°17'28" E170.08'65.00' L=67.39' 65.00' 14.08'L=51.83'N 88°17'28" E133.32'65.00' 65.00'N 88°17'28" E125.00'65.00' 65.00'N 88°17'28" E125.00'N 88°17'28" E125.00'S 01°42'32" E 127.00' S 01°42'32" E 127.00' 127.00'94.50'127.00'75.00'N 01°42'32" W 127.00' 127.00' N 01°42'32" W 569.49' S 01°42'20" E 1771.73'156.22'65.00'65.00' 74.00'74.00' S 15°1 7 ' 1 7 " W 1 6 4 . 1 6 ' S 01°42'32" E 1328.89' N 01°42'32" W 730.00'S88° 39' 51"E51.19'S25° 38' 57"E33.67'N 88°17'28" E 379.05'71.00'89.49' L=74.51'L=74.51'48.7'48.7'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/20231551" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOFSEE SHEET 3SEE SHEET 7SEE SHEET 4 ''1" = ' (HORIZONTAL)4080400AREA TABLE25 28728828929019202122232425262728164162161160158159165166186187173172188189171170190169168155156157154153WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW50450250316350529167CONNECT TO EX. WATERMAIN8" DI WM8" DI WM8" DI WM8" DI WM356 LF 8" PVC SDR 26 @ 0.40%86 LF 8" PVC SDR 26 @ 0.40%74 LF 8" PVC SDR 26 @ 0.40%174 LF 8" PVC SDR 26 @ 0.40%199 LF 8" PVC SDR 26 @ 0.40%300 LF 8" PVC SDR 26 @ 0.40%220 LF 8" PVC SDR 26 @ 0.40%214 LF 8" PVC SDR 26 @ 0.41%6 4 L F 8 " PVC SDR 2 6 @ 0 . 4 0%196 LF 8" PVC SDR 26 @ 0.40%340 LF 8" PVC SDR 26 @ 0.41%12" RCP21" RCP21" RCP24" RCP24" RCP30" RCP30" RCP12" RCP18" RCP12" RCP12" RCP12" RCP15" RCP18" RCP12" RCP18" RCP21" RCP12" RCP12" RCP12" RCPSWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWCH=S46°42'32"E134.35'R=95.00'L=149.23'N 88°08'16" E 2.32'STREET E STREET F L I B E R T Y G R O V E B O U L E V A R DLIBERTY GROVEBOULEVARDSTREET F STREET E N40° 07' 20"W6.78'CH=S67°12'55"W36.40'R=160.00'L=36.47'S 73°44 '46" W 123 .25 'CH = S 3 6°01'07" W 122.38' R = 1 0 0.0 0' L=131.69' N 01°42'32" W 856.19' C H =N 2 0 °5 4 '5 6 "W 65.80' R =1 0 0 .0 0 'L =6 7.0 4'CH= N 3 6°01'07" E 195.81' R =160.00' L=210.71'N 73°44 '46" E 123.25 ' CH=N36°01'06" E 1 2 2. 3 8 ' R=100.00' L = 1 3 1.6 9 ' N 01°42'32" W 41.73'CH=N46°42'32"W134.35'R=95.00'L=149.23'S 88°17'28" W 125.52'CH=S70°27'54"W224.70'R=367.00'L=228.36' S 5 2 ° 3 8 ' 2 1 "W 1 4 1 . 7 6 'N 5 2 ° 3 8 ' 2 1 " E 1 4 1 . 7 6 'CH=N63°42'56"E166.38'R=433.00'L=167.42'CH=N81°32'30"E101.78'R=433.00'L=102.01'N 88°17'28" E 120.52'CH=N 43°17'2 8 " E 1 41 . 4 2' R=100.00' L = 1 5 7 . 0 8 'N88° 17' 28"E33.00'S40° 07' 20"E6.78'CH=S20°54'56"E105.27'R=160.00'L=107.27'S 01°42'32" E 856.19'S88° 17' 28"W33.00'CH=S4 3 ° 1 7'2 8" W 134.35'R= 9 5 . 0 0 'L =14 9.23' S 01°42'32" E 41.73'CH=S 18°40'51"W111.49' R=160.00'L=113.88' N 01°42'32" W 817.48' LIBERTY GROVE UNIT 2 LIBERTY GROVE UNIT 3 LIBERTY GROVE UNIT 3 LOT 135LOT 136LOT 146LOT 145LOT 144LOT 143LOT 142LOT 141LOT 140LOT 139LOT 138LOT 13775.00'75.00'75.00'75.51'48.47' 68.26'71.00'71.00'71.00'71.00' 4 5 . 9 3 'N 80°25'04" E 65.82 'N 76°43'33" E 62.37'N 76°43'33" E 95 .19'27.15'N 76°43'33" E 59.97 'S 88°17'28" W 252.05'S 01°42'32" E 94.00' S 01°42'32" E 95.00' N 09°29'48" E 36.99'N 88°17'28" E127.38'N 37°21'39" W 127.00'N 87°32'26" W 66.47'N 51°07'55" W 127.00'N 88°17'28" E 125.00'LIBERTY GROVEBOULEVARDN 01°42'32" W 2647.90' 71.00' 71.00'127.00'71.00' 71.00'N 88°17'28" E127.00'71.00' 71.00'N 88°17'28" E127.00'71.00' 71.00'N 88°17'28" E127.00'80.38'71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'S 88°17'28" W127.00'71.00'N 88°17'28" E127.00'75.00'S 88°17'28" W127.00'75.00'S 88°17'28" W127.00'75.00'S 88°17'28" W127.00'75.51'S 88°17'28" W127.00'L=65.85'69.36'S 88°17'28" W127.00'69.16 'L=6 5 . 8 5 'N 53°58'53" W134.14'48.27'54.08' N 16°15' 1 4 " W 127.00'80.27'82.16' L = 6 0 .1 4'N 29°35'42" W139.62'L=37.26'26.97 '96.27' N 16°15' 1 4 " W 126.47' 41.73'N 30°51'27" W122.80'L=131.6 9'127.38'L=144.22'32.51'0.06'36.99'90.00'72.39'L=68.66'0.99'S 01°42'32" E 135.30'20.63'S 12°25'40 " E 144.05'L=96.79'S 27°32'17" E136.98'L=62 . 9 2' 2 4 . 8 3 ' 6 4 . 0 7 '28.95 'S 37°21'39" E140.00'7 1 . 0 0 'L=66. 4 6'L=66.46'86.68'N 28°24'00" W133.92'N 19°36 ' 1 9 " W 127.36'L=66.46' N 10°48'37" W 134.14'L=66.46'127.01' 65.00' 65.00' 70.00' 69.00'N 88°17'28" E127.99'L=30.45' 72.00'N 88°17'28" E128.00'41.73'N 88°17'28" E130.89'L=80.50' 72.00'N 88°17'28" E164.95'L=2.93'6.78'L=72.02'72.00'72.00'N 88°17'28" E131.87'L=3 5 .2 5 '0.00'37.04' 72.00'N 88°17'28" E128.00'72.00' 72.00'N 88°17'28" E128.00'72.00' 71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00' 71.00'N 88°17'28" E128.00'71.00'86.71 ' N 02°00'56" W 127.01'S 88°17'28" W 86.71'S 70°19 '21" W 173 .39 'S 5 2 ° 3 8 ' 2 1 " W 8 6 . 6 8 'S 37°11'41" E 127.00'L=144.22'L=5.00'18.12'32.51'CH=N18°34'46"E 110.96' R=160.00'L=113.31'108.37'N80° 25' 04"E0.99'S80° 25' 04"W1.06'L=1.25'N 88°17'28" E 379.05'N 03°20'51" W 35.67'N 5 2 ° 5 7 ' 2 5 " E 6 4 . 0 7 '65.76'L=36.47'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/20231561" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOFSEE SHEET 5SEE SHEET 10SEE SHEET 7 ''1" = ' (HORIZONTAL)4080400AREA TABLE26 248252251250254255256257287288289290158159156157291321320319318322249WWWW WWWWWWWWWWW W W WWWWWWWWWWWWWWWWWWWWWWWWW514502253150002932928" DI WM8" DI WM8" DI WM324 LF 8" PVC SDR 26 @ 0.40%315 LF 8" PVC SDR 26 @ 0.40%359 LF 8" PVC SDR 26 @ 0.40%196 LF 8" PVC SDR 26 @ 0.40%18" RCP24" RCP12" RCP12" RCP12" RCP18" RCP18" RCP18" RCP30" RCP30" RCP15" RCP18" RCP18" RCP12" RCP15" RCP21" RCP24" RCP12" RCP30" RCPT T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OHWWWW WWWWWWWWWWW W W WWWWWWWWWWWWWWWWWWWWWWWWW507501CH=N 04°10'06"W 3 2.8 4 'R=380.00'L=32.8 5 'N 88°17'28" E 64.45'STREET A STR E E T A L I B E R T Y G R O V E B O U L E V A R D LIBERTY GROVEBOULEVARDCH=N83°03'43"E46.48'R=255.00'L=46.54'CH=N 35°35'3 9 "E 1 2 1 .00 ' R=90.0 0' L = 1 3 2 . 7 0 ' CH=N 06°47'22"E 97.54' R=330.00'L=97.90' N 15°1 7 ' 1 7 " E 1 2 1 . 6 4 ' CH=N 05°45'24"E 89.42' R=270.00'L=89.83'CH=N54°46'28"W108.80'R=70.00'L=124.62'CH=S81°15'30"W84.48'R=345.00'L=84.69'S 88°17'28" W 64.45'24.70'8.36'S5 2 ° 3 8 ' 2 1 "W 1 4 1 . 7 6 'CH=S63°16'49"W159.91'R=433.00'L=160.84'S73° 55' 17"W15.23'CH = S 3 3°3 2'22" W 142.53' R = 110.00' L=155.05'CH=S 04°13'23"W 126.67'R=330.00'L=127.46' S 15°1 7 ' 1 7 " W 1 2 1 . 6 4 ' CH=S 06°47'22"W 79.80'R=270.00'L=80.10' S01° 41' 31"E 647.63'CH=S53°53'07"E134.31'R=85.00'L=154.86'N73° 55' 17"E26.83 'CH=N63°16'49"E135.54'R=367.00'L=136.32'N 5 2 ° 3 8 ' 2 1 " E 1 4 1 . 7 6 'CH=N63°42'56"E166.38'R=433.00'L=167.42' 4 5 . 9 3 'S 88°17'28" W 252.05'N 12°57' 5 9 " E 5 9 . 0 0 ' N 15°1 7 ' 1 7 " E 6 5 . 0 0 'S 74°42'43" E 125.00'N 37°21'39" W 127.00'N 87°32'26" W 66.47'WALLIN DRIVE L=17.22'47.79' 65.00'65.00'S 88°17'28" W125.00'65.00' 65.00'S 88°17'28" W125.00'65.00' 65.00'S 88°17'28" W125.00'65.00'65.00' 65.00'S 88°17'28" W125.00'S 88°17'28" W125.00'63.00' 63.00'N 88°17'28" E125.07'63.00' 63.00'N 88°17'28" E125.08'63.00' 63.00'N 88°17'28" E125.10'172.62' 71.00'127.00'71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'71.00'N 88°17'28" E127.00'65.00' 65.00'S 88°17'28" W125.00'S 88°17'28" W125.00'62.27' L=25.05'48.78' 29.46' L=55.05'N 86°23'38" W124.37'65.00'N 74°42'43" W125.00'25.47' L=61.28' 65.00' 65.00'S 74°42'43" E125.00'L=31.04' 31.17'S 74°42'43" E125.00'74.09' 58.07' L=59.66'S 80°06'02" E127.02'25.07'L=7.19'N 89°32'25" E125.11'67.07' 57.15' 65.00' 65.00'N 88°17'28" E125.00'S 27°32'17" EL=62.92 ' 2 4 . 8 3 '28.95 'S 37°21'39" E140.00'7 1 . 0 0 'L=66 .46 'L=66.46'86.68 'N 28°24'00" W133.92'N 19°36' 1 9 " W 127.36'86.71 'S 70°19'21" W 173 .39 ' S 5 2 ° 3 8 ' 2 1 " W 8 6 . 6 8 'S 37°11'41" E 127.00'L=15.63'L=28.55'97.62' 27.17'N 88°17'28" E 125.39'N 88°17'28" E 125.00'N 01°42'21" W 378.00'N 87°42'57" W 125.00'S 11°37' 3 3 " W 5 8 . 2 1 ' S 15°1 7 ' 1 7 " W 1 6 4 . 1 6 'L=1.25'N 88°17'28" E 379.05'N 03°20'51" W 35.67'N 5 2 ° 5 7 ' 2 5 " E 48.7'57.7'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/20231571" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOFSEE SHEET 5SEE SHEET 11SEE SHEET 6 ''1" = ' (HORIZONTAL)4080400AREA TABLE27 1351361331341371381391401414241434446508WWWWWWWWWWWWWWWWWWWWWWWWWWWW40142474948524551508" DI WM8" DI WM384 LF 8" PVC SDR 26 @ 0.40%154 LF 8" PVC SDR 26 @ 0.40%338 LF 8" PVC SDR 26 @ 0.40%12" RCP15" RCP18" RCP12" RCP12" RCP15" RCP18" RCP18" RCP24" RCP24" RCP12" RCP21" RCPWWWWWWWWWWWWWWWWWWWWWWWWWWWWCOLONIAL PARKWAY STREET F STREET FN 88°55'58" E 722.00'CH=N 43°5 5'5 8 " E 1 3 4 . 3 5' R=95.0 0' L = 1 4 9 .23 ' N 01°04'02" W 423.31' S 01°04'02" E 423.31'CH=S 08°06'15"W 49.41'R=155.00'L=49.62'CH=S 05°18'26" E 19.20'R=25.00' L=19.71'CH=S 43°5 5'5 8 "W114.01' R=60.00' L = 1 5 0.43'CH=N 86°49'37" W 19.20'R=25.00' L=19.71'CH=S79°45'42"W49.41'R=155.00'L=49.62'S 88°55'58" W 308.94'S 01°04'02" E 127.00' N 01°04'02" W 127.00' LIBERTY GROVE UNIT 8 RESUB LIBERTY GROVE UNIT 8 RESUBLOT 681LOT 680LOT 679LOT 678LOT 677LOT 676LOT 675LOT 682LIBERTY GROVE UNIT 2LIBERTY GROVE UNIT 2LOT 115LOT 121LOT 120LOT 119LOT 118LOT 117LOT 116LOT 122S 88°55'58" W 60.00'S 01°04'02" E 393.31'S 88°55'58" W 295.00'S 01°04'02" E 125.00' N 01°04'02" W 125.00' COLONIAL PARKWAYN 88°55'58" E 1163.92'65.00'N 01°04'02" W 125.00'65.00'65.00'65.00'65.00'65.00'N 01°04'02" W 125.00'65.00'65.00'N 01°04'02" W 125.00'65.00'65.00'N 01°04'02" W 125.00'35.00'N 01°04'02" W 125.00'65.00'L=74.61'N 46°04'02" W137.43'L=74.61' 75.31' 45.31' 65.00' 65.00'S 88°55'58" W125.00'65.00'S 88°55'58" W125.00'65.00'65.00' 65.00'S 88°55'58" W125.00'71.00' 71.00' 71.00' 71.00' 71.00'N 88°55'58" E133.68'71.00' 71.00'N 88°55'58" E134.46'48.31'L=22.77'L=26.78'71.00'N 88°55'58" E135.24'L=26.85' L=19.71 'L =4 9.09'N 88°55'58" E137.69'N 88°55'58" E136.81'L= 4 9.0 9 ' 188.32'L=49.75'186.23'S 45°26'25" E201.61'59.28'75.00'S 01°04'02" E 127.09'L=24.81'76.00'S 01°04'02" E 127.90'59.28'76.00'76.00'S 01°04'02" E 127.00'76.66'76.66'S 01°04'02" E 127.00'97.00'S 01°04'02" E 127.00'97.00'96.00'96.00'S 01°04'02" E 127.00'49.00'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/20231581" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOFSEE SHEET 12SEE SHEET 9 ''1" = ' (HORIZONTAL)4080400AREA TABLE28 939211911811714141373635393834507508WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW405053132332930142143144145146CONNECT TO EX. WATERMAIN8" DI WM8" DI WM8" DI WM8" DI WM8" DI WM199 LF 8" PVC SDR 26 @ 0.40%272 LF 8" PVC SDR 26 @ 0.40%109 LF 8" PVC SDR 26 @ 0.40%135 LF 8" PVC SDR 26 @ 0.40%113 LF 8" PVC SDR 26 @ 0.40%255 LF 8" PVC SDR 26 @ 0.40%275 LF 8" PVC SDR 26 @ 2.00%12" RCP15" RCP18" RCP18" RCP21" RCP24" RCP12" RCP18" RCP18" RCP18" RCP18" RCP15" RCP18" RCP18" RCP24" RCP24" RCP12" RCP12" RCP18" RCP18" RCPSWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWCH=S46°42'32"E134.35'R=95.00'L=149.23'CH= S 4 3 °3 6'43" W 142.21'R= 1 0 0.0 0' L=158.20' COLONIAL PARKWAY STREET FSTREET FSTREET G LIBERTY GROVEBOULEVARDSTREET F 4.23'S 01°04'02" E 518.31'N 88°55'58" E 722.00'CH=N 43°17'2 8" E 1 4 R=100.0 0'L= 1 5 7 . 0 8 N 01°42'32" W 341.32'CH=N4 3 ° 3 6'4 3 " E 227.54'R= 1 6 0.0 0 'L = 253.12'N 88°55'58" E 116.36'N 01°04'02" W 608.31' S 01°04'02" E 127.00' N 01°04'02" W 127.00'S 88°55'58" W 529.42'S 01°42'32" E 346.32'N88° 17' 28"E33.00'S88° 17' 28"W33.00'CH=S4R= 9 5 .LIBERTY GROVE UNIT 2LIBERTY GROVE UNIT 2LIBERTY GROVE UNIT 2LOT 121LOT 122LOT 130LOT 131LOT 132LOT 133LOT 134LOT 135LOT 136S 88°55'58" W 60.00'S 01°42'32" E 94.00'N 88°55'58" E 336.92'S 01°04'02" E 238.31'S 88°55'58" W 211.92'S 01°04'02" E 125.00' N 01°04'02" W 125.00'S 88°55'58" W 348.00'N 88°55'58" E 125.00'N 01°04'02" W 252.00'LIBERTY GROVEBOULEVARDCOLONIAL PARKWAYN 88°55'58" E 1163.92'65.00'65.00'65.00'65.00'L=1.52'63.20'L=55.01' L=55.01'S 51°46'12" E125.00'N 01°04'02" W 125.00'65.00'65.00'N 01°04'02" W 125.00'65.00'65.00'N 01°04'02" W 125.00'65.00'65.00'65.00'N 01°04'02" W 125.00'65.00'65.00'65.00'N 01°04'02" W 125.00' 63.00'N 88°55'58" E125.00'63.00' 63.00'N 88°55'58" E125.00'63.00' 63.00'N 88°55'58" E125.00'63.00' 67.00' 67.00'S 88°55'58" W125.00'67.00'S 88°55'58" W125.00'67.00'97.00'96.00'71.01'96.00'72.00'S 01°04'02" E 127.00'71.01'72.00'72.00'S 01°04'02" E 127.00' S 01°04'02" E 127.00'72.00'S 01°04'02" E 127.00'73.00'S 01°04'02" E 127.00'73.00'44.11'S 01°04'02" E 127.00'72.41'44.00'S 46°40'40" E139.11'71.32' 68.00'N 88°17'28" E128.00'68.00' 68.00'N 88°17'28" E128.00'68.00' 70.00'N 88°17'28" E128.00'70.00' 70.00'N 88°17'28" E128.00'69.00'N 88°17'28" E127.99'18.12'L=141.59'49.00'16.31'73.00'73.00'L=79.10'L=79.10'88.00'125.00'88.00'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/20231591" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOFSEE SHEET 6SEE SHEET 13SEE SHEET 10 SEE SHEET 8 ''1" = ' (HORIZONTAL)4080400AREA TABLE29 15515615715430230330430030193923414714815215115014915310231016101510141024507WWWWWWWWWWWWWWWWWWWWWWW WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W WWWWWWWWWWWWWWWWWWW5053132332930305CONNECT TO EX. WATERMAIN8" DI WM8" DI WM199 LF 8" PVC SDR 26 @ 0.40%272 LF 8" PVC SDR 26 @ 0.40%109 LF 8" PVC SDR 26 @ 0.40%135 LF 8" PVC SDR 26 @ 0.40%113 LF 8" PVC SDR 26 @ 0.40%103 LF 8" PVC SDR 26 @ 0.40%96 LF 8" PVC SDR 26 @ 0.40%236 LF 8" PVC SDR 26 @ 0.40%166 LF 8" PVC SDR 26 @ 0.40%106 LF 8" PVC SDR 26 @ 1.30%126 LF 8" PVC SDR 26 @ 0.40%108 LF 8" PVC SDR 26 @ 0.40%82 LF 8" PVC SDR 26 @ 0.40%64 LF 8" PVC SDR 26 @ 0.40%18" RCP21" RCP12" RCP15" RCP18" RCP18" RCP21" RCP24" RCP24" RCP12" RCP42" RCP18" RCP18" RCP18" RCP18" RCP15" RCP15" RCPSWWWWWWWWWWWWWWWWWWWWWWW WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W WWWWWWWWWWWWWWWWWWW507CH=S46°42'32"E134.35'R=95.00'L=149.23'CH= S 4 3°36'43" W 142.21' R = 1 00.0 0' L=158.20'N 88°08'16" E 2.32'LIBERTY GROVEBOULEVARDSTREET H STREET HSTREET F CH=N 43°5 5'5 8 "E98 .99' R=70.0 0'L= 1 0 9 . 9 6' CH=S 4 3°5 5'5 8"W1 8 3 . 8 5' R=13 0.0 0' L = 2 0 4 . 2 0 'S 88°17'28" W 125.52'CH=N63°42'56"E166.38R=433.00'L=167.4CH=N81°32'30"E101.78'R=433.00'L=102.01'N 88°17'28" E 120.52'CH=N 43°17'2 8 "E1 4 1. 4 2' R=100.0 0'L= 1 5 7 . 0 8' N 01°42'32" W 341.32'CH=N4 3 ° 3 6 '4 3" E 2 27.54'R= 1 6 0.0 0' L = 2 53.12'N 88°55'58" E 116.36'S 01°42'32" E 346.32'N88° 17' 28"E33.00'S88° 17' 28"W33.00'LIBERTY GROVE UNIT 2LOT 133LOT 134LOT 135LOT 136S 01°42'32" E 94.00'N 88°55'58" E 336.92'S 88°55'58" W 211.92'S 01°04'02" E 217.80' S 01°42'32" E 374.07'N 88°17'28" E 125.00'34.00'23.79'N 13°58'40" E40.70'N 22°43'49" E26.00'N 29°44'07" W27.12'N 03°57'11" E 34.13' S 07°17'16" W 34.36' S 04°26'41" E 34.06' N 01°04'02" W 34.00'N 88°55'58" E41.00'LIBERTY GROVEBOULEVARD106.67' 106.67'S 88°55'58" W55.34'106.67'154.67'S 01°04'02" E 55.34'154.67'154.67'154.67'55.34'154.67'55.00'98.97'N 01°04'02" W 125.00'28.97'L=53.18' 52. 9 0 ' L= 5 3.1 8 '5 2 . 9 0 ' 52. 9 0 'S 61°26'50" E125.00'L=53.18'52.90' 5 2 . 9 0 'S 38°00'28" E125.00'30.18'S 14°34'0 5 " E 125.00'L=30.63'27.50'57.68'65.00'S 01°04'02" E 125.00'LL=66.46'86.68 'N 28°24'00" W133.92'N 19°36' 1 9 " W 127.36'L=66.46' N 10°48'37" W 134.14'L=66.46'127.01' 65.00' 65.00' 65.00'S 88°17'28" W125.00'65.00' 65.00'S 88°17'28" W125.00'65.00' 65.00'S 88°17'28" W125.00'65.00'L=1.52'65.90'S 88°17'28" W125.00'63.20' 50.87' 48.17'S 88°50'02" W125.01'L=55.01' 49.48'N 71°28'05" W125.00'L=55.01'S 51°46'12" E125.00'67.00'S 88°55'58" W125.00'67.00'S 88°55'58" W125.00'44.11'S 01°04'02" E 127.00'72.41'44.00'S 46°40'40" E139.11'71.32' 68.00'N 88°17'28" E128.00'68.00' 68.00'N 88°17'28" E128.00'68.00' 70.00'N 88°17'28" E128.00'70.00' 70.00'N 88°17'28" E128.00'69.00'N 88°17'28" E127.99'86.71 ' S 3 8 ° 1 3 ' 4 8 " W 4 9 . 4 8 ' S 18° 3 1 ' 5 5 " W 1 0 0 . 3 5 ' N 02°00'56" W 127.01'S 88°17'28" W 86.71'S 70°19'21" W 173 .39 ' S 5 2 ° 3 8 ' 2 1 " W 8 6 . 6 8 'S 37°11'41" E 127.00'61.21'L=14.02'18.12'S 88°55'58" W 175.18'N 88°55'58" E 154.67'N 88°55'58" E 154.67'N 88°55'58" E 154.67'S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67'N 88°55'58" E 154.67'N 88°55'58" E 154.67'N 75°25 '55" E 83 .08 'N 5 1 ° 5 9 ' 3 2 " E 1 0 5 . 8 0 ' N 2 8 ° 3 3 ' 1 0 " E 1 0 5 . 8 0 ' N 05°06'48" E 52.90'N 84°53'12" W 125.00'L=141.59' L=79.10'L=79.10' L=109.96'L=109.96'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/202315101" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOFSEE SHEET 6SEE SHEET 14SEE SHEET 11 SEE SHEET 9 ''1" = ' (HORIZONTAL)4080400AREA TABLE30 512156157291310311317320319318314316315313312302303304300299298297301102010191018102110221023101710161015WWWWWWWWWWWWWWWWWWWWWWWWWW WWWW W W W W WWWWWWWWW W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW3093063073082962952942932923055138" DI WM8" DI WM8" DI WM359 LF 8" PVC SDR 26 @ 0.40%299 LF 8" PVC SDR 26 @ 0.40%282 LF 8" PVC SDR 26 @ 0.40%103 LF 8" PVC SDR 26 @ 0.40%96 LF 8" PVC SDR 26 @ 0.40%236 LF 8" PVC SDR 26 @ 0.40%107 LF 8" PVC SDR 26 @ 0.40%42 LF 8" PVC SDR 26 @ 0.40%232 LF 8" PVC SDR 26 @ 0.40%109 LF 8" PVC SDR 26 @ 1.07%211 LF 8" PVC SDR 26 @ 0.40%106 LF 8" PVC SDR 26 @ 1.30%126 LF 8" PVC SDR 26 @ 0.40%108 LF 8" PVC SDR 26 @ 0.40%82 LF 8" PVC SDR 26 @ 0.40%115 LF 8" PVC SDR 26 @ 3.47%12" RCP15" RCP21" RCP24" RCP12" RCP12" RCP12" RCP18" RCP21" RCP24" RCP24" RCP12" RCP12" RCP12" RCP15" RCP18" RCP15" RCP15" RCP12" RCP12" RCP12" RCP12" RCP12" RCPT T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA E E E E E E E E E E E E E E E E OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OHWWWWWWWWWWWWWWWWWWWWWWWWWWWW WW W W W W WWWWWWWWW W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW513514507C H =S 1 4 °4 8 '13 "E 5 4.44' R =1 2 0 .0 0 'L =5 4.9 2' STREET A STREET H STREET HSTREET A N 01°41'31" W 1055.88' C H =S 0 8°5 6'12"E 43.68' R =18 0.0 0 'L=43.79' S 01°41'33" E 347.81'N 88°55'58" E 312.19'CH=N 43°5 5'5 8 "E9 8.99' R=70.00'L= 1 0 9 .96' CH=S 43°5 5'5 8"W1 8 3 .85 ' R =130.0 0' L = 2 0 4 . 2 0 'S 88°55'58" W 311.53'S01° 41' 31"E 647.63'CH=N63°42'56"E166.38 'R=433.00'L=167.42' 106.67'84.43'N68° 05' 59"W12.15'N 56 ° 03 '3 4 " E69. 40 'S72° 44' 23"W11.55'N24° 09' 27"W43.54'N 01°42'32" W 37.01'S 00°22'11" W 34.56' N 02°59'07" W 33.96'N 13°58'40" E40.70'N 22°43'49" E26.00'N 88°55'58" E58.97'N 03°34'55" W 34.03' N 01°04'02" W 34.00'N 88°55'58" E41.00'N 03°06'56" E 34.09' N 04°52'09" E 33.88' S 05°17'03" E 34.09' S 01°54'36" E 34.00' WALLIN DRIVE WALLIN DRIVEN88° 25' 13"E24.43'CH=S 0 3°2 9 '20 "E 5 09.0 2' R =7 6 38.8 6'L=5 0 9.11'S 01°34'47" E 42.60'S 88°55'58" W 10.18'S 88°55'58" W55.34'106.67' 106.67'S 88°55'58" W55.34'106.67' 106.67'S 88°55'58" W55.34'106.67' 106.67' 106.67'S 88°55'58" W55.34'106.67'154.67'55.34'154.67'154.67'55.34'154.67'130.67'55.34'130.67'55.34'55.34'106.67'S 88°18'27" W55.34'106.67' 65.00'S 88°17'28" W125.00'65.00' 65.00'S 88°17'28" W125.00'65.00'65.00' 65.00'S 88°17'28" W125.00'65.00'S 88°17'28" W125.00'65.00' 65.00'S 88°17'28" W125.00'65.00'65.00' 65.00'S 88°17'28" W125.00'65.00'S 88°17'28" W125.00'65.00' 65.00'S 88°17'28" W125.00'65.00'65.00' 65.00'S 88°17'28" W125.00'65.00' 65.00'S 88°17'28" W125.00'65.00'S 88°17'28" W125.00'65.00'89.58'125.01'88.22'65.00'N 01°04'02" W 125.00'65.00'65.00'N 01°04'02" W 125.00'65.00'65.00'N 01°04'02" W 125.00'65.00'55.00'98.97'N 01°04'02" W 125.00'28.97'L=53.18' L=5 3.18 '5 2 . 9 0 'S 61°26'50" E125.00'L=53.18'52.90 ' 5 2 . 9 0 'S 38°00'28" E125.00'30.18'S 14°34'0 5 " E 125.00'L=30.63'27.50'57.68'65.00'65.00'S 01°04'02" E 125.00'65.00'S 01°04'02" E 125.00'65.00'65.00'S 01°04'02" E 125.00'65.00'87.67'S 01°04'02" E 125.00'89.04'125.01' 63.00' 63.00' 63.00'N 88°17'28" E125.04'63.00' 63.00'N 88°17'28" E125.05'63.00' 63.00'N 88°17'28" E125.07'63.00' 63.00'N 88°17'28" E125.08'63.00' 63.00'N 88°17'28" E125.10'172.62'L=66. 4 6'L=66.46'86.68'N 28°24'00" W133.92'N 19°36' 1 9 " W 127.36'S 70°19 '21" W 173 .39 'S 5 2 ° 3 8 ' 2 1 " W 8 6 . 6 8 'S 37°11'41" E 127.00'S 01°42'20" E 1209.13'N88° 17' 40"E50.00'CH=N75°04'42"E105.17'R=230.00'L=106.11'N61° 51 ' 43 "E20.29 '391.96'N 89°02'33" E 455.22'61.21'L=14.02'S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67'N 88°55'58" E 154.67'N 88°55'58" E 154.67'S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67'N 88°55'58" E 154.67'N 88°55'58" E 154.67'N 88°55'58" E 130.67'N 88°55'58" E 130.67'S 01°41'33" E 106.67' S 01°41'33" E 106.67'S 88°17'28" W 125.00'S 01°41'31" E 845.00'N 88°55'58" E 383.55'35.00'N 88°55'58" E 340.35'N 75°25'55" E 83.08 'N 5 1 ° 5 9 ' 3 2 " E 1 0 5 . 8 0 'N 84°53'12" W 125.00'N 88°17'28" E 125.00'N 01°42'21" W 378.00'S 88°17'28" W 125.02'L=109.96'L=109.96'57.7'57.8'27.0'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/202315111" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOFSEE SHEET 7SEE SHEET 15SEE SHEET 10 ''1" = ' (HORIZONTAL)4080400AREA TABLE31 68676665646362616012512612712813513113213313454989910010110210311211111010910810710659585657129130508WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW52535510410551508" DI WM8" DI WM335 LF 8" PVC SDR 26 @ 0.40%338 LF 8" PVC SDR 26 @ 0.40%317 LF 8" PVC SDR 26 @ 0.40%112 LF 8" PVC SDR 26 @ 0.40%150 LF 8" PVC SDR 26 @ 0.40%378 LF 8" PVC SDR 26 @ 0.40%18" RCP21" RCP24" RCP24" RCP24" RCP30" RCP36" RCP36" RCP36" RCP42" RCP12" RCP12" RCP12" RCP12" RCP15" RCP18" RCP18" RCP18" RCP12" RCP12" RCP18" RCP18" RCP18" RCP12" RCP15" RCP15" RCP18" RCP18" RCP18" RCP21" RCP21" RCP21" RCP21" RCPCA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA FOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHEEEETSTSWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWSTREET F SOLDIER COURTSOLDIER COURTSTREET F60.00' N 01°04'02" W 423.31'S 88°55'58" W 817.00'N 01°04'02" W 155.00'CH=N46°04'02"W134.35'R=95.00'L=149.23'S 88°55'58" W 691.32'N 88°55'58" E 817.00'N 88°55'58" E 691.32'CH=S81°53'45"E49.41'R=155.00'L=49.62'CH=N 84°41'34" E 19.20'R=25.00' L=19.71'CH=S46°04'02"E114.01'R=60.00'L=150.43'CH=S 03°10'23" W 19.20'R=25.00' L=19.71'C H =S 10 °14 '18 "E 49.41' R =15 5 .0 0 'L =4 9.6 2' S 01°04'02" E 155.00'N 88°55'58" E 130.46'S 88°55'58" W 131.12'S 01°04'02" E 423.31' LIBERTY GROVE UNIT 8 RESUB LIBERTY GROVE UNIT 8 RESUB LOT 677LOT 676LOT 675LOT 674LOT 671LOT 670LOT 669LOT 668OUTLOT ALIBERTY GROVE UNIT 8 RESUB LOT 673LOT 672LOT 66765.00'65.00'65.00'65.00'66.00'66.00'121.00'89.00'64.00'64.00'64.00'64.00'64.00'64.00'64.00'N 88°55'58" E 833.61'S 01°04'02" E 393.31'N 88°55'58" E 527.00'N 01°04'02" W 125.00'ILLINOIS ROUTE 126(LOCKPORT STREET)SOLDIER COURTN 01°41'48" W 1262.44'S 88°18'12" W 1297.22'65.00' 65.00'S 88°55'58" W125.00'65.00'S 88°55'58" W125.00'65.00'65.00' 65.00'S 88°55'58" W125.00'65.00' 65.00'S 88°55'58" W125.00'88.00'125.00'88.00'S 88°55'58" W125.00'63.00'63.00'63.00'S 01°04'02" E 125.00'63.00'63.00'S 01°04'02" E 125.00'63.00'63.00'S 01°04'02" E 125.00'63.00'63.00'S 01°04'02" E 125.00'63.00'63.00'S 01°04'02" E 125.00' S 01°04'02" E 125.00'N 01°04'02" W 125.00'64.00'N 01°04'02" W 125.00'64.00'N 01°04'02" W 125.00'64.00'N 01°04'02" W 125.00'64.00'N 01°04'02" W 125.00'64.00'N 01°04'02" W 125.00'64.00'N 01°04'02" W 125.00'64.00'N 01°04'02" W 125.00'89.00'125.00'51.00'30.00'66.00'S 01°04'02" E 125.00'66.00'S 01°04'02" E 125.00'65.00'S 01°04'02" E 125.00'65.00'S 01°04'02" E 125.00'65.00'S 01°04'02" E 125.00'65.00'S 01°04'02" E 125.00' S 01°04'02" E 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'13.40'L=49.62'L=0.86'63.00'N 01°04'02" W 133.13'L=18.85'L=40.45'84.06'56.04'147.02'N 10°44'06 " E 129.00'L=45.56'141.99'N 5 4 ° 1 4 ' 1 9 " E 1 66 . 5 8 ' L =4 9 .4 5 'L=14.97'L =3 7.6 2' 70.00'N 88°55'58" E129.28'L=12.00'58.01' 70.00'N 88°55'58" E129.09'97.00'N 88°55'58" E129.39'96.99' 91.00' 90.99'71.00' 71.00'N 88°55'58" E132.12'71.00' 71.00' 71.00'N 88°55'58" E132.90'71.00' 71.00'N 88°55'58" E133.68'71.00'N 88°55'58" E134.46'63.00'40.00'L=149.23'L=149.23'60.5'54.1'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/202315121" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOFSEE SHEET 8SEE SHEET 13 ''1" = ' (HORIZONTAL)4080400AREA TABLE32 938990919288878685847875767774736970717268676665122123120119118117124125126127941169596979899100115114113112111110121508WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW5098" DI WM8" DI WM376 LF 8" PVC SDR 26 @ 0.40%121 LF 8" PVC SDR 26 @ 0.40%148 LF 8" PVC SDR 26 @ 0.40%76 LF 8" PVC SDR 26 @ 0.40%124 LF 8" PVC SDR 26 @ 0.40%335 LF 8" PVC SDR 26 @ 0.40%325 LF 8" PVC SDR 26 @ 0.40%95 LF 8" PVC SDR 26 @ 0.40%378 LF 8" PVC SDR 26 @ 0.40%314 LF 8" PVC SDR 26 @ 0.40%140 LF 8" PVC SDR 26 @ 1.75%12" RCP15" RCP12" RCP12" RCP18" RCP18" RCP21" RCP24" RCP24" RCP24" RCP12" RCP12" RCP12" RCP12" RCP15" RCP18" RCP18" RCP18" RCP18" RCP18" RCP18" RCPCA CA CA CA CA CA CA TTTTTTTTTTTTTTTTTTTFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHFOFOFOFOFOFOFOFOFOTSTSWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWSTREET FSOLDIER COURTSTREET G STREET GSTREET FS 01°04'02" E 518.31'S 88°55'58" W 817.00'S 88°55'58" W 691.32'CH=S68°44'36"W69. 0 3'R=100.00'L=70.48'CH=S20°14'52"E183.99'R=280.00'L=187.47'S 01°04'02" E 30.00'N 88°55'58" E 817.00'N 01°04'02" W 608.31'CH=N46°04'02"W311.13'R=220.00'L=345.58'CH=S71°24'52"E188.34'R=280.00'L=192.08'CH=N68°44'36"E110.44 'R=160.00'L=112.76'N 88°55'58" E 691.32'N 88°55'58" E 336.92'125.00'63.00'85.00'67.00'65.00'65.00'65.00'65.00'65.00'64.00'64.00'64.00'65.00'65.00'65.00'101.61'N 88°55'58" E 63.00'S 85°39'33" E 53.27'S 57°45'42" E 47.88'S 28°34'11" E 47.88'S 03°30'42" E 56.27'S 88°55'58" W 211.92'N 88°55'58" E 833.61'N 01°04'02" W 252.00'N 88°55'58" E 527.00'N 4 8 ° 3 3 ' 1 3 " E 3 8 . 9 4 'ILLINOIS ROUTE 126(LOCKPORT STREET)S 88°18'12" W 1297.22'63.00'63.00'S 01°04'02" E 125.00'63.00'63.00'S 01°04'02" E 125.00'63.00'63.00'S 01°04'02" E 125.00'63.00'63.00'S 01°04'02" E 125.00'63.00'63.00'S 01°04'02" E 125.00'63.00'S 01°04'02" E 125.00' S 01°04'02" E 125.00'85.00'125.00' 63.00' 63.00' 63.00'N 88°55'58" E125.00'63.00' 63.00'N 88°55'58" E125.00'63.00' 63.00'N 88°55'58" E125.00'63.00' L =9 6.9 2'85.00'N 01°04'02" W 125.00'65.00'N 01°04'02" W 125.00'65.00'N 01°04'02" W 125.00'65.00'N 01°04'02" W 125.00'64.00'N 01°04'02" W 125.00'64.00'N 01°04'02" W 125.00'64.00'N 01°04'02" W 125.00'65.00'S 01°04'02" E 125.00'65.00'S 01°04'02" E 125.00'65.00'S 01°04'02" E 125.00'65.00'S 01°04'02" E 125.00'65.00'S 01°04'02" E 125.00'67.00'S 01°04'02" E 125.00'51.32'L=90.54'98.61'S 01°04'02" E 125.00' 67.00' 67.00'S 88°55'58" W125.00'67.00'S 88°55'58" W125.00'67.00'67.00' 67.00'S 88°55'58" W125.00'67.00' 67.00'S 88°55'58" W125.00'67.00'S 88°55'58" W125.00'67.00' L =4 9.56'S 88°55'58" W125.00'35.00'L=112.09'S 76°01 '34" W125.00'L=112.09'S 4 6 ° 5 0 ' 0 3 " W 1 2 5 . 0 0 '22.56'S 17° 3 8 ' 3 3 " W 125.0 0 'L=71.84'S 01°04'02" E 125.00'63.00'63.00'63.00'N 01°04'02" W 125.00'19.40'L=43.78'63.00'N 01°04'02" W 128.42'L=65.58'63.00'N 01°04'02" W 146.09'L=72.83'63.00'N 01°04'02" W 182.21'L=9.90'L=3 1.1 9 '63.00'N 01°04'02" W 145.35'L=66.47'63.00'N 01°04'02" W 125.71'L=15.11'47.92'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'S 88°55'58" W 1680.08'S 01°04'02" E 335.00' 3 4 . 5 8 '47.9'54.1'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/202315131" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOF''1" = ' (HORIZONTAL)4080400SEE SHEET 9SEE SHEET 14 SEE SHEET 12 AREA TABLE33 93899091928887868584838281807978757677741016101510141024102510271029102810311030WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W WWWWW W W W W W W W W W W W W W WWWWWWWWWWWWWWWW50651010268" DI WM8" DI WM8" DI WM8" DI WM76 LF 8" PVC SDR 26 @ 0.40%124 LF 8" PVC SDR 26 @ 0.40%378 LF 8" PVC SDR 26 @ 0.40%137 LF 10" PVC SDR 26 @ 0.28%40 LF 10" PVC SDR 26 @ 0.28%166 LF 8" PVC SDR 26 @ 0.40%97 LF 8" PVC SDR 26 @ 0.40%58 LF 8" PVC SDR 26 @ 0.40%354 LF 8" PVC SDR 26 @ 0.40%66 LF 8" PVC SDR 26 @ 0.40%140 LF 8" PVC SDR 26 @ 1.75%126 LF 8" PVC SDR 26 @ 0.40%108 LF 8" PVC SDR 26 @ 0.40%82 LF 8" PVC SDR 26 @ 0.40%64 LF 8" PVC SDR 26 @ 0.40%50 LF 8" PVC SDR 26 @ 0.65%12" RCP12" RCP18" RCP24" RCP24" RCP12" RCP15" RCP15" RCP15" RCP18" RCP18" RCP18" RCP18" RCP18" RCP18" RCP18" RCP15" RCP15" RCP36" RCP36" RCP36" RCP36" RCP24" RCP30" RCP24" RCP12" RCP12" RCP24" RCP24" RCP12" RCP12" RCP12" RCP121 LF 10" PVC SDR 26 @ 0.28%12" RCP12" RCPTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFO FO FO FOFOFOFOFOFOFOFOFOFOFOO H OH OHFOFOFOFOFOFOFOFOFO OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHFOFOFOFOFOFOFOFOFOOHOHOHOHOHOHOHOHOHOHTSWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W WWWWW W W W W W W W W W W W W W WWWWWWWWWWWWWWWWC H =N 0 3 °24'32"W 8.17'R =10 0.00'L=8.17' N 05°45'02" W 114.2 9 ' CH=N 03°24'3 2 "W 8 .1 7 'R=100.00'L=8.17 ' N 01°04'02" W 101.98'STREET GSTREET H STREET H STREET G STREET GN 01°04'02" W 778.12' S 01°04'02" E 808.61' 0 3 ' '183.99'L=187.47'N 01°04'02" W 608.31'CH=N46°04'02"W311.13'R=220.00'L=345.58'S 88°55'58" W 458.27'S 01°04'02" E 163.72'N 88°55'58" E 445.27'CH=S71°24'52"E188.34'R=280.00'L=192.08'4'36"E110.44'L=112.76'N 88°55'58" E 336.92'S 01°04'02" E 238.31'197.53'47.86'S 01°04'02" E 125.00'N 88°55'58" E 63.00'S 85°39'33" E 53.27'S 57°45'42" E 47.88'S 28°34'11" E 47.88'S 03°30'42" E 56.27'S 88°55'58" W 211.92'S 01°04'02" E 217.80'N 4 8 ° 3 3 ' 1 3 " E 3 8 . 9 4 ' 35.83'34.00'55.34'41.00'55.34'N 13°58'40" E40.70'N 05°49'56" W 35.95' N 09°00'04" W 36.17' N 02°08'19" E 35.88' N 01°04'02" W 35.83' N 03°57'11" E 34.13' S 07°17'16" W 34.36' S 04°26'41" E 34.06' N 01°04'02" W 34.00'ILLINOIS ROUTE 126(LOCKPORT STREET)S 87°43'21" W 482.86'S02° 53' 03"E19.88'106.67' 106.67'154.67'S 01°04'02" E 55.34'154.67'S 01°04'02" E 55.34'154.67'154.67'106.67'S 88°55'58" W55.34'106.67'55.34'106.67'N 88°55'58" E55.34'106.67'S 88°55'58" W55.34'130.67' 130.67'55.34'106.67'S 88°55'58" W55.34'106.67'55.34'55.34'L=90.54'67.00' 67.00'S 88°55'58" W125.00'67.00'S 88°55'58" W125.00'67.00'67.00' 67.00'S 88°55'58" W125.00'67.00' 67.00'S 88°55'58" W125.00'67.00'S 88°55'58" W125.00'67.00' L=4 9.5 6'S 88°55'58" W125.00'35.00'L=112.09'S 76°01'34" W125.00 'L=112.09'S 4 6 ° 5 0 ' 0 3 " W 1 2 5 . 0 0 '22.56'S 17° 3 8 ' 3 3 " W 125.00 'L=71.84'S 01°04'02" E 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'63.00'N 01°04'02" W 125.00' N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'63.00'63.00'N 01°04'02" W 125.00'19.40'L=43.78'63.00'N 01°04'02" W 128.42'L=65.58'63.00'N 01°04'02" W 146.09'L=72.83'63.00'N 01°04'02" W 182.21'L=9.90'L =3 1. 1 9 '63.00'N 01°04'02" W 145.35'47'63.00'S 01°04'02" E 335.00' 457.81'N 87°43'21" E 430.22'52.64'31.02'S 01°04'02" E 747.41' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 130.67' S 01°04'02" E 130.67' S 01°04'02" E 130.67' S 01°04'02" E 130.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67'N 88°55'58" E 154.67'N 88°55'58" E 154.67'N 88°55'58" E 154.67'N 88°55'58" E 154.67'S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' 3 4 . 5 8 '47.9'39.9'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/202315141" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOF''1" = ' (HORIZONTAL)4080400SEE SHEET 10SEE SHEET 15 SEE SHEET 13 AREA TABLE34 512102010191018102110221023101710161015102710291031WWWWWWW W W W W W W W W W W W W W W W W W W W W WWW WWWWWWWWWWWWWWWWWWWWWWWW5115135158" DI WM8" DI WM8" DI WM137 LF 10" PVC SDR 26 @ 0.28%40 LF 10" PVC SDR 26 @ 0.28%166 LF 8" PVC SDR 26 @ 0.40%97 LF 8" PVC SDR 26 @ 0.40%58 LF 8" PVC SDR 26 @ 0.40%66 LF 8" PVC SDR 26 @ 0.40%107 LF 8" PVC SDR 26 @ 0.40%42 LF 8" PVC SDR 26 @ 0.40%232 LF 8" PVC SDR 26 @ 0.40%109 LF 8" PVC SDR 26 @ 1.07%211 LF 8" PVC SDR 26 @ 0.40%106 LF 8" PVC SDR 26 @ 1.30%126 LF 8" PVC SDR 26 @ 0.40%108 LF 8" PVC SDR 26 @ 0.40%82 LF 8" PVC SDR 26 @ 0.40%18" RCP15" RCP15" RCP12" RCP12" RCP36" RCP36" RCP36" RCP24" RCP30" RCP24" RCP12" RCP12" RCP24" RCP24" RCP12" RCP12" RCP12" RCP121 LF 10" PVC SDR 26 @ 0.28%12" RCP12" RCPGGGGGGGGGGGGGGGGTTTTTTTTTTTTTTTTTTTTTTTTTTEEE E E E E E EEWWWWWWWWWWWEEEE E E E E E EETTTE T T T T T T T T T T T T T T T T T T T T T T T T T T T T CA CA CA CA CA CA CA CA CA CA CA CA CA CA TCA TE E E E E E E E E E E E E E E E E E E E E E E E TTT T T T T T T TCA CA CA CA CA CA CA CA CA CA CA CA CA CA FOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFO FO FO FO FO FO TSOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OHOHETSEWWWWWWW W W W W W W W W W W W W W W W W W W W W WWW WWWWWWWWWWWWWWWWWWWWWWWW513C H =S 1 4 °4 8 '13 "E 5 4.44' R =1 2 0 .0 0 'L =5 4.9 2' C H =N 0 3°24'32"W 8.17'R =10 0.00'L=8.17' N 05°45'02" W 114.29' CH=N 03°24'3 2"W 8 .1 7 'R=100.00'L =8 .17 'N 01°04'02" W 101.98'STREET GSTREET H STREET A STREET H C H =S 0 8 °5 6'12"E 43.68' R =18 0 .0 0 'L=43.7 9' N 01°04'02" W 778.12' S 01°04'02" E 808.61'S 01°04'02" E 163.72'47.86'106.67'84.43'N68° 05' 59"W12.15'S72° 44' 23"W11.55'N24° 09' 27"W43.54'41.00'55.34'S 00°22'11" W 34.56' N 02°59'07" W 33.96'N 13°58'40" E40.70'N 88°55'58" E58.97'N 03°34'55" W 34.03' N 02°08'19" E 35.88' N 01°04'02" W 35.83' S 04°26'41" E 34.06' N 01°04'02" W 34.00'N 88°55'58" E41.00'N 03°06'56" E 34.09' N 04°52'09" E 33.88' S 05°17'03" E 34.09' S 01°54'36" E 34.00' WALLIN DRIVE WALLIN DRIVECH=S86°25'10"W520.81'R=21425.90'L=520.82'S 85°43'23" W 155.28'S 01°34'47" E 601.93'S 4 1 ° 1 6 ' 4 0 "W 4 5 . 5 4 'N88° 25' 13"E24.43'CS02° 53' 03"E19.88'106.67' 106.67' 106.67' 106.67' 106.67' 106.67' 106.67' 106.67' 106.67'S 88°55'58" W55.34'106.67'55.34'106.67'S 88°55'58" W55.34'106.67'55.34'154.67'55.34'154.67'154.67'55.34'154.67'130.67'55.34'130.67'55.34'55.34'106.67' 106.67'63.00'N 01°04'02" W 125.00' 457.81' S 01°42'20" E 686.67'N 85°43'23" E 137.63'CH=N86°22'41"E489.79'R=21425.90'L=489.80'N88° 17' 40"E50.00'CH=N75°04'42"E105.17'R=230.00'L=106.11'N61° 51 ' 43 "E20.29 '391.96'N 89°02'33" E 455.22'52.64'31.02'S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 130.67' S 01°04'02" E 130.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67'N 88°55'58" E 154.67'N 88°55'58" E 154.67'N 88°55'58" E 154.67'N 88°55'58" E 154.67'S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67'N 88°55'58" E 154.67'N 88°55'58" E 154.67'S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67' S 01°04'02" E 106.67'N 88°55'58" E 154.67'N 88°55'58" E 154.67'N 88°55'58" E 130.67'N 88°55'58" E 130.67'S 01°41'33" E 106.67' S 01°41'33" E 106.67'27.0'39.9'REVISIONSOFTHIS 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 NUMBERSCALE : DATE : PM :PROJ NO:CIVIL ENGINEERINGCAGE2200 CABOT DRIVE, STE. 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMKELLER FARMSPLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION210244SJP04/21/202315151" = 40'CURRENT P.I.N.:OWNER/CLIENTKELLER FARM SUBDIVISIONBASIS OF BEARINGSPRELIMINARY PLATOF''1" = ' (HORIZONTAL)4080400SEE SHEET 10SEE SHEET 13 AREA TABLE35 LOCKPORT STREET SUBJECT PROPERTY WALLIN DRIVEMEADOW LANEW. 143RD STREET S. VAN DYKE ROADS. STEINER ROADWALLIN OAKSELEMENTARY SCHOOL RICHARD IRA JONESMIDDLE SCHOOL LINCOLNELEMENTARYSCHOOL DuPAGE RIVER(IL. ROUTE 126)INDIAN BOUNDARY LINE ROADCONSULTANTS: DESCRIPTION INDEX OF SHEETS SHEET NO. L1.0 COVER SHEET L1.1 PRELIMINARY OVERALL LANDSCAPE PLAN L1.2 PRELIMINARY LANDSCAPE PLAN L1.3 PRELIMINARY LANDSCAPE PLAN L1.4 PRELIMINARY LANDSCAPE PLAN L1.5 PRELIMINARY LANDSCAPE PLAN L1.6 PRELIMINARY LANDSCAPE PLAN L1.7 PRELIMINARY LANDSCAPE PLAN L1.8 PRELIMINARY LANDSCAPE DETAILS L1.9 PRELIMINARY TYPICAL FOUNDATION PLANS L1.10 PARK LANDSCAPE DETAILS L1.11 PARK LANDSCAPE DETAILS L1.12 THROUGH AND KEY LOT EXHIBIT L1.13 THROUGH AND KEY LOT EXHIBIT LOCATION MAP SCALE: 1"=800' LANDSCAPE ARCHITECT: GARY R. WEBER ASSOCIATES, INC 402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 CIVIL ENGINEER: CAGE CIVIL ENGINEERING 3110 WOODCREEK DRIVE DOWNERS GROVE, ILLINOIS 60515 Preliminary Landscape Plan KELLER FARM Plainfield, Illinois May 3, 2023 L1.0 36 OUTLOT A 667 668 669 670 671 672 673 674 675 676 677 678 679 680 681 682 93 115 116 117 118 119 120 121 122 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 589 W W WWWWWWWW W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W WWWWWWWWW W W W W W W WWWWWW W W W W W W W W W WWWWWWW WWWWWWWWWWWWWWWW W W W W WWWWWWWWWWWWW W W WWWWW WWWWWWWWW302 303 304 158 254 252 253 164 162 161 160 159 156 157 154 155 60 8378798081826962706371646566676861 75 76 77 86 87 85 84 1025 72 73 74 128 127 126 125 124 123 122129 89 90 91 92 93 88 118 117 121 120 119 106 139 508 242 241 320 312 319 311 318 310 317 316 315 314 321 313 248 249 250 243 251 244 245 246 247 322 514 255 262 261 260 259 258 257 256 263 240 233 234 235 236 237 238 239 231 230 229 232 264265 215216 212213214 228227226225 501 168 165 166 502 180 210 506 153 152 151 150 503 163 507 147 148 149 500 41 130 31 22 14 6 504 21 13 5 28 20 12 4 27 19 11 3 26 18 10 2 25 17 9 24 16 8 23 15 7 1018 10191016101710141015 1020 1024 1023 1021 10271026 1028 10311030 1029 4546 4344 42 144 145 146142143141140137138 505 29 30 34 32 33 38 3536373940 104 107 99102 98 108 113 101 97 109 114110 96100 115 103 111 95 112 94 135 131 132 133 134 136 296 295 294 293 292 291 272 269 274 278 268 275 279 271 267 276 270 277 266191195194193192 199202201200 196 198 217 207206205 209208 222221220219 224223 284 285 286 287 288 289 282 290 283 169 173 182 190 186 177 170 185 181 189 174 178 171 184 188 175 172 183 187 176 167 306 307 308 309 301 300 299 298 297 54 59 53 58 52 57 51 56 50 49 55 48 47 116105 179 203 197 211 204 273 280 305 1 218 281 510 1022 512 513 509 515 511 ILLINOIS ROUTE 126 ILLINOIS ROUTE 126 WALLIN DRIVEWALLIN DRIVEPRESIDENTIAL AVE LIBERTY GROVE BLVD COLONIAL PKWYSHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PRELIMINARY OVERALL LANDSCAPE PLANL1.1KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREETSUITE 108EAST DUNDEE, ILLINOIS 60118 CAGE CIVILENGINEERING 3110 WOODCREEK DRIVEDOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow.before you dig.Call R0 100' 200' 400' 600'SCALE: 1"=200'NORTH REPRESENTATIVE PLANT LIST GENERAL LANDSCAPE NOTES SHEET 2 SHEET 3 SHEET 4 SHEET 5 SHEET 6 SHEET 7 37 152 153 154 155 156 157 158 159 W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W 242 241 263 240 233 234 235 236 237 238 239 231 230 229 232 264265 215216 212213214 228227226225 180 210 500 6 13 5 12 4 11 3 10 2 9 8 7 272 269 274 278 268 275 279 271 267 276 270 277 266191195194193192 199202201200 196 198 217 207206205 209208 222221220219 224223 179 203 197 211 204 273 280 1 218 281 PRESIDENTIAL AVENUE WALLIN DRIVESHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PRELIMINARY LANDSCAPE PLANL1.2KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREETSUITE 108EAST DUNDEE, ILLINOIS 60118 CAGE CIVILENGINEERING 3110 WOODCREEK DRIVEDOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow.before you dig.Call R0 25' 50' 100' 150'SCALE: 1"=50'NORTH MATCHLINE - SEE SHEET L1.3 NORTHWESTENTRANCE - SEEDETAIL SHEET L1.7 NORTHEAST CORNER- SEE DETAIL SHEET L1.7 MATCHLINE - SEE SHEET L1.3 LEGEND 38 138 139 140 141 142 143 144 145 146 WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W 158 254 252 253 164 160 159 242 248 249 250 243 251 244 245 246 247 322 514 255 262 261 260 259 258 257 256 263 501 168 165 166 502 180 163 22 14 21 13 28 20 27 19 26 18 25 17 24 16 23 15 284 285 286 287 288 289 282 290 283 169 173 182 190 186 177 170 185 181 189 174 178 171 184 188 175 172 183 187 176 167 WALLIN DRIVEWALLIN DRIVESHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PRELIMINARY LANDSCAPE PLANL1.3KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREETSUITE 108EAST DUNDEE, ILLINOIS 60118 CAGE CIVILENGINEERING 3110 WOODCREEK DRIVEDOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow.before you dig.Call R0 25' 50' 100' 150'SCALE: 1"=50'NORTH MATCHLINE - SEE SHEET L1.2 NORTHPARK - SEEDETAIL SHEETL1.10 MATCHLINE - SEE SHEET L1.4 MATC H LI N E - S E E S H E E T L1.4 HOA PARKSEE DETAILSHEET L1.7 LEGEND MAIN ENTRANCESEE DETAILSHEET L1.8 39 133 134 135 136 137 138 139 WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W302 303 304 158 164 162 161 160 159 156 157 154 155 320 312 319 311 318 310 317 316 315 314 321 313 322 514 165 153 152 151 150 503 163 507 147 148 149 31 504 28 27 1018 10191016101710141015 1020 505 29 30 34 32 33 35 296 295 294 293 292 291 306 307 308 309 301 300 299 298 297 305 512 513 WALLIN DRIVESHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PRELIMINARY LANDSCAPE PLANL1.4KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREETSUITE 108EAST DUNDEE, ILLINOIS 60118 CAGE CIVILENGINEERING 3110 WOODCREEK DRIVEDOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow.before you dig.Call R 0 25' 50' 100' 150'SCALE: 1"=50'NORTH MATCHLINE - SEE SHEET L1.3 SOUTH PARKMATCHLINE - SEE SHEET 5MATCHLINE - SEE SHEET L1.3 MATCHLINE - SEE SHEET L1.5 LEGEND TRAFFIC CURCLELANDSCAPE - SEEDETAIL SHEET L1.8 - SEE DETAILSHEET L1.11 40 ILLINOIS ROUTE 126 INDIAN BOUNDARYWWWWW W WWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW837879808182 75 76 77 86 87 85 84 1025 74 89 90 91 92 93 88 506 1024 1023 1021 10271026 1028 10311030 1029510 1022 515 511 ILLINOIS ROUTE 126 ILLINOIS ROUTE 126 SHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PRELIMINARY LANDSCAPE PLANL1.5KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREETSUITE 108EAST DUNDEE, ILLINOIS 60118 CAGE CIVILENGINEERING 3110 WOODCREEK DRIVEDOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow.before you dig.Call R 0 25' 50' 100' 150'SCALE: 1"=50'NORTH MATCHLINE - SEE SHEET 4 SOUTH ENTRANCE- SEE DETAIL THISSHEET MATCHLINE - SEE SHEET L1.4 MATCHLINE - SEE SHEET L1.6MATCHLINE - SEE SHEET L1.70 10' 20' 40' 60'SCALE: 1"=20'NORTH SOUTH ENTRANCE LANDSCAPE DETAIL LEGEND 41 COLONIAL PKWY673 674 675 676 677 678 679 680 681 682 SOLDIER CT WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW128 127 126 125 124 123 122129 118 117 121 120 119 139 508 41 130 4546 4344 42 144 145 146142143141140137138 38 3536373940 135 131 132 133 134 136 54 53 52 51 50 49 48 47 COLONIAL PARKWAYSHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PRELIMINARY LANDSCAPE PLANL1.6KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREETSUITE 108EAST DUNDEE, ILLINOIS 60118 CAGE CIVILENGINEERING 3110 WOODCREEK DRIVEDOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow.before you dig.Call R 0 25' 50' 100' 150'SCALE: 1"=50'NORTH MATCHLINE - SEE SHEET L1.5MATCHLINE - SEE SHEET L1.5MATCHLINE - SEE SHEET L1.7 MATCHLINE - SEE SHEET L1.7 LEGEND 42 ILLINOIS ROUTE 126WWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWW W 60 6962 7063 71646566676861 72 73 74 88 106 104 107 99102 98 108 113 101 97 109 114110 96100 115 103 111 95 112 94 59 58 57 56 55 116105 509 ILLINOIS ROUTE 126 W W W W W W W W W W W W WWWWWPRESIDENTIAL AVE 230 500 PRESIDENTIAL AVE WALLIN DRIVESHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PRELIMINARY LANDSCAPE PLANL1.7KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREETSUITE 108EAST DUNDEE, ILLINOIS 60118 CAGE CIVILENGINEERING 3110 WOODCREEK DRIVEDOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow.before you dig.Call R 0 25' 50' 100' 150'SCALE: 1"=50'NORTH MATCHLINE - SEE SHEET L1.5MATCHLINE - SEE SHEET L1.6 MATCHLINE - SEE SHEET L1.6 NORTHWEST ENTRANCE LANDSCAPE DETAIL 0 10' 20' 40' 60'SCALE: 1"=20'NORTH NORTHEAST CORNER ENTRANCE LANDSCAPE DETAIL 0 10' 20' 40' 60'SCALE: 1"=20'NORTH LEGEND 43 WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W WALLIN DRIVEWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W LIBERTY GROVE BLVD SHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PRELIMINARY LANDSCAPE DETAILSL1.8KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREETSUITE 108EAST DUNDEE, ILLINOIS 60118 CAGE CIVILENGINEERING 3110 WOODCREEK DRIVEDOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow.before you dig.Call R 0 10' 20' 40' 60'SCALE: 1"=20'NORTH MAIN ENTRANCE 0 10' 20' 40' 60'SCALE: 1"=20'NORTH ROUNDABOUT LANDSCAPE DETAIL PLANTING DETAILS PERENNIALS AND GROUNDCOVERS NOT TO SCALE NOT TO SCALE DECIDUOUS AND EVERGREEN SHRUBS DECIDUOUS TREES NOT TO SCALE EVERGREEN TREES NOT TO SCALE LANDSCAPE DETAIL LEGEND 44 SIENA SHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PRELIMINARY TYPICAL FOUNDATION PLANSL1.9KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREETSUITE 108EAST DUNDEE, ILLINOIS 60118 CAGE CIVILENGINEERING 3110 WOODCREEK DRIVEDOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow.before you dig.Call R SCALE: 1"=10'TYPICAL TOWNHOME FOUNDATION PLAN TYPICAL FOUNDATION PLANT LIST SCALE: 1"=20'TYPICAL SINGLE FAMILY LOT DETAIL TYPICAL SINGLE FAMILY PLANT LIST 45 WWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W SHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PARK LANDSCAPE DETAILSL1.10KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREETSUITE 108EAST DUNDEE, ILLINOIS 60118 CAGE CIVILENGINEERING 3110 WOODCREEK DRIVEDOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow.before you dig.Call R 0 10' 20' 40' 60' SCALE: 1"=20'NORTH NORTH PARK LANDSCAPE DETAIL 46 WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWSHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE PARK LANDSCAPE DETAILSL1.11KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREETSUITE 108EAST DUNDEE, ILLINOIS 60118 CAGE CIVILENGINEERING 3110 WOODCREEK DRIVEDOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow.before you dig.Call R 0 10' 20' 40' 60' SCALE: 1"=20'NORTH SOUTH PARK LANDSCAPE DETAIL 0 5' 10' 20' 30'SCALE: 1"=10'NORTH HOA PARK LANDSCAPE DETAIL 47 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 PRESIDENTIALAVE W W W W WWWWWWWWWWWWWWWW W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW 158 254 252 253 164 159 242 241 248 249 250 243 251 244 245 246 247 322 514 255 262 261 260 259 258 257 256 263 240 233 234 235 236 237 238 239 231 230 229 232 264265 215216 212213214 228227226225 501 168 165 166 502 180 210 163 500 22 14 6 21 13 5 28 20 12 4 27 19 11 3 26 18 10 2 25 17 9 24 16 8 23 15 7 272 269 274 278 268 275 279 271 267 276 270 277 266191195194193192 199202201200 196 198 217 207206205 209208 222221220219 224223 284 285 286 287 288 289 282 290 283 169 173 182 190 186 177 170 185 181 189 174 178 171 184 188 175 172 183 187 176 167 179 203 197 211 204 273 280 1 218 281 PRESIDENTIAL AVENUE WALLIN DRIVEWALLIN DRIVEWALLIN DRIVESHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE KEY & THROUGH LOT BUFFER EXHIBITL1.12KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREETSUITE 108EAST DUNDEE, ILLINOIS 60118 CAGE CIVILENGINEERING 3110 WOODCREEK DRIVEDOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow.before you dig.Call R0 50' 100' 200' 300' SCALE: 1"=100'NORTH KEY AND THROUGH LOT DETAIL LEGEND THROUGH LOT LANDSCAPING KEY LOT LANDSCAPING MATCHLINE - SEE SHEET L1.13 48 WALLIN DRIVECOLONIAL PKWYOUTLOT A 667 668 669 670 671 672 673 674 675 676 677 678 679 680 681 682 93 115 116 117 118 119 120 121 122 130 131 132 133 134 135 136 137 SOLDIER CT ILLINOIS ROUTE 126 ILLINOIS ROUTE 126 INDIAN BOUNDARYLINE RDLIBERTY GROVE BLVD WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWW W W W W W W W W W W W W WWWWWWWWWWWW W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W WWWWWWWWW W W WWWWWWWWWWWWWWWWWW302 303 304 162 161 160 156 157 154 155 60 8378798081826962706371646566676861 75 76 77 86 87 85 84 1025 72 73 74 128 127 126 125 124 123 122129 89 90 91 92 93 88 118 117 121 120 119 106 139 508 320 312 319 311 318 310 317 316 315 314 321 313 322 506 153 152 151 150 503 507 147 148 149 41 130 31 504 1018 10191016101710141015 1020 1024 1023 1021 10271026 1028 10311030 1029 4546 4344 42 144 145 146142143141140137138 505 29 30 34 32 33 38 3536373940 104 107 99102 98 108 113 101 97 109 114110 96100 115 103 111 95 112 94 135 131 132 133 134 136 296 295 294 293 292 291 306 307 308 309 301 300 299 298 297 54 59 53 58 52 57 51 56 50 49 55 48 47 116105 305 510 1022 512 513 509 515 511 WALLIN DRIVEILLINOIS ROUTE 126ILLINOIS ROUTE 126 LIBERTY GROVE BOULEVARD COLONIAL PARKWAYSHEET NO. REVISIONS DRAWN CHECKED DATE PROJECT NO.PLOT CONFIG:XREFS:402 W. LIBERTY DRIVE WHEATON, ILLINOIS 60187 PHONE: 630-668-7197 www.grwainc.com GARY R. WEBER ASSOCIATES, INC. LAND PLANNING ECOLOGICAL CONSULTING LANDSCAPE ARCHITECTURE KEY & THROUGH LOT BUFFER EXHIBITL1.13KELLER FARMPLAINFIELD, ILLINOIS5.03.2023 LN21103 NKF GFB 1141 E. MAIN STREETSUITE 108EAST DUNDEE, ILLINOIS 60118 CAGE CIVILENGINEERING 3110 WOODCREEK DRIVEDOWNERS GROVE, ILLINOIS 60515 CLIENT CIVIL ENGINEER Know what'sbelow.before you dig.Call R0 50' 100' 200' 300'SCALE: 1"=100'NORTH KEY AND THROUGH LOT DETAIL LEGEND THROUGH LOT LANDSCAPING KEY LOT LANDSCAPING MATCHLINE - SEE SHEET L1.12 49 G E W TV OH T FO X D S PROPOSED LEGEND CURB & GUTTER REVERSE PITCH CURB & GUTTER DEPRESSED CURB & GUTTER PROPOSED BUILDING PCC SIDEWALK STANDARD DUTY ASPHALT PAVEMENT ASPHALT PATHWAY G E GAS SERVICE ELECTRIC SERVICE STORM SEWER SANITARY SEWER W WATER MAIN STORM STRUCTURE DOWNSPOUT CONNECTION SANITARY MANHOLE CLEANOUT W WATER METER VALVE VAULTW VALVE BOX HYDRANT G E GAS METER ELECTRIC METER PARKING LOT LIGHT FLOW ARROW OVERLAND FLOOD ROUTE TOP OF SIDEWALK GRADE100.00 TW TOP OF CURB GRADE100.00 TC PAVEMENT GRADE100.00 P GROUND GRADE100.00 G FENCEX 100 100 MAJOR CONTOUR MINOR CONTOUR D S 1 SITE LOCATION MAP & CIVIL LEGEND C0.0 PRELIMINARY ENGINEERING FOR KELLER FARM PLAINFIELD, IL SECTION 8, TOWNSHIP 36N, RANGE 9E LOCATION MAP PROJECT SITE 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 SHEET LIST TABLE Sheet Number Sheet Title C0.0 SITE LOCATION MAP & CIVIL LEGEND C0.1 GENERAL NOTES C0.2 EXISTING FEATURES MAP C0.3 OVERALL PHASE PLAN C1.0 OVERALL SITE LAYOUT PLAN C1.1 DETAILED SITE LAYOUT PLAN C1.2 DETAILED SITE LAYOUT PLAN C1.3 DETAILED SITE LAYOUT PLAN C1.4 DETAILED SITE LAYOUT PLAN C1.5 DETAILED SITE LAYOUT PLAN C1.6 DETAILED SITE LAYOUT PLAN C1.7 DETAILED SITE LAYOUT PLAN C1.8 DETAILED SITE LAYOUT PLAN C1.9 DETAILED SITE LAYOUT PLAN C1.10 DETAILED SITE LAYOUT PLAN C1.11 DETAILED SITE LAYOUT PLAN C1.12 DETAILED SITE LAYOUT PLAN C2.0 OVERALL GRADING PLAN C2.1 DETAILED GRADING PLAN C2.2 DETAILED GRADING PLAN C2.3 DETAILED GRADING PLAN C2.4 DETAILED GRADING PLAN C2.5 DETAILED GRADING PLAN C2.6 DETAILED GRADING PLAN C2.7 DETAILED GRADING PLAN C2.8 DETAILED GRADING PLAN C2.9 DETAILED GRADING PLAN C2.10 DETAILED GRADING PLAN C2.11 DETAILED GRADING PLAN C2.12 DETAILED GRADING PLAN C3.0 OVERALL UTILITY PLAN C3.1 DETAILED UTILITY PLAN C3.2 DETAILED UTILITY PLAN C3.3 DETAILED UTILITY PLAN C3.4 DETAILED UTILITY PLAN C3.5 DETAILED UTILITY PLAN C3.6 DETAILED UTILITY PLAN C3.7 DETAILED UTILITY PLAN C3.8 DETAILED UTILITY PLAN C3.9 DETAILED UTILITY PLAN C3.10 DETAILED UTILITY PLAN C3.11 DETAILED UTILITY PLAN C3.12 DETAILED UTILITY PLAN C5.0 ROADWAY DETAILS C5.1 ROADWAY DETAILS VILLAGE NOTIFICATION THE VILLAGE OF PLAINFIELD PUBLIC WORKS AND BUILDING DEPARTMENTS SHALL BE NOTIFIED AT (815) 436-7093 A MINIMUM OF 48 HOURS PRIOR TO BEGINNING OR RESUMING ALL CONSTRUCTION ACTIVITIES. DRAINAGE STATEMENT TO THE BEST OF OUR KNOWLEDGE AND BELIEF, THE DRAINAGE OF THE SURFACE WATERS WILL NOT BE CHANGED BY THE CONSTRUCTION OF THIS PROJECT OR ANY PART THEREOF, OR, THAT IF DRAINAGE WILL BE CHANGED, REASONABLE PROVISION HAS BEEN MADE FOR THE COLLECTION AND DIVERSION OF SUCH SURFACE WATERS INTO PUBLIC AREAS, OR DRAINS WHICH THE SUBDIVIDER HAS RIGHT TO USE, AND THAT THE SUCH SURFACE WATERS WILL BE PLANNED FOR IN ACCORDANCE WITH GENERALLY ACCEPTED ENGINEERING PRACTICES SO AS TO REDUCE THE LIKELIHOOD OF DAMAGE TO ADJOINING PROPERTIES BECAUSE OF THE CONSTRUCTION OF THIS PROJECT. OWNERDATE ENGINEERDATE BENCHMARKS ELEVATIONS ARE IN RELATION TO BENCHMARK DESIGNATION WRI 018, PID DP5473, STATE OF ILLINOIS, COUNTY OF WILL. THE STATION IS LOCATED ABOUT 5.8 MI (9.3 KM) WEST OF ROMEOVILLE, 2.0 MI (3.2 KM) SOUTHEAST OF NORMANTOWN AND 0.7 MI (1.1 KM) NORTH OF PLAINFIELD. ELEVATION 603.54' (NAVD 88) SITE BENCHMARK NORTHEAST BOLT OF FIRE HYDRANT ACROSS THE STREET OF SUBJECT PROPERTY AT SOUTHEAST CORNER OF IL ROUTE 126 AND INDIAN BOUNDARY LINE ROAD. ELEVATION = 626.22' (NAVD 88) 50 2 GENERAL NOTES C0.12200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 GENERAL REQUIREMENTS: 1.ALL WORK SHALL BE IN CONFORMANCE WITH THE APPLICABLE SECTIONS OF THE ILLINOIS DEPARTMENT OF TRANSPORTATION (IDOT) "STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION" (HEREIN AFTER REFERRED TO AS STANDARD SPECIFICATIONS) ADOPTED APRIL 1, 2016 AND SUPPLEMENTAL SPECIFICATIONS. WITHIN THE STANDARD SPECIFICATIONS, ARTICLES 105.01, 105.09, 105.10, 105.11, 105.12, 105.13 AND SECTION 109 SHALL NOT BE INCORPORATED INTO THIS CONTRACT. 2.SCOPE OF WORK: THE PROPOSED IMPROVEMENTS CONSIST OF SUPPLYING ALL THE NECESSARY LABOR, MATERIAL AND EQUIPMENT TO SATISFACTORILY CONSTRUCT AND INSTALL ALL IMPROVEMENTS ACCORDING TO THE PLANS DESIGNATED HEREIN. 3.CONTRACTOR SHALL HAVE THE RESPONSIBILITY TO LOCATE AND PROTECT ALL UNDERGROUND FACILITIES/UTILITIES DURING CONSTRUCTION OPERATIONS AS OUTLINED IN ARTICLE 107.31 OF THE STANDARD SPECIFICATIONS AND CONTACT THE OWNER. ANY DAMAGE TO ANY UTILITIES SHALL BE PROMPTLY REPORTED TO THE OWNER. REPAIRS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THE UNDERGROUND UTILITIES SHOWN HEREIN ARE APPROXIMATE AND BASED ON THE ACTUAL LOCATION OF SURFACE STRUCTURES AND PLANS PROVIDED BY THE OWNER. THE IMPLIED PRESENCE OR ABSENCE OF UTILITIES IS NOT TO BE CONSTRUED BY THE OWNER, ENGINEER, CONTRACTOR, OR SUBCONTRACTORS TO BE AN ACCURATE AND COMPLETE REPRESENTATION OF UTILITIES THAT MAY OR MAY NOT EXIST ON THE CONSTRUCTION SITE. BURIED AND ABOVE GROUND UTILITY LOCATION, IDENTIFICATION, AND MARKING IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. REROUTING, DISCONNECTION, PROTECTION, ETC. OF ANY UTILITIES MUST BE COORDINATED BETWEEN THE CONTRACTOR, UTILITY COMPANY, AND OWNER. SITE SAFETY, INCLUDING THE AVOIDANCE OF HAZARDS ASSOCIATED WITH BURIED AND ABOVEGROUND UTILITIES REMAINS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING UTILITY PROPERTY FROM CONSTRUCTION OPERATIONS. 4.THE CONTRACTOR SHALL FURNISH, ERECT, AND MAINTAIN MARKINGS AND ASSOCIATED HAZARD WARNING LIGHTS, DELINEATOR FENCE, AND OTHER ASSOCIATED FACILITIES AS REQUIRED FOR OPEN TRENCHES, EXCAVATIONS, TEMPORARY STOCK PILES, AND PARKED CONSTRUCTION EQUIPMENT THAT MAY POSE A POTENTIAL HAZARD AS PART OF THE DAILY OPERATIONS AT THIS SITE. CONTRACTOR IS SOLELY RESPONSIBLE FOR SITE SAFETY. 5.CONTRACTOR SHALL CONTINUOUSLY COMPARE ALL LINES, GRADES, AND OTHER INFORMATION APPEARING ON THE PLANS WITH THE ACTUAL LINES, GRADES, AND SITE CONDITIONS. ANY DISCREPANCIES THAT MAY AFFECT THE PERFORMANCE OF THE WORK IN ACCORDANCE WITH THE INTENT OF THE CONTRACT DOCUMENTS SHALL BE IMMEDIATELY REPORTED TO THE OWNER AND ENGINEER IN WRITING FOR DISPOSITION BEFORE CONTRACTOR PROCEEDS WITH THE WORK. CONTRACTOR SHALL HAVE FULL RESPONSIBILITY FOR THE WORK COMPLETED PRIOR TO THE REPORT TO THE OWNER AND ENGINEER, AND NO ADDITIONAL COMPENSATION WILL BE ALLOWED FOR CORRECTION OF THE WORK PRIOR TO THE REPORT TO THE OWNER AND ENGINEER. 6.CONTRACTOR PARKING AND LAYDOWN AREAS SHALL BE COORDINATED WITH THE OWNER. 7.PRIOR TO PERFORMING ANY WORK IN OR ON THE RIGHT OF WAY OF ANY CITY OR STATE ROADWAY, THE CONTRACTOR SHALL NOTIFY THE CITY / STATE TRAFFIC ENGINEER'S OFFICE. THE CONTRACTOR SHALL ERECT WARNING SIGNS AND BARRICADES TO PROTECT THE TRAVELING PUBLIC AND HIS WORKERS. THE SIGNING AND BARRICADING SHALL CONFORM TO THE APPROPRIATE APPLICATIONS OUTLINED IN THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES OR AS OTHERWISE DIRECTED BY THE CITY / STATE TRAFFIC ENGINEER. IF PERMITS ARE REQUIRED TO CONDUCT THE WORK, THE CONTRACTOR SHALL SECURE THE PERMITS AND SUPPLY THEM TO THE OWNER AT NO ADDITIONAL COST. ALL FULL WIDTH LANE CLOSURES, PARTIAL LANE CLOSURES, AND CONSTRUCTION ADJACENT TO PAVEMENT SHALL BE IDENTIFIED, SIGNED, AND BARRICADES ERECTED IN CONFORMANCE WITH THE APPLICABLE ARTICLES OF SECTION 701 OF THE STANDARD SPECIFICATIONS AND THE VILLAGE OF PLAINFIELD'S REQUIREMENTS. ALL TRAFFIC PROTECTION, BOTH ONSITE AND OFFSITE, SHALL BE CONSIDERED INCIDENTAL TO THE CONTRACT. 8.CONTRACTOR SHALL REMOVE EARTHEN MATERIALS, EXISTING SURFACES, AND STRUCTURES AS REQUIRED. ALL WASTE MATERIAL SHALL BE PROPERLY DISPOSED OFF-SITE AND SHALL BE INCIDENTAL TO THE CONTRACT. 9.THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS, UNLESS NOTED. THIS WILL INCLUDE BUT NOT BE LIMITED TO MUNICIPAL BUILDING PERMIT. THE OWNER WILL SECURE THE N.P.D.E.S. PERMIT. THE CONTRACTOR SHALL PROVIDE ANY FINANCIAL SURETIES REQUIRED AS PART OF ANY PERMIT. 10.WHEN CONCRETE IS PLACED ABUTTING STRUCTURES, FOUNDATIONS OR EXISTING SIDEWALKS, A BOND BREAKER CONSISTING OF 1" P.J.F. AND ELASTOMERIC JOINT SEALANT SHALL BE USED FULL DEPTH UNLESS OTHERWISE NOTED. 11.MAXIMUM CONTRACTION JOINT SPACING ON CONCRETE CURB AND GUTTER OR CONCRETE GUTTER SHALL NOT EXCEED 25'. 12.SIDEWALK RAMPS FOR ADA SHALL BE IN ACCORDANCE WITH THE DETAILS SHOWN HEREIN. DETECTABLE WARNINGS SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS. 13.HOT-MIX ASPHALT PAVEMENT PATCHING SHALL BE IN ACCORDANCE WITH SECTION 442 OF THE STANDARD SPECIFICATIONS. 14.CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARING AND SUBMITTING ELECTRONIC AS-BUILT DRAWINGS, FOR UTILITIES AND DETENTION AREAS, TO THE OWNER AND ENGINEER FOR REVIEW AND APPROVAL PRIOR TO PROJECT ACCEPTANCE. 15.CONSTRUCTION STAKING, LAYOUT, AND GRADING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR USING THE BASIC TOPOGRAPHIC SURVEY CONTROLS PROVIDED IN THE PLANS. CONTRACTOR SHALL VERIFY SURVEY CONTROLS PRIOR TO BEGINNING CONSTRUCTION. ANY DISCREPANCIES IN THE SURVEY CONTROLS SHALL BE REPORTED TO THE OWNER AND ENGINEER PRIOR TO CONSTRUCTION. ANY ADDITIONAL SURVEY CONTROLS REQUIRED FOR CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 16.CONTRACTOR SHALL COORDINATE ALL UTILITY LINE CROSSINGS TO ENSURE ALL PIPES MAINTAIN MINIMUM COVER, MINIMUM CLEARANCES, AND PROPER SEPARATION. GRAVITY LINES SHALL HAVE PRECEDENCE OVER PRESSURIZED LINES. 17.CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ALL ITEMS INCORPORATED INTO THE WORK FOR ENGINEER REVIEW AND APPROVAL A MINIMUM OF 4 WEEKS PRIOR TO ORDERING. 18.REFERENCES TO "INSPECTION" OR "INSPECTOR" IN THE SPECIFICATIONS SHALL NOT CREATE, IMPOSE, OR GIVE RISE TO ANY DUTY OWED BY THE OWNER OR ENGINEER TO THE CONTRACTOR, ANY SUBCONTRACTOR, OR ANY SUPPLIER. ALL IMPROVEMENTS SHALL BE SUBJECT TO INSPECTION BY A DULY AUTHORIZED AND QUALIFIED OWNER'S REPRESENTATIVE BOTH DURING THE COURSE OF CONSTRUCTION AND AFTER CONSTRUCTION IS COMPLETE. THE INSPECTOR SHALL HAVE AUTHORITY OVER MATERIALS OF CONSTRUCTION, METHODS OF CONSTRUCTION AND WORKSMANSHIP TO ENSURE COMPLIANCE WITH WORKING DRAWINGS AND SPECIFICATIONS. THE CONTRACTOR SHALL PROVIDE FOR REASONABLE TESTS AND PROOF OF QUALITY OF MATERIALS AS REQUESTED BY THE INSPECTOR. UPON DUE CAUSE, WHICH SHALL INCLUDE WEATHER CONDITIONS, WORKMANSHIP OR NON-ADHEREANCE TO THE APPROVED PLANS AND SPECIFICATIONS, THE INSPECTOR SHALL HAVE THE AUTHORITY TO STOP CONSTRUCTION. 19.WHERE SECTION, SUB-SECTION, SUBDIVISION, OR PROPERTY MONUMENTS ARE ENCOUNTERED, THE OWNER'S REPRESENTATIVE SHALL BE NOTIFIED BEFORE SUCH MONUMENTS ARE REMOVED. THE CONTRACTOR SHALL PROTECT AND PRESERVE ALL PROPERTY MARKERS UNTIL AN OWNER OR AUTHORIZED SURVEYOR HAS WITNESSED OR REFERENCED THEIR LOCATION. 20.ALL TRENCH BACKFILL SHALL BE IMPORTED GRANULAR MATERIAL UNLESS EXISTING GRANULAR MATERIALS ARE SPECIFICALLY APPROVED BY THE OWNER'S REPRESENTATIVE. 21.ALL AGGREGATE BASE COURSE SHALL BE COMPACTED TO 98% STANDARD PROCTOR DENSITY. 22.ALL AGGREGATE BASE AREAS TO BE PAVED (PAVEMENT, SIDEWALK, CURB, OR STRUCTURES) SHALL BE PROOF-ROLLED WITH SEVERAL PASSES OF A FULLY LOADED DUMP TRUCK. CONTRACTOR SHALL NOTIFY THE OWNER AND/OR ENGINEER 24 HOURS PRIOR TO PROOF ROLL AND SHALL MAKE ALL CORRECTIONS TO PROVIDE A SATISFACTORY SUBGRADE. 23.ANY UNCONTROLLED CRACKING THAT OCCURS IN CONCRETE PAVEMENT, SIDEWALK, CURB, OR CURB AND GUTTER PRIOR TO FINAL ACCEPTANCE SHALL BE ROUTED OR SAWED AND SEALED ACCORDING TO THE STANDARD SPECIFICATIONS. 24.CONTRACTOR SHALL COORDINATE WITH UTILITY COMPANIES PRIOR TO ANY WORK IN AND AROUND UTILITY-OWNED INFRASTRUCTURE AND MAKE THEM AWARE OF WORK TO BE PERFORMED. 25.ALL SIDEWALKS SHALL BE 4 INCHES IN THICKNESS AND CONSTRUCTED TO THE WIDTH SHOWN ON THE PLANS. ALL SIDEWALKS SHALL BE CONSTRUCTED WITH A MIN. CROSS SLOPE OF 1% AND A MAX. CROSS SLOPE OF 2%. SIDEWALK THICKNESS SHALL BE INCREASED TO A MINIMUM 6" AT DRIVEWAYS OR AS REQUIRED BY THE VILLAGE OF PLAINFIELD. 26.ANY SIDEWALKS, FENCES, AND OTHER ITEMS NOT SHOWN TO BE REMOVED, BUT DAMAGED DURING CONSTRUCTION, SHALL BE REPAIRED BY THE CONTRACTOR AT NO COST TO THE OWNER. 27.CONTRACTOR SHALL NOTIFY THE APPROPRIATE AGENCY A MINIMUM OF 48 HOURS PRIOR TO CONNECTING TO OR INSTALLING ANY PUBLIC SEWER OR WATER MAINS. 28.PRIOR TO COMMENCEMENT OF CONSTRUCTION, THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AFFECTING THEIR WORK WITH THE ACTUAL CONDITIONS AT THE PROJECT SITE. IN ADDITION, THE CONTRACTOR MUST VERIFY THE ENGINEER'S LINE AND GRADE STAKES. IF THERE ARE ANY DISCREPANCIES FROM WHAT IS SHOWN ON THE CONSTRUCTION PLANS, THE CONTRACTOR MUST IMMEDIATELY PROVIDE THE INFORMATION TO THE ENGINEER BEFORE DOING ANY WORK. OTHERWISE, THE CONTRACTOR ASSUMES FULL RESPONSIBILITY. IN THE EVENT OF DISAGREEMENT BETWEEN THE CONSTRUCTION PLANS, STANDARD SPECIFICATIONS AND/OR DETAILS, THE CONTRACTOR SHALL SECURE WRITTEN INSTRUCTIONS FROM THE ENGINEER PRIOR TO PROCEEDING WITH ANY PART OF THE WORK EFFECTED BY OMISSIONS OR DISCREPANCIES. IF THE CONTRACTOR FAILS TO SECURE WRITTEN INSTRUCTIONS FROM THE ENGINEER, THE CONTRACTOR WILL BE CONSIDERED TO HAVE PROCEEDED AT HIS OWN RISK AND EXPENSE. IN THE EVENT OF ANY DOUBT OR QUESTION ARISING WITH RESPECT TO SPECIFICATIONS, THE DECISION OF THE ENGINEER SHALL BE FINAL. EXISTING TOPOGRAPHY: 1.ALL UTILITIES SHOWN ARE APPROXIMATE ONLY AND ARE DERIVED FROM EXISTING UTILITY MARKINGS, OLD SITE PLANS, UTILITY COMPANY MAPS, PRIVATE LOCATOR AND OBSERVED EVIDENCE. 2.ALL PIPE SIZES REFERENCED HEREON ARE SHOWN ACCORDING TO UTILITY COMPANY MAPS, OLD SITE PLANS AND OBSERVED EVIDENCE. ALL PIPE SIZES AND INVERTS SHOULD BE VERIFIED PRIOR TO ANY CONSTRUCTION. 3.PRIOR TO ANY EXCAVATION CONTRACTORS SHALL CALL THE TOLL FREE J.U.L.I.E. TELEPHONE NUMBER 1-800-892-0123. ALLOW 48 HOURS FOR LOCATIONS OTHER THAN EMERGENCY ASSISTANCE. SITE DEMOLITION: 1.EXISTING UTILITIES TO REMAIN, WHICH ARE DAMAGED BY THE CONTRACTOR DURING CONSTRUCTION, SHALL BE REPAIRED AND/OR REPLACED WITHOUT ADDITIONAL COMPENSATION. CONFLICTS WITH PROPOSED CONSTRUCTION AND UTILITIES TO REMAIN ARE TO BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONSTRUCTION MANAGER FOR COORDINATION WITH THE OWNER'S REPRESENTATIVE, ENGINEER, AND UTILITY COMPANY. 2.NO DEMOLITION OR CONSTRUCTION ACTIVITIES SHALL TAKE PLACE WITHIN PUBLIC RIGHT-OF-WAY UNTIL ALL PERMITS ARE SECURED. 3.ALL PAVEMENT TO BE REMOVED SHALL BE SAWCUT FULL DEPTH. 4.CONTRACTOR SHALL EMPLOY ALL MEASURES NECESSARY DURING DEMOLITION TO CONTROL EROSION AND INSURE THAT SEDIMENT DOES NOT LEAVE THE SITE. TRACKING OF DIRT ONTO PUBLIC STREETS AND EXISTING PARKING LOT SHALL BE CLEANED IMMEDIATELY, AND ALL SEDIMENT AND EROSION CONTROL ITEMS SHALL BE INSTALLED PRIOR TO CLEARING AND DEMOLITION WORK. 5.CONTRACTOR IS RESPONSIBLE FOR VERIFYING EXISTING SITE CONDITIONS AND BECOMING FAMILIAR WITH ALL CONSTRUCTION DOCUMENTS. 6.ITEMS INDICATED TO BE REMOVED SHALL BE COMPLETELY REMOVED UNLESS INDICATED OTHERWISE. 7.ALL TREES AND BRUSH INDICATED TO BE REMOVED SHALL BE REMOVED COMPLETELY, INCLUDING ROOT BALLS. 8.UNLESS OTHERWISE IDENTIFIED AND/OR NOTED ON THE DEMOLITION PLAN, CONTRACTOR SHALL FULLY DEMOLISH, REMOVE, AND LAWFULLY DISPOSE OF ALL EXISTING BUILDINGS, IMPROVEMENTS, AND RELATED APPURTENANCES AT THIS SITE AND PROPERTY. CONTRACTOR SHALL ALSO DEMOLISH, REMOVE, AND LAWFULLY DISPOSE OF EXISTING IMPROVEMENTS AND CONSTRUCTIONS IN THE PUBLIC RIGHT-OF-WAY NECESSARY TO ACCOMPLISH THE NEW PROJECT WORK DESCRIBED ELSEWHERE IN THESE BIDDING AND CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL PROCURE ALL NECESSARY PERMITS AND APPROVALS FOR SUCH DEMOLITION WORK (BOTH INSIDE THE PROPERTY LINE AND IN THE PUBLIC RIGHT-OF-WAY) PRIOR TO COMMENCING ANY DEMOLITION OPERATIONS. 9.CONTRACTOR SHALL FULLY PROTECT ALL SURROUNDING PROPERTIES FROM ANY AND ALL DAMAGE DURING DEMOLITION OPERATIONS; AND SHALL BE FULLY RESPONSIBLE FOR REPAIRING (TO A CONDITION ACCEPTABLE TO THE OWNER AND ARCHITECT) ANY AND ALL DAMAGE THAT DOES OCCUR. 10.CONTRACTOR SHALL PROVIDE ALL NECESSARY TRAFFIC CONTROLS AND RELATED APPURTENANCES THAT ARE REQUIRED BY ANY APPLICABLE CODES AND ORDINANCES, DURING ALL DEMOLITION OPERATIONS. 11.CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE SAFETY AND SECURITY OF THE PROJECT SITE AND ITS SURROUNDINGS DURING DEMOLITION OPERATIONS. 12.ALL DEMOLISHED EXISTING MATERIALS, SYSTEMS, AND CONSTRUCTIONS SHALL BE DISPOSED OF IN A LAWFUL MANNER, AND WRITTEN RECORDS OF THE FINAL DESTINATION FOR THESE MATERIALS, SYSTEMS, AND CONSTRUCTIONS SHALL BE PROVIDED TO THE OWNER AND ENGINEER. 13.EXISTING SITE SHALL BE CLEANED ON A DAILY BASIS THROUGHOUT THE DURATION OF DEMOLITIONS OPERATIONS; AND NO DEBRIS OR PRODUCTS OF DEMOLITION SHALL BE ALLOWED TO ACCUMULATE OUTSIDE THE BOUNDARIES OF THE SITE. 14.CONTRACTOR SHALL FULLY COORDINATE ALL PROJECT DEMOLITION OPERATIONS, INCLUDING THE REMOVAL AND LAWFUL DISPOSAL OF ALL MATERIALS AND SYSTEMS. SITE LAYOUT: 1.JOINTS IN SIDEWALK SHALL BE TOOLED AT 5' MAX. INTERVALS, UNLESS INDICATED OTHERWISE. 2.NORTHING-EASTING COORDINATES AND DIMENSIONS FOR CURB AND GUTTER ARE TO FACE OF CURB. 3.CONTRACTOR SHALL COORDINATE ALL WORK WITHIN PUBLIC RIGHT-OF-WAY WITH THE APPROPRIATE PUBLIC AGENCY. NOTIFICATION SHALL OCCUR A MINIMUM OF 48 HOURS PRIOR TO COMMENCING WORK WITHIN PUBLIC RIGHT-OF-WAY. ALL PERMITS ARE THE RESPONSIBILITY OF THE CONTRACTOR. 4.P.C. CONCRETE PAVEMENT AND SIDEWALKS SHALL BE CLASS PV AND CLASS SI, RESPECTIVELY, IN ACCORDANCE WITH THE IDOT STANDARD SPECIFICATIONS. 5.CONTRACTOR IS RESPONSIBLE FOR VERIFYING EXISTING SITE CONDITIONS AND BECOMING FAMILIAR WITH ALL CONSTRUCTION DOCUMENTS. 6.SEE ARCHITECTURAL PLANS FOR EXACT BUILDING DIMENSIONS AND DOOR LOCATIONS. 7.CONTRACTOR SHALL COORDINATE EQUIPMENT PADS WITH EQUIPMENT MANUFACTURERS. SITE GRADING AND EROSION CONTROL: 1.ALL SUBGRADE EXCAVATION AND COMPACTION SHALL BE COMPLETED IN ACCORDANCE WITH THE "FINAL - SOIL EXPLORATION AND ANALYSIS" PREPARED BY MIDLAND STANDARD ENGINEERING & TESTING, INC. 2.ENGINEERED STRUCTURAL FILLS SHALL BE INCLUDED IN OVERALL SITE DEVELOPMENT TO PROVIDE ADEQUATE STRUCTURAL SUPPORT FOR THE FLOOR SLABS ON GRADE AND ADJOINING PAVEMENT AREAS. REFER TO THE GEOTECHNICAL REPORT FOR APPROVED FILL MATERIALS. 3.WHERE FIRM FOUNDATION MATERIAL IS NOT ENCOUNTERED AT THE GRADE ESTABLISHED, DUE TO UNSUITABLE SOIL, ALL SUCH UNSUITABLE MATERIAL SHALL BE REMOVED AND REPLACED WITH APPROVED COMPACTED GRANULAR MATERIAL. 4.TOPSOIL SHALL BE STRIPPED IN ALL STRUCTURAL FILL AREAS BEFORE PLACEMENT OF FILL MATERIAL AND SHALL BE STOCKPILED IN AREAS DESIGNATED BY THE OWNER OR PER PLAN. 5.IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PERFORM EARTHWORK CALCULATIONS BASED ON THE PROVIDED PLANS AND TO LAWFULLY DISPOSE OF AND REMOVE ANY EXCESS MATERIAL FROM THE PROJECT SITE, OR TO PROVIDE ANY NECESSARY FILL MATERIAL THAT MAY BE REQUIRED TO MEET THE FINAL PLAN GRADES. THE DISPOSAL OR PROVIDING OF MATERIAL SHALL BE INCIDENTAL TO THE CONTRACT. 6.ALL VEGETATIVE AND STRUCTURAL EROSION CONTROL PRACTICES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE WITH THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE "ILLINOIS URBAN MANUAL." 7.THE OWNER/ENGINEER SHALL PROVIDE THE SOIL EROSION AND SEDIMENT CONTROL PLANS INCLUDED HEREIN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DOCUMENTATION OF THE STORMWATER POLLUTION PREVENTION PLAN BOOKLET AND ASSOCIATED DOCUMENTS IN ACCORDANCE WITH THE "GENERAL NPDES PERMIT FOR STORM WATER DISCHARGES FROM CONSTRUCTION SITE ACTIVITIES," AND A COPY SHALL BE KEPT ONSITE AT ALL TIMES. 8.THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE INSTALLATION, ALL INSPECTIONS, AND MAINTENANCE OF ALL EROSION CONTROL FACILITIES REQUIRED BY THE GENERAL NPDES PERMIT UNTIL FINAL STABILIZATION OF ALL AREAS DISTURBED BY CONSTRUCTION OCCURS. MAINTENANCE AND REPLACEMENT OF EROSION CONTROL ITEMS SHALL BE CONSIDERED AS INCIDENTAL TO THE CONTRACT. 9.ALL AREAS DISTURBED BY CONSTRUCTION ACTIVITY MUST BE SEEDED, SODDED, BLANKETED OR OTHERWISE PROTECTED WITHIN 14 DAYS OF FINAL DISTURBANCE. ALL AREAS DISTURBED BY THE CONTRACTOR DURING THE CONSTRUCTION OF THIS PROJECT WHICH ARE LOCATED OUTSIDE OF THE PROPOSED SEEDING LIMITS SHALL BE GRADED TO DRAIN, FERTILIZED, SEEDED, MULCHED AND WATERED. THE COST ASSOCIATED WITH THE PLACEMENT OF ADDITIONAL FERTILIZER, SEED, MULCH AND WATERING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. A MINIMUM OF 70% VEGETATIVE COVERAGE IS REQUIRED PRIOR TO ACCEPTANCE. SEE LANDSCAPE PLANS FOR ADDITIONAL REQUIREMENTS. 10.ALL EROSION CONTROL MEASURES SHOWN ON THE PLAN ARE THE MINIMUM MEASURES REQUIRED. UNFORESEEN CHANGES IN SCOPE, SCHEDULE OR CONSTRUCTION METHODS MAY RESULT IN CHANGES OR ADDITIONS TO THIS PLAN AND THE SWPPP. ANY CHANGES OR ADDITIONS NECESSARY TO MAINTAIN COMPLIANCE WITH THE NPDES PERMIT SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE OWNER. 11.SHOULD PROJECT SCHEDULING PROHIBIT THE ABILITY TO SEED DISTURBED EARTH UPON COMPLETION OF GRADING, CONTRACTOR SHALL EMPLOY ALTERNATE SOURCE CONTROLS IN ADDITION TO THOSE ON THIS PLAN, INCIDENTAL TO THE CONTRACT. 12.DUST CONTROL MUST BE PROVIDED AS NEEDED, BY WATERING OR OTHER MEANS. 13.ALL AREAS WITH THE EXCEPTION OF PAVEMENT SHALL BE FINISHED IN ACCORDANCE WITH THE LANDSCAPE PLANS INCLUDED IN THE PLAN SET. 14.CONTRACTOR SHALL INSTALL INLET FILTER PROTECTION BASKETS INSIDE ALL EXISTING AND PROPOSED MANHOLES AND INLET FRAMES. 15.CONTRACTOR IS REQUIRED TO PROVIDE AND USE A CONCRETE WASHOUT AREA FOR RINSING CONCRETE TRUCKS. 16.CONTRACTOR IS REQUIRED TO PROVIDE AND USE A TEMPORARY CONSTRUCTION ENTRANCE FOR ALL CONSTRUCTION TRAFFIC PER PLAN. 17.CONTRACTOR SHALL ENSURE THAT ALL CONSTRUCTION TRAFFIC ENTERING AND EXITING THE SITE MAINTAIN CLEAN TIRES. ANY SEDIMENT TRACKED ONTO ADJACENT ROADWAYS OR PAVED AREAS SHALL BE REMOVED BY THE CONTRACTOR BY THE END OF THE SAME WORK DAY. 18.ALL ELEVATIONS SHOWN ARE TO FINISHED PAVEMENT UNLESS SPECIFIED OTHERWISE. 19.ALL SLOPES GREATER THAN OR EQUAL TO 4:1 SHALL BE STABILIZED WITH NORTH AMERICAN GREEN BIONET S75BN EROSION CONTROL BLANKET OR EQUIVALENT. 20.CONTRACTOR SHALL PROVIDE A MINIMUM OF 12" TOPSOIL IN ALL ISLANDS, LANDSCAPE AREAS, AND OPEN SPACES. SITE UTILITIES: 1.THIS CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING SPECIFICATIONS: A."STANDARD SPECIFICATIONS FOR WATER AND SEWER MAIN CONSTRUCTION IN ILLINOIS", CURRENT EDITION. B.ILLINOIS DEPARTMENT OF TRANSPORTATION (IDOT) "STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION" C.VILLAGE OF PLAINFIELD SUBDIVISION CODE, STANDARDS AND SPECIFICATIONS, LATEST EDITION. 2.ALL UTILITY TRENCHES UNDER OR WITHIN 2' OF EXISTING OR PROPOSED PAVEMENT OR BUILDING SHALL BE BACKFILLED WITH COMPACTED GRANULAR MATERIAL IN ACCORDANCE WITH IDOT SPECIFICATIONS. CONTROLLED LOW-STRENGTH MATERIAL (CLSM) SHALL BE USED TO BACKFILL TRENCHES WITHIN PUBLIC RIGHT OF WAY. THE CLSM SHALL EXTEND 2 FT PAST THE PROPOSED PAVEMENT, CURB, OR SIDEWALK. 3.OPEN CUT TRENCHES SHALL BE SHEETED AND BRACED AS REQUIRED BY THE GOVERNING STATE, FEDERAL LAWS AND MUNICIPAL ORDINANCES, AND AS MAY BE NECESSARY TO PROTECT LIFE, PROPERTY OR THE WORK. 4.CONTRACTOR SHALL AT ALL TIMES DURING CONSTRUCTION PROVIDE AND MAINTAIN SUFFICIENT MEANS AND DEVICES TO REMOVE AND PROPERLY DISPOSE OF ALL WATER ENTERING THE EXCAVATIONS. WATER SHALL BE FILTERED AND DISCHARGED IN ACCORDANCE WITH THE NPDES REQUIREMENTS. 5.ALL PIPE SHALL BE INSTALLED ON A BEDDING OF APPROVED, COMPACTED GRANULAR MATERIAL UNLESS OTHERWISE APPROVED BY THE ENGINEER. THE BEDDING MATERIAL SHALL BE INSTALLED PER STANDARD SPECIFICATIONS AND PROVIDED PLAN DETAILS. 6.A MINIMUM HORIZONTAL SEPARATION OF 10 FEET SHALL BE MAINTAINED BETWEEN ALL WATER MAINS AND SEWERS. IF SEPARATION IS NOT POSSIBLE, WATER MAIN ENCASEMENT SHALL BE REQUIRED OR THE SEWER SHALL BE CONSTRUCTED OF WATER MAIN QUALITY PIPE. 7.WATER MAINS SHALL CROSS ABOVE SEWERS WITH A MINIMUM VERTICAL SEPARATION OF 18 INCHES WHILE STILL MAINTAINING THE REQUIRED DEPTH OF COVER. IF PROPER SEPARATION IS NOT POSSIBLE, OR IF THE WATER MAIN MUST BE ROUTED UNDER THE SEWER, WATER MAIN ENCASEMENT SHALL BE REQUIRED OR THE SEWER SHALL BE CONSTRUCTED OF WATER MAIN QUALITY PIPE. 8.ALL SANITARY SEWERS SHALL BE TESTED FOR EXFILTRATION OF AIR UNDER PRESSURE, INFILTRATION OF WATER, AND/OR EXFILTRATION OF WATER AS PER STANDARD SPECIFICATIONS. ALL SANITARY SEWERS SHALL BE DEFLECTION TESTED NO SOONER THAN 30 DAYS AFTER INSTALLATION. ALL MANHOLES SHALL BE TESTED FOR WATERTIGHTNESS BY EITHER ASTM C 969 OR ASTM C 1244. 9.SEE SHEET C0.2 VOP SPECIFICATIONS FOR STORM SEWER MATERIALS. 10.SEE SHEET C0.2 VOP SPECIFICATIONS FOR SANITARY SEWER MATERIALS. 11.ALL CLEANOUT RIMS SHALL BE CONSTRUCTED FLUSH WITH THE FINISHED GROUND SURFACE. 12.CONTRACTOR SHALL COORDINATE CONSTRUCTION OF SANITARY SEWER SERVICES WITH THE DEPARTMENT OF PUBLIC WORKS. 13.CONTRACTOR SHALL COORDINATE WATER MAIN, FIRE AND DOMESTIC WATER SERVICES WITH THE DEPARTMENT OF PUBLIC WORKS. 14.GENERAL CONTRACTOR SHALL COORDINATE ALL UTILITY LINES THAT ENTER THE BUILDING. IN GENERAL, PLUMBING PLANS SHOW ALL INTERIOR BUILDING PIPING AND PIPING UP TO 5-FEET OUTSIDE THE BUILDING. CIVIL PLANS SHOW SITE PIPING BEGINNING FROM 5-FEET OUTSIDE THE BUILDING. GENERAL CONTRACTOR IS RESPONSIBLE FOR ALL UTILITY CONNECTIONS. 15.CONTRACTOR SHALL COORDINATE ALL UTILITY LINE CROSSINGS TO ENSURE ALL PIPES MAINTAIN MINIMUM COVER, MINIMUM CLEARANCES, AND PROPER SEPARATION. GRAVITY LINES SHALL HAVE PRECEDENCE OVER PRESSURIZED LINES. 16.ALL TRENCH BACKFILL SHALL BE IMPORTED GRANULAR MATERIAL UNLESS EXISTING GRANULAR MATERIALS ARE SPECIFICALLY APPROVED BY THE OWNER'S REPRESENTATIVE. 17.SEE SHEET C0.2 VOP SPECIFICATIONS FOR ALL WATERMAIN CONSTRUCTION. INDEMNIFICATION: 1.THE CONTRACTOR SHALL INDEMNIFY AND HOLD HARMLESS THE WINGSPAN DEVELOPMENT GROUP, LLC, THE VILLAGE OF PLAINFIELD, AND CAGE ENGINEERING, INC. FROM AND AGAINST ALL CLAIMS, DAMAGES, LOSSES AND EXPENSES, INCLUDING ATTORNEY'S FEES ARISING OUT OF OR RESULTING FROM THE PERFORMANCE OF THE CONTRACTOR'S WORK. IN ANY AND ALL CLAIMS AGAINST THE OWNER OR CAGE ENGINEERING, INC. BY ANY EMPLOYEE OF THE CONTRACTOR, OR ANYONE DIRECTLY OR INDIRECTLY EMPLOYED BY THE CONTRACTOR, OR ANYONE FOR WHOSE ACTS THE CONTRACTOR MAY BE LIABLE, THE INDEMNIFICATION OBLIGATION SHALL NOT BE LIMITED IN ANY WAY BY ANY LIMITATION ON THE AMOUNT OF DAMAGES, COMPENSATION OR BENEFITS PAYABLE BY OR FOR THE CONTRACTOR UNDER WORKER'S COMPENSATIONS ACTS, DISABILITY BENEFIT ACTS OR OTHER EMPLOYEE BENEFIT ACTS. CONSTRUCTION MEANS, METHODS, SAFETY 1.THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLIANCE WITH ALL APPLICABLE FEDERAL, STATE AND LOCAL LAWS, INCLUDING OSHA STANDARDS AND WITH ANY OTHER APPLICABLE LAWS, ORDINANCES, RULES, REGULATIONS AND ORDERS OF ANY PUBLIC BODY HAVING JURISDICTION FOR THE SAFETY OF PERSONS OR PROPERTY OR TO PROTECT THEM FROM DAMAGE, INJURY OR LOSS. THE CONTRACTOR SHALL PROVIDE ALL SAFEGUARDS, SAFETY DEVICES AND PROTECTIVE EQUIPMENT AND SHALL BE RESPONSIBLE FOR INITIATING, MAINTAINING, AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS UTILIZED BY THE CONTRACTOR AND HIS SUB-CONTRACTORS IN THE PERFORMANCE OF THEIR WORK AND SHALL TAKE ANY OTHER ACTIONS NECESSARY TO PROTECT THE LIFE AN HEALTH OF EMPLOYEES ON THE JOB AND THE SAFETY OF THE PUBLIC AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT. 2.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION MEANS, METHODS, TECHNIQUES OR PROCEDURES, EQUIPMENT, AND FOR SAFETY PRECAUTIONS OR PROGRAMS, UNLESS SUCH MEANS AND EQUIPMENT ARE SPECIFIED IN THESE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL COMPLY WITH SECTION 108.06 LABOR, METHODS, AND EQUIPMENT OF THE "STANDARD SPECIFICATIONS." ALL PROPOSED IMPROVEMENTS SHALL BE IN ACCORDANCE WITH THE VILLAGE PLAINFIELD STANDARD SPECIFICATIONS. IN THE EVENT OF CONFLICTING INFORMATION, THE VILLAGE OF PLAINFIELD SPECIFICATIONS SHALL GOVERN. 51 GGGW W IL ROUTE 126 (LOCKPORT ST)WALLIN DRIVELIBERTY GROVE LIBERTY GROVE LIBERTY GROVE PATRIOT SQUARE SIXTEEN THIRTY APARTMENTS FAIRFIELD RIDGE 3 EXISTING FEATURES MAP C0.2 1" = ' (HORIZONTAL) '' 200 4002000 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.52 1 2 3 4 5 6 7 891011 12 13 14 15 16 17 18 302 303 304 158 254 252 253 164 162 161 160 159 156 157 154 155 60 8378798081826962706371646566676861 75 76 77 86 87 85 84 1025 72 73 74 128 127 126 125 124 123 122129 89 90 91 92 93 88 118 117 121 120 119 106 139 508 242 241 320 312 319 311 318 310 317 316 315 314 321 313 248 249 250 243 251 244 245 246 247 322 514 255 262 261 260 259 258 257 256 263 240 233 234 235 236 237 238 239 231 230 229 232 264265 215216 212213214 228227226225 501 168 165 166 502 180 210 506 153 152 151 150 503 163 507 147 148 149 500 41 130 31 22 14 6 504 21 13 5 28 20 12 4 27 19 11 3 26 18 10 2 25 17 9 24 16 8 23 15 7 1018 10191016101710141015 1020 1024 1023 1021 10271026 1028 10311030 1029 4546 4344 42 144 145 146142143141140137138 505 29 30 34 32 33 38 3536373940 104 107 99102 98 108 113 101 97 109 114110 96100 115 103 111 95 112 94 135 131 132 133 134 136 296 295 294 293 292 291 272 269 274 278 268 275 279 271 267 276 270 277 266191195194193192 199202201200 196 198 217 207206205 209208 222221220219 224223 284 285 286 287 288 289 282 290 283 169 173 182 190 186 177 170 185 181 189 174 178 171 184 188 175 172 183 187 176 167 306 307 308 309 301 300 299 298 297 54 59 53 58 52 57 51 56 50 49 55 48 47 116105 179 203 197 211 204 273 280 305 1 218 281 510 1022 512 513 509 515 511 IL ROUTE 126 (LOCKPORT ST)WALLIN DRIVEILLINOIS ROUTE 126 (LOCKPORT STREET)COLONIAL PKWYSOLDIER CT LIBERTY GROVE BLVD PRESIDENTIAL AVE WALLIN DRIVEPROPOSED DETENTION BASIN PROPOSED DETENTION BASIN PROPOSED DETENTION BASIN PROPOSED DETENTION BASINSTREET ASTREET B STREET D STREET CSTREET BSTREET ESTREET FSTREET ASTREET HSTREET GSTREET FLIBE R T Y G R O V E B L V D STREET F STREET H STREET GSTREET F STREET ASTREET FPROPOSED PARK SITE ±1.9 AC. PROPOSED PARK SITE ± 3.5 AC. FUTURE COMMERCIAL DEVELOPMENT ± 8.7 AC. N88°51'31"E 1781.73' S85°43'23"W 155.28'N01°34'47"W 601.93'S01°44'14"E 2653.79'N88°40'41"E 1323.82'N01°42'32"W 2647.90'N88°55'58"E 1163.92' N88°18'12"E 1297.22' N87°43'21"E 482.86' STREET A SOLDIER CT WALLIN DRIVEN01°41'48"W 1317.22'4 OVERALL PHASE PLAN C0.3 1" = ' (HORIZONTAL) '' 200 4002000 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.PHASE 3 PHASE 2 PHASE 1 PHASE 4 PHASE 1A GRADING LEGEND PHASE 1:WALLIN DRIVE AT LIBERTY GROVE BLVD INTERSECTION PHASE 1A:WALLIN DRIVE AT COMMERECIAL ENTRANCE INTERSECTION PHASE 1A:RIGHT-TURN LANE AT WALLIN DRIVE & ROUTE 126 INTERSECTION PHASE 1A:SOUTH ENTRANCE ONTO ROUTE 126 PHASE 3:WALLIN DRIVE AT PRESIDENTIAL AVE INTERSECTION 53 1 2 3 4 5 6 7 891011 12 13 14 15 16 17 18 302 303 304 158 254 252 253 164 162 161 160 159 156 157 154 155 60 8378798081826962706371646566676861 75 76 77 86 87 85 84 1025 72 73 74 128 127 126 125 124 123 122129 89 90 91 92 93 88 118 117 121 120 119 106 139 508 242 241 320 312 319 311 318 310 317 316 315 314 321 313 248 249 250 243 251 244 245 246 247 322 514 255 262 261 260 259 258 257 256 263 240 233 234 235 236 237 238 239 231 230 229 232 264265 215216 212213214 228227226225 501 168 165 166 502 180 210 506 153 152 151 150 503 163 507 147 148 149 500 41 130 31 22 14 6 504 21 13 5 28 20 12 4 27 19 11 3 26 18 10 2 25 17 9 24 16 8 23 15 7 1018 10191016101710141015 1020 1024 1023 1021 10271026 1028 10311030 1029 4546 4344 42 144 145 146142143141140137138 505 29 30 34 32 33 38 3536373940 104 107 99102 98 108 113 101 97 109 114110 96100 115 103 111 95 112 94 135 131 132 133 134 136 296 295 294 293 292 291 272 269 274 278 268 275 279 271 267 276 270 277 266191195194193192 199202201200 196 198 217 207206205 209208 222221220219 224223 284 285 286 287 288 289 282 290 283 169 173 182 190 186 177 170 185 181 189 174 178 171 184 188 175 172 183 187 176 167 306 307 308 309 301 300 299 298 297 54 59 53 58 52 57 51 56 50 49 55 48 47 116105 179 203 197 211 204 273 280 305 1 218 281 510 1022 512 513 509 515 511 IL ROUTE 126 (LOCKPORT ST)WALLIN DRIVEILLINOIS ROUTE 126 (LOCKPORT STREET)COLONIAL PKWYSOLDIER CT LIBERTY GROVE BLVD PRESIDENTIAL AVE WALLIN DRIVEPROPOSED DETENTION BASIN PROPOSED DETENTION BASIN PROPOSED DETENTION BASIN PROPOSED DETENTION BASINSTREET ASTREET B STREET D STREET CSTREET BSTREET ESTREET FSTREET ASTREET HSTREET GSTREET FLIBE R T Y G R O V E B L V D STREET F STREET H STREET GSTREET F STREET ASTREET FPROPOSED PARK SITE ±1.9 AC. PROPOSED PARK SITE ± 3.5 AC. FUTURE COMMERCIAL DEVELOPMENT ± 8.7 AC. N88°51'31"E 1781.73' S85°43'23"W 155.28' N02°53'03"W 96.85'N01°34'47"W 601.93'N88°55'58"E 40.18'S01°44'14"E 2653.79'N88°40'41"E 1323.82'N01°42'32"W 2647.90'N88°55'58"E 1163.92' N88°18'12"E 1297.22' N87°43'21"E 482.86' STREET A SOLDIER CT WALLIN DRIVE28.0' B-B 60.0' ROW 28.0' B-B 60.0' ROW 28.0' B-B 28.0' B-B 60.0' ROW 60.0' ROW 28.0' B-B 60.0' ROW N41°16'40"E 45.54' S88°25'13" W 24.43'N01°41'48"W 1317.22'10' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 1-28 & 34-54 & 154-234 N.T.S.30'SIDE CORNER60'R.O.W.60'R.O.W.6' SIDE YARD 25' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 55-130 & 291-322 N.T.S.25'SIDE CORNER60'R.O.W.7' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 29-33 & 131-153 & 235-290 N.T.S.30'SIDE CORNER5 OVERALL SITE LAYOUT PLAN C1.0 1" = ' (HORIZONTAL) '' 200 4002000 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.SEE SHEET C1.2 FOR DETAILED SITE LAYOUT PLAN SEE SHEET C1.4 FOR DETAILED SITE LAYOUT PLAN SEE SHEET C1.6 FOR DETAILED SITE LAYOUT PLAN SEE SHEET C1.9 FOR DETAILED SITE LAYOUT PLAN SEE SHEET C1.12 FOR DETAILED SITE LAYOUT PLAN SEE SHEET C1.1 FOR DETAILED SITE LAYOUT PLAN SEE SHEET C1.3 FOR DETAILED SITE LAYOUT PLAN SEE SHEET C1.7 FOR DETAILED SITE LAYOUT PLAN SEE SHEET C1.10 FOR DETAILED SITE LAYOUT PLAN SEE SHEET C1.5 FOR DETAILED SITE LAYOUT PLAN SEE SHEET C1.8 FOR DETAILED SITE LAYOUT PLAN SEE SHEET C1.11 FOR DETAILED SITE LAYOUT PLAN PAVING LEGEND CONCRETE SIDEWALK STANDARD DUTY ASPHALT PAVEMENT LOT DESCRIPTION MEDALLION SINGLE FAMILY HOMES 84 UNITS MEDALLION ESTATE SINGLE FAMILY HOMES 130 UNITS ANDARE SINGLE FAMILY HOMES 108 UNITS URBAN TOWNHOMES 83 UNITS TOTAL 405 UNITS ASPHALT PATHWAY PHASE 2 PHASE 1 PHASE 3 PHASE 4 PHASE 1A MEDALLION ESTATE S.F. HOMES ANDARE S.F. HOMES MEDALLION S.F. HOMES 54 W W W S PRESIDENTIAL AVE 215216 212213214 210 6 5 4 3 2 9 8 7 199 202 201 200 198 217 207206205 209208 222221220219 224223 203 197 211 204 1 218 STREET B PRESIDENTIAL AVE STREET ASTREET D STREET D 28.0' B/B 60.0' R.O.W.28.0' B/B60.0' R.O.W.28.0' B/B60.0' R.O.W.30.0' REAR YARD SETBACK (TYP.) 10.0' SIDE YARD SETBACK (TYP.) 30.0' FRONT YARD SETBACK (TYP.)31.0' B/B10' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 1-28 & 34-54 & 154-234 N.T.S.30'SIDE CORNER60'R.O.W.60'R.O.W.6' SIDE YARD 25' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 55-130 & 291-322 N.T.S.25'SIDE CORNER60'R.O.W.7' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 29-33 & 131-153 & 235-290 N.T.S.30'SIDE CORNER6 DETAILED SITE LAYOUT PLAN C1.1 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C1.1 C1.2 C1.4C1.3 C1.5 C1.6 C1.7 C1.8 C1.9 C1.10 C1.11 C1.12 PAVING LEGEND CONCRETE SIDEWALK STANDARD DUTY ASPHALT PAVEMENT ASPHALT PATHWAY MEDALLION ESTATE S.F. HOMES ANDARE S.F. HOMES MEDALLION S.F. HOMES 55 W W OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OHOHWALLIN DRIVEPRESIDENTIAL AVE 233 234 235 236 237 231 230 229 232 212 228227226225 210 500 272 269 274 278 268 275 279 271 267 276 270 277 198 209 224223 197 211 273 STREET B PRESIDENTIAL AVE STREET CSTREET D 28.0' B/B 60.0' R.O.W.30.0' REAR YARD SETBACK (TYP.) 30.0' FRONT YARD SETBACK (TYP.) 7.0' SIDE YARD SETBACK (TYP.) 8' MULTI-USE PATH 8' MULTI-USE PATH 220' LEFT-TURN STORAGE12'12'215' LEFT-TURN TAPER12' 10' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 1-28 & 34-54 & 154-234 N.T.S.30'SIDE CORNER60'R.O.W.60'R.O.W.6' SIDE YARD 25' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 55-130 & 291-322 N.T.S.25'SIDE CORNER60'R.O.W.7' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 29-33 & 131-153 & 235-290 N.T.S.30'SIDE CORNER7 DETAILED SITE LAYOUT PLAN C1.2 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C1.1 C1.2 C1.4C1.3 C1.5 C1.6 C1.7 C1.8 C1.9 C1.10 C1.11 C1.12 PAVING LEGEND CONCRETE SIDEWALK STANDARD DUTY ASPHALT PAVEMENT ASPHALT PATHWAY MEDALLION ESTATE S.F. HOMES ANDARE S.F. HOMES MEDALLION S.F. HOMES 56 WW W 180 14 21 13 20 12 19 11 18 10 17 9 16 15 191 195194193192 196 284 285 286 287 288 289 282 283 173 182 186 177 185 181 174 178 184 188 175 172 183 187 176 179 281 STREET A STREET FSTREET E28.0' B/B 60.0' R.O.W. 30.0' REAR YARD SETBACK (TYP.) 10.0' SIDE YARD SETBACK (TYP.) 30.0' FRONT YARD SETBACK (TYP.) 28.0' B/B 60.0' R.O.W. 10' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 1-28 & 34-54 & 154-234 N.T.S.30'SIDE CORNER60'R.O.W.60'R.O.W.6' SIDE YARD 25' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 55-130 & 291-322 N.T.S.25'SIDE CORNER60'R.O.W.7' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 29-33 & 131-153 & 235-290 N.T.S.30'SIDE CORNER8 DETAILED SITE LAYOUT PLAN C1.3 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C1.1 C1.2 C1.4C1.3 C1.5 C1.6 C1.7 C1.8 C1.9 C1.10 C1.11 C1.12 PAVING LEGEND CONCRETE SIDEWALK STANDARD DUTY ASPHALT PAVEMENT ASPHALT PATHWAY MEDALLION ESTATE S.F. HOMES ANDARE S.F. HOMES MEDALLION S.F. HOMES 57 W W W OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHE E E WALLIN DRIVE242 241 248 249 250 243 244 245 246 247 255 262 261 260 259 258 257 256 263 240 238 239 264265 501 279 267 266 195 196 284 285 286 287 288 289 282 283 280 281 STREET ASTREET CSTREETBSTREET A 28.0' B/B 60.0' R.O.W. 30.0' REAR YARD SETBACK (TYP.) 7.0' SIDE YARD SETBACK (TYP.) 30.0' FRONT YARD SETBACK (TYP.) PROPOSED DETENTION BASIN 8' MULTI-USE PATH 8' MULTI-USE PATH 215' LEFT-TURN TAPER10' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 1-28 & 34-54 & 154-234 N.T.S.30'SIDE CORNER60'R.O.W.60'R.O.W.6' SIDE YARD 25' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 55-130 & 291-322 N.T.S.25'SIDE CORNER60'R.O.W.7' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 29-33 & 131-153 & 235-290 N.T.S.30'SIDE CORNER9 DETAILED SITE LAYOUT PLAN C1.4 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C1.1 C1.2 C1.4C1.3 C1.5 C1.6 C1.7 C1.8 C1.9 C1.10 C1.11 C1.12 PAVING LEGEND CONCRETE SIDEWALK STANDARD DUTY ASPHALT PAVEMENT ASPHALT PATHWAY MEDALLION ESTATE S.F. HOMES ANDARE S.F. HOMES MEDALLION S.F. HOMES 58 WW W W W S LIBERTY GROVE BLVD 158 164 162 161 160 159 156 154 155 168 165 166 503 163 22 504 28 27 26 25 24 23 505 29 290 169 190 170 189 171 188 167STREET ES T REETFLIBERTY GROVE BLVD 28.0' B/B 60.0' R.O.W. 28.0' B/B 60.0' R.O.W.32.0' B/B66.0' R.O.W.30.0' REAR YARD SETBACK (TYP.) 10.0' SIDE YARD SETBACK (TYP.) 30.0' FRONT YARD SETBACK (TYP.) 8' MULTI-USE PATH PROPOSED PARK SITE ±3.5 ACRES 10' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 1-28 & 34-54 & 154-234 N.T.S.30'SIDE CORNER60'R.O.W.60'R.O.W.6' SIDE YARD 25' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 55-130 & 291-322 N.T.S.25'SIDE CORNER60'R.O.W.7' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 29-33 & 131-153 & 235-290 N.T.S.30'SIDE CORNER10 DETAILED SITE LAYOUT PLAN C1.5 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C1.1 C1.2 C1.4C1.3 C1.5 C1.6 C1.7 C1.8 C1.9 C1.10 C1.11 C1.12 PAVING LEGEND CONCRETE SIDEWALK STANDARD DUTY ASPHALT PAVEMENT ASPHALT PATHWAY MEDALLION ESTATE S.F. HOMES ANDARE S.F. HOMES MEDALLION S.F. HOMES 59 WW OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHWALLIN DRIVE158 254 252 253 159 156 157 155 320 319 318 321 250 251 322 514 255 502 293 292 291 289 290 STREET ASTREET ALIBERT Y G R O V E B L V D 30.0' REAR YARD SETBACK (TYP.) 6.0' SIDE YARD SETBACK (TYP.) 25.0' FRONT YARD SETBACK (TYP.) 28.0' B/B 60.0' R.O.W. 3 2 . 0 ' B /B 6 6 . 0 ' R .O .W . 8' MULTI-USE PATH PROPOSED DETENTION BASIN PROPOSED PARK SITE ±3.5 ACRES 8' MULTI-USE PATH 12'12'220' LEFT-TURN STORAGE215' LEFT-TURN TAPER12' POWER POLE TO BE RELOCATED 12'12'12'220' LEFT-TURN STORAGE215' LEFT-TURN TAPER10' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 1-28 & 34-54 & 154-234 N.T.S.30'SIDE CORNER60'R.O.W.60'R.O.W.6' SIDE YARD 25' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 55-130 & 291-322 N.T.S.25'SIDE CORNER60'R.O.W.7' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 29-33 & 131-153 & 235-290 N.T.S.30'SIDE CORNER11 DETAILED SITE LAYOUT PLAN C1.6 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C1.1 C1.2 C1.4C1.3 C1.5 C1.6 C1.7 C1.8 C1.9 C1.10 C1.11 C1.12 PAVING LEGEND CONCRETE SIDEWALK STANDARD DUTY ASPHALT PAVEMENT ASPHALT PATHWAY MEDALLION ESTATE S.F. HOMES ANDARE S.F. HOMES MEDALLION S.F. HOMES 60 W COLONIAL PKWY139 508 41 4546 4344 42 142 143141140 137 138 3940 135 132 133 134 136 53 52 51 50 49 48 47 STREET F COLONIAL PKWYSTREET F30.0' REAR YARD SETBACK (TYP.) 7.0' SIDE YARD SETBACK (TYP.) 30.0' FRONT YARD SETBACK (TYP.) PROPOSED DETENTION BASIN28.0' B/B60.0' R.O.W.10' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 1-28 & 34-54 & 154-234 N.T.S.30'SIDE CORNER60'R.O.W.60'R.O.W.6' SIDE YARD 25' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 55-130 & 291-322 N.T.S.25'SIDE CORNER60'R.O.W.7' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 29-33 & 131-153 & 235-290 N.T.S.30'SIDE CORNER12 DETAILED SITE LAYOUT PLAN C1.7 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C1.1 C1.2 C1.4C1.3 C1.5 C1.6 C1.7 C1.8 C1.9 C1.10 C1.11 C1.12 PAVING LEGEND CONCRETE SIDEWALK STANDARD DUTY ASPHALT PAVEMENT ASPHALT PATHWAY MEDALLION ESTATE S.F. HOMES ANDARE S.F. HOMES MEDALLION S.F. HOMES 61 W WW 302 303 304 92 93 118 117 119 153 152 151 150 507 147 148 149 31 1014 1015 1024 144 145 146143 29 30 34 32 33 38 35363739 STREET F ALLEY EALLEY A30.0' REAR YARD SETBACK (TYP.) 7.0' SIDE YARD SETBACK (TYP.) 30.0' FRONT YARD SETBACK (TYP.) 30.0' REAR YARD SETBACK (TYP.) 10.0' SIDE YARD SETBACK (TYP.) 30.0' FRONT YARD SETBACK (TYP.) 28.0' B/B 60.0' R.O.W. 8' MULTI-USE PATH PROPOSED DETENTION BASIN STREET G28.0' B/B 60.0' R.O.W.20.0'(TYP.)PROPOSED PARK SITE ±1.9 ACRES 10' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 1-28 & 34-54 & 154-234 N.T.S.30'SIDE CORNER60'R.O.W.60'R.O.W.6' SIDE YARD 25' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 55-130 & 291-322 N.T.S.25'SIDE CORNER60'R.O.W.7' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 29-33 & 131-153 & 235-290 N.T.S.30'SIDE CORNER13 DETAILED SITE LAYOUT PLAN C1.8 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C1.1 C1.2 C1.4C1.3 C1.5 C1.6 C1.7 C1.8 C1.9 C1.10 C1.11 C1.12 PAVING LEGEND CONCRETE SIDEWALK STANDARD DUTY ASPHALT PAVEMENT ASPHALT PATHWAY MEDALLION ESTATE S.F. HOMES ANDARE S.F. HOMES MEDALLION S.F. HOMES 62 W W W W W W OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHWALLIN DRIVE302 303 304 312 311 318 310 317 316 315 314 313 1018 1019 1016 10171015 1020 1024 1023 1021 296 295 294 293 306 307 308 309 301 300 299 298 297 305 1022 512 513 515 ALLEY EALLEY AALLEY BALLEY CALLEY DALLEY E STREET H STREET A8' MULTI-USE PATH 30.0' REAR YARD SETBACK (TYP.) 6.0' SIDE YARD SETBACK (TYP.) 25.0' FRONT YARD SETBACK (TYP.) PROPOSED DETENTION BASIN 28.0' B/B 60.0' R.O.W.20.0'(TYP.)8' MULTI-USE PATH 12'±13'215' RIGHT-TURN LANE220' RIGHT-TURN TAPER12'12' 10' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 1-28 & 34-54 & 154-234 N.T.S.30'SIDE CORNER60'R.O.W.60'R.O.W.6' SIDE YARD 25' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 55-130 & 291-322 N.T.S.25'SIDE CORNER60'R.O.W.7' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 29-33 & 131-153 & 235-290 N.T.S.30'SIDE CORNER14 DETAILED SITE LAYOUT PLAN C1.9 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C1.1 C1.2 C1.4C1.3 C1.5 C1.6 C1.7 C1.8 C1.9 C1.10 C1.11 C1.12 PAVING LEGEND CONCRETE SIDEWALK STANDARD DUTY ASPHALT PAVEMENT ASPHALT PATHWAY MEDALLION ESTATE S.F. HOMES ANDARE S.F. HOMES MEDALLION S.F. HOMES 63 W W OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH E E E E TS TS SOLDIER CT IL ROUTE 126 (LOCKPORT ST) 60 69 62 63 64 65 66 67 6861 128 127 126 125 124 129 106 130 104 107 99102 98 108 113 101 97 109 110 100103 111 112 131 132 54 59 53 58 57 56 55 105 STREET F SOLDIER CT 8' MULTI-USE PATH 30.0' REAR YARD SETBACK (TYP.) 6.0' SIDE YARD SETBACK (TYP.) 25.0' FRONT YARD SETBACK (TYP.)28.0' B/B60.0' R.O.W.28.0' B/B60.0' R.O.W.10' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 1-28 & 34-54 & 154-234 N.T.S.30'SIDE CORNER60'R.O.W.60'R.O.W.6' SIDE YARD 25' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 55-130 & 291-322 N.T.S.25'SIDE CORNER60'R.O.W.7' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 29-33 & 131-153 & 235-290 N.T.S.30'SIDE CORNER15 DETAILED SITE LAYOUT PLAN C1.10 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C1.1 C1.2 C1.4C1.3 C1.5 C1.6 C1.7 C1.8 C1.9 C1.10 C1.11 C1.12 PAVING LEGEND CONCRETE SIDEWALK STANDARD DUTY ASPHALT PAVEMENT ASPHALT PATHWAY MEDALLION ESTATE S.F. HOMES ANDARE S.F. HOMES MEDALLION S.F. HOMES 64 W W W W OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OH OH OH OH OH OH OH OH TS TS IL ROUTE 126 (LOCKPORT ST) 83 78 79 80 81 82 69 70 71 75 76 77 86 87 85 84 1025 72 73 74 124 123 122 89 90 91 92 88 121 120 119 506 10271026 1028 10311030 1029 113 97 114 96 115 95 94 116 510 509 SOLDIER CT STREET GALLEY GALLEY F STREET H8' MULTI-USE PATH 30.0' REAR YARD SETBACK (TYP.) 6.0' SIDE YARD SETBACK (TYP.) 25.0' FRONT YARD SETBACK (TYP.) PROPOSED DETENTION BASIN 28.0' B/B60.0' R.O.W.28.0' 60.0' R.O.W. 20.0' 24.0' 10' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 1-28 & 34-54 & 154-234 N.T.S.30'SIDE CORNER60'R.O.W.60'R.O.W.6' SIDE YARD 25' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 55-130 & 291-322 N.T.S.25'SIDE CORNER60'R.O.W.7' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 29-33 & 131-153 & 235-290 N.T.S.30'SIDE CORNER16 DETAILED SITE LAYOUT PLAN C1.11 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C1.1 C1.2 C1.4C1.3 C1.5 C1.6 C1.7 C1.8 C1.9 C1.10 C1.11 C1.12 PAVING LEGEND CONCRETE SIDEWALK STANDARD DUTY ASPHALT PAVEMENT ASPHALT PATHWAY MEDALLION ESTATE S.F. HOMES ANDARE S.F. HOMES MEDALLION S.F. HOMES 65 TS OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OHTS TSTS E TS TS E WALLIN DRIVEIL ROUTE 126 (LOCKPORT S T ) 83 1025 1027 1031 1029 510 515 511 STREET GALLEY GALLEY F STREET H28.0' 60.0' R.O.W. 20.0' 24.0'17.0' 8' MULTI-USE PATH FUTURE COMMERCIAL DEVELOPMENT ±8.7 ACRES 150' LEFT-TURN STORAGE264' LEFT-TURN TAPERPOWER POLE TO BE RELOCATED 12'220' RIGHT-TURN TAPER215' RIGHT-TURN STORAGE185' RIGHT-TURN STORA G E 200' RIGHT-TURN TAPER12'PROPOSED CROSSWALK WITH ADA RAMPS 10' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 1-28 & 34-54 & 154-234 N.T.S.30'SIDE CORNER60'R.O.W.60'R.O.W.6' SIDE YARD 25' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 55-130 & 291-322 N.T.S.25'SIDE CORNER60'R.O.W.7' SIDE YARD 30' FRONT SETBACK 30' REAR SETBACK SINGLE-FAMILY LOTS 29-33 & 131-153 & 235-290 N.T.S.30'SIDE CORNER17 DETAILED SITE LAYOUT PLAN C1.12 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C1.1 C1.2 C1.4C1.3 C1.5 C1.6 C1.7 C1.8 C1.9 C1.10 C1.11 C1.12 PAVING LEGEND CONCRETE SIDEWALK STANDARD DUTY ASPHALT PAVEMENT ASPHALT PATHWAY MEDALLION ESTATE S.F. HOMES ANDARE S.F. HOMES MEDALLION S.F. HOMES 66 1 2 3 4 5 6 7 891011 12 13 14 15 16 17 18 PROPOSED DETENTION BASIN PROPOSED DETENTION BASIN PROPOSED DETENTION BASIN PROPOSED DETENTION BASIN 18 OVERALL GRADING PLAN C2.0 1" = ' (HORIZONTAL) '' 200 4002000 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.SEE SHEET C2.2 F OR DET AILE D GRADING PLAN SEE SHEET C2.4 FOR DE TAIL ED GRADING PLAN SEE SHEET C2.6 F OR DET AILE D GRADING PLAN SEE SHEET C2.9 FOR DETAILED GRADING PLAN SEE SHEET C2.12 F O R D E T A I L E D G R A DI N G PLA N SEE SHEET C2.1 FO R DETA ILED GRADING PLAN SEE SHEET C2.3 FO R D E TA I L ED G RADI NG PLAN SEE SHEET C2.7 F OR D E T AI L E D GRADING PLA N SEE SHEET C2.10 F O R D E T A I L E D G R A D ING P L AN SEE SHEET C2.11 F O R D E T A I L E D G RADING PLA N SEE SHEET C2.5 F O R D E T A I L E D GRADING PLAN SEE SHEET C2.8 FO R D E TA I L E D G RADIN G PLAN PHASE 2 PHASE 1 PHASE 3 PHASE 4 PHASE 1A 67 215216 212213214 210 6 5 4 3 2 9 8 7 199 202 201 200 198 217 207206205 209208 222221220219 224223 203 197 211 204 1 218 S PRESIDENTIAL AVE 627.5 G 627.9 G 628.2 G 628.6 G 629.0 G 629.3 G 629.7 G 626.0 G 626.3 G 626.7 G 627.0 G 627.4 G 627.8 G 626.0 G 626.3 G 626.7 G 627.1 G 627.4 G 627.8 G 625.6 G 627.2 G 624.9 MEET EX. G 624.2 MEET EX. G 624.9 MEET EX. G 625.5 MEET EX. G 625.9 MEET EX. G 625.3 MEET EX. G 625.3 MEET EX. G 624.1 MEET EX. G 625.6 MEET EX. G 627.0 MEET EX. G 627.8 G 627.4 G 627.1 G 626.7 G 626.4 G 626.0 G 625.7 G 625.3 G 625.0 G 624.6 G 627.5 G 627.9 G 628.3 G 628.6 G 629.0 G 629.3 G 627.6 G 626.4 G 627.2 G 625.6 G 627.21 T/C 627.57 T/C 627.93 T/C 628.28 T/C 628.64 T/C 628.99 T/C 629.35 T/C 625.66 T/C 626.01 T/C 626.37 T/C 626.72 T/C 627.08 T/C 627.43 T/C 627.23 T/C 627.58 T/C 627.94 T/C 628.29 T/C 628.65 T/C 629.00 T/C 625.67 T/C 626.03 T/C 626.38 T/C 626.74 T/C 627.09 T/C 627.45 T/C 624.29 T/C 624.64 T/C 624.99 T/C 625.35 T/C 625.70 T/C 626.06 T/C 626.41 T/C 626.77 T/C 627.12 T/C 627.48 T/C 625.83 T/C 624.28 T/C 626.80 T/C 625.23 T/C 624.85 T/C 626.42 T/C 626.81 T/C 626.81 T/C 625.23 T/C 625.24 T/C 627.04 T/C 627.56 T/C 627.57 T/C 627.94 T/C T/F = 631.8 G/F = 631.2 T/F = 631.8 G/F = 631.2 T/F = 631.4 G/F = 630.8T/F = 631.1 G/F = 630.5 T/F = 630.7 G/F = 630.1 T/F = 630.4 G/F = 629.8T/F = 630.0 G/F = 629.4T/F = 629.6 G/F = 629.0 T/F = 628.1 G/F = 627.5 T/F = 628.4 G/F = 627.8 T/F = 628.8 G/F = 628.2 T/F = 629.1 G/F = 628.5 T/F = 629.5 G/F = 628.9 T/F = 629.9 G/F = 629.3 T/F = 630.2 G/F = 629.6 T/F = 630.2 G/F = 629.6 T/F = 629.9 G/F = 629.3T/F = 629.5 G/F = 628.9T/F = 629.2 G/F = 628.6T/F = 628.8 G/F = 628.2T/F = 628.4 G/F = 627.8T/F = 628.1 G/F = 627.5 T/F = 629.9 G/F = 629.3 T/F = 629.5 G/F = 628.9 T/F = 629.2 G/F = 628.6 T/F = 628.8 G/F = 628.2 T/F = 628.5 G/F = 627.9 T/F = 628.1 G/F = 627.5 T/F = 627.8 G/F = 627.2 T/F = 627.4 G/F = 626.8 T/F = 627.1 G/F = 626.5 624.51 MEET EX. P 624.69 MEET EX. P HP: 629.4 P LP: 624.1 P 0.5%0.5%0.5%0.5% 0.5%0.5% 0.5% 0.5%0.5% 1.8% 0.5% 0.5% 626.86 T/C 626.87 T/C 625.30 T/C 625.32 T/C T/F = 629.6 G/F = 629.0 T/F = 630.0 G/F = 629.4 T/F = 630.3 G/F = 629.7 T/F = 630.7 G/F = 630.1 T/F = 631.1 G/F = 630.5 T/F = 631.4 G/F = 630.8 DETAILED REAR YARD GRADING & DRAINAGE WILL BE COMPLETED AT FINAL ENGINEERING DESIGN. THE PROPOSED KELLER FARM DEVELOPMENT WILL HAVE REAR YARD SWALE AND STORM SEWER SYSTEM SEPARATE FROM THE EXISTING ADJACENT LIBERTY GROVE SUBDIVISION. STORMWATERS FROM THE PROPOSED KELLER FARM WILL NOT FLOW ONTO THE EXISTING LIBERTY GROVE LOTS. 19 DETAILED GRADING PLAN C2.1 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C2.1 C2.2 C2.4C2.3 C2.5 C2.6 C2.7 C2.8 C2.9 C2.10 C2.11 C2.12 GRADING LEGEND OVERLAND FLOOD ROUTE SPOT ELEVATION 100 100 PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR 100.00 P DRAINAGE ARROW 68 233 234 235 236 237 231 230 229 232 212 228227226225 210 500 272 269 274 278 268 275 279 271 267 276 270 277 198 209 224223 197 211 273 OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OHOHWALLIN DRIVEPRESIDENTIAL AVE 629.0 G 629.3 G 629.7 G 629.3 G 628.7 G 628.0 G 627.4 G 627.8 G 630.0 G 627.4 G 627.8 G 626.4 G 626.1 G 625.8 G 625.4 G 625.8 G 626.1 G 626.0 G 629.0 G 629.3 G 629.3 G 629.0 G 628.7 G 628.4 G 627.7 G 627.0 G 628.4 G 628.1 G 626.7 G 627.1 G 627.5 G 626.2 G 625.8 G 625.4 G 625.8 G 626.2 G 628.1 G 627.6 G 629.9 G 629.7 G 628.64 T/C 628.99 T/C 629.35 T/C 628.99 T/C 628.34 T/C 627.69 T/C 627.08 T/C 627.43 T/C 628.65 T/C 629.00 T/C 627.09 T/C 627.45 T/C 625.76 T/C 625.44 T/C 625.11 T/C 625.43 T/C 625.76 T/C 625.64 T/C 629.02 T/C 628.70 T/C 628.37 T/C 628.04 T/C 627.37 T/C 626.69 T/C 625.85 T/C 625.48 T/C 625.11 T/C 625.48 T/C 625.85 T/C 626.07 T/C 626.40 T/C 626.81 T/C 627.22 T/C629.61 T/C 629.23 T/C 628.24 T/C 627.85 T/C 626.05 T/C 627.52 T/C 629.42 T/C 629.42 T/C 627.65 T/C 627.85 T/C 627.48 MEET EX. P 626.98 T/C 629.42 T/C 626.96 T/C 628.11 MEET EX. P T/F = 631.8 G/F = 631.2 T/F = 632.0 G/F = 631.4 T/F = 631.4 G/F = 630.8 T/F = 630.8 G/F = 630.2 T/F = 630.1 G/F = 629.5 T/F = 629.6 G/F = 629.0 T/F = 629.2 G/F = 628.6 T/F = 628.8 G/F = 628.2 T/F = 628.5 G/F = 627.9 T/F = 628.2 G/F = 627.6 T/F = 627.9 G/F = 627.3 T/F = 627.9 G/F = 627.3 T/F = 628.2 G/F = 627.6 T/F = 628.2 G/F = 627.6 T/F = 629.1 G/F = 628.5 T/F = 628.3 G/F = 627.7 T/F = 628.3 G/F = 627.7 T/F = 629.8 G/F = 629.2 T/F = 630.5 G/F = 629.9 T/F = 627.9 G/F = 627.3 T/F = 627.9 G/F = 627.3 T/F = 630.8 G/F = 630.2 T/F = 631.1 G/F = 630.5 T/F = 628.3 G/F = 627.7 T/F = 631.4 G/F = 630.8 T/F = 631.8 G/F = 631.2 T/F = 629.1 G/F = 628.5T/F = 631.8 G/F = 631.2 T/F = 631.4 G/F = 630.8 T/F = 629.9 G/F = 629.3 T/F = 630.2 G/F = 629.6 T/F = 630.2 G/F = 629.6 T/F = 629.9 G/F = 629.3 HP: 629.5 P LP: 624.9 P HP: 625.7 P LP: 626.3 P 0.5% 1.0%1.0%0.5%1. 0%0.5%0.5%0.5%1.0%0.5% 0.5%0.5% 0.5%0.5% 629.7 G 629.34 T/C 627.0 G 629.36 T/C 627.79 T/C 627.80 T/C T/F = 631.4 G/F = 630.8 626.50 T/C 626.42 T/C A A EASTER BERM GRADING PROPOSED DRAINAGE SWALE PROPOSED OUTLOT EXISTING GROUND 6' 3.5 1 3.5 16' PROPOSED GROUND PROPOSED ROW PROPOSED LOT LINE MATCH PROPOSED GRADE MATCH EXISTING GROUND A A 20 DETAILED GRADING PLAN C2.2 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C2.1 C2.2 C2.4C2.3 C2.5 C2.6 C2.7 C2.8 C2.9 C2.10 C2.11 C2.12 GRADING LEGEND OVERLAND FLOOD ROUTE SPOT ELEVATION 100 100 PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR 100.00 P DRAINAGE ARROW 69 180 14 21 13 20 12 19 11 18 10 17 9 16 15 191 195194193192 196 284 285 286 287 288 289 282 283 173 182 186 177 185 181 174 178 184 188 175 172 183 187 176 179 281 625.2 G 625.6 G 625.9 G 626.3 G 626.6 G 626.6 G 626.2 G 625.8 G 625.5 G 627.0 MEET EX. G 628.0 MEET EX. G 627.7 MEET EX. G 627.1 MEET EX. G 626.6 MEET EX. G 627.0 MEET EX. G 626.1 MEET EX. G 625.3 MEET EX. G 624.1 MEET EX. G 624.6 MEET EX. G 626.8 MEET EX. G 625.9 MEET EX. G 625.8 G 625.0 G 625.4 G 625.8 G 626.2 G 626.6 G 626.6 G 626.2 G 625.9 G 624.6 G 624.9 G 625.1 G 624.9 G 625.2 G 625.5 G 625.8 G 625.4 G 625.1 G 625.4 G 625.8 G 626.2 G 626.4 G 625.3 G 625.6 G 625.7 G 625.4 G 625.2 G 625.5 G 625.9 G 626.2 G 624.6 G 624.9 G 625.2 G 624.8 G 624.5 G 625.5 G626.3 G624.9 G 624.24 T/C 624.61 T/C 624.85 T/C 624.48 T/C 624.17 T/C 625.83 T/C 625.48 T/C 625.12 T/C 624.77 T/C 625.12 T/C 625.48 T/C 625.21 T/C 624.85 T/C 624.29 T/C 625.54 T/C 625.92 T/C 626.29 T/C 626.23 T/C 625.86 T/C 625.48 T/C 625.10 T/C 624.73 T/C 625.92 T/C 625.57 T/C 625.22 T/C 624.86 T/C 625.03 T/C 625.39 T/C 624.94 T/C 625.30 T/C 624.59 T/C 624.55 T/C 625.53 T/C 625.88 T/C 626.24 T/C 626.30 T/C 625.95 T/C 625.59 T/C 625.24 T/C 624.88 T/C 624.28 T/C 624.14 T/C 624.22 T/C 625.12 T/C 624.73 T/C 625.12 T/C 624.73 T/C 624.85 T/C 624.87 T/C T/F = 627.3 G/F = 626.7 T/F = 627.0 G/F = 626.4 T/F = 627.3 G/F = 626.7 T/F = 627.3 G/F = 626.7 T/F = 626.9 G/F = 626.3 T/F = 627.0 G/F = 626.4 T/F = 627.9 G/F = 627.3 T/F = 628.3 G/F = 627.7 T/F = 628.7 G/F = 628.1 T/F = 628.7 G/F = 628.1 T/F = 628.7 G/F = 628.1 T/F = 628.4 G/F = 627.8 T/F = 628.0 G/F = 627.4 T/F = 627.7 G/F = 627.1 T/F = 627.3 G/F = 626.7 T/F = 628.0 G/F = 627.4 T/F = 628.3 G/F = 627.7 T/F = 628.7 G/F = 628.1 T/F = 628.7 G/F = 628.1 T/F = 628.7 G/F = 628.1 T/F = 628.3 G/F = 627.7 T/F = 627.9 G/F = 627.3 T/F = 627.5 G/F = 626.9 T/F = 628.3 G/F = 627.7 T/F = 628.0 G/F = 627.4 T/F = 627.6 G/F = 627.0 T/F = 627.5 G/F = 626.9 T/F = 627.8 G/F = 627.2 T/F = 627.8 G/F = 627.2 T/F = 627.7 G/F = 627.1 T/F = 627.4 G/F = 626.8 T/F = 627.1 G/F = 626.5 T/F = 627.0 G/F = 626.4 T/F = 627.2 G/F = 626.6 T/F = 627.2 G/F = 626.6 T/F = 627.3 G/F = 626.7 T/F = 627.6 G/F = 627.0 T/F = 627.9 G/F = 627.3 T/F = 627.9 G/F = 627.3 T/F = 627.5 G/F = 626.9 T/F = 627.5 G/F = 626.9 T/F = 627.9 G/F = 627.3 T/F = 628.3 G/F = 627.7 T/F = 628.3 G/F = 627.7 LP: 624.0 P LP: 624.0 P HP: 626.3 P LP: 624.1 P HP: 625.3 P LP: 624.6 P HP: 625.8 P LP: 624.4 P HP: 624.9 P 0.5%0.5%0.5%0.5%0.5%0.5%0.5%0.5%0.5%0.5%0.5%0.5%0.5% 0.7% 625.18 T/C 624.61 T/C 625.18 T/C 625.2 G 624.98 T/C 624.83 T/C DETAILED REAR YARD GRADING & DRAINAGE WILL BE COMPLETED AT FINAL ENGINEERING DESIGN. THE PROPOSED KELLER FARM DEVELOPMENT WILL HAVE REAR YARD SWALE AND STORM SEWER SYSTEM SEPARATE FROM THE EXISTING ADJACENT LIBERTY GROVE SUBDIVISION. STORMWATERS FROM THE PROPOSED KELLER FARM WILL NOT FLOW ONTO THE EXISTING LIBERTY GROVE LOTS. 21 DETAILED GRADING PLAN C2.3 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C2.1 C2.2 C2.4C2.3 C2.5 C2.6 C2.7 C2.8 C2.9 C2.10 C2.11 C2.12 GRADING LEGEND OVERLAND FLOOD ROUTE SPOT ELEVATION 100 100 PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR 100.00 P DRAINAGE ARROW 70 242 241 248 249 250 243 244 245 246 247 255 262 261 260 259 258 257 256 263 240 238 239 264265 501 279 267 266 195 196 284 285 286 287 288 289 282 283 280 281 OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHE E E WALLIN DRIVE626.0 G 625.6 G 625.3 G 625.0 G 625.4 G 625.6 G 625.8 G 625.5 G 625.1 G 624.8 G 624.5 G 624.8 G 625.1 G 625.1 G 626.6 G 625.7 G 625.7 G 625.4 G 625.1 G 624.8 G 624.5 G 624.9 G 625.2 G 625.8 G 625.0 G 624.7 G 624.7 G 627.0 G 626.3 G 624.8 G 624.5 G 625.8 G 627.6 G 624.9 G 624.48 T/C 624.17 T/C 625.64 T/C 625.31 T/C 625.00 T/C 625.32 T/C 625.47 T/C 625.15 T/C 624.82 T/C 624.50 T/C 624.17 T/C 624.50 T/C 624.82 T/C 625.37 T/C 625.43 T/C 625.10 T/C 624.78 T/C 624.45 T/C 624.21 T/C 624.54 T/C 624.88 T/C 626.69 T/C 626.02 T/C 625.50 T/C 624.33 T/C 624.35 T/C624.67 T/C624.14 T/C 624.79 T/C 624.92 T/C 625.01 T/C 624.03 T/C 624.76 T/C 624.74 T/C 624.60 T/C 625.20 T/C 624.60 T/C 625.20 T/C T/F = 628.1 G/F = 627.5 T/F = 627.7 G/F = 627.1 T/F = 627.4 G/F = 626.8 T/F = 627.5 G/F = 626.9 T/F = 627.7 G/F = 627.1 T/F = 627.9 G/F = 627.3 T/F = 627.9 G/F = 627.3 T/F = 627.6 G/F = 627.0 T/F = 627.2 G/F = 626.6 T/F = 626.9 G/F = 626.3 T/F = 626.9 G/F = 626.3 T/F = 627.2 G/F = 626.6 T/F = 627.2 G/F = 626.6 T/F = 627.3 G/F = 626.7 T/F = 627.3 G/F = 626.7 T/F = 627.0 G/F = 626.4 T/F = 626.9 G/F = 626.3 T/F = 627.2 G/F = 626.6 T/F = 627.5 G/F = 626.9 T/F = 627.8 G/F = 627.2 T/F = 627.8 G/F = 627.2 T/F = 627.8 G/F = 627.2 T/F = 626.8 G/F = 626.2T/F = 627.1 G/F = 626.5 T/F = 627.9 G/F = 627.3 T/F = 628.4 G/F = 627.8 T/F = 629.1 G/F = 628.5 T/F = 628.3 G/F = 627.7 T/F = 626.9 G/F = 626.3 T/F = 627.0 G/F = 626.4 T/F = 627.9 G/F = 627.3 T/F = 628.3 G/F = 627.7 T/F = 628.7 G/F = 628.1 T/F = 628.7 G/F = 628.1 T/F = 628.7 G/F = 628.1 T/F = 628.4 G/F = 627.8 T/F = 628.0 G/F = 627.4 T/F = 627.7 G/F = 627.1 T/F = 627.3 G/F = 626.7 NWL = 619.0 HP: 624.8 P LP: 624.0 P HP: 625.4 P LP: 623.9 P LP: 624.0 P DETENTION BASIN A HWL = 623.21 NWL = 619.00 0.5%0.5%0.5%0.5%0.5% 0.5%0.5%0.5%0.5%1.0%625.5 G626.8 G 625.15 T/C 625.7 G 625.35 T/C 624.55 T/C 626.42 T/C 624.76 T/C 624.42 T/C 624.68 T/C A A A A EASTER BERM GRADING PROPOSED DRAINAGE SWALE PROPOSED OUTLOT EXISTING GROUND 6' 3.5 1 3.5 16' PROPOSED GROUND PROPOSED ROW PROPOSED LOT LINE MATCH PROPOSED GRADE MATCH EXISTING GROUND A A 22 DETAILED GRADING PLAN C2.4 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C2.1 C2.2 C2.4C2.3 C2.5 C2.6 C2.7 C2.8 C2.9 C2.10 C2.11 C2.12 GRADING LEGEND OVERLAND FLOOD ROUTE SPOT ELEVATION 100 100 PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR 100.00 P DRAINAGE ARROW 71 158 164 162 161 160 159 156 154 155 168 165 166 503 163 22 504 28 27 26 25 24 23 505 29 290 169 190 170 189 171 188 167 S LIBERTY GROVE BLVD 624.5 G 624.8 G 626.8 MEET EX. G 625.2 MEET EX. G 626.3 MEET EX. G 626.1 MEET EX. G 626.7 MEET EX. G 625.6 MEET EX. G 625.6 MEET EX. G 625.9 MEET EX. G 624.4 MEET EX. G 624.7 G 624.7 G 626.1 G 625.7 G 625.4 G 625.0 G 625.3 G 625.7 G 626.3 G 625.6 G 624.7 G 626.0 G 625.6 G 625.6 G 624.8 G 625.1 G 625.5 G 624.8 G 624.5 G 625.5 G 623.8 G 624.1 G 624.6 G 624.7 G 624.3 G 625.3 G 624.7 G 624.9 G 624.6 G 624.3 G 625.1 MEET EX. G 625.2 MEET EX. G 624.5 G 624.43 T/C 625.31 T/C 624.68 T/C 625.04 T/C 625.40 T/C 625.75 T/C 624.35 T/C 624.37 T/C 624.54 T/C 624.91 T/C 625.31 T/C 625.66 T/C 624.53 T/C 624.17 T/C 624.17 T/C 624.20 T/C 624.45 T/C 624.73 T/C 625.23 T/C 624.94 T/C 623.43 T/C 623.76 T/C 624.24 T/C 624.33 T/C 624.00 T/C 624.30 T/C 624.49 T/C 624.19 T/C 623.88 T/C 625.93 T/C 625.02 T/C 625.6 G 625.26 T/C 625.63 T/C 625.30 T/C T/F = 626.9 G/F = 626.3 T/F = 627.1 G/F = 626.5 T/F = 626.8 G/F = 626.2 T/F = 626.8 G/F = 626.2 T/F = 627.4 G/F = 626.8T/F = 627.7 G/F = 627.1 T/F = 627.7 G/F = 627.1 T/F = 628.1 G/F = 627.5 T/F = 628.3 G/F = 627.7 T/F = 628.2 G/F = 627.6 T/F = 627.8 G/F = 627.2 T/F = 627.5 G/F = 626.9 T/F = 627.4 G/F = 626.8 T/F = 627.8 G/F = 627.2 T/F = 628.4 G/F = 627.8 T/F = 628.4 G/F = 627.8 T/F = 627.6 G/F = 627.0 T/F = 627.6 G/F = 627.0 T/F = 627.2 G/F = 626.6 T/F = 626.9 G/F = 626.3 T/F = 626.4 G/F = 625.8 T/F = 626.8 G/F = 626.2 T/F = 626.8 G/F = 626.2 T/F = 626.7 G/F = 626.1T/F = 626.2 G/F = 625.6 T/F = 627.0 G/F = 626.4 T/F = 627.0 G/F = 626.4T/F = 626.5 G/F = 625.9 T/F = 627.1 G/F = 626.5 624.41 MEET EX. P 624.37 MEET EX. P HP: 624.4 P LP: 624.0 P LP: 624.5 P HP: 625.8 P LP: 624.0 P HP: 624.5 P LP: 623.1 P 0.5%0.5%0.5%0.5%0.5%0.5%0.5%0.5% 0.5% 0.5% 625.28 T/C 625.33 T/C 625.30 T/C 625.44 T/C DETAILED REAR YARD GRADING & DRAINAGE WILL BE COMPLETED AT FINAL ENGINEERING DESIGN. THE PROPOSED KELLER FARM DEVELOPMENT WILL HAVE REAR YARD SWALE AND STORM SEWER SYSTEM SEPARATE FROM THE EXISTING ADJACENT LIBERTY GROVE SUBDIVISION. STORMWATERS FROM THE PROPOSED KELLER FARM WILL NOT FLOW ONTO THE EXISTING LIBERTY GROVE LOTS. 23 DETAILED GRADING PLAN C2.5 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C2.1 C2.2 C2.4C2.3 C2.5 C2.6 C2.7 C2.8 C2.9 C2.10 C2.11 C2.12 GRADING LEGEND OVERLAND FLOOD ROUTE SPOT ELEVATION 100 100 PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR 100.00 P DRAINAGE ARROW 72 158 254 252 253 159 156 157 155 320 319 318 321 250 251 322 514 255 502 293 292 291 289 290 OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHWALLIN DRIVE625.1 G 624.8 G 624.5 G 625.5 G 625.2 G 624.8 G 624.5 G 624.3 G 624.6 G 624.9 G 625.1 G 624.8 G 624.5 G 624.9 G 625.1 G 624.8 G 624.5 G 624.7 G 624.3 G 623.9 G 624.7 G 624.9 G 624.4 G 624.11 T/C 624.31 T/C 624.60 T/C 624.79 T/C 624.47 T/C 624.14 T/C 624.59 T/C 624.81 T/C 624.50 T/C 624.18 T/C 624.79 T/C 624.50 T/C 624.17 T/C 625.09 T/C 624.92 T/C 624.50 T/C 624.18 T/C 624.33 T/C 623.87 T/C 623.51 T/C 624.00 T/C 624.30 T/C 624.49 T/C T/F = 627.2 G/F = 626.6 T/F = 627.2 G/F = 626.6 T/F = 626.9 G/F = 626.3 T/F = 627.6 G/F = 627.0 T/F = 626.9 G/F = 626.3 T/F = 627.3 G/F = 626.7T/F = 627.3 G/F = 626.7 T/F = 626.9 G/F = 626.3 T/F = 626.4 G/F = 625.8 T/F = 626.8 G/F = 626.2 T/F = 626.8 G/F = 626.2 T/F = 627.0 G/F = 626.4 T/F = 627.0 G/F = 626.4 T/F = 626.7 G/F = 626.1 T/F = 627.0 G/F = 626.4 T/F = 627.2 G/F = 626.6 T/F = 627.2 G/F = 626.6 T/F = 626.9 G/F = 626.3 NWL = 619.0 NWL = 6 1 8. 0 0 624.32 MEET EX. P 624.44 MEET EX. P HP: 624.4 P LP: 623.1 P HP: 623.9 P LP: 624.0 P HP: 624.8 P HP: 624.7 P LP: 623.1 P DETENTION BASIN B HWL = 622.14 NWL = 618.0 0.5%0.5%1.0%0.5%0.5% 0.5% 0.5% T/F = 627.2 G/F = 626.6 T/F = 627.2 G/F = 626.6 T/F = 626.9 G/F = 626.3 A A A A EASTER BERM GRADING PROPOSED DRAINAGE SWALE PROPOSED OUTLOT EXISTING GROUND 6' 3.5 1 3.5 16' PROPOSED GROUND PROPOSED ROW PROPOSED LOT LINE MATCH PROPOSED GRADE MATCH EXISTING GROUND A A 24 DETAILED GRADING PLAN C2.6 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C2.1 C2.2 C2.4C2.3 C2.5 C2.6 C2.7 C2.8 C2.9 C2.10 C2.11 C2.12 GRADING LEGEND OVERLAND FLOOD ROUTE SPOT ELEVATION 100 100 PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR 100.00 P DRAINAGE ARROW 73 139 508 41 4546 4344 42 142 143141140 137 138 3940 135 132 133 134 136 53 52 51 50 49 48 47 COLONIAL PKWY625.0 MEET EX. G624.3 MEET EX. G623.1 MEET EX. G624.4 MEET EX. G624.5 MEET EX. G625.0 MEET EX. G624.2 MEET EX. G622.0 MEET EX. G 624.2 G 624.5 G 624.8 G624.1 G624.4 G624.7 G625.0 G625.4 G 624.3 G 624.7 G 625.0 G 625.4 G 625.7 G 626.1 G 626.0 G 624.3 G 624.6 G 625.0 G 625.3 G 625.6 G 626.2 G 624.6 G625.0 G625.4 G625.8 G 625.4 G 624.6 G624.3 G 624.30 T/C623.95 T/C624.31 T/C624.69 T/C625.07 T/C625.44 T/C 624.50 T/C624.17 T/C 623.84 T/C 623.74 T/C624.07 T/C624.39 T/C624.72 T/C625.04 T/C 624.01 T/C 624.36 T/C 624.72 T/C 625.07 T/C 625.43 T/C 625.78 T/C 625.29 T/C 624.97 T/C 624.64 T/C 624.32 T/C 623.99 T/C 625.41 T/C 625.05 T/C 625.7 G 625.18 T/C 625.86 T/C 623.87 T/C 622.95 T/C 625.67 T/C T/F = 627.4 G/F = 626.8T/F = 626.7 G/F = 626.1 T/F = 626.7 G/F = 626.1T/F = 627.1 G/F = 626.5T/F = 627.5 G/F = 626.9T/F = 627.9 G/F = 627.3T/F = 627.9 G/F = 627.3T/F = 629.0 G/F = 628.4 T/F = 628.1 G/F = 627.5 T/F = 628.2 G/F = 627.6 T/F = 628.2 G/F = 627.6 T/F = 627.8 G/F = 627.2 T/F = 627.5 G/F = 626.9 T/F = 627.1 G/F = 626.5 T/F = 626.8 G/F = 626.2 T/F = 626.5 G/F = 625.9T/F = 626.8 G/F = 626.2 T/F = 627.1 G/F = 626.5 T/F = 627.5 G/F = 626.9 T/F = 628.3 G/F = 627.7 T/F = 628.3 G/F = 627.7 T/F = 627.7 G/F = 627.1 T/F = 627.4 G/F = 626.8 T/F = 627.1 G/F = 626.5 T/F = 626.7 G/F = 626.1 T/F = 626.6 G/F = 626.0 T/F = 626.9 G/F = 626.3 NWL = 617.5 623.18 MEET EX. P 623.13 MEET EX. P HP: 625.8 P LP: 623.8 P LP: 622.5 P DETENTION BASIN D HWL = 621.34 NWL = 617.5 0.5%0.8%0.6%0.5%0.5%0.5% 623.4 MEET EX. G 624.3 G 623.94 T/C 621.6 G 623.5 MEET EX. G 622.7 MEET EX. G 623.87 T/C 622.95 T/C 623.4 MEET EX. G 623.4 MEET EX. G 623.0 MEET EX. G 623.0 MEET EX. G 622.9 MEET EX. G 623.0 MEET EX. G 622.9 MEET EX. G 623.8 MEET EX. G 623.0 G 621.7 G 623.1 G 621.7 G 623.1 G 621.7 G 622.9 G 621.5 G DETAILED REAR YARD GRADING & DRAINAGE WILL BE COMPLETED AT FINAL ENGINEERING DESIGN. THE PROPOSED KELLER FARM DEVELOPMENT WILL HAVE REAR YARD SWALE AND STORM SEWER SYSTEM SEPARATE FROM THE EXISTING ADJACENT LIBERTY GROVE SUBDIVISION. STORMWATERS FROM THE PROPOSED KELLER FARM WILL NOT FLOW ONTO THE EXISTING LIBERTY GROVE LOTS. WESTERN PROPERTY LINE GRADING EX. DRAINAGE SWALE MIN ELEV. 623.5± EXISTING 15' PUBLIC UTILITY & DRAINAGE EASEMENT CAMBRIDGE AT LIBERTY GROVE UNIT 8 PROPOSED KELLER FARM PROPOSED DRAINAGE SWALE MIN ELEV. 623.5± PROPOSED 15' PUBLIC UTILITY & DRAINAGE EASEMENT EXISTING BLOCK RETAINING WALL TOP COURSE OF RETAINING WALL TO BE REMOVED AREA FROM RETAINING WALL TO PROPERTY LINE TO BE FILLED WITH SOIL. DEVELOPER TO COORDINATE WITH ADJACENT PROPERTY OWNERS. PROPOSED GROUND EXISTING GROUND 25 DETAILED GRADING PLAN C2.7 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C2.1 C2.2 C2.4C2.3 C2.5 C2.6 C2.7 C2.8 C2.9 C2.10 C2.11 C2.12 GRADING LEGEND OVERLAND FLOOD ROUTE SPOT ELEVATION 100 100 PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR 100.00 P DRAINAGE ARROW 74 302 303 304 92 93 118 117 119 153 152 151 150 507 147 148 149 31 1014 1015 1024 144 145 146143 29 30 34 32 33 38 35363739 624.4 MEET EX. G 625.3 MEET EX. G 624.0 MEET EX. G 624.9 MEET EX. G 625.3 MEET EX. G 626.5 MEET EX. G626.1 MEET EX. G626.4 MEET EX. G626.0 MEET EX. G625.2 MEET EX. G 625.0 MEET EX. G 624.7 G 625.0 G 625.4 G 625.1 G 624.8 G 624.1 G 624.8 G 625.1 G 625.5 G 625.6 G 624.4 G 624.1 G 624.2 G 624.5 G 624.0 G 624.4 G 624.8 G 625.1 G 625.4 G 625.1 G 624.8 G 624.4 G 624.3 G 624.0 G 624.9 G625.3 G625.3 G 625.7 G625.0 G624.6 G 624.61 T/C624.97 T/C625.01 T/C 625.34 T/C624.65 T/C624.30 T/C 625.15 T/C624.82 T/C624.50 T/C 623.73 T/C 624.48 T/C 624.83 T/C 625.06 T/C 624.75 T/C 624.43 T/C 623.72 T/C 624.06 T/C 624.12 T/C 624.44 T/C 624.77 T/C 625.10 T/C 624.82 T/C 624.54 T/C 623.93 T/C 623.73 T/C 624.12 T/C 623.81 T/C 623.87 T/C 624.18 T/C 624.0 G 624.2 G 623.89 T/C 623.67 T/C 624.78 T/C 624.78 T/C 624.16 T/C 623.83 T/C 624.25 T/C 624.78 T/C 625.18 T/C 625.6 MEET EX. G T/F = 627.1 G/F = 626.5 T/F = 627.2 G/F = 626.6 T/F = 627.5 G/F = 626.9 T/F = 627.5 G/F = 626.9 T/F = 627.2 G/F = 626.6 T/F = 626.9 G/F = 626.3 T/F = 626.5 G/F = 625.9 T/F = 626.3 G/F = 625.7 T/F = 627.5 G/F = 626.9 T/F = 627.5 G/F = 626.9 T/F = 627.2 G/F = 626.6 T/F = 626.9 G/F = 626.3 T/F = 627.0 G/F = 626.4 T/F = 627.4 G/F = 626.8 T/F = 627.8 G/F = 627.2 T/F = 627.8 G/F = 627.2 T/F = 627.4 G/F = 626.8T/F = 627.4 G/F = 626.8 T/F = 626.5 G/F = 625.9 T/F = 626.3 G/F = 625.7 T/F = 626.6 G/F = 626.0 T/F = 626.5 G/F = 625.9 T/F = 626.8 G/F = 626.2 T/F = 626.9 G/F = 626.3 T/F = 627.2 G/F = 626.6 T/F = 627.6 G/F = 627.0 T/F = 627.7 G/F = 627.1 T/F = 626.6 G/F = 626.0 T/F = 626.4 G/F = 625.8 623.84 T/C 623.83 T/C NWL = 6 1 8. 0 NWL =618.0 HP: 625.2 P LP: 623.5 P HP: 624.9 P LP: 623.5 P HP: 624.0 P LP: 623.5 P HP: 624.0 P HP: 624.3 P HP: 624.2 P LP: 623.5 P HP: 624.2 P LP: 623.5 P DETENTION BASIN B HWL = 622.14 NWL = 618.0 DETENTION BASIN CHWL = 622.14NWL = 618.00.5%0.5%0.5%0.5%0.5%0.5%0.5%0.5%0.5%0.5%0.5%0.5% T/F = 629.2 G/F = 628.6 GARAGE = 625.0T/F = 629.2G/F = 628.6GARAGE = 625.0T/F = 629.2G/F = 628.6GARAGE = 625.0625.25 T/C DETAILED REAR YARD GRADING & DRAINAGE WILL BE COMPLETED AT FINAL ENGINEERING DESIGN. THE PROPOSED KELLER FARM DEVELOPMENT WILL HAVE REAR YARD SWALE AND STORM SEWER SYSTEM SEPARATE FROM THE EXISTING ADJACENT LIBERTY GROVE SUBDIVISION. STORMWATERS FROM THE PROPOSED KELLER FARM WILL NOT FLOW ONTO THE EXISTING LIBERTY GROVE LOTS. 26 DETAILED GRADING PLAN C2.8 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C2.1 C2.2 C2.4C2.3 C2.5 C2.6 C2.7 C2.8 C2.9 C2.10 C2.11 C2.12 GRADING LEGEND OVERLAND FLOOD ROUTE SPOT ELEVATION 100 100 PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR 100.00 P DRAINAGE ARROW 75 302 303 304 312 311 318 310 317 316 315 314 313 1018 1019 1016 10171015 1020 1024 1023 1021 296 295 294 293 306 307 308 309 301 300 299 298 297 305 1022 512 513 515 OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHWALLIN DRIVE624.9 G 625.3 G 625.3 G 624.9 G 624.5 G 624.1 G 623.8 G 623.5 G 623.8 G 624.1 G 624.3 G 623.9 G 623.6 G625.2 G 624.9 G625.3 G625.2 G624.9 G 625.6 G 623.6 G 624.5 G 624.2 G 623.9 G 625.1 G 624.6 G 624.7 G 624.5 G 624.3 G 624.0 G 624.14 T/C 623.82 T/C 623.50 T/C 623.17 T/C 623.50 T/C 623.82 T/C 623.95 T/C 623.63 T/C 623.30 T/C 624.63 T/C624.95 T/C624.92 T/C624.60 T/C 624.62 T/C624.94 T/C624.93 T/C624.61 T/C624.14 T/C 624.34 T/C 623.93 T/C 623.73 T/C 623.33 T/C 623.24 T/C 624.18 T/C 623.87 T/C 623.55 T/C 623.28 T/C 624.6 G 624.16 T/C 623.83 T/C 624.34 T/C 623.93 T/C 624.23 T/C 623.86 T/C 623.85 T/C 624.22 T/C 623.87 T/C 624.37 T/C 623.84 T/C 623.83 T/C T/F = 626.9 G/F = 626.3 T/F = 626.6 G/F = 626.0 T/F = 626.2 G/F = 625.6 T/F = 625.9 G/F = 625.3 T/F = 625.9 G/F = 625.3 T/F = 626.2 G/F = 625.6 T/F = 626.4 G/F = 625.8 T/F = 626.4 G/F = 625.8 T/F = 626.0 G/F = 625.4 T/F = 627.0 G/F = 626.4 T/F = 627.4 G/F = 626.8 T/F = 627.4 G/F = 626.8 T/F = 627.4 G/F = 626.8T/F = 627.0 G/F = 626.4 T/F = 627.0 G/F = 626.4 T/F = 627.4 G/F = 626.8 T/F = 627.4 G/F = 626.8 T/F = 627.3 G/F = 626.7T/F = 627.0 G/F = 626.4 T/F = 626.8 G/F = 626.2 T/F = 626.6 G/F = 626.0 T/F = 626.4 G/F = 625.8 623.84 T/C 623.83 T/C 623.83 T/C 623.96 T/C 623.93 T/C 624.34 T/C 623.88 T/C 624.38 T/C 623.95 P NWL = 6 1 8. 0 LP: 623.0 P HP: 624.9 P LP: 623.5 P HP: 624.0 P LP: 623.5 P HP: 624.0 P LP: 623.1 P HP: 624.2 P HP: 625.0 P HP: 624.1 P HP: 624.1 P HP: 624.4 P HP: 624.2 P HP: 624.2 P HP: 624.1 PHP: 624.4 PLP: 623.5 PLP: 623.5 PLP: 623.5 P LP: 623.5 P HP: 624.2 PHP: 624.2 P LP: 623.5 P DETENTION BASIN B HWL = 622.14 NWL = 618.0 0.5%0.5%0.5%0.5% 0.5%0.5%0.5%0.5%0.5%0.5%T/F = 629.2 G/F = 628.6 GARAGE = 625.0 T/F = 629.2G/F = 628.6GARAGE = 625.0T/F = 629.2 G/F = 628.6 GARAGE = 625.0T/F = 629.2G/F = 628.6GARAGE = 625.0T/F = 629.2G/F = 628.6GARAGE = 625.0T/F = 629.2 G/F = 628.6 GARAGE = 625.0T/F = 629.2G/F = 628.6GARAGE = 625.0T/F = 629.2G/F = 628.6GARAGE = 625.0T/F = 629.2G/F = 628.6GARAGE = 625.0T/F = 629.2 G/F = 628.6 GARAGE = 625.0 624.30 T/C 624.29 T/C 624.5 G 624.22 T/C T/F = 626.9 G/F = 626.3 T/F = 626.6 G/F = 626.0 T/F = 626.3 G/F = 625.7 T/F = 626.0 G/F = 625.4 A A EASTER BERM GRADING PROPOSED DRAINAGE SWALE PROPOSED OUTLOT EXISTING GROUND 6' 3.5 1 3.5 16' PROPOSED GROUND PROPOSED ROW PROPOSED LOT LINE MATCH PROPOSED GRADE MATCH EXISTING GROUND A A 27 DETAILED GRADING PLAN C2.9 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C2.1 C2.2 C2.4C2.3 C2.5 C2.6 C2.7 C2.8 C2.9 C2.10 C2.11 C2.12 GRADING LEGEND OVERLAND FLOOD ROUTE SPOT ELEVATION 100 100 PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR 100.00 P DRAINAGE ARROW 76 60 69 62 63 64 65 66 67 6861 128 127 126 125 124 129 106 130 104 107 99102 98 108 113 101 97 109 110 100103 111 112 131 132 54 59 53 58 57 56 55 105 OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH E E E E TS TS SOLDIER CT IL ROUTE 126 (LOCKPORT ST) 624.2 G 624.1 G 624.4 G 624.7 G 625.0 G 625.3 G 625.7 G 625.9 G 625.6 G 625.5 G625.7 G626.0 G626.1 G625.8 G625.4 G625.8 G626.1 G625.0 G 624.5 G 624.9 G 624.5 G 624.2 G 624.3 G 624.6 G 626.3 G 624.3 G 625.9 G625.7 G625.4 G625.1 G624.7 G624.4 G624.1 G 624.6 G 625.9 G 625.6 G 625.7 G 626.0 G 626.1 G 625.8 G 625.5 G 625.9 G 624.6 G 625.59 T/C625.37 T/C625.06 T/C624.74 T/C624.43 T/C624.11 T/C 623.80 T/C 625.20 T/C625.40 T/C625.71 T/C625.75 T/C625.43 T/C625.12 T/C625.43 T/C625.75 T/C 625.30 T/C625.62 T/C625.34 T/C625.02 T/C624.70 T/C624.38 T/C624.06 T/C623.74 T/C623.92 T/C 624.30 T/C 624.16 T/C 623.89 T/C 624.01 T/C 623.99 T/C 623.75 T/C 624.18 T/C 624.52 T/C 625.55 T/C 625.56 T/C 625.23 T/C 625.34 T/C 625.67 T/C 625.79 T/C 625.46 T/C 625.14 T/C 624.32 T/C 624.33 T/C 624.32 T/C 624.32 T/C624.32 T/C 624.71 T/C 624.33 T/C 624.71 T/C T/F = 626.7 G/F = 626.1 T/F = 626.7 G/F = 626.1 T/F = 626.7 G/F = 626.1 T/F = 626.5 G/F = 625.9 T/F = 626.8 G/F = 626.2 T/F = 627.2 G/F = 626.6 T/F = 627.5 G/F = 626.9 T/F = 627.8 G/F = 627.2 T/F = 628.0 G/F = 627.4 T/F = 628.0 G/F = 627.4 T/F = 627.9 G/F = 627.3 T/F = 627.8 G/F = 627.2 T/F = 628.1 G/F = 627.5 T/F = 628.2 G/F = 627.6 T/F = 628.2 G/F = 627.6 T/F = 627.9 G/F = 627.3 T/F = 627.9 G/F = 627.3 T/F = 628.2 G/F = 627.6 T/F = 628.2 G/F = 627.6T/F = 628.0 G/F = 627.4 T/F = 627.1 G/F = 626.5 T/F = 627.0 G/F = 626.4 T/F = 627.0 G/F = 626.4 T/F = 626.6 G/F = 626.0 T/F = 626.7 G/F = 626.1 T/F = 626.7 G/F = 626.1 T/F = 626.3 G/F = 625.7 T/F = 626.5 G/F = 625.9 T/F = 626.8 G/F = 626.2 T/F = 627.1 G/F = 626.5 T/F = 627.4 G/F = 626.8 T/F = 627.8 G/F = 627.2 T/F = 628.0 G/F = 627.4 T/F = 628.0 G/F = 627.4 T/F = 627.9 G/F = 627.3 T/F = 627.9 G/F = 627.3 T/F = 628.2 G/F = 627.6 T/F = 628.2 G/F = 627.6 T/F = 628.1 G/F = 627.5 T/F = 627.8 G/F = 627.2 T/F = 628.0 G/F = 627.4 T/F = 628.0 G/F = 627.4 623.48 MEET EX. P 623.32 MEET EX. P LP: 625.0 PHP: 625.7 PLP: 625.0 PHP: 625.7 P LP: 623.6 P HP: 625.5 P LP: 623.5 PHP: 624.4 P LP: 623.8 P 0.5%0.5% 0.8%0.5%0.5%0.5%1.0%1. 0% 0.5%0.5%0.5% 624.6 G 624.25 T/C 624.24 T/C 625.3 G 625.16 T/C 624.24 T/C 621.6 G 623.7 G 624.25 T/C 623.8 MEET EX. G 624.0 MEET EX. G 623.0 MEET EX. G 623.4 MEET EX. G 624.5 MEET EX. G 624.8 MEET EX. G 624.2 MEET EX. G 624.7 MEET EX. G 624.5 MEET EX. G 622.6 G 624.0 G 622.6 G 624.0 G 621.5 G 623.0 G BBWESTERN PROPERTY LINE GRADING EX. DRAINAGE SWALE MIN ELEV. 623.5± EXISTING 15' PUBLIC UTILITY & DRAINAGE EASEMENT CAMBRIDGE AT LIBERTY GROVE UNIT 8 PROPOSED KELLER FARM PROPOSED DRAINAGE SWALE MIN ELEV. 623.5± PROPOSED 15' PUBLIC UTILITY & DRAINAGE EASEMENT EXISTING BLOCK RETAINING WALL TOP COURSE OF RETAINING WALL TO BE REMOVED AREA FROM RETAINING WALL TO PROPERTY LINE TO BE FILLED WITH SOIL. DEVELOPER TO COORDINATE WITH ADJACENT PROPERTY OWNERS. PROPOSED GROUND EXISTING GROUND SOUTHERN BERM GRADING PROPOSED DRAINAGE SWALE PROPOSED OUTLOT EXISTING GROUND 6' 3.5 1 3.5 1VARIES PROPOSED GROUND EXISTING IDOT ROW PROPOSED LOT LINE MATCH PROPOSED GRADE MATCH EXISTING GROUND B B 8' PATH 28 DETAILED GRADING PLAN C2.10 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C2.1 C2.2 C2.4C2.3 C2.5 C2.6 C2.7 C2.8 C2.9 C2.10 C2.11 C2.12 GRADING LEGEND OVERLAND FLOOD ROUTE SPOT ELEVATION 100 100 PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR 100.00 P DRAINAGE ARROW 77 83 78 79 80 81 82 69 70 71 75 76 77 86 87 85 84 1025 72 73 74 124 123 122 89 90 91 92 88 121 120 119 506 10271026 1028 10311030 1029 113 97 114 96 115 95 94 116 510 509 OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OH OH OH OH OH OH OH OH TS TS IL ROUTE 126 (LOCKPORT ST) 624.5 G 625.6 G 625.3 G 625.0 G 624.6 G 624.7 G624.9 G624.6 G624.3 G624.0 G624.3 G624.6 G624.9 G 625.2 G 625.5 G 626.4 G626.5 G626.1 G 625.8 G625.5 G 626.1 G 624.4 G 624.7 G 624.9 G 624.6 G 624.5 G 625.0 G 624.6 G625.0 G625.3 G625.6 G625.9 G 625.5 G 625.8 G 626.1 G 626.4 G 626.4 G 624.3 G624.6 G 625.1 G 625.6 G 626.0 G 624.65 T/C624.96 T/C 625.28 T/C 625.59 T/C 626.14 T/C 624.35 T/C624.62 T/C624.31 T/C623.99 T/C623.98 T/C 623.68 T/C624.29 T/C624.60 T/C 624.91 T/C 626.09 T/C625.83 T/C 625.51 T/C 625.20 T/C 624.65 T/C624.97 T/C625.30 T/C 624.06 T/C 624.39 T/C 624.61 T/C 624.28 T/C 624.20 T/C 624.18 T/C 624.50 T/C 624.28 T/C 623.96 T/C 625.14 T/C 625.47 T/C 625.79 T/C 626.13 T/C 625.78 T/C 624.80 T/C 624.66 T/C 625.31 T/C 625.18 T/C 625.57 T/C 624.27 T/C 624.26 T/C 624.08 T/C 623.87 T/C 624.09 T/C 624.27 T/C 624.27 T/C T/F = 628.0 G/F = 627.4 T/F = 627.7 G/F = 627.1 T/F = 627.4 G/F = 626.8 T/F = 627.1 G/F = 626.5 T/F = 626.6 G/F = 626.0 T/F = 626.9 G/F = 626.3 T/F = 626.8 G/F = 626.2 T/F = 627.0 G/F = 626.4 T/F = 627.0 G/F = 626.4 T/F = 626.7 G/F = 626.1 T/F = 627.1 G/F = 626.5 T/F = 627.7 G/F = 627.1 T/F = 627.7 G/F = 627.1 T/F = 627.2 G/F = 626.6 T/F = 626.7 G/F = 626.1 T/F = 627.0 G/F = 626.4 T/F = 627.0 G/F = 626.4 T/F = 626.7 G/F = 626.1 T/F = 626.4 G/F = 625.8 T/F = 626.4 G/F = 625.8 T/F = 626.7 G/F = 626.1 T/F = 627.0 G/F = 626.4 T/F = 627.3 G/F = 626.7 T/F = 627.6 G/F = 627.0 T/F = 628.2 G/F = 627.6 T/F = 628.5 G/F = 627.9 T/F = 628.6 G/F = 628.0 T/F = 628.6 G/F = 628.0T/F = 628.2 G/F = 627.6 T/F = 627.9 G/F = 627.3 T/F = 628.0 G/F = 627.4 T/F = 627.7 G/F = 627.1 T/F = 627.4 G/F = 626.8 T/F = 627.1 G/F = 626.5 T/F = 628.5 G/F = 627.9 T/F = 628.5 G/F = 627.9 T/F = 628.2 G/F = 627.6 T/F = 627.9 G/F = 627.3 623.83 T/C 623.98 T/C 623.83 T/C 623.84 T/C 624.26 MEET EX. P N W L = 6 1 8 . 0 HP: 624.0 P LP: 623.5 P HP: 624.0 P LP: 623.5 P HP: 624.0 P HP: 624.5 P LP: 623.5 P HP: 626.1 PLP: 625.0 P HP: 624.2 P HP: 624.8 P HP: 624.3 P HP: 624.2 P HP: 624.3 P LP: 623.5 P LP: 623.5 P LP: 623.5 P HP: 624.5 P LP: 623.9 P DETENTION BASIN C HWL = 622.14 NWL = 618.00.5%0.5%0.5% 0.5%0.5%0.5% 0.5% 0.5% 0.5%0.5%0.5%0.5%0.5%T/F = 629.6G/F = 629.0GARAGE = 625.4T/F = 629.3G/F = 628.7GARAGE = 625.1T/F = 629.3G/F = 628.7GARAGE = 625.1T/F = 629.6G/F = 629.0GARAGE = 625.4T/F = 629.2G/F = 628.6GARAGE = 625.0T/F = 629.2G/F = 628.6GARAGE = 625.0T/F = 629.2 G/F = 628.6 GARAGE = 625.0 624.32 T/C 624.32 T/C 625.62 T/C 624.8 G 624.84 T/C 625.26 T/C 625.21 T/C 625.51 T/C BBBBSOUTHERN BERM GRADING PROPOSED DRAINAGE SWALE PROPOSED OUTLOT EXISTING GROUND 6' 3.51 3.51VARIES PROPOSED GROUND EXISTING IDOT ROW PROPOSED LOT LINE MATCH PROPOSED GRADE MATCH EXISTING GROUND B B 8' PATH 29 DETAILED GRADING PLAN C2.11 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C2.1 C2.2 C2.4C2.3 C2.5 C2.6 C2.7 C2.8 C2.9 C2.10 C2.11 C2.12 GRADING LEGEND OVERLAND FLOOD ROUTE SPOT ELEVATION 100 100 PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR 100.00 P DRAINAGE ARROW 78 83 1025 1027 1031 1029 510 515 511 TS OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OHTS TSTS E TS TS E WALLIN DRIVEIL ROUTE 126 (LOCKPORT S T ) 624.7 G 624.35 T/C 623.87 T/C 624.08 T/C 623.87 T/C 624.09 T/C T/F = 627.0 G/F = 626.4 623.83 T/C 623.98 T/C 623.83 T/C 623.84 T/C 624.26 MEET EX. P 624.04 MEET EX. P HP: 624.0 P LP: 623.5 P HP: 624.0 P LP: 623.5 P HP: 624.0 P HP: 624.5 P HP: 624.2 P HP: 624.8 P LP: 623.5 P HP: 624.5 P HP: 624.3 P HP: 624.2 P LP: 623.5 P LP: 623.5 P LP: 623.5 P 0.5%0.5%0.5%0.5%0.5%0.5%GARAGE = 625.4T/F = 629.3G/F = 628.7GARAGE = 625.1T/F = 629.6G/F = 629.0GARAGE = 625.4T/F = 629.2G/F = 628.6GARAGE = 625.0T/F = 629.2 G/F = 628.6 GARAGE = 625.0 BBSOUTHERN BERM GRADING PROPOSED DRAINAGE SWALE PROPOSED OUTLOT EXISTING GROUND 6' 3.51 3.51VARIES PROPOSED GROUND EXISTING IDOT ROW PROPOSED LOT LINE MATCH PROPOSED GRADE MATCH EXISTING GROUND B B 8' PATH 30 DETAILED GRADING PLAN C2.12 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C2.1 C2.2 C2.4C2.3 C2.5 C2.6 C2.7 C2.8 C2.9 C2.10 C2.11 C2.12 GRADING LEGEND OVERLAND FLOOD ROUTE SPOT ELEVATION 100 100 PROPOSED MINOR CONTOUR EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR 100.00 P DRAINAGE ARROW 79 1 2 3 4 5 6 7 891011 12 13 14 15 16 17 18 CA CA CA CA T T T T T T T T T T T TTTTTTTTTTTTTTTTTTTTTTCA CA CA CA CA CA EEEEETCA CA EFO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO TS FO OH OH OH OH OH OH OH OH OH OH OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHFO OH OH OH OH OHTS TSTS E TS TS E E E E E E TS TS TS E E S S W WWWW W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W WWWWW W W WWWW W W W WWWW WWWWWWWW W WWWWWW WWWWWW31 OVERALL UTILITY PLAN C3.0 1" = ' (HORIZONTAL) '' 200 4002000 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.SEE SHEET C3.2 FOR DETAILED U T I L I T Y P L A NSEE SHEET C3.1 F O R D ETAILED U T I L I T Y P L A N SEE SHEET C3.4 F OR DET AILE D U T I L I T Y P L A N SEE SHEET C3.6 FOR DETAI LED U T I L I T Y P L A N SEE SHEET C3.9 FOR DETAILED UTILITY PLAN SEE SHEET C3.12 FOR DETAILED UTILITY PLAN SEE SHEET C3.3 FOR DETAILED U T I L I T Y P L A N SEE SHEET C3.8 FOR DET AIL ED U T I L I T Y P L A N SEE SHEET C3.7 F O R DETAIL ED U T I L I T Y P L A N SEE SHEET C3.10 FOR DETAILED UTILITY PLAN SEE SHEET C3.5 FO R DETAIL ED U T I L I T Y P L A N SEE SHEET C3.11 FOR DETAILED UTILITY PLAN PHASE 2 PHASE 1 PHASE 3 PHASE 4 PHASE 1A 80 S W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W CONNECT TO EX. WATERMAIN HYDRANT HYDRANT HYDRANT HYDRANT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT 8" DI WM SA-1, 4' DIA SMH RIM = 627.31 G INV = 620.31 (S - 8") SA-2, 4' DIA SMH RIM = 626.86 G INV = 619.94 (N - 8") INV = 618.00 (E - 8") INV = 619.94 (S - 8") SA-3, 4' DIA SMH RIM = 625.29 G INV = 618.68 (N - 8") INV = 618.78 (E - 8") INV = 618.68 (S - 8") SA-25, 4' DIA SMH RIM = 629.49 G INV = 620.49 (W - 8") SA-26, 4' DIA SMH RIM = 627.71 G INV = 619.07 (E - 8") INV = 619.07 (W - 8") SA-27, 4' DIA SMH RIM = 627.57 G INV = 620.78 (W - 8") SA-28, 4' DIA SMH RIM = 625.80 G INV = 619.36 (E - 8") INV = 619.36 (W - 8") 91 LF 8" PVC SDR 26 @ 0.40% 314 LF 8" PVC SDR 26 @ 0.40% 242 LF 8" PVC SDR 26 @ 0.40% 355 LF 8" PVC SDR 26 @ 0.40%213 LF 8" PVC SDR 26 @ 0.50% 355 LF 8" PVC SDR 26 @ 0.40% 144 LF 8" PVC SDR 26 @ 0.40% VALVE VALVE VALVE STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH 15" RCP 15" RCP 18" RCP 27" RCP 27" RCP 30" RCP 36" RCP 36" RCP 36" RCP 36" RCP 36" RCP 15" RCP 18" RCP 12" RCP12" RCP 12" RCP 12" RCP 15" RCP 15" RCP 15" RCP 15" RCP 18" RCP 18" RCP 18" RCP 18" RCP 21" RCP 24" RCP 24" RCP 30" RCP 30" RCP 32 DETAILED UTILITY PLAN C3.1 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C3.1 C3.2 C3.4C3.3 C3.5 C3.6 C3.7 C3.8 C3.9 C3.10 C3.11 C3.12 PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED WATER LINE PROPOSED FIRE HYDRANT PROPOSED STORM SEWER PROPOSED STORM MANHOLE PROPOSED STORM INLET EXISTING SANITARY SEWER EXISTING WATER LINE EXISTING STORM SEWER EXISTING FIRE HYDRANT EXISTING SANITARY MANHOLE EXISTING STORM MANHOLE W W S UTILITY LEGEND D 81 TTTTTTTCA CA CA CA CA CA CA CA CA CA CA OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OHOHWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT 8" DI WM 8" DI WM SA-25, 4' DIA SMH RIM = 629.49 G INV = 620.49 (W - 8") SA-27, 4' DIA SMH RIM = 627.57 G INV = 620.78 (W - 8") SA-29, 4' DIA SMH RIM = 629.13 G INV = 619.77 (E - 8") SA-30, 4' DIA SMH RIM = 627.83 G INV = 619.25 (W - 8") INV = 619.25 (E - 8") SA-31, 4' DIA SMH RIM = 627.36 G INV = 619.04 (W - 8") INV = 619.04 (SE - 8") SA-32, 4' DIA SMH RIM = 626.95 G INV = 618.85 (NW - 8") INV = 618.85 (SE - 8") SA-33, 4' DIA SMH RIM = 626.54 G INV = 618.65 (NW - 8") INV = 618.65 (S - 8") SA-34, 4' DIA SMH RIM = 626.21 G INV = 618.45 (N - 8") INV = 618.45 (S - 8") SA-35, 4' DIA SMH RIM = 625.90 G INV = 617.16 (N - 8") INV = 617.16 (S - 8") SA-65, 4' DIA SMH RIM = 629.21 G INV = 620.21 (S - 8") SA-66, 4' DIA SMH RIM = 628.18 G INV = 619.39 (N - 8") INV = 619.39 (S - 8") 355 LF 8" PVC SDR 26 @ 0.40% 130 LF 8" PVC SDR 26 @ 0.40%53 LF 8" PVC SDR 26 @ 0.40% 49 LF 8" PVC SDR 26 @ 0.40% 49 LF 8" PVC SDR 26 @ 0.40% 49 LF 8" PVC SDR 26 @ 0.40% 323 LF 8" PVC SDR 26 @ 0.40% 205 LF 8" PVC SDR 26 @ 0.40% 334 LF 8" PVC SDR 26 @ 0.40% VALVE VALVE STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH 12" RCP 15" RCP 15" RCP 15" RCP 18" RCP 21" RCP 21" RCP 21" RCP 24" RCP 24" RCP 27" RCP 30" RCP 30" RCP 12" RCP 15" RCP 36" RCP 12" RCP 12" RCP 12" RCP 12" RCP 12" RCP 33 DETAILED UTILITY PLAN C3.2 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C3.1 C3.2 C3.4C3.3 C3.5 C3.6 C3.7 C3.8 C3.9 C3.10 C3.11 C3.12 PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED WATER LINE PROPOSED FIRE HYDRANT PROPOSED STORM SEWER PROPOSED STORM MANHOLE PROPOSED STORM INLET EXISTING SANITARY SEWER EXISTING WATER LINE EXISTING STORM SEWER EXISTING FIRE HYDRANT EXISTING SANITARY MANHOLE EXISTING STORM MANHOLE W W S UTILITY LEGEND D 82 WWWWW W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT 8" DI WM 8" DI WM 8" DI WM SA-4, 4' DIA SMH RIM = 624.72 G INV = 617.71 (N - 8") INV = 617.71 (S - 8") SA-5, 4' DIA SMH RIM = 625.62 G INV = 616.28 (N - 8") INV = 616.28 (S - 8") SA-6, 4' DIA SMH RIM = 625.97 G INV = 614.86 (N - 8") INV = 614.86 (S - 8") SA-69, 4' DIA SMH RIM = 624.36 G INV = 618.65 (W - 8") SA-70, 4' DIA SMH RIM = 625.01 G INV = 617.87 (E - 8") INV = 617.87 (W - 8") INV = 617.87 (S - 8") SA-71, 4' DIA SMH RIM = 626.02 G INV = 616.32 (N - 8") INV = 616.32 (S - 8") SA-77, 4' DIA SMH RIM = 624.33 G INV = 618.41 (E - 8") 357 LF 8" PVC SDR 26 @ 0.40% 355 LF 8" PVC SDR 26 @ 0.40% 195 LF 8" PVC SDR 26 @ 0.40% 386 LF 8" PVC SDR 26 @ 0.40% 305 LF 8" PVC SDR 26 @ 0.40% 131 LF 8" PVC SDR 26 @ 0.41% VALVE VALVE VALVE STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MHSTM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH 48" RCP 48" RCP 36" RCP 36" RCP 36" RCP 24" RCP 24" RCP 30" RCP 30" RCP 12" RCP 12" RCP 12" RCP 18" RCP 18" RCP 24" RCP 24" RCP 12" RCP 12" RCP 12" RCP 18" RCP 21" RCP 24" RCP 27" RCP 12" RCP 12" RCP 12" RCP STM MH STM MH 18" RCP 18" RCP 34 DETAILED UTILITY PLAN C3.3 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C3.1 C3.2 C3.4C3.3 C3.5 C3.6 C3.7 C3.8 C3.9 C3.10 C3.11 C3.12 PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED WATER LINE PROPOSED FIRE HYDRANT PROPOSED STORM SEWER PROPOSED STORM MANHOLE PROPOSED STORM INLET EXISTING SANITARY SEWER EXISTING WATER LINE EXISTING STORM SEWER EXISTING FIRE HYDRANT EXISTING SANITARY MANHOLE EXISTING STORM MANHOLE W W S UTILITY LEGEND D 83 TTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTCA CA CA CA CA CA CA CA EOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHE E E W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT 8" DI WM 8" DI WM SA-36, 4' DIA SMH RIM = 625.17 G INV = 616.39 (N - 8") INV = 616.39 (SW - 8") SA-37, 4' DIA SMH RIM = 624.90 G INV = 615.90 (NE - 8") INV = 616.00 (NW - 8") INV = 615.90 (S - 8") SA-38, 4' DIA SMH RIM = 625.51 G INV = 615.48 (N - 8") INV = 615.48 (S - 8") SA-39, 4' DIA SMH RIM = 624.68 G INV = 613.92 (N - 8") INV = 613.92 (S - 8") SA-67, 4' DIA SMH RIM = 624.83 G INV = 618.05 (N - 8") INV = 618.05 (E - 8") SA-68, 4' DIA SMH RIM = 624.47 G INV = 617.32 (W - 8") INV = 617.32 (SE - 8") SA-69, 4' DIA SMH RIM = 624.36 G INV = 618.65 (W - 8") 192 LF 8" PVC SDR 26 @ 0.40% 123 LF 8" PVC SDR 26 @ 0.40% 106 LF 8" PVC SDR 26 @ 0.40% 390 LF 8" PVC SDR 26 @ 0.40% 334 LF 8" PVC SDR 26 @ 0.40% 182 LF 8" PVC SDR 26 @ 0.40% 75 LF 8" PVC SDR 26 @ 1.76% 195 LF 8" PVC SDR 26 @ 0.40% VALVE VALVE VALVE STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH FES FES FES 30" RCP 48" RCP 48" RCP 36" RCP 36" RCP 12" RCP 12" RCP 12" RCP 12" RCP 15" RCP 18" RCP 21" RCP 24" RCP 12" RCP 36" RCP 27" RCP 36" RCP 36" RCP FES STM MH 36 " R C P STM MH 35 DETAILED UTILITY PLAN C3.4 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C3.1 C3.2 C3.4C3.3 C3.5 C3.6 C3.7 C3.8 C3.9 C3.10 C3.11 C3.12 PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED WATER LINE PROPOSED FIRE HYDRANT PROPOSED STORM SEWER PROPOSED STORM MANHOLE PROPOSED STORM INLET EXISTING SANITARY SEWER EXISTING WATER LINE EXISTING STORM SEWER EXISTING FIRE HYDRANT EXISTING SANITARY MANHOLE EXISTING STORM MANHOLE W W S UTILITY LEGEND D 84 S WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W WW W W W CONNECT TO EX. WATERMAIN HYDRANT HYDRANT HYDRANT HYDRANT STREET LIGHT STREET LIGHT STREET LIGHTSTREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT 8" DI WM 8" DI WM 8" DI WM 8" DI WM SA-7, 4' DIA SMH RIM = 625.15 G INV = 613.44 (N - 8") INV = 613.44 (SE - 8") SA-8, 4' DIA SMH RIM = 625.62 G INV = 613.10 (NW - 8") INV = 613.10 (NE - 8") INV = 613.10 (SW - 8") SA-9, 4' DIA SMH RIM = 626.08 G INV = 612.80 (NE - 8") INV = 612.80 (S - 8") SA-10, 4' DIA SMH RIM = 624.55 G INV = 612.10 (N - 8") INV = 614.00 (E - 8") INV = 612.10 (S - 8") SA-72, 4' DIA SMH RIM = 624.49 G INV = 615.10 (N - 8") INV = 615.10 (S - 8") SA-73, 4' DIA SMH RIM = 624.36 G INV = 614.23 (N - 8") INV = 614.23 (W - 8") SA-74, 4' DIA SMH RIM = 625.41 G INV = 613.36 (E - 8") INV = 613.36 (SW - 8") SA-76, 4' DIA SMH RIM = 624.40 G INV = 615.40 (NE - 8") INV = 615.40 (W - 8") 356 LF 8" PVC SDR 26 @ 0.40% 86 LF 8" PVC SDR 26 @ 0.40% 74 LF 8" PVC SDR 26 @ 0.40% 174 LF 8" PVC SDR 26 @ 0.40% 199 LF 8" PVC SDR 26 @ 0.40% 220 LF 8" PVC SDR 26 @ 0.40% 214 LF 8" PVC SDR 26 @ 0.41% 64 L F 8" P V C S D R 26 @ 0.40 % 196 LF 8" PVC SDR 26 @ 0.40% 340 LF 8" PVC SDR 26 @ 0.41% VALVE VALVE VALVE STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH 12" RCP 21" RCP 21" RCP 24" RCP 24" RCP 30" RCP 30" RCP 12" RCP 18" RCP 12" RCP 12" RCP 12" RCP 18" RCP 21" RCP 12" RCP 12" RCP 12" RCP 36 DETAILED UTILITY PLAN C3.5 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C3.1 C3.2 C3.4C3.3 C3.5 C3.6 C3.7 C3.8 C3.9 C3.10 C3.11 C3.12 PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED WATER LINE PROPOSED FIRE HYDRANT PROPOSED STORM SEWER PROPOSED STORM MANHOLE PROPOSED STORM INLET EXISTING SANITARY SEWER EXISTING WATER LINE EXISTING STORM SEWER EXISTING FIRE HYDRANT EXISTING SANITARY MANHOLE EXISTING STORM MANHOLE W W S UTILITY LEGEND D 85 TTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTCA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W WW HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT 8" DI WM 8" DI WM SA-40, 4' DIA SMH RIM = 625.16 G INV = 612.62 (N - 8") INV = 612.62 (S - 8") SA-41, 4' DIA SMH RIM = 624.18 G INV = 611.36 (N - 8") INV = 611.36 (S - 8") SA-75, 4' DIA SMH RIM = 623.98 G INV = 616.19 (SW - 8") 324 LF 8" PVC SDR 26 @ 0.40% 315 LF 8" PVC SDR 26 @ 0.40% 359 LF 8" PVC SDR 26 @ 0.40% 196 LF 8" PVC SDR 26 @ 0.40% VALVE FES STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH FES FES FES 12" RCP 12" RCP 18" RCP 18" RCP 18" RCP 30" RCP 30" RCP 12" RCP 15" RCP 18" RCP 18" RCP 12" RCP 15" RCP 21" RCP 24" RCP 12" RCP 30" RCP FES FES 37 DETAILED UTILITY PLAN C3.6 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C3.1 C3.2 C3.4C3.3 C3.5 C3.6 C3.7 C3.8 C3.9 C3.10 C3.11 C3.12 PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED WATER LINE PROPOSED FIRE HYDRANT PROPOSED STORM SEWER PROPOSED STORM MANHOLE PROPOSED STORM INLET EXISTING SANITARY SEWER EXISTING WATER LINE EXISTING STORM SEWER EXISTING FIRE HYDRANT EXISTING SANITARY MANHOLE EXISTING STORM MANHOLE W W S UTILITY LEGEND D 86 WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW CONNECT TO EX. WATERMAIN HYDRANTHYDRANT HYDRANT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT 8" DI WM 8" DI WM SA-55, 4' DIA SMH RIM = 625.15 G INV = 617.54 (E - 8") SA-56, 4' DIA SMH RIM = 624.40 G INV = 616.00 (W - 8") INV = 616.00 (E - 8") SA-57, 4' DIA SMH RIM = 625.66 G INV = 616.51 (SW - 8") SA-58, 4' DIA SMH RIM = 625.83 G INV = 615.89 (NE - 8") INV = 615.89 (S - 8") SA-59, 4' DIA SMH RIM = 624.17 G INV = 614.54 (N - 8") INV = 614.54 (S - 8") 384 LF 8" PVC SDR 26 @ 0.40% 154 LF 8" PVC SDR 26 @ 0.40% 333 LF 8" PVC SDR 26 @ 0.41% VALVE STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH FES FES FES 42" RCP 12" RCP 15" RCP 15" RCP 18" RCP 18" RCP 15" RCP 18" RCP 12" RCP 12" RCP 15" RCP 18" RCP 18" RCP 24" RCP 24" RCP 12" RCP STM MH WITH RESTRICTOR 21" RCP FES WITH THE PROPOSED FILLING IN OF THE EAST SIDE OF THE EXISTING RETAINING WALL, THE END SECTIONS FOR DRAINAGE ARE NO LONGER NECESSARY. EXISTING END SECTION SHALL BE PLUGGED WITH BRICK & MORTAR. WITH THE PROPOSED FILLING IN OF THE EAST SIDE OF THE EXISTING RETAINING WALL, THE END SECTIONS FOR DRAINAGE ARE NO LONGER NECESSARY. EXISTING END SECTION SHALL BE PLUGGED WITH BRICK & MORTAR. 38 DETAILED UTILITY PLAN C3.7 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C3.1 C3.2 C3.4C3.3 C3.5 C3.6 C3.7 C3.8 C3.9 C3.10 C3.11 C3.12 PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED WATER LINE PROPOSED FIRE HYDRANT PROPOSED STORM SEWER PROPOSED STORM MANHOLE PROPOSED STORM INLET EXISTING SANITARY SEWER EXISTING WATER LINE EXISTING STORM SEWER EXISTING FIRE HYDRANT EXISTING SANITARY MANHOLE EXISTING STORM MANHOLE W W S UTILITY LEGEND D 87 WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW WWWWWWW HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHTSTREET LIGHT STREET LIGHT 8" DI WM 8" DI WM SA-11, 4' DIA SMH RIM = 624.73 G INV = 611.30 (N - 8") INV = 611.30 (S - 8") SA-12, 4' DIA SMH RIM = 624.40 G INV = 610.21 (N - 8") INV = 610.21 (S - 8") SA-13, 4' DIA SMH RIM = 623.87 G INV = 609.77 (N - 8") INV = 609.77 (W - 8") SA-14, 4' DIA SMH RIM = 624.66 G INV = 609.23 (E - 8") INV = 609.23 (W - 8") SA-15, 4' DIA SMH RIM = 625.23 G INV = 608.78 (E - 8") INV = 610.50 (W - 8") INV = 608.78 (S - 8") SA-16, 4' DIA SMH RIM = 623.95 G INV = 607.76 (N - 8") INV = 607.76 (S - 8") SA-46, 4' DIA SMH RIM = 623.87 G INV = 606.79 (NE - 8") INV = 606.79 (S - 8") SA-47, 4' DIA SMH RIM = 623.63 G INV = 605.85 (N - 8") INV = 613.95 (E - 8") INV = 614.51 (W - 8") INV = 605.85 (S - 8") SA-85, 4' DIA SMH RIM = 624.38 G INV = 615.27 (S - 8") SA-86, 4' DIA SMH RIM = 624.21 G INV = 614.84 (N - 8") INV = 614.84 (W - 8") INV = 614.84 (E - 8") SA-87, 4' DIA SMH RIM = 624.45 G INV = 615.10 (E - 8") 272 LF 8" PVC SDR 26 @ 0.40% 109 LF 8" PVC SDR 26 @ 0.40% 135 LF 8" PVC SDR 26 @ 0.40% 113 LF 8" PVC SDR 26 @ 0.40% 255 LF 8" PVC SDR 26 @ 0.40% 96 LF 8" PVC SDR 26 @ 0.40% 236 LF 8" PVC SDR 26 @ 0.40% 166 LF 8" PVC SDR 26 @ 0.40% 275 LF 8" PVC SDR 26 @ 2.00% 108 LF 8" PVC SDR 26 @ 0.40% 82 LF 8" PVC SDR 26 @ 0.40% 64 LF 8" PVC SDR 26 @ 0.40% VALVE VALVE STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH FES FES FES 12" RCP 15" RCP 18" RCP 18" RCP 21" RCP 24" RCP 24" RCP 12" RCP 18" RCP 18" RCP 18" RCP 18" RCP 12" RCP FES 42" RCP FES 18" RCP FES STM MH18" RCP 18" RCP FES STM MH STM MH18" RCP 15" RCP 39 DETAILED UTILITY PLAN C3.8 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C3.1 C3.2 C3.4C3.3 C3.5 C3.6 C3.7 C3.8 C3.9 C3.10 C3.11 C3.12 PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED WATER LINE PROPOSED FIRE HYDRANT PROPOSED STORM SEWER PROPOSED STORM MANHOLE PROPOSED STORM INLET EXISTING SANITARY SEWER EXISTING WATER LINE EXISTING STORM SEWER EXISTING FIRE HYDRANT EXISTING SANITARY MANHOLE EXISTING STORM MANHOLE W W S UTILITY LEGEND D 88 TTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTCA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA EEEEEEEEEEEEEEEEOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W WW W WWWWWWWWWWWWWWWWWWWWWWW W W W HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT 8" DI WM 8" DI WM 8" DI WM SA-42, 4' DIA SMH RIM = 624.03 G INV = 609.92 (N - 8") INV = 609.92 (S - 8") SA-43, 4' DIA SMH RIM = 624.12 G INV = 608.72 (N - 8") INV = 610.70 (S - 8") INV = 608.72 (W - 8") SA-44, 4' DIA SMH RIM = 624.74 G INV = 607.59 (E - 8") INV = 607.59 (W - 8") SA-46, 4' DIA SMH RIM = 623.87 G INV = 606.79 (NE - 8") INV = 606.79 (S - 8") SA-45, 4' DIA SMH RIM = 624.28 G INV = 607.18 (E - 8") INV = 607.18 (SW - 8") SA-47, 4' DIA SMH RIM = 623.63 G INV = 605.85 (N - 8") INV = 613.95 (E - 8") INV = 614.51 (W - 8") INV = 605.85 (S - 8") SA-78, 4' DIA SMH RIM = 624.37 G INV = 616.65 (S - 8") SA-79, 4' DIA SMH RIM = 624.22 G INV = 616.22 (N - 8") INV = 616.22 (E - 8") INV = 616.22 (W - 8") SA-80, 4' DIA SMH RIM = 624.32 G INV = 616.39 (W - 8") SA-81, 4' DIA SMH RIM = 624.23 G INV = 615.29 (E - 8") INV = 616.00 (N - 8") INV = 615.29 (W - 8") SA-82, 4' DIA SMH RIM = 624.36 G INV = 617.17 (S - 8") SA-83, 4' DIA SMH RIM = 625.00 G INV = 617.38 (S - 8") SA-84, 4' DIA SMH RIM = 624.21 G INV = 616.00 (N - 8") INV = 614.45 (E - 8") INV = 614.45 (W - 8") SA-85, 4' DIA SMH RIM = 624.38 G INV = 615.27 (S - 8") SA-86, 4' DIA SMH RIM = 624.21 G INV = 614.84 (N - 8") INV = 614.84 (W - 8") INV = 614.84 (E - 8") SA-89, 4' DIA SMH RIM = 623.71 G INV = 614.71 (N - 8") 299 LF 8" PVC SDR 26 @ 0.40% 282 LF 8" PVC SDR 26 @ 0.40% 103 LF 8" PVC SDR 26 @ 0.40% 96 LF 8" PVC SDR 26 @ 0.40% 236 LF 8" PVC SDR 26 @ 0.40% 166 LF 8" PVC SDR 26 @ 0.40% 107 LF 8" PVC SDR 26 @ 0.40% 42 LF 8" PVC SDR 26 @ 0.40% 232 LF 8" PVC SDR 26 @ 0.40% 109 LF 8" PVC SDR 26 @ 1.07% 211 LF 8" PVC SDR 26 @ 0.40% 106 LF 8" PVC SDR 26 @ 1.30% 126 LF 8" PVC SDR 26 @ 0.40% 108 LF 8" PVC SDR 26 @ 0.40% 82 LF 8" PVC SDR 26 @ 0.40% 115 LF 8" PVC SDR 26 @ 3.47% VALVE VALVE VALVE VALVE VALVE STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH FES 12" RCP 12" RCP 18" RCP 21" RCP 24" RCP 24" RCP 12" RCP 12" RCP 12" RCP 15" RCPSTM MH STM MH STM MH18" RCP 15" RCP 15" RCP STM MH 12" RCP STM MH 12" RCP STM MH STM MH 12" RCP 12" RCP STM MH 12" RCP STM MH 40 DETAILED UTILITY PLAN C3.9 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C3.1 C3.2 C3.4C3.3 C3.5 C3.6 C3.7 C3.8 C3.9 C3.10 C3.11 C3.12 PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED WATER LINE PROPOSED FIRE HYDRANT PROPOSED STORM SEWER PROPOSED STORM MANHOLE PROPOSED STORM INLET EXISTING SANITARY SEWER EXISTING WATER LINE EXISTING STORM SEWER EXISTING FIRE HYDRANT EXISTING SANITARY MANHOLE EXISTING STORM MANHOLE W W S UTILITY LEGEND D 89 CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA CA FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH E E E E TS TSWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT 8" DI WM 8" DI WM SA-52, 4' DIA SMH RIM = 624.15 G INV = 618.15 (E - 8") SA-53, 4' DIA SMH RIM = 625.15 G INV = 616.81 (W - 8") INV = 616.81 (E - 8") SA-59, 4' DIA SMH RIM = 624.17 G INV = 614.54 (N - 8") INV = 614.54 (S - 8") SA-60, 4' DIA SMH RIM = 624.29 G INV = 613.27 (N - 8") INV = 613.27 (S - 8") SA-61, 4' DIA SMH RIM = 624.24 G INV = 612.82 (N - 8") INV = 612.82 (E - 8")SA-62, 4' DIA SMH RIM = 625.89 G INV = 612.22 (W - 8") INV = 612.22 (E - 8") SA-63, 4' DIA SMH RIM = 625.54 G INV = 610.71 (W - 8") INV = 610.71 (E - 8") 335 LF 8" PVC SDR 26 @ 0.40% 325 LF 8" PVC SDR 26 @ 0.40% 322 LF 8" PVC SDR 26 @ 0.39% 112 LF 8" PVC SDR 26 @ 0.40% 150 LF 8" PVC SDR 26 @ 0.40% 378 LF 8" PVC SDR 26 @ 0.40% VALVE STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MHSTM MH STM MH STM MHSTM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH STM MH 12" RCP 18" RCP 18" RCP 21" RCP 24" RCP 24" RCP24" RCP30" RCP 36" RCP 36" RCP 36" RCP 42" RCP 12" RCP 12" RCP12" RCP 12" RCP 15" RCP 18" RCP 18" RCP 18" RCP 12" RCP 12" RCP 18" RCP 18" RCP 18" RCP 15" RCP 18" RCP 18" RCP 21" RCP STM MH21" RCPSTM MH 21" RCP CONNECT TO EX. STM MH WITH THE PROPOSED FILLING IN OF THE EAST SIDE OF THE EXISTING RETAINING WALL, THE END SECTIONS FOR DRAINAGE ARE NO LONGER NECESSARY. EXISTING END SECTION SHALL BE PLUGGED WITH BRICK & MORTAR. 41 DETAILED UTILITY PLAN C3.10 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C3.1 C3.2 C3.4C3.3 C3.5 C3.6 C3.7 C3.8 C3.9 C3.10 C3.11 C3.12 PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED WATER LINE PROPOSED FIRE HYDRANT PROPOSED STORM SEWER PROPOSED STORM MANHOLE PROPOSED STORM INLET EXISTING SANITARY SEWER EXISTING WATER LINE EXISTING STORM SEWER EXISTING FIRE HYDRANT EXISTING SANITARY MANHOLE EXISTING STORM MANHOLE W W S UTILITY LEGEND D 90 STM MH CA T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FOFOFOFOFO FO FO FO FO FO FO FO FO FO OHOHOHFOFOFOFOFOFOFOFOFO OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH FO FO FO FO FO FO FO FO FO OH OH OH OH OH OH OH OH TS TS W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWWW W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT HYDRANT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT 8" DI WM 8" DI WM 8" DI WM 8" DI WM SA-17, 4' DIA SMH RIM = 624.27 G INV = 606.26 (N - 8") INV = 615.13 (W - 8") INV = 606.26 (S - 8") SA-18, 4' DIA SMH RIM = 624.95 G INV = 605.78 (N - 8") INV = 605.78 (SE - 8") SA-19, 4' DIA SMH RIM = 625.33 G INV = 605.19 (NW - 8") INV = 607.00 (SW - 8") INV = 605.19 (SE - 8")SA-20, 4' DIA SMH RIM = 625.02 G INV = 604.88 (NW - 8") INV = 604.89 (E - 8") SA-21, 4' DIA SMH RIM = 624.43 G INV = 604.39 (W - 8") INV = 604.39 (E - 8") SA-22, 4' DIA SMH RIM = 624.48 G INV = 602.88 (W - 8") INV = 602.88 (NW - 8") INV = 602.88 (E - 10") SA-48, 4' DIA SMH RIM = 623.66 G INV = 605.19 (N - 8") INV = 605.19 (W - 8") SA-49, 4' DIA SMH RIM = 624.16 G INV = 604.80 (E - 8") INV = 617.00 (W - 8") INV = 604.80 (S - 8") SA-50, 4' DIA SMH RIM = 624.39 G INV = 604.57 (N - 8") INV = 604.57 (S - 8") SA-51, 4' DIA SMH RIM = 624.66 G INV = 603.15 (N - 8") INV = 603.15 (SE - 8") SA-54, 4' DIA SMH RIM = 624.79 G INV = 615.51 (W - 8") INV = 615.51 (E - 8") SA-64, 4' DIA SMH RIM = 626.23 G INV = 609.45 (W - 8") INV = 609.45 (NE - 8") SA-88, 4' DIA SMH RIM = 624.44 G INV = 617.32 (E - 8") 376 LF 8" PVC SDR 26 @ 0.40% 121 LF 8" PVC SDR 26 @ 0.40% 148 LF 8" PVC SDR 26 @ 0.40% 76 LF 8" PVC SDR 26 @ 0.40% 124 LF 8" PVC SDR 26 @ 0.40% 378 LF 8" PVC SDR 26 @ 0.40% 166 LF 8" PVC SDR 26 @ 0.40% 97 LF 8" PVC SDR 26 @ 0.40% 58 LF 8" PVC SDR 26 @ 0.40% 354 LF 8" PVC SDR 26 @ 0.40% 66 LF 8" PVC SDR 26 @ 0.40% 325 LF 8" PVC SDR 26 @ 0.40%95 LF 8" PVC SDR 26 @ 0.40% 314 LF 8" PVC SDR 26 @ 0.40%140 LF 8" PVC SDR 26 @ 1.75% 50 LF 8" PVC SDR 26 @ 0.65% VALVE VALVE VALVE STM MH STM MH STM MH STM MH STM MHSTM MH STM MH STM MH STM MH STM MH STM MH STM MHSTM MH STM MH STM MH STM MH STM MH FES FES 12" RCP12" RCP 18" RCP 24" RCP 24" RCP 12" RCP 15" RCP 15" RCP 12" RCP12" RCP 18" RCP 18" RCP 12" RCP12" RCP 15" RCP 18" RCP FES 36" RCP 36" RCP 36" RCP STM MH 12" RCP STM MH 12" RCP STM MH 12" RCP STM MH 121 LF 10" PVC SDR 26 @ 0.28% 12" RCP STM MH 12" RCP STM MH STM MH12" RCPSTM MH 12" RCP FES 42 DETAILED UTILITY PLAN C3.11 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C3.1 C3.2 C3.4C3.3 C3.5 C3.6 C3.7 C3.8 C3.9 C3.10 C3.11 C3.12 PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED WATER LINE PROPOSED FIRE HYDRANT PROPOSED STORM SEWER PROPOSED STORM MANHOLE PROPOSED STORM INLET EXISTING SANITARY SEWER EXISTING WATER LINE EXISTING STORM SEWER EXISTING FIRE HYDRANT EXISTING SANITARY MANHOLE EXISTING STORM MANHOLE W W S UTILITY LEGEND D 91 STM MH STM MH STM MH T T T T T T T T T T T T T T T T T T T T T T T T T T E E EET T T T EETTTTTTTTTTTTTTTTTTTTTTCA CA CA CA CA CA CA CA CA CA TCA T EEEEEEEEEEEEEEEEEEEEEEETTTTTTTTTCA CA CA CA CA CA CA CA CA CA CA CA CA CA FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FOFOFOFOFO FOFOTS OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OHTS TSTS E TS TS E W W W WWWWWWWWWWWWWWW W W CORE & CONNECT TO EX. SAN MH INV = 602.05 HYDRANT HYDRANT HYDRANT STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT 8" DI WM 8" DI WM SA-22, 4' DIA SMH RIM = 624.48 G INV = 602.88 (W - 8") INV = 602.88 (NW - 8") INV = 602.88 (E - 10") SA-23, 4' DIA SMH RIM = 624.09 G INV = 602.54 (W - 10") INV = 602.54 (S - 10") SA-24, 4' DIA SMH RIM = 623.64 G INV = 602.16 (N - 10") INV = 602.16 (E - 10") SA-48, 4' DIA SMH RIM = 623.66 G INV = 605.19 (N - 8") INV = 605.19 (W - 8") SA-49, 4' DIA SMH RIM = 624.16 G INV = 604.80 (E - 8") INV = 617.00 (W - 8") INV = 604.80 (S - 8") SA-51, 4' DIA SMH RIM = 624.66 G INV = 603.15 (N - 8") INV = 603.15 (SE - 8") 137 LF 10" PVC SDR 26 @ 0.28% 40 LF 10" PVC SDR 26 @ 0.28% 166 LF 8" PVC SDR 26 @ 0.40% 97 LF 8" PVC SDR 26 @ 0.40% 58 LF 8" PVC SDR 26 @ 0.40% 354 LF 8" PVC SDR 26 @ 0.40% 66 LF 8" PVC SDR 26 @ 0.40% STM MH 36" RCP 36" RCP STM MH STM MH 36" RCP STM MH 24" RCP 30" RCP 24" RCP 12" RCP STM MH 12" RCP STM MH 24" RCP 24" RCP 12" RCP STM MH 12" RCP STM MH 12" RCP STM MH 121 LF 10" PVC SDR 26 @ 0.28% 12" RCP STM MH 12" RCP STM MH 43 DETAILED UTILITY PLAN C3.12 1" = ' (HORIZONTAL) '' 40 80400 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 KEYMAP ILLINOIS RT 126 WALLIN DR.C3.1 C3.2 C3.4C3.3 C3.5 C3.6 C3.7 C3.8 C3.9 C3.10 C3.11 C3.12 PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED WATER LINE PROPOSED FIRE HYDRANT PROPOSED STORM SEWER PROPOSED STORM MANHOLE PROPOSED STORM INLET EXISTING SANITARY SEWER EXISTING WATER LINE EXISTING STORM SEWER EXISTING FIRE HYDRANT EXISTING SANITARY MANHOLE EXISTING STORM MANHOLE W W S UTILITY LEGEND D 92 14.0' 3.0' 16.0' UTILITY EASEMENT (WHERE SHOWN ON PLAT)28.0' B-B 60.0' R.O.W. 16.0' 10.0'5.0' 1' UTILITY EASEMENT R.O.W.R.O.W.WATERMAINSANITARY SEWER ROLLED CURB AND GUTTER-10" FLAG DEPTH (SEE RDW 6070) TC + 0.35' (TYP.) GAS STORM SEWER 4% (TYP.) HOT-MIX ASPHALT SURFACE COURSE, MIX "D", N50, 11 2" BITUMINOUS MATERIALS (TACK COAT), 0.10 GAL/S.Y. HOT-MIX ASPHALT BINDER COURSE, IL-19.0, N50, 3"BITUMINOUS MATERIALS (PRIME COAT), 0.30 GAL/S.Y. CRUSHED AGGREGATE BASE COURSE, TYPE B, 10", OR APPROVE ALTERNATE AGGREGATE SUBBASE, TYPE B, 4" PARKWAY RESTORATION SIDEWALK (SEE RDW 6080) AGGREGATE SUBBASE, TYPE B, 4" 8' 0.5'0.5' 3.0'3.0' 1.5% (TYP.)4% (TYP.)4% (TYP.) 4:1 MAX 4:1 MAX HOT-MIX ASPHALT SURFACE COURSE, MIX D, CLASS N50, 3" BITUMINOUS MATERIALS (PRIME COAT) AGGREGATE BASE COURSE, TYPE B, 8" (CA-6) CLEAR ZONE CLEAR ZONE CLEAR ZONE FREE FROM OBSTRUCTIONS 44 ROADWAY DETAILS C5.0 1" = ' (HORIZONTAL) '' 20 40200 2200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 Scale: TYPICAL PAVEMENT SECTION DETAIL NOT TO SCALE Scale: TYPICAL BIKEPATH SECTION DETAIL NOT TO SCALE 93 45 ROADWAY DETAILS C5.12200 CABOT DRIVESUITE 325LISLE, IL 60532P: 630.598.0007WWW.CAGECIVIL.COMCAGECIVIL ENGINEERINGSHEET NUMBER PROJ NO: ENG : DATE : REVISIONS THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF CAGE ENGINEERING, INC. NO PART OF THIS WORK MAY BEREPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM CAGE ENGINEERING, INC. SHEET TITLE OF 45PRELIMINARY ENGINEERING FORKELLER FARMNW CORNER OF LOCKPORT ST & LINCOLN HWYPLAINFIELD, ILLINOIS210244 FWT 05/03/2023 94 FOR: LENNAR HOMES PROJ. NAME: PLAINFIELD - KELLER PROPERTY ã PROJ. NO: 3440 ORDER NO: 220905 DATE: SEPTEMBER 6, 2022 PLAT OF ANNEXATION info@tfwsurvey.com www.tfwsurvey.com LAND SURVEYING TOPOGRAPHIC MAPPING CONSTRUCTION LAYOUT 847-548-6600 FAX 548-6699 1761 NORTH DILLEYS ROAD SUITE 105 GURNEE, ILLINOIS 60031 SURVEYING MAPPINGTFW&INCTO THE CITY OF PLAINFIELD WILL COUNTY, ILLINOIS OWNER'S CERTIFICATE STATE OF ILLINOIS) COUNTY OF WILL ) SS CITY OF PLAINFIELD) THIS IS TO CERTIFY THAT THE UNDERSIGNED IS THE OWNER OF THE LAND DESCRIBED IN THE ANNEXED PLAT, AND THAT HE HAS CAUSED THE SAME TO BE SURVEYED AND SUBDIVIDED AS INDICATED THEREON, FOR THE USES AND PURPOSES THEREIN SET FORTH, AND DOES HEREBY ACKNOWLEDGE AND ADOPT THE SAME UNDER THE STYLE AND TITLE THEREON INDICATED. DATED THIS DAY OF, , 20 . BY: SIGNATURE BY: PRINT NAME TITLE: ADDRESS: NOTARY PUBLIC NOTARY CERTIFICATE I, _____________________, A NOTARY PUBLIC, IN AND FOR SAID CITY, OR COUNTY, IN THE STATE AFORESAID, DO HEREBY CERTIFY THAT __________________________________________ , PERSONALLY KNOWN TO ME TO BE THE SAME PERSONS WHOSE NAMES ARE SUBSCRIBED TO THE FOREGOING INSTRUMENT AS SUCH OWNERS, APPEARED BEFORE ME THIS DAY IN PERSON AND ACKNOWLEDGED THAT THEY SIGNED AND DELIVERED THE ANNEXED PLAT AT THEIR OWN FREE AND VOLUNTARY ACT FOR THE USES AND PURPOSES THEREIN SET FORTH. GIVEN UNDER MY HAND AND NOTARIAL SEAL THIS DAY ______OF _______, _______AT ________ , ILLINOIS. NOTARY PUBLIC COUNCIL'S CERTIFICATE STATE OF ILLINOIS) COUNTY OF WILL ) SS CITY OF PLAINFIELD) APPROVED AND ACCEPTED THIS DAY ______OF _______, _______. CITY COUNCIL OF ELGIN, ILLINOIS BY: MAYOR ATTEST: CLERK RESOLUTION NO.: ________________________________NORTHWILL COUNTY RECORDER'S CERTIFICATE STATE OF ILLINOIS ) ) SS COUNTY OF WILL ) THIS INSTRUMENT , WAS FILED FOR RECORD IN THE RECORDER'S OFFICE OF WILL COUNTY, ON THE DAY OF , 20 , AT O'CLOCK .M., AND WAS RECORDED IN BOOK OF PLATS ON PAGE _______________ RECORDER OF DEEDS 95 Keller Farm -Plainfield, IL Home Elevations and Floorplans April 28, 2023 96 Keller Farm -Home Elevation and Floorplan Summary Style Sq. Footage Bdrms Baths Elevation #Garage Basement Medallion Series Meadowlark Two-Story 2052 Three -Four 2.5 Three 2 -3 Car Yes Biscayne Two-Story 2258 Three -Four 2.5 Four 2 -3 Car Yes Bryce Two-Story 2509 Four 2.5 Four 2 -3 Car Yes Rainer Two-Story 2758 Four 2.5 Four 2 -3 Car Yes Santa Rosa Two-Story 3084 Four 2.5 Four 2 -3 Car Yes Sequoia Two-Story 3237 Four 3.5 Four 2 -3 Car Yes Siena Ranch 1792 -1891 Three 2 Three 2 -Car Yes Adams Ranch 2148 -2418 Three 2.5 Four 3 -Car Yes Andare Series Sonoma Ranch 1880 -2002 Three 2 Three 2 -Car Yes Siena Ranch 1792 -1891 Three 2 Three 2 -Car Yes Rutherford Ranch 1649 -1748 Three 2 Three 2 -Car Yes Napa Ranch 1428 -1527 Two 2 Three 2 -Car Yes Urban Townhome Series Amherst 3 -Level 1764 Three 2.5 One 2 -Car Lower Level Chatham 3 -Level 1894 Three 2.5 One 2 -Car Lower Level Chelsea 3 -Level 2079 Three 2.5 One 2 -Car Lower Level 97 Keller Farm –Medallion Series –Meadowlark Model 2052 sq. ft. 3 –4 Bedrooms 2.5 Bathrooms 2 / Optional 3 -Car Garage B C D 98 Keller Farm –Medallion Series –Meadowlark Model 2052 sq. ft. 3 –4 Bedrooms 2.5 Bathrooms 2-Car Garage 99 Keller Farm –Medallion Series –Meadowlark Model 2052 sq. ft. 3 –4 Bedrooms 2.5 Bathrooms 2-Car Garage 100 Keller Farm –Medallion Series –Biscayne Model 2258 sq. ft. 3 -4 Bedrooms 2.5 Bathrooms 2-3 Car Garage GF HK 101 Keller Farm –Medallion Series –Biscayne Model 2258 sq. ft. 3 -4 Bedrooms 2.5 Bathrooms 2-3 Car Garage 102 Keller Farm –Medallion Series –Biscayne Model 2258 sq. ft. 3 -4 Bedrooms 2.5 Bathrooms 2-3 Car Garage 103 Keller Farm –Medallion Series –Bryce Model 2509 sq. ft. 3 Bedrooms 2.5 Bathrooms 2-3 Car Garage F G HK 104 Keller Farm –Medallion Series –Bryce Model 2509 sq. ft. 3 Bedrooms 2.5 Bathrooms 2-3 Car Garage 105 Keller Farm –Medallion Series –Bryce Model 2509 sq. ft. 3 Bedrooms 2.5 Bathrooms 2-3 Car Garage 106 Keller Farm –Medallion Series –Rainer Model 2758 sq. ft. 4 Bedroom 2.5 Bathroom 2 / Optional 3 –Car Garage H K F H G 107 Keller Farm –Medallion Series –Rainer Model H 2758 sq. ft. 4 Bedroom 2.5 Bathroom 2 / Optional 3 –Car Garage 108 Keller Farm –Medallion Series –Rainer Model 2758 sq. ft. 4 Bedroom 2.5 Bathroom 2 / Optional 3 –Car Garage 109 Keller Farm –Medallion –Santa Rosa Model 3084 sq. ft. 4 Bedroom 2.5 Bathroom 2 / Optional 3 -Car Garage G H F G HK 110 Keller Farm –Medallion Series –Santa Rosa Model 3084 sq. ft. 4 Bedroom 2.5 Bathroom 2 / Optional 3 -Car Garage 111 Keller Farm –Medallion Series –Santa Rosa Model 3084 sq. ft. 4 Bedroom 2.5 Bathroom 2 / Optional 3 -Car Garage 112 Keller Farm –Medallion Series –Sequoia Model 3237 sq. ft. 4 Bedrooms 3.5 Baths 2 / Optional 3 -Car Garage F G HK 113 Keller Farm –Medallion Series –Sequoia Model H 3237 sq. ft. 4 Bedrooms 3.5 Baths 2 / Optional 3 -Car Garage 114 Keller Farm –Medallion Series –Sequoia Model 3237 sq. ft. 4 Bedrooms 3.5 Baths 2 / Optional 3 -Car Garage 115 Keller Farm –Medallion Series –Siena Model C A 1792-1891 sq. ft. 3 Bedrooms 2 Baths 2 –Car Garage Ranch Style B 116 Keller Farm -Medallion -Siena Model 1792-1891 sq. ft. 3 Bedrooms 2 Baths 2 –Car Garage Ranch Style 117 Keller Farm –Medallion Series –Siena Model 1792-1891 sq. ft. 3 Bedrooms 2 Baths 2 –Car Garage Ranch Style 118 Keller Farm –Medallion Series –Adams Model 2148 sq. ft. 3 Bedrooms 2.5 Baths 3 –Car Garage Ranch Style F GGF HK 119 Keller Farm –Medallion Series –Adams Model 2148 -2418 sq. ft. 3 Bedrooms 2.5 Baths 3 –Car Garage Ranch Style 120 Keller Farm –Medallion Series –Adams Model 2148 sq. ft. 3 Bedrooms 2.5 Baths 3 –Car Garage Ranch Style 121 Keller Farm –Andare Series -Sonoma Model A B C 1880 -2002 sq. ft. 3 Bedrooms 2 Baths 2 –Car Garage Ranch Style 122 Keller Farm -Andare -Sonoma 1880 –2002 sq. ft. 1880 -2002 sq. ft. 3 Bedrooms 2 Baths 2 –Car Garage Ranch Style 123 Keller Farm -Andare -Sonoma 1880 -2002 sq. ft. 1880 -2002 sq. ft. 3 Bedrooms 2 Baths 2 –Car Garage Ranch Style 124 Keller Farm –Andare Series –Siena Model C A 1792-1891 sq. ft. 3 Bedrooms 2 Baths 2 –Car Garage Ranch Style B 125 Keller Farm –Andare Series -Siena Model 1792-1891 sq. ft. 3 Bedrooms 2 Baths 2 –Car Garage Ranch Style 126 Keller Farm –Andare Series –Siena Model 1792-1891 sq. ft. 3 Bedrooms 2 Baths 2 –Car Garage Ranch Style 127 Keller Farm –Andare Series –Rutherford Model C A B 1649 -1748 sq. ft. 3 Bedrooms 2 Baths 2 –Car Garage Ranch Style 128 Keller Farm -Andare –Rutherford –1649 -1748 sq. ft 1649 -1748 sq. ft. 3 Bedrooms 2 Baths 2 –Car Garage Ranch Style 129 Keller Farm -Andare Series –Rutherford Model 1649 -1748 sq. ft. 3 Bedrooms 2 Baths 2 –Car Garage Ranch Style 130 Keller Farm -Napa Model –1428 -1527 sq. ft. A B C 1428 -1527 sq. ft. 2 Bedrooms 2 Baths 2 –Car Garage Ranch Style 131 Keller Farm –Andare Series –Napa Model 1428 -1527 sq. ft. 2 Bedrooms 2 Baths 2 –Car Garage Ranch Style 132 Keller Farm –Andare Series -Napa Model 1428 -1527 sq. ft. 2 Bedrooms 2 Baths 2 –Car Garage Ranch Style 133 Keller Farm –Urban Townhome –Front Elevation 134 Keller Farm –Urban Townhome –Side and Rear Elevations 135 Keller Farm –Urban Townhome –Amherst Model 1764 sq. ft. 3 Bedrooms 2.5 Baths 2 –Townhome 136 Keller Farm –Urban Townhome –Chatham Model 1894 sq. ft. 3 Bedrooms 2.5 Baths 2 –Townhome 137 Keller Farm –Urban Townhome –Chelsea Model 2079 sq. ft. 3 Bedrooms 2.5 Baths 2 –Townhome 138 Keller Farm -Building Materials -30 -year Architectural Shingles -12” Roof Overhang (rake) on all four sides -Corner boards on all four sides -Full thickness face brick or cultured stone masonry, siding elements, and window treatments on all front elevations per plan. -Window trim surrounding all windows and doors on side and rear elevations -Band board on all side and rear elevations. -Window grids on front, side and rear elevations of the home. -Garage door top row of windows per plan design, subject to supply chain availability. -.042 premium grade vinyl siding per plan. Double 5 exposure. -Fully landscaped front and rear yards. -Enhanced landscaping at Key and Trough Lots 139 140 Traffic Impact Study Proposed Mixed-Use Development Plainfield, Illinois Prepared For: May 2, 2023 SITE 141 Proposed Mixed-Use 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 a proposed mixed-use development to be located in Plainfield, Illinois. The site, which is currently vacant, is located on the west side of Wallin Drive bounded by Lockport Street (Illinois Route 126) on the south and Presidential Avenue extended on the north. As proposed, the majority of the mixed-use development is to consist of a residential development with 214 single-family homes, 108 age- targeted single-family homes, and 83 townhomes. Approximately 8.7 acres located in the northwest corner of the Lockport Street/Wallin Drive intersection is proposed to be developed in the future with a commercial development. As part of the overall development, Presidential Avenue and Liberty Grove Boulevard will be extended through the development between Wallin Drive and the Liberty Grove subdivision located immediately west of the site. Access to the development will be provided via the Presidential Avenue and Liberty Grove Boulevard extensions and via a proposed right-in/right-out access drive on Lockport Street. In addition, a full movement access drive is proposed on the west side of Wallin Drive that will primarily serve the future commercial development. Further, Wallin Road is proposed to be widened to provide (1) a three-lane section from Presidential Avenue to just north of Lockport Street and (2) a separate southbound right-turn lane on Wallin Road at its intersection with Lockport Street. 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: Test • 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 evening peak hours • Recommendations with respect to adequacy of the site access and adjacent roadway system Traffic capacity analyses were conducted for the weekday morning and weekday evening peak hours for the following conditions: 1. Year 2022 Existing Conditions – Analyzes the capacity of the existing roadway system using peak hour traffic volumes conducted in 2022. 2. Year 2028 No-Build Conditions – Analyzes the capacity of the future roadway system using existing traffic volumes increased by an ambient area growth factor as well as the traffic expected to be generated by other area developments. 142 Proposed Mixed-Use Development Plainfield, Illinois 2 3. Year 2028 Total Projected Conditions – Analyzes the capacity of the future roadway system using Year 2028 no-build traffic volumes increased by the traffic estimated to be generated by the proposed development. 143 Proposed Mixed-Use Development Plainfield, Illinois 3 Site Location Figure 1 SITE 144 Proposed Mixed-Use Development Plainfield, Illinois 4 Aerial View of Site Figure 2i 143rd Street Lockport Street (IL 126)Wallin DriveU.S. Route 30/ 143rd Street Presidential Avenue Presidential Avenue SITE Soldier Court 145 Proposed Mixed-Use Development Plainfield, Illinois 5 2. Existing Conditions Existing transportation conditions in the vicinity of the site were documented based on field visits conducted by KLOA, Inc. 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 bounded by vacant/undeveloped land to the north, Wallin Drive to the east, Lockport Street to the south, and the Liberty Grove subdivision to the west. Land uses in the vicinity of the site are primarily residential and commercial and include the Dayfield subdivision, a Shell (Circle K) fuel center, and the Dayfield Commons shopping center to the north, the Patriot Square and Fairfield Ridge subdivisions and the recently completed Sixteen 30 apartment development to the east, the Whispering Creek subdivision and the CW Avery Family YMCA to the south, and Lincoln Elementary School to the west. Existing Roadway System Characteristics The characteristics of the existing roadways near the development are described below and illustrated in Figure 3. Lockport Street (Illinois Route 126) is an east-west, roadway that provides one through lane in each direction. At its signalized intersection with Wallin Drive, Lockport Street provides an exclusive left-turn lane, a through lane, and an exclusive right-turn lane on both approaches. At its signalized intersection with Meadow Lane, Lockport Street provides an exclusive left-turn lane, a through lane, and an exclusive right-turn lane on the westbound approach and an exclusive left- turn lane and a shared through/right-turn lane on the eastbound approach. At its unsignalized intersection with Indian Boundary Line Road, Lockport Street provides one lane in each direction. Lockport Street is under the jurisdiction of the Illinois Department of Transportation (IDOT) and has a posted speed limit of 40 mph. East of Wallin Drive, Lockport Street is designated as a principal arterial roadway and carries an Annual Average Daily Traffic (AADT) volume of 18,400 vehicles (IDOT 2021). West of Wallin Drive, Lockport Street is designated as a minor arterial roadway and carries an AADT volume of 18,200 vehicles (IDOT 2021). 143rd Street is an east-west roadway that provides one through lane in each direction. East of U.S. Route 30/Wallin Drive, 143rd Street is also designated as U.S. Route 30. At its signalized intersection (temporary traffic signal) with U.S. Route 30/Wallin Drive, 143rd Street provides an exclusive left-turn lane and a shared through/right-turn lane on the eastbound and westbound approaches. At its signalized intersection with Meadow Lane, 143rd Street provides an exclusive left-turn lane and a shared through/right-turn lane on the eastbound and westbound approaches. West of U.S. Route 30/Wallin Drive, 143rd Street is under the jurisdiction of the Village of Plainfield, carries an AADT volume of 7,900 vehicles (IDOT 2019), and has a posted speed limit of 45 mph. East of U.S. Route 30/Wallin Drive, 143rd Street is under the jurisdiction of IDOT, carries an AADT volume of 9,100 vehicles (IDOT 2021), and has a posted speed limit of 40 mph. 146 SITE APARTMENTS SIXTEEN 30 SUBDIVISION SQUARE PATRIOT SHELL COMMONS DAYFIELD SUBDIVISION DAYFIELD SUBDIVISION GROVE LIBERTY SCHOOL ELEMENTARY LINCOLN SUBDIVISION CREEK WHISPERING YMCA SUBDIVISION RIDGE FAIRFIELD 126 30 30 25 Kenig,Lindgren,O'Hara,Aboona,Inc. Figure: 3Job No: 22-075 N NOT TO SCALE LINE ROADINDIAN BOUNDARY STREET 143RD STREETLOCKPORT AVENUE PRESIDENTIAL BOULEVARDLI BERTY GROVEDRIVEWALLINLANEMEADOWPLAINFIELD, ILLINOIS DEVELOPMENT LENNAR RESIDENTIAL PARKWAYCOLONIALCOURT SOLDIER 25 25 25 45 45 45 40 50 45 45 40 40 30 25 EXISTING ROADWAY CHARACTERISTICS LEGEND - TRAVEL LANE - TRAFFIC SIGNAL - STOP SIGN - SPEED LIMITXX - BIKE LANE - HIGH VISIBILITY CROSSWALK - STANDARD CROSSWALK - HIGH VISIBILITY CROSSWALK 6 147 Proposed Mixed-Use Development Plainfield, Illinois 7 Wallin Drive is a north-south roadway that extends south from 143rd Street to Heritage Drive and becomes U.S. Route 30 north of 143rd Street. It provides one through lane in each direction. At its signalized intersection with Lockport Street, 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. At its signalized intersection (temporary traffic signal) with U.S. 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 Presidential Avenue, Wallin Drive provides an exclusive left-turn lane and a through lane on the southbound approach and a shared through/right-turn lane on the northbound approach. North of Lockport Street, Wallin Drive is classified as a principal arterial roadway, carries an AADT volume of 8,750 vehicles (IDOT 2016), and has a posted speed limit of 45 mph. South of Lockport Street, Wallin Drive is classified as a local roadway and has a posted speed limit of 30 mph. Wallin Drive is under the jurisdiction of the Village of Plainfield. U.S. Route 30 extends in a north-south direction north of 143rd Street and becomes Wallin Drive south of 143rd Street. East of the Wallin Drive/U.S. Route 30 intersection, 143rd Street is also designated as U.S. Route 30. The north-south section of U.S. Route 30 has one lane in each direction and provides an exclusive left-turn lane and a shared through/right-turn lane on its southbound approach to 143rd Street. U.S. Route 30 is under the jurisdiction of IDOT. North of 143rd Street, U.S. Route 30 carries an AADT volume of 13,900 vehicles (IDOT 2021) and has a posted speed limit of 50 mph. Meadow Lane is a north-south, local roadway that provides one through lane in each direction. At its signalized intersections with Lockport Street and 143rd Street, Meadow Lane provides an exclusive left-turn lane and a shared through/right-turn lane on the northbound and southbound approaches. At its unsignalized intersection with Presidential Avenue and its all-way stop-sign controlled intersection with Liberty Grove Boulevard, Meadow Lane provides one lane on the northbound and southbound approaches. Meadow Lane is under the jurisdiction of the Village of Plainfield and has a posted speed limit of 25 mph. Indian Boundary Line Road is a northeast-to-southwest, local roadway that provides one through lane in each direction. At its unsignalized intersection with Lockport Street, Indian Boundary Line Road provides a shared left-turn/right-turn lane on the northbound approach under stop sign control. Indian Boundary Line Road is under the jurisdiction of the Village of Plainfield and has a posted speed limit of 25 mph. Presidential Avenue is an east-west, local roadway with two separate segments. The east segment of Presidential Avenue extends between Wallin Drive and Van Dyke Rad and provides one lane in each direction. The west segment of Presidential Avenue extends between Capital Drive and General Drive and provides one lane in each direction. It should be noted that a stub roadway is provided at both ends of the west segment. At its unsignalized intersection with Wallin Drive, the east segment of Presidential Avenue provides an exclusive left-turn lane and an exclusive right- turn lane on the westbound approach that is under stop sign control. At its unsignalized intersection with Meadow Lane, Presidential Avenue provides one lane on both approaches that are under stop sign control. Both segments are under the jurisdiction of the Village of Plainfield. 148 Proposed Mixed-Use Development Plainfield, Illinois 8 Liberty Grove Boulevard is an east-west, local roadway that extends between Capital Drive and Independence Drive and provides one lane in each direction. It should be noted that a stub roadway is provided at both ends of the roadway. At its all-way stop-sign controlled intersection with Meadow Lane, Liberty Grove Boulevard provides one lane on both approaches. Liberty Grove Boulevard is under the jurisdiction of the Village of Plainfield. Soldier Court is an east-west local roadway that extends west from Meadow Lane and provides one lane in each direction. It should be noted that a stub roadway is provided opposite Soldier Court at its intersection with Meadow Lane. At its unsignalized intersection with Meadow Lane, Soldier Court provides one eastbound lane. Soldier Court is under the jurisdiction of the Village of Plainfield. Sixteen 30 Apartment Development The Sixteen 30 apartment development has been recently completed and is located on the east side of Wallin Drive approximately 1,950 feet north of Lockport Street. The development consists of eight apartment buildings totaling approximately 284 units. Access to the development is provided via a full-movement access drive on the east side of Wallin Drive approximately 2,000 feet north of Lockport Street. This access drive provides one inbound lane and two outbound lanes striped for a separate left-turn lane and a separate right-turn lane. The outbound lanes are under stop sign control. No exclusive right-turn or left-turn turn lanes are provided on Wallin Drive serving the access drive. 143rd Street Extension The Village of Plainfield has a long-term plan to extend 143rd Street between (1) IL 126 and IL 59 and (2) Steiner Road and Ridge Road. The purpose of the extensions is to provide a by-pass route around the section of IL 126 that extends between IL 59 and Ridge Road and through downtown Plainfield. Construction is anticipated to begin in 2023 on the eastern section of the extension. The traffic signal at the intersection of 143rd Street with Meadow Lane, which is part of the overall project, has already been completed. 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 during the weekday morning (7:00 A.M. to 9:00 A.M.) and weekday evening (4:00 P.M. to 6:00 P.M.) peak periods at the following intersections: Thursday March 24, 2022 • Lockport Street with Wallin Drive • Lockport Street with Indian Boundary Line Road • Lockport Street with Meadow Lane • U.S. Route 30/Wallin Drive with 143rd Street 149 Proposed Mixed-Use Development Plainfield, Illinois 9 Thursday May 5, 2022 • Wallin Drive with Presidential Avenue • Meadow Lane with Presidential Avenue • Meadow Lane with Liberty Grove Boulevard The results of the traffic counts showed that the weekday morning peak hour of traffic occurs from 7:00 A.M. to 8:00 A.M. and the evening peak hour of traffic occurs from 4:15 P.M. to 5:15 P.M. In order to ensure the traffic counts reflected typical conditions, the peak hour volumes were compared with counts conducted in 2018 at the intersections of Lockport Street with Wallin Drive and U.S. Route 30/Wallin Drive with 143rd Street. The 2022 counts were found to be similar to or higher than the 2018 counts and, as such, were not adjusted. Figure 4 illustrates the Year 2022 existing peak hour traffic volumes. Copies of the traffic count summary sheets are included in the Appendix. Crash Analysis KLOA, Inc. obtained crash data1 from IDOT for the most recent available five years (2017 to 2021) for the study area intersections. A review of the crash data indicated that no fatalities were reported at any of the intersections during the review period. Further, only one crash was reported at the intersections of Wallin Drive with Presidential Avenue and Meadow Lane with Presidential Avenue and no crashes were reported at the intersection of Meadow Lane with Liberty Grove Boulevard. Tables 1 through 5 summarize the crash data for the remaining intersections. Table 1 LOCKPORT STREET WITH WALLIN DRIVE – CRASH SUMMARY Year Type of Crash Frequency Angle Head On Object Rear End Sideswipe Turning Other Total 2017 0 0 0 7 1 0 0 8 2018 0 0 0 3 0 2 0 5 2019 0 0 0 5 0 0 0 5 2020 0 0 0 4 0 1 0 5 2021 0 0 0 7 1 2 0 10 Total 0 0 0 26 2 5 0 33 Average -- -- -- 5.2 <1.0 1.0 -- 6.6 1 IDOT DISCLAIMER: The motor vehicle crash data referenced herein was provided by the Illinois Department of Transportation. Any conclusions drawn from analysis of the aforementioned data are the sole responsibility of the data recipient(s). Additionally, for coding years 2015 to present, the Bureau of Data Collection uses the exact latitude/longitude supplied by the investigating law enforcement agency to locate crashes. Therefore, location data may vary in previous years since data prior to 2015 was physically located by bureau personnel. 150 Proposed Mixed-Use Development Plainfield, Illinois 10 Table 2 US ROUTE 30/WALLIN DRIVE WITH 143RD STREET – CRASH SUMMARY Year Type of Crash Frequency Angle Head On Object Rear End Sideswipe Turning Other Total 2017 0 0 0 2 0 0 0 2 2018 1 1 0 1 0 0 0 3 2019 0 0 0 2 0 0 0 2 2020 0 0 0 1 0 1 0 2 2021 0 0 0 1 0 1 0 2 Total 1 1 0 7 0 2 0 11 Average <1.0 <1.0 -- 1.4 -- <1.0 -- 2.2 Table 3 LOCKPORT STREET WITH MEADOW LANE – CRASH SUMMARY Year Type of Crash Frequency Angle Head On Object Rear End Sideswipe Turning Other Total 2017 0 0 1 1 0 1 1 4 2018 0 0 0 3 0 1 0 4 2019 0 0 0 0 0 0 0 0 2020 0 0 0 1 0 1 0 2 2021 0 0 0 0 0 1 0 1 Total 0 0 1 5 0 4 1 11 Average -- -- <1.0 1.0 -- <1.0 <1.0 2.2 151 Proposed Mixed-Use Development Plainfield, Illinois 11 Table 4 143RD STREET WITH MEADOW LANE – CRASH SUMMARY Year Type of Crash Frequency Angle Head On Object Rear End Sideswipe Turning Other Total 2017 0 0 0 0 0 0 0 0 2018 0 0 0 0 0 1 0 1 2019 3 0 1 1 0 0 0 5 2020 0 0 0 0 0 0 0 0 2021 0 0 0 0 0 1 0 1 Total 3 0 1 1 0 2 0 7 Average <1.0 -- <1.0 <1.0 -- <1.0 -- 1.4 Table 5 LOCKPORT STREET WITH INDIAN BOUNDARY LINE ROAD – CRASH SUMMARY Year Type of Crash Frequency Angle Head On Object Rear End Sideswipe Turning Other Total 2017 0 0 0 5 0 0 0 5 2018 0 0 0 7 0 0 0 7 2019 0 0 0 2 0 1 0 3 2020 0 0 0 0 0 1 0 1 2021 0 0 0 2 0 0 0 2 Total 0 0 0 16 0 2 0 18 Average -- -- -- 3.2 -- <1.0 -- 3.6 152 SITE 126 30 30 LEGEND 00 (00) Kenig,Lindgren,O'Hara,Aboona,Inc. Figure: 4Job No: 22-075 N NOT TO SCALE 21 (32) 54 (67) 15 (44) 17 (39) 55 (228) 45 (178) 78 (173) 48 (219) 15 (64) 10 (28) 23 (26)30 (21) 34 (32 ) 16 (13) 14 (14) 19 (50) STREET 143RD 44 (62) STREETLOCKPORT 16 (119) AVENUE PRESIDENTIAL BOULEVARDLI BERTY GROVE- AM PEAK HOUR (7:00-8:00 AM) - PM PEAK HOUR (4:15-5:15 PM)LANEMEADOW199 (200) 5 (6) 147 (152) 196 (210) 1 (10) 10 (4) 0 (1) 4 (8) 7 (19) 7 (6) 0 (2)2 (1)0 (0) 310 (701) 793 (429) 1 (10) 940 (495) 2 (14) 377 (812) 133 (120) 269 (636) 179 (246) 702 (217) 133 (106) EXISTING TRAFFIC VOLUMES25 (26)20 (24)37 (42)2 (3)9 (27)130 (146)DRIVEWALLINLINE ROADINDIAN BOUNDARY102 (66)19 (24)33 (29)47 (14)10 (28)7 (10)45 (27)82 (123)67 (106)96 (130)57 (189)131 (143)74 (74)2 (0)47 (169)58 (138)20 (52)258 (390)210 (188)316 (335)19 (37)19 (14)277 (443)375 (475)14 (30)62 (61)13 (21)67 (64)68 (84)53 (106)1 (15)2 (18)1 (5)4 (6)4 (5)1 (6)PLAINFIELD, ILLINOIS DEVELOPMENT LENNAR RESIDENTIAL COURT SOLDIER PARKWAYCOLONIAL153 Proposed Mixed-Use Development Plainfield, Illinois 13 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 Development Plan As proposed, the majority of the mixed-use development is to consist of a residential development with 214 single-family homes, 108 age-targeted single-family homes, and 83 townhomes. Approximately 8.7 acres located in the northwest corner of the Lockport Street/Wallin Drive intersection is proposed to be developed in the future with a commercial development. For the purpose of this study, it was assumed the commercial portion of the mixed-use development will be developed with approximately 87,000 square feet of commercial space. A shared-use path will be provided west of Wallin Drive along the site frontage. A copy of the preliminary site plan is included in the Appendix. Presidential Avenue Roadway Extension As part of the development, Presidential Avenue will be extended through the development between Wallin Drive and the Liberty Grove subdivision located immediately west of the site. Similar to the existing sections of Presidential Avenue, the proposed extension will provide one lane in each direction. At its intersection with Wallin Drive, the proposed extension (west leg) will provide two eastbound lanes striped for an exclusive left-turn lane and a shared through/right-turn lane that are under stop sign control. The existing westbound exclusive right-turn lane on Presidential Avenue at its intersection with Wallin Drive will be restriped as a shared through/right-turn lane. At the intersection of Presidential Avenue with General Drive, the proposed extension will connect to the existing stub roadway and no intersection modifications will be required. Liberty Grove Boulevard Roadway Extension Currently Liberty Grove Boulevard extends west from Independence Boulevard and terminates as a roadway stub just east of Independence Boulevard. As part of the development, Liberty Grove Boulevard will be extended northeast through the residential portion of the development and will terminate at Wallin Drive opposite the Sixteen 30 apartment development access drive. Similar to the existing cross-section of Liberty Grove Boulevard, the proposed extension will provide one lane in each direction. At the proposed intersection of Liberty Grove Boulevard with Wallin Drive, Liberty Grove Boulevard will provide two eastbound lanes striped for an exclusive left-turn lane and a shared through/right-turn lane and will be under stop sign control. The existing westbound exclusive right-turn lane on the Sixteen 30 apartment development access drive will be restriped as a shared through/right-turn lane. At the intersection of Liberty Grove Boulevard with Independence Drive, the proposed extension will connect to the existing stub roadway and no intersection modifications will be required. 154 Proposed Mixed-Use Development Plainfield, Illinois 14 Site Access Access to the proposed development will be provided as follows: • A proposed right-in/right-out access drive on Lockport Street aligned opposite Indian Boundary Line Road that will serve the residential and commercial portions of the development. This access drive will provide one inbound lane and one outbound lane restricted to right-turn only movements via signage, striping, and a raised triangular median. Outbound movements will be under stop sign control. • The extension of Liberty Grove Boulevard between Wallin Drive and the Liberty Grove subdivision that will primarily serve the residential portion of the development. The design of the extension and its intersection with Wallin Drive was discussed in the previous section. • A proposed north-south internal road that will intersect the proposed extension of Presidential Avenue approximately 1,200 feet west of Wallin Drive, which will primarily serve the residential portion of the development. At its intersection with the Presidential Avenue extension, the north-south road will provide one southbound lane and one northbound lane with the northbound lane under stop sign control. • An east-west internal road that will intersect Meadow Lane opposite Soldier Court which will primarily serve the residential portion of the development. This roadway will connect to the existing stub road on the east side of Meadow Lane. • A full-movement access drive on the west side of Wallin Drive approximately 720 feet north of Lockport Street that will primarily serve the commercial portion of the development. This drive will provide two outbound lanes striped for an exclusive left-turn lane and an exclusive right-turn lane. Roadway Improvements The following roadway improvements are proposed as part of the development: • Wallin Road is proposed to be widened to provide a three-lane cross-section from just south of Presidential Avenue to just north of Lockport Street and will provide for the following separate left-turn lanes on Wallin Road: o 220-foot northbound left-turn lanes with 215-foot tapers will be striped on Wallin Road serving both the proposed (1) extension of Presidential Avenue and (2) extension of Liberty Grove Boulevard. o A 220-foot southbound left-turn lane with 215-foot taper will be striped on Wallin Road serving the Sixteen 30 apartment development access drive. o A 150-foot northbound left-turn lane with 260-foot taper will be striped on Wallin Road serving the proposed southern access drive. 155 Proposed Mixed-Use Development Plainfield, Illinois 15 • A 220-foot southbound right-turn lane with 215-foot taper will be provided on Wallin Road serving the proposed southern access drive. • A 220-foot southbound right-turn lane with 215-foot taper will be provided on Wallin Road at its signalized intersection with Lockport Street. In addition, the traffic signal phasing will be modified to provide a southbound right-turn overlap phase. • A 185-foot westbound right-turn lane with 200-foot taper will be provided on Lockport Street serving the proposed right-turn in/right-turn out access drive. Directional Distribution The directions from which residents, employees, and customers will approach and depart the development were estimated based on existing travel patterns, as determined from the traffic counts. Figure 5 illustrates the directional distribution of the development-generated traffic. Figure 5 also illustrates the distances between the existing and proposed access intersections. 156 SITE 765'1955'1380'1845'1285'720'126 30 30 20% (20%) 00'- DISTANCE IN FEET LEGEND 00% (00%) Kenig,Lindgren,O'Hara,Aboona,Inc. Figure: 5Job No: 22-075 N NOT TO SCALE STREET 143RD STREETLOCKPORT AVENUE PRESIDENTIAL BOULEVARDLI BERTY GROVEESTIMATED DIRECTIONAL DISTRIBUTION DRIVEWALLINLANEMEADOWLINE ROADINDIAN BOUNDARY PLAINFIELD, ILLINOIS DEVELOPMENT LENNAR RESIDENTIAL COURT SOLDIER PARKWAYCOLONIAL- PERCENT DISTRIBUTION - RESIDENTIAL - PERCENT DISTRIBUTION - COMMERCIAL25% (25%)15% (20%) 40% (20%) 0% (5%)0% (5%)0% (5%)157 Proposed Mixed-Use Development Plainfield, Illinois 17 Development Traffic Generation The vehicle trip generation for the overall development was calculated using data published in the ITE Trip Generation Manual, 11th Edition. To provide a worst-case analysis, the traffic generated by the 108 age-targeted single family homes was based on the traditional single-family rates as opposed to the age-restricted/targeted rates. It is important to note that surveys conducted by ITE have shown that approximately 20 percent of trips made to commercial developments are diverted from the existing traffic on the roadway system. This is particularly true during the weekday morning and evening peak hours when traffic is diverted from the home-to-work and work-to-home trips (pass-by traffic). In addition, it is important to note that it is anticipated that some of the commercial development customer traffic may be residents of the proposed residential portion of the development and the Liberty Grove subdivision. As such, the new site traffic to be generated by the commercial development was reduced by 10 percent to account for interaction between the uses within the mixed-use development and 20 percent to account for pass-by traffic. Table 6 summarizes the trips projected to be generated by the proposed development. The ITE trip generation sheets are included in the Appendix. Table 6 ESTIMATED PEAK HOUR AND DAILY TRIP GENERATION ITE Land- Use Code Type/Size Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips In Out Total In Out Total In Out 210 Single-Family Detached Housing (332 Units) 54 162 216 188 110 298 1,479 1,479 215 Single-Family Attached Housing (85 Units) 10 30 40 28 19 47 291 291 Residential Subtotal 64 192 256 216 129 345 1,770 1,770 821 Shopping Plaza (87,000 s.f.) 93 58 151 221 231 452 2,937 2,937 Interaction (10%) -9 -6 -15 -22 -23 -45 -294 -294 Pass-By Reduction (20%) -14 -14 -28 -41 -41 -82 -529 -529 Commercial Space Subtotal 70 38 108 158 167 325 2,114 2,114 Total New Development Trips 134 230 364 374 296 670 3,884 3,884 158 Proposed Mixed-Use Development Plainfield, Illinois 18 4. Projected Traffic Conditions The total projected traffic volumes take into consideration the existing traffic volumes, the increase in background traffic due to growth, and the traffic estimated to be generated by the proposed subject development. It should be noted that only the residential portion of the development is currently planned to be developed by Lennar. The proposed commercial development is anticipated to be independently developed in the future. As such, projected traffic volumes were developed and evaluated for the following two scenarios: • Assuming only the residential portion of the mixed-use development • Assuming both the residential and commercial portions of the mixed-use development Development Traffic Assignment The estimated weekday morning and weekday evening 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). Figure 6 illustrates the traffic assignment of the new vehicle trips to be generated by the proposed development and Figure 7 illustrates the commercial development pass-by trips. Year 2028 No-Build Traffic Volumes 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 AADT projections provided by the Chicago Metropolitan Agency for Planning (CMAP), the existing traffic volumes were increased by 0.9 percent per year over a six-year period to represent Year 2028 conditions. A copy of the CMAP projections letter is included in the Appendix. Furthermore, the traffic projected to be generated by the recently completed Sixteen 30 Apartment development was also included in the 2028 no-build traffic volumes. The volume of traffic estimated to be generated by the Sixteen 30 Apartment development was based on the KLOA, Inc. traffic impact study dated October 30, 2018. The Year 2028 no-build traffic volumes are illustrated in Figure 8. Roadway Extension Traffic Reassignment With the completion of the extensions of Presidential Avenue and Liberty Grove Boulevard, it is anticipated that a portion of the Liberty Grove subdivision traffic that currently uses Meadow Lane to access the arterial roadway system will be redistributed through the development to access Wallin Drive. Figure 9 shows the reassignment of the Year 2028 no-build traffic volumes. 159 SITE 126 30 30 Kenig,Lindgren,O'Hara,Aboona,Inc. Figure: 6Job No: 22-075 LEGEND 00 (00) N NOT TO SCALE 14 (32) 22 (43)30 (81)25 (66)38 (54)46 (71)18 (13)69 (117)16 (12)51 (131)STREET 143RD 10 (34) 31 (86) STREETLOCKPORT 18 (40)45 (42) 34 (91) AVENUE PRESIDENTIAL BOULEVARDLI BERTY GROVE- AM PEAK HOUR (7:00-8:00 AM) - PM PEAK HOUR (4:15-5:15 PM)19 (17)15 (18)10 (21)53 (76)DRIVEWALLINLANEMEADOWLINE ROADINDIAN BOUNDARY PLAINFIELD, ILLINOIS DEVELOPMENT LENNAR RESIDENTIAL COURT SOLDIER A 14 (13) 37 (14)7 (19)SOLDIER COURT MEADOW LANE @ A 2 (4)2 (4)1 (4) 7 (22)1 (4)9 (26)3 (2)1 (5)2 (7)5 (4) 6 (4)4 (12)9 (6)5 (17)4 (14)2 (4)2 (4)2 (8)7 (23)11 (35)42 (29) 25 (23)50 (106)6 (20)29 (94)6 (20)2 (6)4 (12)3 (10)1 (4)10 (7) 8 (6) 2 (4) 4 (8) 4 (14) 2 (8)22 (43)26 (22)8 (26)3 (2)1 (0)PARKWAYCOLONIAL6 (4) 4 (12)10 (30)31 (10)2 (7)5 (4)10 (10) 31 (10) 27 (88) 22 (59)35 (81)40 (48)22 (52)8 (26)FULL BUILDOUT OF DEVELOPMENT NEW SITE-GENERATED TRAFFIC VOLUMES16 (5)5 (29) 160 SITE 126 30 30 Kenig,Lindgren,O'Hara,Aboona,Inc. Figure: 7Job No: 22-075 LEGEND 00 (00) N NOT TO SCALE STREET 143RD +1 (+2) STREETLOCKPORT +6 (+5) -5 (-4) -1 (-1) +3 (+17) -3 (-19) AVENUE PRESIDENTIAL BOULEVARDLI BERTY GROVE- AM PEAK HOUR (7:00-8:00 AM) - PM PEAK HOUR (4:15-5:15 PM)+1 (+2)+5 (+5)+1 (+1)DRIVEWALLINLANEMEADOWLINE ROADINDIAN BOUNDARY PLAINFIELD, ILLINOIS DEVELOPMENT LENNAR RESIDENTIAL COURT SOLDIER -1 (-1)+3 (+19)COMMERCIAL DEVELOPMENT PASS-BY TRAFFIC VOLUMESPARKWAYCOLONIAL0 (-4)0 (-1)0 (-1)-1 (0)+2 (+10)-2 (-10)+3 (+9) +8 (+13)-3 (-9)+9 (+14)161 SITE 126 30 30 LEGEND 00 (00) N NOT TO SCALE 47 (14)10 (28)21 (32) 54 (67) 15 (44)102 (62)19 (24)33 (29)37 (42)20 (24)25 (26)52 (184)17 (39) 66 (255) 45 (178) 82 (183) 51 (231) 22 (87)81 (157)25 (57)10 (28) 25 (31)30 (21) 34 (32 ) 16 (13) 14 (14)19 (14)19 (50)19 (37)STREET 143RD 44 (62) STREETLOCKPORT16 (119) AVENUE PRESIDENTIAL BOULEVARDLI BERTY GROVE- AM PEAK HOUR (7:00-8:00 AM) - PM PEAK HOUR (4:15-5:15 PM)53 (106)68 (84)14 (30)62 (61)13 (21)67 (64)74 (74)75 (208)96 (130)45 (27)82 (123)67 (106)DRIVEWALLINLANEMEADOWLINE ROADINDIAN BOUNDARY YEAR 2028 NO-BUILD TRAFFIC VOLUMES COURT SOLDIER A 847 (469) 1 (10)7 (10)343 (756) 220 (226) 5 (6)2 (3)9 (27)130 (146)0 (1) 4 (8)1 (5)4 (6)1 (10) 10 (4)1 (15)2 (18)2 (1)0 (0) 7 (6) 0 (2)1 (6)4 (5)85 (127)0 (0) 0 (0) 0 (0)0 (0)0 (0)0 (0)154 (119)0 (0)0 (0)SOLDIER COURT MEADOW LANE @ A 0 (0) 0 (0) 994 (535) 2 (14) 2 (0) 410 (867) 155 (161) 207 (222)359 (368)222 (199)280 (436)7 (19)308 (517)446 (532)15 (47)300 (489)49 (27)15 (48)416 (519)50 (28) 194 (274) 741 (229) 133 (106) 155 (170) 284 (672)179 (179)Kenig,Lindgren,O'Hara,Aboona,Inc. Figure: 8Job No: 22-075 PLAINFIELD, ILLINOIS DEVELOPMENT LENNAR RESIDENTIAL PARKWAYCOLONIAL162 SITE 126 30 30 Kenig,Lindgren,O'Hara,Aboona,Inc. Figure: 9Job No: 22-075 PLAINFIELD, ILLINOIS DEVELOPMENT LENNAR RESIDENTIAL LEGEND 00 (00) N NOT TO SCALE -3 (-15)-4 (-25) -1 (-10) +1 (+10) -8 (-5) +6 (+4) STREET 143RD STREETLOCKPORT AVENUE PRESIDENTIAL BOULEVARDLI BERTY GROVE- AM PEAK HOUR (7:00-8:00 AM) - PM PEAK HOUR (4:15-5:15 PM)-3 (-7)-6 (-4)-5 (-9)-2 (-4)-3 (-4)-6 (-4)DRIVEWALLINLANEMEADOWLINE ROADINDIAN BOUNDARY-23 (-19)COURT SOLDIER-28 (-20)SOLDIER COURT MEADOW LANE @ A A -28 (-20) -10 (-17) -13 (-11)+13 (+11)+6 (+4)+8 (+13)+3 (+7)-28 (-20) +10 (+17) -10 (-17)+28 (+20)REASSIGNMENT OF EXISTING ROADWAY TRAFFICPARKWAYCOLONIAL-10 (-8) +1 (+10) -5 (-2)-0 (-9)-1 (-9)-7 (-7) +8 (+9) -1 (-2)-0 (-1)-2 (-3)-5 (-4) +6 (+7) -14 (-11) -1 (-0)+9 (+5)-3 (-3)-0 (-4)-10 (-17)-10 (-17)-28 (-20)+3 (+22) +23 (+19)+10 (+8)-10 (-8)+3 (+15)+3 (+7)+1 (+18)+17 (+15)+2 (+4)+6 (+4)+6 (+4)+0 (+0) +22 (+16)+2 (+4)+28 (+20) +11 (+20)+28 (+20)+10 (+17)163 Proposed Mixed-Use Development Plainfield, Illinois 23 Total Projected Traffic Volumes The development-generated traffic was added to the Year 2028 no-build traffic accounting for the reassignment of traffic to determine the Year 2028 total projected traffic volumes. Figure 10 Illustrate the Year 2028 traffic volumes assuming the residential portion of the development only and Figure 11 illustrates the Year 2028 traffic volumes assuming the residential and commercial portions of the development. 164 SITE 126 30 30 Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 22-075 LEGEND 00 (00) N NOT TO SCALE 47 (14)10 (28)26 (61) 48 (64) 15 (44)105 (56)19 (24)49 (34)37 (42)20 (24)25 (26)53 (181)17 (39) 66 (255) 48 (175) 82 (183) 53 (231) 34 (131)25 (57)10 (28) 25 (31)22 (16) 26 (25 )19 (14)19 (50) 16 (14) 33 (27)19 (37)STREET 143RD 44 (62) STREETLOCKPORT 19 (58) 16 (119) AVENUE PRESIDENTIAL BOULEVARDLI BERTY GROVE- AM PEAK HOUR (7:00-8:00 AM) - PM PEAK HOUR (4:15-5:15 PM)57 (121)80 (93)13 (33)74 (71)10 (17)69 (77)74 (74)80 (223)45 (27)82 (123)67 (106)DRIVEWALLINLANEMEADOWLINE ROADINDIAN BOUNDARY PLAINFIELD, ILLINOIS DEVELOPMENT LENNAR RESIDENTIAL 220 (226) 5 (6)2 (3)125 (140)7 (7) 8 (10) 3 (6)1 (4)3 (8)6 (5) 2 (20) 8 (4)1 (6)1 (9)1 (1)9 (5) 7 (6) 6 (9)3 (9)1 (2)COURT SOLDIER 23 (19)26 (22)3 (22) 8 (26)3 (2)1 (0) 997 (525) 2 (14) 2 (0) 404 (864)14 (10)152 (157) 205 (220)410 (406)121 (186)222 (199)297 (494)0 (0) 0 (0) 7 (19)504 (572)4 (10)7 (38)330 (581)49 (27) 0 (0)15 (48)430 (536)47 (39) 0 (0) 48 (33)15 (47)324 (525)50 (28)14 (33)14 (42)194 (274) 744 (219) 133 (106) 174 (218) 292 (712) Figure: 10PARKWAYCOLONIAL357 (766) 847 (469) 1 (10)7 (10)9 (27)96 (130)252 (242)422 (591)449 (610)10 (7)1 (5)3 (7)RESIDENTIAL PORTION OF DEVELOPMENT YEAR 2028 TOTAL PROJECTED TRAFFIC VOLUMES 10 (10) 165 SITE 126 30 30 Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 22-075 LEGEND 00 (00) N NOT TO SCALE 47 (14)10 (28)26 (61) 48 (64) 15 (44)105 (56)19 (24)49 (34)39 (46)22 (28)25 (26)53 (181)18 (43) 66 (255) 48 (175) 82 (183) 53 (231) 48 (163)26 (61)10 (31)10 (28) 27 (35)22 (16) 26 (25 )19 (14)19 (50) 16 (14) 33 (27)19 (37)STREET 143RD 44 (61) STREETLOCKPORT 37 (108) 18 (127) AVENUE PRESIDENTIAL BOULEVARDLI BERTY GROVE- AM PEAK HOUR (7:00-8:00 AM) - PM PEAK HOUR (4:15-5:15 PM)59 (125)81 (97)13 (33)75 (75)10 (17)71 (81)78 (82)82 (227)45 (26)85 (128)68 (110)DRIVEWALLINLANEMEADOWLINE ROADINDIAN BOUNDARY PLAINFIELD, ILLINOIS DEVELOPMENT LENNAR RESIDENTIAL 220 (226) 5 (6)2 (3)125 (140)7 (7) 8 (10) 3 (6)1 (4)3 (8)6 (5) 2 (20) 8 (4)1 (6)1 (9)1 (1)9 (5) 7 (6) 6 (9)3 (9)1 (2)COURT SOLDIER 23 (19)26 (22)3 (22) 8 (26)3 (2)1 (0) 1011 (557) 2 (14) 2 (0) 401 (845)25 (62)152 (157) 205 (220)418 (450)129 (219)222 (199)313 (532)0 (0) 0 (0) 7 (19)521 (653)4 (10)7 (38)362 (655)49 (27) 0 (0)15 (48)447 (617)47 (39) 0 (0) 48 (33)15 (47)356 (599)50 (28)14 (33)14 (42)218 (319) 739 (215) 132 (105) 174 (220) 306 (743) Figure: 11PARKWAYCOLONIAL365 (799) 861 (501) 1 (10)7 (10)37 (91)30 (97) 30 (72)416 (575)31 (66)448 (601)99 (140)265 (280)FULL BUILDOUT OF DEVELOPMENT YEAR 2028 TOTAL PROJECTED TRAFFIC VOLUMES 166 Proposed Mixed-Use Development Plainfield, Illinois 26 6. Traffic Analysis and Recommendations The following provides an evaluation conducted for the weekday morning and 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 2028 no-build, and Year 2028 total projected conditions. The traffic analyses were performed using the methodologies outlined in the Transportation Research Board’s Highway Capacity Manual (HCM), 6th Edition and analyzed using Synchro/SimTraffic 11 software. The analysis for the traffic-signal controlled intersections were accomplished using actual and field measured lengths and phasings to determine the average overall vehicle delay and levels of service. The analyses for the unsignalized intersections determine the average control delay to vehicles at an intersection. Control delay is the elapsed time from a vehicle joining the queue at a stop sign (includes the time required to decelerate to a stop) until its departure from the stop sign and resumption of free flow speed. The methodology analyzes each intersection approach controlled by a stop sign and considers traffic volumes on all approaches and lane characteristics. The ability of an intersection to accommodate traffic flow is expressed in terms of level of service, which is assigned a letter from A to F based on the average control delay experienced by vehicles passing through the intersection. The Highway Capacity Manual definitions for levels of service and the corresponding control delay for signalized intersections and unsignalized intersections are included in the Appendix of this report. Summaries of the traffic analysis results showing the level of service and overall intersection delay (measured in seconds) for the existing, no-build, and total projected conditions are presented in Tables 7 through 14. A discussion of each intersection follows. Summary sheets for the capacity analyses are included in the Appendix. 167 Proposed Mixed-Use Development Plainfield, Illinois 27 Table 7 CAPACITY ANALYSIS RESULTS – LOCKPORT STREET WITH WALLIN DRIVE – SIGNALIZED Peak Hour Eastbound Westbound Northbound Southbound Overall L T R L T R L T R L T R Existing Conditions Weekday Morning A 6.3 C 20.5 A 4.1 A 9.8 B 19.4 A 7.4 C 32.4 D 52.4 C 35.0 C 33.3 E 62.6 C 23.0 B – 15.8 B – 14.9 D – 41.4 D – 49.1 Weekday Evening D 40.2 C 21.9 B 15.0 B 10.8 C 34.8 B 10.2 C 33.5 D 46.2 C 31.8 C 30.5 E 71.7 D 36.9 C – 28.5 C – 29.4 D – 39.4 E – 58.9 Year 2028 No-Build Conditions Weekday Morning A 6.3 C 22.5 A 4.1 B 10.9 C 20.4 A 7.5 C 32.5 D 54.3 D 35.7 D 35.7 E 67.2 C 24.8 B – 17.2 B – 15.4 D – 42.4 D – 51.1 Weekday Evening F 84.8 C 22.0 B 16.2 B 10.8 D 39.4 B 10.2 C 34.1 D 48.4 C 33.8 C 31.6 E 75.3 D 43.9 D – 49.2 C – 31.9 D – 41.0 E – 60.2 Year 2028 Total Residential Only Weekday Morning A 5.9 C 21.5 A 3.8 B 10.6 C 20.1 A 7.4 C 32.5 E 55.9 D 36.1 D 46.4 D 47.8 C 28.2 C 23.7 B – 16.5 B – 14.9 D – 43.2 D – 43.3 Weekday Evening E 65.1 C 21.5 B 15.9 B 10.5 D 40.8 A 8.9 C 32.4 E 58.8 D 36.2 D 38.3 D 45.4 C 31.4 D 36.7 D – 40.5 C – 31.9 D – 45.5 D – 37.3 Year 2028 Total Conditions Full Buildout Weekday Morning A 6.7 C 22.7 A 4.0 B 10.8 C 21.5 A 8.0 C 31.4 E 56.5 D 35.6 D 46.4 D 46.1 C 27.3 C 24.3 B – 17.3 B – 16.1 D – 43.2 D – 42.8 Weekday Evening F 99+ C 21.8 B 16.1 B 10.6 D 44.3 A 8.6 C 32.4 E 59.9 D 36.2 D 41.1 D 45.3 C 31.6 D 49.4 F – 85.4 C – 34.7 D – 46.1 D – 38.7 Letter denotes Level of Service Delay is measured in seconds. L – Left Turns; R – Right Turns; T – Through 168 Proposed Mixed-Use Development Plainfield, Illinois 28 Table 8 CAPACITY ANALYSIS RESULTS – LOCKPORT STREET WITH MEADOW LANE – SIGNALIZED Peak Hour Eastbound Westbound Northbound Southbound Overall L T/R L T R L T/R L T/R Existing Conditions Weekday Morning A 5.9 B 18.9 A 5.2 A 9.3 A 1.2 C 30.9 D 53.0 D 38.7 D 39.2 B 19.4 B – 18.6 A – 8.0 D – 50.5 D – 38.8 Weekday Evening A 5.1 B 11.0 A 3.4 A 8.0 A 2.8 D 37.8 E 57.2 D 43.0 D 46.2 B 13.1 B – 10.6 A – 7.3 D – 53.5 D – 44.4 Year 2028 No-Build Conditions Weekday Morning A 5.9 B 20.8 A 6.0 B 10.2 A 1.3 C 30.9 D 53.0 D 38.7 D 39.2 C 20.5 C – 20.5 A – 8.9 D – 50.5 D – 38.8 Weekday Evening A 5.2 B 11.5 A 3.3 A 8.5 A 2.7 D 37.8 E 57.2 D 43.0 D 46.2 B 13.3 B – 11.1 A – 7.8 D – 53.5 D – 44.4 Year 2028 Total Residential Only Weekday Morning A 6.0 C 20.8 A 6.3 B 10.6 A 1.5 C 30.9 D 53.0 D 39.0 D 40.6 C 20.8 C – 20.4 A – 9.4 D – 50.5 D – 39.6 Weekday Evening A 5.5 B 11.1 A 3.2 A 8.6 A 3.1 D 37.9 E 57.2 D 42.5 D 47.0 B 13.0 B – 10.4 A – 8.0 D – 53.5 D – 44.8 Year 2028 Total Conditions Full Buildout Weekday Morning A 6.0 C 21.4 A 6.1 B 10.2 A 1.5 C 30.9 F 53.0 D 39.0 D 40.6 C 21.0 C – 20.9 A – 9.1 D – 50.5 D – 39.6 Weekday Evening A 5.6 B 11.5 A 3.4 A 9.2 A 3.3 D 37.9 E 57.2 D 42.5 D 47.0 B 13.2 B – 10.8 A – 8.5 D – 53.5 D – 44.8 Letter denotes Level of Service Delay is measured in seconds. L – Left Turns; R – Right Turns; T – Through 169 Proposed Mixed-Use Development Plainfield, Illinois 29 Table 9 CAPACITY ANALYSIS RESULTS – U.S. ROUTE 30 WITH 143RD STREET AND WALLIN DRIVE – SIGNALIZED Peak Hour Eastbound 143rd Street Westbound U.S. 30/143rd Street Northbound Wallin Drive Southbound U.S. Route 30 Overall L T/R L T/R L T/R L T/R Existing Conditions Weekday Morning C 23.1 C 33.1 B 18.3 D 43.6 B 11.3 C 31.6 C 20.5 B 20.0 C 27.4 C – 29.1 D – 40.8 C – 30.5 C – 20.2 Weekday Evening C 25.2 C 31.0 B 18.9 D 54.6 C 24.9 E 59.3 D 40.3 D 43.2 D 44.8 C – 28.7 D – 49.6 E – 55.9 D – 42.5 Year 2028 No-Build Conditions Weekday Morning C 23.2 C 33.4 B 18.3 D 42.7 B 12.2 D 40.3 D 37.3 C 23.3 C 33.0 C – 29.3 D – 39.3 D – 38.7 C – 28.9 Weekday Evening C 27.2 C 32.5 B 19.6 D 57.0 C 31.8 F 80.5 E 72.0 D 51.9 E 55.5 C – 30.5 D – 50.5 E – 75.7 E – 56.8 Year 2028 Total Residential Only Weekday Morning C 23.0 D 36.4 B 18.8 D 41.7 B 12.6 E 70.8 F 90.0 C 24.5 D 50.4 C – 31.1 D – 37.1 E – 68.1 D – 49.9 Weekday Evening C 27.0 C 32.6 C 21.4 E 57.0 D 39.9 F 99+ E 71.6 E 64.4 E 68.1 C – 30.4 D – 48.5 F – 99+ E – 66.0 Year 2028 Total Conditions Full Buildout Weekday Morning C 22.7 D 40.2 B 19.3 D 40.1 B 13.2 F 83.6 F 93.6 C 25.8 E 55.2 C – 33.2 C – 34.7 F – 80.4 D – 51.5 Weekday Evening C 27.0 C 32.8 C 23.3 E 57.0 D 42.7 F 99+ E 71.6 E 77.0 F 86.9 C – 30.6 D – 47.5 F – 99+ E – 75.9 Letter denotes Level of Service Delay is measured in seconds. L – Left Turns; R – Right Turns; T – Through 170 Proposed Mixed-Use Development Plainfield, Illinois 30 Table 10 CAPACITY ANALYSIS RESULTS –143RD STREET WITH MEADOW LANE – SIGNALIZED Peak Hour Eastbound Westbound Northbound Southbound Overall L T/R L T/R L T/R L T/R Existing Conditions Weekday Morning A 8.3 B 15.2 A 8.5 B 11.7 A 10.0 B 19.0 B 11.4 B 14.9 B 14.7 B – 14.8 B – 10.5 B – 18.9 B – 13.3 Weekday Evening A 8.6 B 15.6 B 11.6 B 14.4 A 10.0 B 18.3 B 11.0 B 14.6 B 14.5 B – 14.7 B – 13.3 B – 18.2 B – 13.0 Year 2028 No-Build Conditions Weekday Morning A 8.3 B 15.4 A 8.5 B 11.8 A 10.0 B 19.1 B 11.4 B 15.0 B 14.8 B – 15.1 B – 10.7 B – 19.0 B – 13.4 Weekday Evening A 8.6 B 15.8 B 11.6 B 14.6 A 10.3 B 18.5 B 11.1 B 14.8 B 14.7 B – 15.0 B – 13.5 B – 18.4 B – 13.1 Year 2028 Total Residential Only Weekday Morning A 8.2 B 15.2 A 8.4 B 11.7 A 10.0 B 19.0 B 11.5 B 15.0 B 14.7 B – 14.9 B – 10.5 B – 18.9 B – 13.4 Weekday Evening A 8.5 B 15.7 B 11.4 B 14.5 B 10.3 B 18.5 B 11.2 B 14.8 B 14.6 B – 14.9 B – 13.4 B – 18.4 B – 13.2 Year 2028 Total Conditions Full Buildout Weekday Morning A 8.2 B 15.3 A 8.4 B 11.7 A 10.0 B 19.0 B 11.5 B 15.0 B 14.7 B – 15.0 B – 10.5 B – 18.9 B – 13.4 Weekday Evening A 9.0 B 16.5 B 12.2 B 15.4 A 10.0 B 19.3 B 11.0 B 14.5 B 15.3 B – 15.7 B – 14.2 B – 19.1 B – 12.9 Letter denotes Level of Service Delay is measured in seconds. L – Left Turns; R – Right Turns; T – Through 171 Proposed Mixed-Use Development Plainfield, Illinois 31 Table 11 CAPACITY ANALYSIS RESULTS – EXISTING CONDITIONS – UNSIGNALIZED Intersection Weekday Morning Peak Hour Weekday Evening Peak Hour LOS Delay LOS Delay Lockport Street with Indian Boundary Line Road1 • Westbound Left Turn B 12.6 A 9.1 • Northbound Approach C 23.2 B 11.0 Wallin Drive with Presidential Avenue1 • Westbound Left Turn B 13.4 C 15.4 • Westbound Right Turn B 11.5 B 12.2 • Southbound Left Turn A 8.7 A 8.6 Meadow Lane with Presidential Avenue1 • Eastbound Approach A 9.5 B 10.3 • Westbound Approach A 9.2 B 10.0 • Northbound Left Turn A 7.3 A 7.5 • Southbound Left Turn A 7.4 A 7.4 Meadow Lane with Liberty Grove Boulevard2 • Overall A 7.9 A 7.8 • Eastbound Approach A 7.2 A 7.0 • Westbound Approach A 8.0 A 7.8 • Northbound Approach A 8.1 A 7.9 • Southbound Approach A 7.9 A 8.0 1 – Two-Way Stop Control 2 – All- Way Stop Control LOS = Level of Service Delay is measured in seconds. 172 Proposed Mixed-Use Development Plainfield, Illinois 32 Table 12 CAPACITY ANALYSIS RESULTS – YEAR 2028 NO-BUILD CONDITIONS UNSIGNALIZED Intersection Weekday Morning Peak Hour Weekday Evening Peak Hour LOS Delay LOS Delay Lockport Street with Indian Boundary Line Road1 • Westbound Left Turn B 14.2 A 9.3 • Northbound Approach D 32.8 B 11.3 Wallin Drive with Presidential Avenue1 • Westbound Left Turn B 14.3 C 16.6 • Westbound Right Turn B 12.3 B 12.8 • Southbound Left Turn A 9.0 A 8.8 Wallin Drive with Sixteen 30 Access Drive1 • Westbound Left Turn B 13.6 C 16.9 • Westbound Right Turn B 11.4 B 12.3 • Southbound Left Turn A 8.3 A 8.8 Meadow Lane with Presidential Avenue1 • Eastbound Approach A 9.5 B 10.3 • Westbound Approach A 9.2 B 10.0 • Northbound Left Turn A 7.3 A 7.5 • Southbound Left Turn A 7.4 A 7.4 Meadow Lane with Liberty Grove Boulevard2 • Overall A 7.9 A 7.8 • Eastbound Approach A 7.2 A 7.0 • Westbound Approach A 8.0 A 7.8 • Northbound Approach A 8.1 A 7.9 • Southbound Approach A 7.9 A 8.0 1 – Two-Way Stop Control 2 – All- Way Stop Control LOS = Level of Service Delay is measured in seconds. 173 Proposed Mixed-Use Development Plainfield, Illinois 33 Table 13 CAPACITY ANALYSIS RESULTS – YEAR 2028 TOTAL PROJECTED CONDITIONS RESIDENTIAL PORTION OF THE DEVELOPMENT ONLY UNSIGNALIZED Intersection Weekday Morning Peak Hour Weekday Evening Peak Hour LOS Delay LOS Delay Lockport Street with Indian Boundary Line Road and Proposed RI/RO Site Access Drive1 • Westbound Left Turn B 14.3 A 9.3 • Northbound Approach C 24.0 B 11.3 • Southbound Approach B 10.9 C 16.2 Wallin Drive with Presidential Avenue1 • Eastbound Left Turn C 19.4 C 24.1 • Eastbound Through/Right B 10.8 B 12.9 • Westbound Left Turn C 17.2 C 21.6 • Westbound Through/Right B 13.1 B 13.4 • Northbound Left Turn A 8.2 A 8.9 • Southbound Left Turn A 9.3 A 8.9 Wallin Drive with Liberty Grove Boulevard and Sixteen 30 Access Drive1 • Eastbound Left Turn C 15.5 C 22.8 • Eastbound Through/Right B 10.6 B 12.6 • Westbound Left Turn C 15.7 C 23.8 • Westbound Through/Right B 10.2 B 10.8 • Northbound Left Turn A 8.0 A 8.8 • Southbound Left Turn A 8.3 A 8.9 Meadow Lane with Presidential Avenue1 • Eastbound Approach A 9.7 B 10.5 • Westbound Approach A 9.6 B 10.7 • Northbound Left Turn A 7.3 A 7.5 • Southbound Left Turn A 7.4 A 7.4 174 Proposed Mixed-Use Development Plainfield, Illinois 34 Table 13, cont. CAPACITY ANALYSIS RESULTS – YEAR 2028 TOTAL PROJECTED CONDITIONS RESIDENTIAL PORTION OF THE DEVELOPMENT ONLY UNSIGNALIZED Intersection Weekday Morning Peak Hour Weekday Evening Peak Hour LOS Delay LOS Delay Meadow Lane with Liberty Grove Boulevard2 • Overall A 8.0 A 8.0 • Eastbound Approach A 7.4 A 7.2 • Westbound Approach A 8.0 A 7.9 • Northbound Approach A 8.2 A 8.0 • Southbound Approach A 7.9 A 8.1 Wallin Drive with Future Commercial Space Access Drive • Eastbound Left Turn B 13.4 C 16.9 • Eastbound Right Turn B 10.9 B 12.4 • Northbound Left Turn A 8.2 A 8.8 Presidential Avenue with Proposed Site Access Road • Westbound Left Turn A 7.3 A 7.3 • Northbound Approach A 8.5 A 8.5 1 – Two-Way Stop Control 2 – All- Way Stop Control LOS = Level of Service Delay is measured in seconds. 175 Proposed Mixed-Use Development Plainfield, Illinois 35 Table 14 CAPACITY ANALYSIS RESULTS – YEAR 2028 TOTAL PROJECTED CONDITIONS TOTAL BUILDOUT OF THE DEVELOPMENT UNSIGNALIZED Intersection Weekday Morning Peak Hour Weekday Evening Peak Hour LOS Delay LOS Delay Lockport Street with Indian Boundary Line Road and Proposed RI/RO Site Access Drive1 • Westbound Left Turn C 15.4 A 9.5 • Northbound Approach D 27.8 B 11.7 • Southbound Approach B 11.0 C 18.1 Wallin Drive with Presidential Avenue1 • Eastbound Left Turn C 20.3 D 27.9 • Eastbound Through/Right B 11.1 B 13.8 • Westbound Left Turn C 17.9 C 24.5 • Westbound Through/Right B 13.3 B 14.5 • Northbound Left Turn A 8.3 A 9.2 • Southbound Left Turn A 9.3 A 9.3 Wallin Drive with Liberty Grove Boulevard and Sixteen 30 Access Drive1 • Eastbound Left Turn C 16.2 D 27.7 • Eastbound Through/Right B 10.8 B 13.4 • Westbound Left Turn C 16.3 D 29.4 • Westbound Through/Right B 10.4 B 11.9 • Northbound Left Turn A 8.1 A 9.0 • Southbound Left Turn A 8.4 A 9.9 Meadow Lane with Presidential Avenue1 • Eastbound Approach A 9.8 B 10.6 • Westbound Approach A 9.6 B 10.8 • Northbound Left Turn A 7.3 A 7.5 • Southbound Left Turn A 7.4 A 7.4 176 Proposed Mixed-Use Development Plainfield, Illinois 36 Table 14, cont. CAPACITY ANALYSIS RESULTS – YEAR 2028 TOTAL PROJECTED CONDITIONS TOTAL BUILDOUT OF THE DEVELOPMENT UNSIGNALIZED Intersection Weekday Morning Peak Hour Weekday Evening Peak Hour LOS Delay LOS Delay Meadow Lane with Liberty Grove Boulevard2 • Overall A 8.0 A 8.0 • Eastbound Approach A 7.4 A 7.2 • Westbound Approach A 8.0 A 7.9 • Northbound Approach A 8.2 A 8.0 • Southbound Approach A 8.0 A 8.2 Wallin Drive with Future Commercial Space Access Drive • Eastbound Left Turn B 14.4 D 26.7 • Eastbound Right Turn B 11.1 B 13.5 • Northbound Left Turn A 8.4 A 9.3 Presidential Avenue with Proposed Site Access Road • Westbound Left Turn A 7.3 A 7.3 • Northbound Approach A 8.5 A 8.5 1 – Two-Way Stop Control 2 – All- Way Stop Control LOS = Level of Service Delay is measured in seconds. 177 Proposed Mixed-Use Development Plainfield, Illinois 37 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. Lockport Street with Wallin Drive The results of the capacity analyses indicate that this intersection currently operates at an overall Level of Service (LOS) C during the weekday morning peak hour and LOS D during the weekday evening peak hour. However, it should be noted that the southbound through/right-turn lane currently operates at LOS E during both peak hours. This is due to the higher volume of right-turn movements, the lack of a separate right-turn lane on the southbound approach, and the limited green time that the southbound approach receives given that it is the minor approach at this intersection. Under Year 2028 no-build conditions, this intersection is projected to continue to operate at LOS C during the weekday morning peak hour and LOS D during the weekday evening peak hour. However, the southbound through/right-turn movement is projected to continue to operate at LOS E during both peak hours and the eastbound left-turn movement is projected to operate at LOS F during the weekday evening peak hour. The poor level of service for the eastbound left-turn movement during the evening peak hour is due to the high volume of left-turn traffic and the limited green time it receives. As part of the proposed development, a separate right-turn lane is proposed to be provided on Wallin Drive at Lockport Street. In addition, the traffic signal phasing will be modified to provide a southbound right-turn overlap phase. Further, the Village of Plainfield has a long-term plan to extend 143rd Street between (1) IL 126 and IL 59 and (2) Steiner Road and Ridge Road. The purpose of the extensions is to provide a by-pass route around the section of IL 126 that extends between IL 59 and Ridge Road and through downtown Plainfield. The proposed extension will serve to redistribute traffic from Lockport Street to 143rd Street, reducing the volume of traffic traversing this intersection including the turning movements. As such, with the proposed extension, this intersection is anticipated to operate at a better level of service than the capacity analyses indicate. Under Year 2028 total projected conditions assuming only the residential portion of the development and the southbound right-turn lane, this intersection is projected to continue to operate at LOS C during the weekday morning peak hour and on the threshold between LOS C/D during the weekday evening peak hour. In addition, all of the intersection movements are projected to operate at LOS D or better except the northbound through movement and the eastbound left- turn movement, which are projected to operate at LOS E. As indicated previously, the volume of traffic at this intersection is projected to decrease with the proposed 143rd Street extension, which will only enhance the operation of the intersection. 178 Proposed Mixed-Use Development Plainfield, Illinois 38 Under Year 2028 total projected conditions assuming the total buildout of the development and the southbound right-turn lane, this intersection is projected to continue to operate at LOS C during the weekday morning peak hour and LOS D during the weekday evening peak hour. In addition, all of the intersection movements are projected to operate at LOS D or better except the northbound through movement and the eastbound left-turn movement, which are projected to operate at LOS E or F. As indicated previously, the volume of traffic at this intersection is projected to decrease with the proposed 143rd Street extension, which will only enhance the operation of the intersection. Further, if the traffic volumes are not reduced after the implementation of the 143rd Street extension, this intersection may require dual left-turn lanes on the eastbound approach of Lockport Street. Lockport Street with Meadow Lane The results of the capacity analyses indicate that this intersection currently operates at LOS B during the weekday morning and weekday evening peak hours. Further, all movements operate at LOS D or better during both peak hours except the northbound through/right-turn movement, which operates on the threshold between LOS D/E. Under Year 2028 no-build conditions, this intersection is projected to operate at LOS C during the weekday morning peak hour and continue to operate at LOS B during the weekday evening peak hour. Further, all movements are projected to continue to operate at LOS D or better during both peak hours except the northbound through/right-turn movement, which is projected to continue to operate on the threshold between LOS D/E. Under Year 2028 total projected conditions assuming the residential portion of the development and the total buildout of the development, this intersection is projected to continue to operate at LOS C during the weekday morning peak hour and LOS B during the weekday evening peak hour. Further, all movements are projected to operate at LOS D or better during both peak hours except the northbound through/right-turn movement, which is projected to continue to operate on the threshold between LOS D/E. 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. U.S. Route 30 with 143rd Street and Wallin Drive The results of the capacity analyses indicate that this intersection currently operates at LOS C during the weekday morning peak hour and at LOS D during the weekday evening peak hour. Further, all the movements currently operate at LOS D or better during both peak hours except the northbound through/right-turn movement, which operates at LOS E during the weekday evening peak hour. Under Year 2028 no-build conditions, this intersection is projected to operate at LOS C during the weekday morning peak hour and LOS E during the weekday evening peak hour. Further, all the movements are projected to operate at LOS D or better except the northbound through/right-turn movement and the southbound left-turn movement during both peak hours, which are projected to operate at LOS E or F. 179 Proposed Mixed-Use Development Plainfield, Illinois 39 It is important to note that this intersection has a temporary traffic signal and the signal timings are poorly optimized and do not reflect current traffic patterns. Further, the Village of Plainfield has a long-term plan to extend 143rd Street between (1) IL 126 and IL 59 and (2) Steiner Road and Ridge Road. The purpose of the extensions is to provide a by-pass route around the section of IL 126 that extends between IL 59 and Ridge Road and through downtown Plainfield. While the extension will increase the traffic volumes on 143rd Street, it will reduce the turning volumes between 143rd Street and Wallin Drive, which is contributing to the poor levels of service at this intersection. As such, as part of the proposed 143rd Street extension, a permanent traffic signal should be installed at this intersection and the traffic signal phasing and timings should be optimized. Under Year 2028 total projected conditions assuming the residential portion of the development only, this intersection is projected to operate at LOS D during the weekday morning peak hour and on the threshold between LOS D/E during the weekday evening peak hour. Several of the movements are projected to continue to operate at a poor level of service. The operation of the northbound and westbound through/right-turn movements are the primary reason for the poor level of service at this intersection. However, as previously mentioned, the volume of northbound right- turn movements is anticipated to be reduced with the proposed 143rd Street extension, which will only enhance the operations of this intersection. Further, the installation of a permanent traffic signal at this intersection will also enhance the operations of the intersection. Under Year 2028 total projected conditions assuming the total buildout of the development, this intersection is projected to operate at LOS E during the weekday morning peak hour and LOS F during the weekday evening peak hour. Several of the movements are projected to continue to operate at a poor level of service. As previously discussed, the operation of the northbound through/right-turn and the westbound through/right-turn movement is the primary reason for the poor level of service at this intersection. However, as previously mentioned, the volume of northbound right-turn movements is anticipated to be reduced with the proposed 143rd Street extension, which will only enhance the operations of this intersection. Further, the installation of a permanent traffic signal at this intersection will also enhance the operations of the intersection. 143rd Street with Meadow Lane The results of the capacity analyses indicate that this intersection currently operates at LOS B during the weekday morning and weekday evening peak hours. Further, all movements operate at LOS B or better during both peak hours. Under Year 2028 no-build conditions, this intersection is projected to continue to operate at LOS B during the weekday morning and weekday evening peak hours. Further, all movements are projected to continue to operate at LOS B or better during both peak hours. Under Year 2028 total projected conditions assuming the residential portion of the development only and the total buildout of the development, this intersection is projected to continue operating at LOS B during the weekday morning and weekday evening peak hours. Further, all movements are projected to continue to operate at LOS B or better during both peak hours. 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. 180 Proposed Mixed-Use Development Plainfield, Illinois 40 Lockport Street with Indian Boundary Line Road and Proposed Right-In/Right-Out Access Drive The results of the capacity analysis indicate that all critical movements at this intersection currently operate at LOS C or better during the weekday morning and weekday evening peak hours. Under Year 2028 no-build conditions, all critical movements are projected to operate at LOS D or better during both peak hours. As proposed, a right-in/right-out access drive will be provided on the north side of Lockport Street aligned opposite Indian Boundary Line Road and will serve both the residential and commercial portions of the development. This access drive will provide one inbound lane and one outbound lane restricted to right-turn only movements via signage, striping, and a raised triangular median. Outbound movements will be under stop sign control. A westbound right-turn lane serving this access drive will be provided on Lockport Street with 185 feet of storage and a 200-foot taper. Under Year 2028 total projected conditions assuming the residential portion of the development only and the total buildout of the development, outbound movements from the proposed access drive are projected to operate at LOS B during the weekday morning peak hour and LOS C during the weekday evening peak hour. Further, all Indian Boundary Line Road movements are projected to continue to operate at LOS D or better during both peak hours. As such, the proposed access drive will be adequate in accommodating the traffic projected to be generated by the proposed development and will ensure flexible access is provided. Wallin Drive with Presidential Avenue The results of the capacity analysis indicate that all critical movements at this intersection currently operate at LOS C or better during the weekday morning and weekday evening peak hours. Under Year 2028 no-build conditions, all critical movements are projected to continue to operate at LOS C or better during both peak hours. As part of the development, Presidential Avenue will be extended through the development between Wallin Drive and the Liberty Grove subdivision located immediately west of the site. The extension will form the fourth (west) leg of this intersection and will provide two eastbound lanes striped for an exclusive left-turn lane and a shared through/right-turn lane that are under stop sign control. The existing westbound exclusive right-turn lane will be restriped as a shared through/right-turn lane. In addition, a northbound left-turn lane will be provided on Wallin Drive serving the west leg in order to match existing geometry. This turn lane will provide 215 feet of storage and a 220-foot taper. Under Year 2028 total projected conditions assuming the residential portion of the development only and the total buildout of the development, movements from the proposed extension (west leg) are projected to operate at LOS C or better during the weekday morning peak hour and LOS D or better during the weekday evening peak hour. Further, movements to and from the existing (east) leg of Presidential Avenue are projected to continue to operate at LOS C or better during both peak hours. In addition, the northbound left-turn movement is projected to operate at LOS A during both peak hours with 95th percentile queues of one to two vehicles, which can be accommodated within the proposed turn lane. As such, Presidential Avenue will be adequate in accommodating the traffic projected to be generated by the proposed development and will ensure flexible access is provided. 181 Proposed Mixed-Use Development Plainfield, Illinois 41 Wallin Drive with Liberty Grove Boulevard and Sixteen 30 Apartment Development Access Drive Under Year 2028 no-build conditions, all critical movements are projected to operate at LOS C or better during both peak hours. As proposed, Liberty Grove Boulevard will be extended east and will terminate at Wallin Drive opposite the full-movement access drive serving the Sixteen 30 apartment development. At the proposed intersection of Liberty Grove Boulevard with Wallin Drive, Liberty Grove Boulevard will provide two eastbound lanes striped for an exclusive left-turn lane and a shared through/right- turn lane that are under stop sign control. The existing westbound exclusive right-turn lane along the Sixteen 30 apartment development access drive will be restriped as a shared through/right-turn lane. In addition, northbound and southbound separate left-turn lanes will be provided on Wallin Drive serving both Liberty Grove Boulevard and the Sixteen 30 apartment development access drive. Under Year 2028 total projected conditions assuming the residential portion of the development only and the total buildout of the development, eastbound movements from the proposed Liberty Grove Boulevard extension are projected to operate at LOS C or better during the weekday morning peak hour and LOS D or better during the weekday evening peak hour. Further, movements to and from the Sixteen 30 access drive are projected to operate at LOS D or better during both peak hours. In addition, the northbound left-turn movement is projected to operate at LOS A during both peak hours with 95th percentile queues of one to two vehicles. As such, Liberty Grove Boulevard will be adequate in accommodating the traffic projected to be generated by the proposed development and will ensure flexible access is provided. Meadow Lane with Presidential Avenue The results of the capacity analysis indicate that all critical movements at this intersection operate at LOS B or better during the weekday morning and weekday evening peak hours. Under Year 2028 no-build and projected conditions assuming the residential portion of the development only and the total buildout of the development, all critical movements are projected to continue to operate at LOS B or better during both peak hours. Under Year 2028 total projected conditions assuming the proposed extension, all movements at this intersection are projected to continue to operate at LOS B or better during both peak hours. 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. Meadow Lane with Liberty Grove Boulevard The results of the capacity analysis indicate that this intersection operates at LOS A during the weekday morning and weekday evening peak hours. Under Year 2028 no-build conditions, this intersection is projected to continue to operate at LOS A during both peak hours. Under Year 2028 total projected conditions assuming the residential portion of the development only and the total buildout of the development with the proposed extension, all movements at this intersection are projected to continue to operate at LOS A during both peak hours. 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. 182 Proposed Mixed-Use Development Plainfield, Illinois 42 Wallin Drive with Future Commercial Space Access Drive As proposed, a full-movement access drive will be provided on the west side of Wallin Drive approximately 720 feet north of Lockport Street which will primarily serve the commercial portion of the development. This drive will provide two outbound lanes striped for an exclusive left-turn lane and an exclusive right-turn lane. In addition, the provision of both a 215-foot northbound left- turn lane with a 220-foot taper and a 215-foot southbound right-turn lane with a 220-foot taper will likely be required on Wallin Drive serving the access drive. Under Year 2028 total projected conditions assuming the residential portion of the development only and the total buildout of the development, outbound movements from the proposed access drive are projected to operate at LOS B during the weekday morning peak hour and LOS D or better during the weekday evening peak hour. Further, the northbound left-turn movement is projected to operate at LOS A during both peak hours with 95th percentile queues of one to two vehicles, which could be accommodated within the proposed left-turn lane. As such, the proposed access drive would be adequate in accommodating the traffic projected to be generated by the commercial space and would ensure flexible access is provided. Presidential Avenue with Site Access Road A proposed north-south internal road will intersect the proposed extension of Presidential Avenue approximately 1,200 feet west of Wallin Drive and will primarily serve the residential portion of the development. At this intersection, the north-south road will provide one southbound lane and one northbound lane with the northbound lane under stop sign control. Under Year 2028 total projected conditions assuming the residential portion of the development only and the total buildout of the development, outbound movements from the proposed access road are projected to operate at LOS A during the weekday morning and weekday evening peak hours. Further, the westbound left-turn movement is projected to operate at LOS A during both peak hours with 95th percentile queues of one to two vehicles. As such, the proposed access road will be adequate in accommodating the traffic projected to be generated by the proposed development and will ensure flexible access is provided. Extensions of Presidential Avenue and Liberty Grove Boulevard The proposed extensions of Presidential Avenue and Liberty Grove Boulevard as well as the other roadway extensions through the proposed development will provide enhanced access to both the proposed development and the existing Liberty Grove subdivision. With the enhanced access flexibility, both the proposed development and the Liberty Grove subdivision will have access to the three major roads serving the area (IL 126, 143rd Street, and Wallin Drive) and cross-access between the proposed development and the existing subdivision. As such, the impact of the proposed development and the existing subdivision on the external roadway system and on each development will be minimized as the traffic will be better distributed along both the external and internal roadway system and will reduce the distance residents and patrons must travel. 183 Proposed Mixed-Use Development Plainfield, Illinois 43 Long-standing planning principles call for cross-access between developments, particularly residential developments, given the benefits discussed above. Further, the Liberty Grove subdivision was planned for these future extensions as Presidential Avenue, Liberty Grove Boulevard, Soldier Court, and Colonial Parkway all terminate at the subject property as roadway stubs. It is important to note that the impact of the roadway extensions on the roadway system serving the Liberty Grove subdivision will be limited due to the following: • Given that the majority of the residents and patrons of the development will be traveling to and from the east, northeast, and southeast as opposed to the west, the volume of development traffic to traverse the existing subdivision will be reduced. In fact, it is anticipated that a similar volume of traffic from the existing Liberty Grove subdivision will travel through the proposed development. • The development-generated traffic that may travel through the existing subdivision will be offset by the existing subdivision traffic that chooses to traverse the proposed development. • The roadway system serving the Liberty Grove subdivision has more than sufficient capacity to accommodate the limited increase in traffic. 184 Proposed Mixed-Use Development Plainfield, Illinois 44 7. Conclusion Based on the preceding analyses and recommendations, the following conclusions have been made: • The Village of Plainfield is planning to extend 143rd Street east and west of the site. This extension should reduce the volume of traffic on Lockport Street and the higher turning movements at the intersections of Wallin Drive with Lockport Street and U.S. Route 30/143rd Street. • As part of the development, Presidential Avenue will be extended through the development between Wallin Drive and the Liberty Grove subdivision and will provide one lane in each direction. At its intersection with Wallin Drive, the proposed extension (west leg) will provide two eastbound lanes striped for an exclusive left-turn lane and a shared through/right-turn lane that are under stop sign control. The existing westbound exclusive right-turn lane on Presidential Avenue at its intersection with Wallin Drive will be restriped as a shared through/right-turn lane. • As part of the development, Liberty Grove Boulevard will be extended northeast through the residential portion of the development as a two-lane road and will terminate at Wallin Drive opposite the Sixteen 30 apartment development access drive. At the proposed intersection of Liberty Grove Boulevard with Wallin Drive, Liberty Grove Boulevard will provide two eastbound lanes striped for an exclusive left-turn lane and a shared through/right-turn lane that are under stop sign control. The existing westbound exclusive right-turn lane on the Sixteen 30 apartment development access drive will be restriped as a shared through/right-turn lane. • Access to the proposed development will be provided as follows: o A proposed right-in/right-out access drive on Lockport Street aligned opposite Indian Boundary Line Road that will serve the residential and commercial portions of the development. This access drive will provide one inbound lane and one outbound lane restricted to right-turn only movements via signage, striping, and a raised triangular median. Outbound movements will be under stop sign control. o The extension of Liberty Grove Boulevard between Wallin Drive and the Liberty Grove subdivision that will primarily serve the residential portion of the development. The design of the extension and its intersection with Wallin Drive was discussed in the previous section. o A proposed north-south internal road that will intersect the proposed extension of Presidential Avenue approximately 1,200 feet west of Wallin Drive, which will primarily serve the residential portion of the development. At its intersection with the Presidential Avenue extension, the north-south road will provide one southbound lane and one northbound lane and the northbound lane will be under stop sign control. 185 Proposed Mixed-Use Development Plainfield, Illinois 45 o An east-west internal road that will intersect Meadow Lane opposite Soldier Court and will primarily serve the residential portion of the development. This roadway will connect to the existing stub road on the east side of Meadow Lane and no intersection modifications will be required. o A full-movement access drive on the west side of Wallin Drive approximately 720 feet north of Lockport Street that will primarily serve the commercial portion of the development. This drive will provide two outbound lanes striped for an exclusive left-turn lane and an exclusive right-turn lane. • The following roadway improvements are proposed as part of the development: o Wallin Road is proposed to be widened to provide a three-lane cross-section from just south of Presidential Avenue to just north of Lockport Street and will provide for the following separate left-turn lanes on Wallin Road: ▪ 220-foot northbound left-turn lanes with 215-foot tapers will be striped on Wallin Road serving both the proposed (1) extension of Presidential Avenue and (2) extension of Liberty Grove Boulevard. ▪ A 220-foot southbound left-turn lane with 215-foot taper will be striped on Wallin Road serving the Sixteen 30 apartment development access drive. ▪ A 150-foot northbound left-turn lane with 260-foot taper will be striped on Wallin Road serving the proposed southern access drive. o A 220-foot southbound right-turn lane with 215-foot taper will be provided on Wallin Road serving the proposed southern access drive. o A 220-foot southbound right-turn lane with 215-foot taper will be provided on Wallin Road at its signalized intersection with Lockport Street. In addition, the traffic signal phasing will be modified to provide a southbound right-turn overlap phase. o A 185-foot westbound right-turn lane with 200-foot taper will be provided on Lockport Street serving the proposed right-turn in/right-turn out access drive. • The proposed access system will adequately accommodate the traffic expected to be generated by the proposed development. 186 Proposed Mixed-Use Development Plainfield, Illinois 46 • In general, with the proposed improvements to be provided as part of the development, the external roadway system has sufficient reserve capacity to accommodate the additional traffic to be generated by the proposed development. It is important to note that the intersections of (1) Wallin Drive with Lockport Street and (2) U.S. Route 30/143rd Street are projected to operate at lower levels of service assuming the Year 2028 no-build and total traffic conditions. However, the 143rd Street extension should reduce the volume of traffic on Lockport Street and the higher turning movements at both intersections, which will enhance their operations. Further, the Wallin Drive with U.S. Route 30/143rd Street intersection has a temporary traffic signal that has not been optimized to accommodate the projected traffic volumes. As part of the proposed 143rd Street extension, a permanent traffic signal should be installed at this intersection and the traffic signal phasing and timings should be optimized. • The proposed extensions of Presidential Avenue and Liberty Grove Boulevard as well as the other roadway extensions through the proposed development will provide enhanced access to both the proposed development and the existing Liberty Grove subdivision. With the enhanced access flexibility, both the proposed development and the Liberty Grove subdivision will have access to the three major roads serving the area (IL 126, 143rd Street, and Wallin Drive) and cross-access between the proposed development and the existing subdivision. As such, the impact of the proposed development and the existing subdivision on the external roadway system and on each development will be minimized as the traffic will be better distributed along both the external and internal roadway system and will reduce the distance residents and patrons must travel. Further, the Liberty Grove subdivision was planned for these future extensions as Presidential Avenue, Liberty Grove Boulevard, Soldier Court, and Colonial Parkway all terminate at the subject property as roadway stubs. 187 Appendix Traffic Count Summary Sheets Site Plan ITE Trip Generation Sheets CMAP Projections Letter Level of Service Criteria Capacity Analysis Summary Sheets 188 Traffic Count Summary Sheets 189 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Lockport St with Wallin DrSite Code:Start Date: 03/24/2022Page No: 1Turning Movement DataStart TimeLockport StLockport StWallin DrWallin DrEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total7:00 AM04017712022904642409203470140304140483837:15 AM05219321026601369280110085301603814160684607:30 AM035178620275012584601160212115057032631001055537:45 AM04314438022501573290117035482001030301517062507Hourly Total0170692133099504426412704350677845019001309657028319038:00 AM0241331801750764281990135090548180803638:15 AM04415430022801777360130016491290337270674548:30 AM031150220203020832901320136902803714130644278:45 AM034136310201012622509903416270770231618057434Hourly Total013357310108070562861181460064295011430147457602681678*** BREAK ***-------------------------4:00 PM0604817012501716027020402321504903417430944724:15 PM05958330150024143270194020154039033543901265094:30 PM06258260146011155260192050397096031295201125464:45 PM06533300128010159340203021401107203726450108511Hourly Total02461971060549062617114079301141152702560135126179044020385:00 PM06068170145017178330228015295149039185301105325:15 PM05952110122014157300201015133031033126701124665:30 PM05479170150013163260202021930330358470904755:45 PM0486720013505144330182011920220301844092431Hourly Total022126665055204964212208130626013113501375621104041904Grand Total07701728405029030211180948112501030728213527240549323523013957523Approach %0.026.559.514.0--0.08.472.319.2--0.042.439.018.6--0.039.423.237.5---Total %0.010.223.05.4-38.60.02.824.06.4-33.20.04.13.71.8-9.60.07.34.37.0-18.5-Lights07431648396-278702091730467-24060303276126-7050540312502-13547252% Lights-96.595.497.8-96.0-99.195.697.1-96.2-98.797.993.3-97.4-98.496.696.0-97.196.4Buses03186-2702155-220457-1603112-1681% Buses-0.41.01.5-0.9-0.90.81.0-0.9-1.31.85.2-2.2-0.53.40.4-1.11.1Single-Unit Trucks015273-4500286-340012-30408-1294% Single-UnitTrucks-1.91.60.7-1.6-0.01.51.2-1.4-0.00.41.5-0.4-0.70.01.5-0.91.2Articulated Trucks09350-4400363-390000-002011-1396% ArticulatedTrucks-1.22.00.0-1.5-0.02.00.6-1.6-0.00.00.0-0.0-0.40.02.1-0.91.3Bicycles on Road0000-00000-00000-00000-00190 % 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-----1-----2-----0--% Pedestrians----------100.0-----100.0--------191 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Lockport St with Wallin DrSite Code:Start Date: 03/24/2022Page No: 3Turning Movement Peak Hour Data (7:00 AM)Start TimeLockport StLockport StWallin DrWallin DrEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total7:00 AM04017712022904642409203470140304140483837:15 AM05219321026601369280110085301603814160684607:30 AM035178620275012584601160212115057032631001055537:45 AM04314438022501573290117035482001030301517062507Total017069213309950442641270435067784501900130965702831903Approach %0.017.169.513.4--0.010.160.729.2--0.035.341.123.7--0.045.933.920.1---Total %0.08.936.47.0-52.30.02.313.96.7-22.90.03.54.12.4-10.00.06.85.03.0-14.9-PHF0.0000.8170.8960.536-0.9050.0000.7330.9040.690-0.9290.0000.4790.4060.563-0.4610.0000.8550.3810.838-0.6740.860Lights0162667127-956044229122-3950637338-17401308750-2671792% Lights-95.396.495.5-96.1-100.086.796.1-90.8-94.093.684.4-91.6-100.090.687.7-94.394.2Buses0064-100062-80455-140091-1042% Buses-0.00.93.0-1.0-0.02.31.6-1.8-6.06.411.1-7.4-0.09.41.8-3.52.2Single-Unit Trucks0762-1500123-150002-20003-335% Single-UnitTrucks-4.10.91.5-1.5-0.04.52.4-3.4-0.00.04.4-1.1-0.00.05.3-1.11.8Articulated Trucks01130-1400170-170000-00003-334% ArticulatedTrucks-0.61.90.0-1.4-0.06.40.0-3.9-0.00.00.0-0.0-0.00.05.3-1.11.8Bicycles 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-------------------------192 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Lockport St with Wallin DrSite Code:Start Date: 03/24/2022Page No: 4Turning Movement Peak Hour Data (4:15 PM)Start TimeLockport StLockport StWallin DrWallin DrEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total4:15 PM05958330150024143270194020154039033543901265094:30 PM06258260146011155260192050397096031295201125464:45 PM065333001280101593402030214011072037264501085115:00 PM0606817014501717833022801529514903918530110532Total0246217106056906263512008170106123271256014012718904562098Approach %0.043.238.118.6--0.07.677.714.7--0.041.448.010.5--0.030.727.941.4---Total %0.011.710.35.1-27.10.03.030.35.7-38.90.05.15.91.3-12.20.06.76.19.0-21.7-PHF0.0000.9460.7980.803-0.9480.0000.6460.8920.882-0.8960.0000.5300.7690.614-0.6670.0000.8970.5880.892-0.9050.961Lights0241203106-550062623119-804010612327-2560138127187-4522062% Lights-98.093.5100.0-96.7-100.098.199.2-98.4-100.0100.0100.0-100.0-98.6100.098.9-99.198.3Buses0110-20010-10000-00000-03% Buses-0.40.50.0-0.4-0.00.20.0-0.1-0.00.00.0-0.0-0.00.00.0-0.00.1Single-Unit Trucks0390-120040-40000-00201-319% Single-UnitTrucks-1.24.10.0-2.1-0.00.60.0-0.5-0.00.00.0-0.0-1.40.00.5-0.70.9Articulated Trucks0140-50071-80000-00001-114% ArticulatedTrucks-0.41.80.0-0.9-0.01.10.8-1.0-0.00.00.0-0.0-0.00.00.5-0.20.7Bicycles 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-----1-----0--% Pedestrians----------------100.0--------193 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Lockport St with S IndianBoundary Line RdSite Code:Start Date: 03/24/2022Page No: 1Turning Movement DataStart TimeLockport StLockport StS Indian Boundary RdEastboundWestboundNorthboundU-TurnThruRightPedsApp. TotalU-TurnLeftThruPedsApp. TotalU-TurnLeftRightPedsApp. TotalInt. Total7:00 AM021410215037607900141143087:15 AM024810249079009700190193657:30 AM027000270029009201180193817:45 AM0198001980412101250123024347Hourly Total0930209320163770393027417614018:00 AM015500155057708200200202578:15 AM02050020506111011700210213438:30 AM01890018906103010900160163148:45 AM01751017601510101160128029321Hourly Total072410725032392042401850861235*** BREAK ***----------------4:00 PM011670123033193022600140143634:15 PM013100131028179020700230233614:30 PM012720129037218025500170174014:45 PM01194012302220302250021021369Hourly Total049313050601207930913007507514945:00 PM011680124032212024400130133815:15 PM010510106044201024500110113625:30 PM013720139042187022900160163845:45 PM01160011603316902020014014332Hourly Total04741104850151769092000540541459Grand Total02621270264803192331026500328812915589Approach %0.099.01.0--0.012.088.0--0.01.099.0---Total %0.046.90.5-47.40.05.741.7-47.40.00.15.2-5.2-Lights0251327-254003172225-254203282-2855367% Lights-95.9100.0-95.9-99.495.5-95.9-100.097.9-97.996.0Buses0220-220023-23004-449% Buses-0.80.0-0.8-0.01.0-0.9-0.01.4-1.40.9Single-Unit Trucks0410-410232-34002-277% Single-Unit Trucks-1.60.0-1.5-0.61.4-1.3-0.00.7-0.71.4Articulated Trucks0450-450051-51000-096% Articulated Trucks-1.70.0-1.7-0.02.2-1.9-0.00.0-0.01.7Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---0----0----1--% Pedestrians-------------100.0--194 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Lockport St with S IndianBoundary Line RdSite Code:Start Date: 03/24/2022Page No: 2Turning Movement Peak Hour Data (7:00 AM)Start TimeLockport StLockport StS Indian Boundary RdEastboundWestboundNorthboundU-TurnThruRightPedsApp. TotalU-TurnLeftThruPedsApp. TotalU-TurnLeftRightPedsApp. TotalInt. Total7:00 AM021410215037607900141143087:15 AM024810249079009700190193657:30 AM027000270029009201180193817:45 AM0198001980412101250123024347Total093020932016377039302741761401Approach %0.099.80.2--0.04.195.9--0.02.697.4---Total %0.066.40.1-66.50.01.126.9-28.10.00.15.3-5.4-PHF0.0000.8610.500-0.8630.0000.5710.779-0.7860.0000.5000.804-0.7920.919Lights08972-899016326-3420271-731314% Lights-96.5100.0-96.5-100.086.5-87.0-100.095.9-96.193.8Buses070-70013-13002-222% Buses-0.80.0-0.8-0.03.4-3.3-0.02.7-2.61.6Single-Unit Trucks0120-120016-16001-129% Single-Unit Trucks-1.30.0-1.3-0.04.2-4.1-0.01.4-1.32.1Articulated Trucks0140-140022-22000-036% Articulated Trucks-1.50.0-1.5-0.05.8-5.6-0.00.0-0.02.6Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---0----0----1--% Pedestrians-------------100.0--195 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Lockport St with S IndianBoundary Line RdSite Code:Start Date: 03/24/2022Page No: 3Turning Movement Peak Hour Data (4:15 PM)Start TimeLockport StLockport StS Indian Boundary RdEastboundWestboundNorthboundU-TurnThruRightPedsApp. TotalU-TurnLeftThruPedsApp. TotalU-TurnLeftRightPedsApp. TotalInt. Total4:15 PM013100131028179020700230233614:30 PM012720129037218025500170174014:45 PM011940123022203022500210213695:00 PM01168012403221202440013013381Total04931405070119812093100740741512Approach %0.097.22.8--0.012.887.2--0.00.0100.0---Total %0.032.60.9-33.50.07.953.7-61.60.00.04.9-4.9-PHF0.0000.9410.438-0.9680.0000.8040.931-0.9130.0000.0000.804-0.8040.943Lights047714-4910118799-9170074-741482% Lights-96.8100.0-96.8-99.298.4-98.5--100.0-100.098.0Buses020-2001-1000-03% Buses-0.40.0-0.4-0.00.1-0.1--0.0-0.00.2Single-Unit Trucks0100-10013-4000-014% Single-Unit Trucks-2.00.0-2.0-0.80.4-0.4--0.0-0.00.9Articulated Trucks040-4009-9000-013% Articulated Trucks-0.80.0-0.8-0.01.1-1.0--0.0-0.00.9Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0--0.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------196 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Lockport St with Meadow LnSite Code:Start Date: 03/24/2022Page No: 1Turning Movement DataStart TimeLockport StLockport StMeadow LnMeadow LnEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total7:00 AM0419900203016350690015060123100253037:15 AM032200022300879096023140190185100333717:30 AM052090021405761409502212016048250553807:45 AM091651017509782601130341602302498041352Hourly Total0217931081501530454037307104706401021933015414068:00 AM09130201410266907705260130133140302618:15 AM071780018504951501140229013019740303428:30 AM0121751018809871301090387018011140163318:45 AM0141400015409721309402310015031218051314Hourly Total042623306680243205003940121532059074134001271248*** BREAK ***-------------------------4:00 PM0121093012401016621019700570120116110283614:15 PM012114101270715418017902710100311070483644:30 PM041102011601117133021502930140133100263714:45 PM01211850135015171250211059501901778032397Hourly Total0404511105020436629708020930160550722636013414935:00 PM0477208301118321021501350905440133205:15 PM0119050106012173110196014409014340213325:30 PM0712030130091661701920336012010160173515:45 PM09952010607154130174018201101824024315Hourly Total03138212042503967662077706181704104710180751318Grand Total013422492702410012119622630234603473112021902956812704905465Approach %0.05.693.31.1--0.05.283.611.2--0.015.533.351.1--0.060.213.925.9---Total %0.02.541.20.5-44.10.02.235.94.8-42.90.00.61.32.0-4.00.05.41.22.3-9.0-Lights0127215426-230701191863253-223503370112-215027965123-4675224% Lights-94.895.896.3-95.7-98.395.096.2-95.3-97.195.9100.0-98.2-94.695.696.9-95.395.6Buses06130-1901137-210010-10923-1455% Buses-4.50.60.0-0.8-0.80.72.7-0.9-0.01.40.0-0.5-3.12.92.4-2.91.0Single-Unit Trucks01361-3801383-420120-30711-992% Single-UnitTrucks-0.71.63.7-1.6-0.81.91.1-1.8-2.92.70.0-1.4-2.41.50.8-1.81.7Articulated Trucks00460-4600480-480000-00000-094% ArticulatedTrucks-0.02.00.0-1.9-0.02.40.0-2.0-0.00.00.0-0.0-0.00.00.0-0.01.7Bicycles on Road0000-00000-00000-00000-00197 % 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-------------------------198 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Lockport St with Meadow LnSite Code:Start Date: 03/24/2022Page No: 3Turning Movement Peak Hour Data (7:00 AM)Start TimeLockport StLockport StMeadow LnMeadow LnEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total7:00 AM0419900203016350690015060123100253037:15 AM032200022300879096023140190185100333717:30 AM052090021405761409502212016048250553807:45 AM091651017509782601130341602302498041352Total021793108150153045403730710470640102193301541406Approach %0.02.697.30.1--0.04.081.514.5--0.010.915.673.4--0.066.212.321.4---Total %0.01.556.40.1-58.00.01.121.63.8-26.50.00.50.73.3-4.60.07.31.42.3-11.0-PHF0.0000.5830.9010.250-0.9140.0000.4170.8740.519-0.8250.0000.5830.6250.734-0.6960.0000.5310.5280.825-0.7000.925Lights0197611-78101425849-32107947-630961832-1461311% Lights-90.596.0100.0-95.8-93.384.990.7-86.1-100.090.0100.0-98.4-94.194.797.0-94.893.2Buses0150-60054-90000-00301-419% Buses-4.80.60.0-0.7-0.01.67.4-2.4-0.00.00.0-0.0-2.90.03.0-2.61.4Single-Unit Trucks01110-1201181-200010-10310-437% Single-UnitTrucks-4.81.40.0-1.5-6.75.91.9-5.4-0.010.00.0-1.6-2.95.30.0-2.62.6Articulated Trucks00160-1600230-230000-00000-039% ArticulatedTrucks-0.02.00.0-2.0-0.07.60.0-6.2-0.00.00.0-0.0-0.00.00.0-0.02.8Bicycles 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-------------------------199 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Lockport St with Meadow LnSite Code:Start Date: 03/24/2022Page No: 4Turning Movement Peak Hour Data (4:15 PM)Start TimeLockport StLockport StMeadow LnMeadow LnEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total4:15 PM012114101270715418017902710100311070483644:30 PM041102011601117133021502930140133100263714:45 PM012118501350151712502110595019017780323975:00 PM047720830111832102150135090544013320Total0324191004610446799708200102814052066242901191452Approach %0.06.990.92.2--0.05.482.811.8--0.019.253.826.9--0.055.520.224.4---Total %0.02.228.90.7-31.70.03.046.86.7-56.50.00.71.91.0-3.60.04.51.72.0-8.2-PHF0.0000.6670.8880.500-0.8540.0000.7330.9280.735-0.9530.0000.5000.7780.700-0.6840.0000.5320.6000.725-0.6200.914Lights0324049-44504466495-8030102714-510652328-1161415% Lights-100.096.490.0-96.5-100.097.897.9-97.9-100.096.4100.0-98.1-98.595.896.6-97.597.5Buses0020-20010-10010-10010-15% Buses-0.00.50.0-0.4-0.00.10.0-0.1-0.03.60.0-1.9-0.04.20.0-0.80.3Single-Unit Trucks0091-100062-80000-00101-220% Single-UnitTrucks-0.02.110.0-2.2-0.00.92.1-1.0-0.00.00.0-0.0-1.50.03.4-1.71.4Articulated Trucks0040-40080-80000-00000-012% ArticulatedTrucks-0.01.00.0-0.9-0.01.20.0-1.0-0.00.00.0-0.0-0.00.00.0-0.00.8Bicycles 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-------------------------200 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Wallin Dr with Presidential AveSite Code:Start Date: 05/05/2022Page No: 1Turning Movement DataStart TimePresidential AveWallin DrWallin DrWestboundNorthboundSouthboundU-TurnLeftRightPedsApp. TotalU-TurnThruRightPedsApp. TotalU-TurnLeftThruPedsApp. TotalInt. Total6:00 AM06401004500450134035906:15 AM02204079108007430501346:30 AM037010086509107400471486:45 AM0130406900690446050123Hourly Total0121602802796028501916301824957:00 AM01304074307702450471287:15 AM01203083508804660701617:30 AM0470110102100112079401012247:45 AM017080116101170670076201Hourly Total0719026037519039401927502947148:00 AM00404065406903800831568:15 AM0460100734077011450561438:30 AM0113014073708004580621568:45 AM06801406070670557062143Hourly Total0212104202712202930232400263598*** BREAK ***----------------4:00 PM05701208110820810201102044:15 PM039012071507601210401162044:30 PM092203108620880513101362554:45 PM04110150108301110121050117243Hourly Total02149070034611035703744204799065:00 PM03801107740810813101392315:15 PM0714021077308001012401342355:30 PM061301909010910109701072175:45 PM061402006450690873081170Hourly Total02249071030813032103642504618536:00 PM051602108630890411101152256:15 PM01110120696075099401031906:30 PM059014061206305930981756:45 PM08601405320550472076145Hourly Total0194206102691302820223700392735Grand Total0102196029801848840193201561915020714301Approach %0.034.265.8--0.095.74.3--0.07.592.5---Total %0.02.44.6-6.90.043.02.0-44.90.03.644.5-48.2-Lights0101192-2930178780-186701531848-20014161% Lights-99.098.0-98.3-96.795.2-96.6-98.196.5-96.696.7201 Buses003-30204-240317-2047% Buses-0.01.5-1.0-1.14.8-1.2-1.90.9-1.01.1Single-Unit Trucks011-20150-150030-3047% Single-Unit Trucks-1.00.5-0.7-0.80.0-0.8-0.01.6-1.41.1Articulated Trucks000-00260-260020-2046% Articulated Trucks-0.00.0-0.0-1.40.0-1.3-0.01.0-1.01.1Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------202 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Wallin Dr with Presidential AveSite Code:Start Date: 05/05/2022Page No: 3Turning Movement Peak Hour Data (7:00 AM)Start TimePresidential AveWallin DrWallin DrWestboundNorthboundSouthboundU-TurnLeftRightPedsApp. TotalU-TurnThruRightPedsApp. TotalU-TurnLeftThruPedsApp. TotalInt. Total7:00 AM01304074307702450471287:15 AM01203083508804660701617:30 AM0470110102100112079401012247:45 AM017080116101170670076201Total071902603751903940192750294714Approach %0.026.973.1--0.095.24.8--0.06.593.5---Total %0.01.02.7-3.60.052.52.7-55.20.02.738.5-41.2-PHF0.0000.4380.679-0.5910.0000.8080.475-0.8420.0000.6790.731-0.7280.797Lights0718-25035519-374016253-269668% Lights-100.094.7-96.2-94.7100.0-94.9-84.292.0-91.593.6Buses000-0080-80310-1321% Buses-0.00.0-0.0-2.10.0-2.0-15.83.6-4.42.9Single-Unit Trucks001-1060-6008-815% Single-Unit Trucks-0.05.3-3.8-1.60.0-1.5-0.02.9-2.72.1Articulated Trucks000-0060-6004-410% Articulated Trucks-0.00.0-0.0-1.60.0-1.5-0.01.5-1.41.4Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------203 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Wallin Dr with Presidential AveSite Code:Start Date: 05/05/2022Page No: 4Turning Movement Peak Hour Data (4:15 PM)Start TimePresidential AveWallin DrWallin DrWestboundNorthboundSouthboundU-TurnLeftRightPedsApp. TotalU-TurnThruRightPedsApp. TotalU-TurnLeftThruPedsApp. TotalInt. Total4:15 PM039012071507601210401162044:30 PM092203108620880513101362554:45 PM041101501083011101210501172435:00 PM0380110774081081310139231Total0195006903421403560374710508933Approach %0.027.572.5--0.096.13.9--0.07.392.7---Total %0.02.05.4-7.40.036.71.5-38.20.04.050.5-54.4-PHF0.0000.5280.568-0.5560.0000.7920.700-0.8020.0000.7710.899-0.9140.915Lights01950-69034014-354037462-499922% Lights-100.0100.0-100.0-99.4100.0-99.4-100.098.1-98.298.8Buses000-0000-0001-11% Buses-0.00.0-0.0-0.00.0-0.0-0.00.2-0.20.1Single-Unit Trucks000-0010-1004-45% Single-Unit Trucks-0.00.0-0.0-0.30.0-0.3-0.00.8-0.80.5Articulated Trucks000-0010-1004-45% Articulated Trucks-0.00.0-0.0-0.30.0-0.3-0.00.8-0.80.5Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------204 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: W 143rd St with Wallin DrSite Code:Start Date: 03/24/2022Page No: 1Turning Movement DataStart TimeW 143rd StW 143rd StWallin DrLincoln HwyEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total7:00 AM03649008501918028035611070048501501132967:15 AM0324460820371902904611708205358901203137:30 AM041561301100912190400377240104068901201704247:45 AM031374072021822042091056012004160110112346Hourly Total014018623034901546780139019299580376021025847051513798:00 AM0373560780332002602575064044681201242928:15 AM02526405505183205507601007705055901143018:30 AM01636405604133204908588074056561001223018:45 AM0294290800319300520667708005748130118330Hourly Total010713923026901553114018202324230029502072274404781224*** BREAK ***-------------------------4:00 PM030497086015563901100879390126053754001684904:15 PM034591101040124733092010663301090591074702135184:30 PM0393920800155241010801783310131044863801684874:45 PM04156100107017634801280810236014604899410188569Hourly Total0144203300377059218161043804333013905120204367166073720645:00 PM0365330920205151012201684380138037984301785305:15 PM0344160810226049013101773290119038783901554865:30 PM028373068011613701090105824092048753401574265:45 PM02135100660115037098196429010304965390153420Hourly Total011916622030706422217404601522791200452017231615506431862Grand Total05106949801302015353952701219113711503470163507931168412023736529Approach %0.039.253.37.5--0.012.644.243.2--0.18.470.321.2--0.033.449.217.4---Total %0.07.810.61.5-19.90.02.38.38.1-18.70.02.117.65.3-25.00.012.117.96.3-36.3-Lights050164292-12350144490411-104511331128330-159207041132407-22436115% Lights-98.292.593.9-94.9-94.190.978.0-85.7100.097.198.195.1-97.4-88.896.998.8-94.593.7Buses0136-100042-60274-1303132-1847% Buses-0.20.46.1-0.8-0.00.70.4-0.50.01.50.61.2-0.8-0.41.10.5-0.80.7Single-Unit Trucks0190-10021522-390279-18017143-34101% Single-UnitTrucks-0.21.30.0-0.8-1.32.84.2-3.20.01.50.62.6-1.1-2.11.20.7-1.41.5Articulated Trucks07400-47073092-1290084-1206990-78266% ArticulatedTrucks-1.45.80.0-3.6-4.65.617.5-10.60.00.00.71.2-0.7-8.70.80.0-3.34.1Bicycles on Road0000-00000-00000-00000-00205 % Bicycles onRoad-0.00.00.0-0.0-0.00.00.0-0.00.00.00.00.0-0.0-0.00.00.0-0.00.0Pedestrians----0-----0-----0-----0--% Pedestrians-------------------------206 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: W 143rd St with Wallin DrSite Code:Start Date: 03/24/2022Page No: 3Turning Movement Peak Hour Data (7:00 AM)Start TimeW 143rd StW 143rd StWallin DrLincoln HwyEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total7:00 AM03649008501918028035611070048501501132967:15 AM0324460820371902904611708205358901203137:30 AM041561301100912190400377240104068901201704247:45 AM031374072021822042091056012004160110112346Total01401862303490154678013901929958037602102584705151379Approach %0.040.153.36.6--0.010.833.156.1--0.05.179.515.4--0.040.850.19.1---Total %0.010.213.51.7-25.30.01.13.35.7-10.10.01.421.74.2-27.30.015.218.73.4-37.3-PHF0.0000.8540.8300.442-0.7930.0000.4170.6390.886-0.8270.0000.5280.7120.604-0.7830.0000.7720.7170.783-0.7570.813Lights013816817-3230123849-9901728854-359019024345-4781259% Lights-98.690.373.9-92.6-80.082.662.8-71.2-89.596.393.1-95.5-90.594.295.7-92.891.3Buses0006-60020-20160-70072-924% Buses-0.00.026.1-1.7-0.04.30.0-1.4-5.32.00.0-1.9-0.02.74.3-1.71.7Single-Unit Trucks0100-10025-70133-70460-1025% Single-UnitTrucks-0.70.00.0-0.3-0.04.36.4-5.0-5.31.05.2-1.9-1.92.30.0-1.91.8Articulated Trucks01180-1903424-310021-301620-1871% ArticulatedTrucks-0.79.70.0-5.4-20.08.730.8-22.3-0.00.71.7-0.8-7.60.80.0-3.55.1Bicycles 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-------------------------207 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: W 143rd St with Wallin DrSite Code:Start Date: 03/24/2022Page No: 4Turning Movement Peak Hour Data (4:15 PM)Start TimeW 143rd StW 143rd StWallin DrLincoln HwyEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total4:15 PM034591101040124733092010663301090591074702135184:30 PM0393920800155241010801783310131044863801684874:45 PM041561001070176348012808102360146048994101885695:00 PM036533092020515101220168438013803798430178530Total015020726038306421317304500513351380524018839016907472104Approach %0.039.254.06.8--0.014.247.338.4--0.09.763.926.3--0.025.252.222.6---Total %0.07.19.81.2-18.20.03.010.18.2-21.40.02.415.96.6-24.90.08.918.58.0-35.5-PHF0.0000.9150.8770.591-0.8950.0000.8000.8450.848-0.8790.0000.7500.8210.908-0.8970.0000.7970.9110.899-0.8770.924Lights014719126-364063197149-409051333132-5160165386169-7202009% Lights-98.092.3100.0-95.0-98.492.586.1-90.9-100.099.495.7-98.5-87.899.0100.0-96.495.5Buses0110-20010-10003-30000-06% Buses-0.70.50.0-0.5-0.00.50.0-0.2-0.00.02.2-0.6-0.00.00.0-0.00.3Single-Unit Trucks0060-60052-70012-30640-1026% Single-UnitTrucks-0.02.90.0-1.6-0.02.31.2-1.6-0.00.31.4-0.6-3.21.00.0-1.31.2Articulated Trucks0290-11011022-330011-201700-1763% ArticulatedTrucks-1.34.30.0-2.9-1.64.712.7-7.3-0.00.30.7-0.4-9.00.00.0-2.33.0Bicycles 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-------------------------208 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: W 143rd St with Meadow LnSite Code:Start Date: 03/24/2022Page No: 1Turning Movement DataStart TimeW 143rd StW 143rd StMeadow LnMeadow LnEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalLeftThruRightApp.TotalInt. Total7:00 AM0248005001511102700337040446141317:15 AM0043204507132022023300351255221247:30 AM04573064013141028003380411687311647:45 AM0441004501017130400002502553715125Hourly Total01018950204045551701170291300141372025825448:00 AM03441048010110021004250295915291278:15 AM0027002701117403201322026861151008:30 AM02310033018102030001220236136251118:45 AM012600270191030320211450581716235152Hourly Total0612810135058489011503191140136364424104490*** BREAK ***-----------------------4:00 PM0834304504049509400844052338142054:15 PM08542064042581001100043503915116322454:30 PM03472052046569011100430034656172144:45 PM0760106804654100110011541057144624259Hourly Total02619580229017421734042501311500182382326879235:00 PM0103910500446010011402440046748192295:15 PM014381053045628011502631039712102175:30 PM083330440435711011101028029583162005:45 PM0627103403847111960293104293618190Hourly Total0381376018101702264014360719130015628161963836Grand Total080649200749044754610011093013785240615139103943362793Approach %0.010.786.62.7--0.040.950.09.1--0.02.112.785.2--41.430.728.0--Total %0.02.923.20.7-26.80.016.019.53.6-39.10.00.52.818.8-22.05.03.73.412.0-Lights07858919-686044249597-103401175519-60513594943232648% Lights-97.590.895.0-91.6-98.990.797.0-94.6-84.696.299.0-98.497.191.3100.096.194.8Buses0121-40541-100135-94601033% Buses-1.30.35.0-0.5-1.10.71.0-0.9-7.73.81.0-1.52.95.80.03.01.2Single-Unit Trucks01110-1200181-190100-1030335% Single-Unit Trucks-1.31.70.0-1.6-0.03.31.0-1.7-7.70.00.0-0.20.02.90.00.91.3Articulated Trucks00470-4700291-300000-0000077% Articulated Trucks-0.07.20.0-6.3-0.05.31.0-2.7-0.00.00.0-0.00.00.00.00.02.8Bicycles on Road0000-00000-00000-000000% Bicycles on Road-0.00.00.0-0.0-0.00.00.0-0.0-0.00.00.0-0.00.00.00.00.00.0Pedestrians----0-----1-----0------209 % Pedestrians----------100.0------------210 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: W 143rd St with Meadow LnSite Code:Start Date: 03/24/2022Page No: 3Turning Movement Peak Hour Data (7:00 AM)Start TimeW 143rd StW 143rd StMeadow LnMeadow LnEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalLeftThruRightApp.TotalInt. Total7:00 AM0248005001511102700337040446141317:15 AM0043204507132022023300351255221247:30 AM04573064013141028003380411687311647:45 AM0441004501017130400002502553715125Total0101895020404555170117029130014137202582544Approach %0.04.992.62.5--0.038.547.014.5--0.01.46.492.2--45.124.430.5--Total %0.01.834.70.9-37.50.08.310.13.1-21.50.00.41.723.9-25.96.83.74.615.1-PHF0.0000.6250.8290.417-0.7970.0000.7500.8090.327-0.7310.0000.2500.7500.855-0.8600.5780.6250.8930.6610.829Lights091694-1820434616-105029128-13933182576502% Lights-90.089.480.0-89.2-95.683.694.1-89.7-100.0100.098.5-98.689.290.0100.092.792.3Buses0101-20221-50002-2400413% Buses-10.00.020.0-1.0-4.43.65.9-4.3-0.00.01.5-1.410.80.00.04.92.4Single-Unit Trucks0010-10030-30000-002026% Single-Unit Trucks-0.00.50.0-0.5-0.05.50.0-2.6-0.00.00.0-0.00.010.00.02.41.1Articulated Trucks00190-190040-40000-0000023% Articulated Trucks-0.010.10.0-9.3-0.07.30.0-3.4-0.00.00.0-0.00.00.00.00.04.2Bicycles on Road0000-00000-00000-000000% Bicycles on Road-0.00.00.0-0.0-0.00.00.0-0.0-0.00.00.0-0.00.00.00.00.00.0Pedestrians----0-----0-----0------% Pedestrians-----------------------211 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: W 143rd St with Meadow LnSite Code:Start Date: 03/24/2022Page No: 4Turning Movement Peak Hour Data (4:15 PM)Start TimeW 143rd StW 143rd StMeadow LnMeadow LnEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalLeftThruRightApp.TotalInt. Total4:15 PM08542064042581001100043503915116322454:30 PM03472052046569011100430034656172144:45 PM07601068046541001100115410571446242595:00 PM010391050044601001140244004674819229Total0282006023401782283904450327146017642242692947Approach %0.012.085.52.6--0.040.051.28.8--0.01.715.383.0--45.726.128.3--Total %0.03.021.10.6-24.70.018.824.14.1-47.00.00.32.915.4-18.64.42.52.79.7-PHF0.0000.7000.8330.750-0.8600.0000.9670.9500.975-0.9760.0000.3750.4500.890-0.7720.7000.5450.8130.7190.914Lights0281826-216017721339-4290226145-17342232691909% Lights-100.091.0100.0-92.3-99.493.4100.0-96.4-66.796.399.3-98.3100.095.8100.098.996.0Buses0010-10100-10011-201015% Buses-0.00.50.0-0.4-0.60.00.0-0.2-0.03.70.7-1.10.04.20.01.10.5Single-Unit Trucks0060-60050-50100-1000012% Single-Unit Trucks-0.03.00.0-2.6-0.02.20.0-1.1-33.30.00.0-0.60.00.00.00.01.3Articulated Trucks00110-1100100-100000-0000021% Articulated Trucks-0.05.50.0-4.7-0.04.40.0-2.2-0.00.00.0-0.00.00.00.00.02.2Bicycles on Road0000-00000-00000-000000% Bicycles on Road-0.00.00.0-0.0-0.00.00.0-0.0-0.00.00.0-0.00.00.00.00.00.0Pedestrians----0-----0-----0------% Pedestrians-----------------------212 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Meadow Ln with Presidential AveSite Code:Start Date: 05/05/2022Page No: 1Turning Movement DataStart TimePresidential AvePresidential AveMeadow LnMeadow LnEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total6:00 AM03000300040401150016015006296:15 AM04100500084800260126035109486:30 AM05010600181900330033009009576:45 AM02001203020501140015019101133Hourly Total014111160312252602880190052820351677:00 AM0100110102130017001702110013347:15 AM0702090207090013001301110012437:30 AM0200020513090021302400170017527:45 AM040206020406011710190114201748Hourly Total0140411801011612701684073045320591778:00 AM0000000202040111201400151016348:15 AM00020203021501700800180018338:30 AM0501360405290113201600300030618:45 AM0702390303360257306200382040117Hourly Total012056170120126240588701000010130104245*** BREAK ***-------------------------4:00 PM0402060107080219202307232032694:15 PM0401050202140026202806305041784:30 PM0700070203050223202704239036754:45 PM000404000505032110250423202963Hourly Total0150702205017122078970103021991801382855:00 PM0313070003030014101501302033585:15 PM0301040103040313001606165027515:30 PM0102030202040032203403282033745:45 PM010102030205032130270324403165Hourly Total08170160601001606806092013981301242486:00 PM0101020202040110001105239137546:15 PM0300030004040013101408282038596:30 PM02000202030500192021010225037656:45 PM030306000000021130160619002547Hourly Total090401304090130353606202992161137225Grand Total0722288102040286131280244663015200724715415971347Approach %0.070.62.027.5--0.031.31.667.2--0.04.689.65.8--0.012.178.99.0---Total %0.05.30.12.1-7.60.03.00.16.4-9.50.01.834.62.2-38.60.05.335.04.0-44.3-Lights072126-99038282-12202145630-50707145554-5801308213 % Lights-100.050.092.9-97.1-95.0100.095.3-95.3-87.597.9100.0-97.5-98.696.6100.0-97.297.1Buses0012-30203-50370-1001100-1129% Buses-0.050.07.1-2.9-5.00.03.5-3.9-12.51.50.0-1.9-1.42.10.0-1.82.2Single-Unit Trucks0000-00001-10020-20050-58% Single-UnitTrucks-0.00.00.0-0.0-0.00.01.2-0.8-0.00.40.0-0.4-0.01.10.0-0.80.6Articulated Trucks0000-00000-00000-00010-11% ArticulatedTrucks-0.00.00.0-0.0-0.00.00.0-0.0-0.00.00.0-0.0-0.00.20.0-0.20.1Bicycles on Road0000-00000-00010-10000-01% Bicycles onRoad-0.00.00.0-0.0-0.00.00.0-0.0-0.00.20.0-0.2-0.00.00.0-0.00.1Pedestrians----8-----13-----1-----1--% Pedestrians----100.0-----100.0-----100.0-----100.0--214 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Meadow Ln with Presidential AveSite Code:Start Date: 05/05/2022Page No: 3Turning Movement Peak Hour Data (7:00 AM)Start TimePresidential AvePresidential AveMeadow LnMeadow LnEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total7:00 AM0100110102130017001702110013347:15 AM0702090207090013001301110012437:30 AM0200020513090021302400170017527:45 AM040206020406011710190114201748Total014041180101161270168407304532059177Approach %0.077.80.022.2--0.037.03.759.3--0.01.493.25.5--0.06.889.83.4---Total %0.07.90.02.3-10.20.05.60.69.0-15.30.00.638.42.3-41.20.02.329.91.1-33.3-PHF0.0000.5000.0000.500-0.5000.0000.5000.2500.571-0.7500.0000.2500.8100.333-0.7600.0000.5000.7790.250-0.8680.851Lights01404-1808116-2500654-6904502-56168% Lights-100.0-100.0-100.0-80.0100.0100.0-92.6-0.095.6100.0-94.5-100.094.3100.0-94.994.9Buses0000-00200-20130-40020-28% Buses-0.0-0.0-0.0-20.00.00.0-7.4-100.04.40.0-5.5-0.03.80.0-3.44.5Single-Unit Trucks0000-00000-00000-00010-11% Single-UnitTrucks-0.0-0.0-0.0-0.00.00.0-0.0-0.00.00.0-0.0-0.01.90.0-1.70.6Articulated Trucks0000-00000-00000-00000-00% ArticulatedTrucks-0.0-0.0-0.0-0.00.00.0-0.0-0.00.00.0-0.0-0.00.00.0-0.00.0Bicycles on Road0000-00000-00000-00000-00% Bicycles onRoad-0.0-0.0-0.0-0.00.00.0-0.0-0.00.00.0-0.0-0.00.00.0-0.00.0Pedestrians----1-----1-----0-----0--% Pedestrians----100.0-----100.0--------------215 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Meadow Ln with Presidential AveSite Code:Start Date: 05/05/2022Page No: 4Turning Movement Peak Hour Data (4:15 PM)Start TimePresidential AvePresidential AveMeadow LnMeadow LnEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total4:15 PM0401050202140026202806305041784:30 PM0700070203050223202704239036754:45 PM0004040005050321102504232029635:00 PM031307000303001410150130203358Total014180230401311705846095015106180139274Approach %0.060.94.334.8--0.023.50.076.5--0.05.388.46.3--0.010.876.312.9---Total %0.05.10.42.9-8.40.01.50.04.7-6.20.01.830.72.2-34.70.05.538.76.6-50.7-PHF0.0000.5000.2500.500-0.8210.0000.5000.0000.650-0.8500.0000.4170.8080.750-0.8480.0000.6250.8830.500-0.8480.878Lights01417-2204013-1705826-9301510418-137269% Lights-100.0100.087.5-95.7-100.0-100.0-100.0-100.097.6100.0-97.9-100.098.1100.0-98.698.2Buses0001-10000-00020-20010-14% Buses-0.00.012.5-4.3-0.0-0.0-0.0-0.02.40.0-2.1-0.00.90.0-0.71.5Single-Unit Trucks0000-00000-00000-00000-00% Single-UnitTrucks-0.00.00.0-0.0-0.0-0.0-0.0-0.00.00.0-0.0-0.00.00.0-0.00.0Articulated Trucks0000-00000-00000-00010-11% ArticulatedTrucks-0.00.00.0-0.0-0.0-0.0-0.0-0.00.00.0-0.0-0.00.90.0-0.70.4Bicycles on Road0000-00000-00000-00000-00% Bicycles onRoad-0.00.00.0-0.0-0.0-0.0-0.0-0.00.00.0-0.0-0.00.00.0-0.00.0Pedestrians----0-----1-----0-----0--% Pedestrians----------100.0--------------216 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Meadow Ln with Liberty GroveBlvdSite Code:Start Date: 05/05/2022Page No: 1Turning Movement DataStart TimeLiberty Grove BlvdLiberty Grove BlvdMeadow LnMeadow LnEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total6:00 AM00020204015014106013004176:15 AM12031606028004246005015256:30 AM0102030602802122116016007346:45 AM010516040260080080013001333Hourly Total14012217020072703285536022701291097:00 AM000414040150211211500121013377:15 AM0106070900901720100192012387:30 AM01080901605210514402300331034877:45 AM0001201205016053060410013001372Hourly Total0203013203407410136214189016740722348:00 AM010203040150316302210111013438:15 AM010708060170117602400124016558:30 AM020638061180159603000119020668:45 AM0179251510812121015171133011618935140Hourly Total0219404700241344103459161109115032984304*** BREAK ***------------------------4:00 PM010607030030215602302190021544:15 PM0004040901100515702703231027684:30 PM0004040901100515602601123016564:45 PM00080801021130317150350014001470Hourly Total01022023031233601562340111066840782485:00 PM010506040370814212402151018555:15 PM02120501034079902504140018525:30 PM021306020350318612701153019575:45 PM0214070302504890210321002457Hourly Total073140240100112102249262970106540792216:00 PM0304070500509171504103163022756:15 PM01060708008049301600110011426:30 PM02120503036027701603104017446:45 PM0002020302501980180016101742Hourly Total061140210190524016423309106538067203Grand Total141131327187013815371900103302128953312633052104091319Approach %0.521.97.070.6--0.072.67.919.5-0.019.356.724.0--0.26.480.712.7---Total %0.13.11.010.0-14.20.010.51.12.814.40.07.822.99.7-40.40.12.025.03.9-31.0-Lights14113126-18101341536185098293120-51112432249-3961273217 % Lights100.0100.0100.095.5-96.8-97.1100.097.397.4-95.197.093.8-95.9100.092.397.694.2-96.896.5Buses0004-4020130484-160171-932% Buses0.00.00.03.0-2.1-1.40.02.71.6-3.92.63.1-3.00.03.82.11.9-2.22.4Single-Unit Trucks0001-1010010113-50110-29% Single-UnitTrucks0.00.00.00.8-0.5-0.70.00.00.5-1.00.32.3-0.90.03.80.30.0-0.50.7Articulated Trucks0001-1010010001-10002-25% Articulated Trucks0.00.00.00.8-0.5-0.70.00.00.5-0.00.00.8-0.20.00.00.03.8-0.50.4Bicycles on Road0000-0000000000-00000-00% Bicycles on Road0.00.00.00.0-0.0-0.00.00.00.0-0.00.00.0-0.00.00.00.00.0-0.00.0Pedestrians----7----------9-----10--% Pedestrians----100.0----------100.0-----100.0--218 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Meadow Ln with Liberty GroveBlvdSite Code:Start Date: 05/05/2022Page No: 3Turning Movement Peak Hour Data (7:00 AM)Start TimeLiberty Grove BlvdLiberty Grove BlvdMeadow LnMeadow LnEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total7:00 AM000414040150211211500121013377:15 AM0106070900901720100192012387:30 AM01080901605210514402300331034877:45 AM0001201205016053060410013001372Total020301320340741013621418901674072234Approach %0.06.30.093.8--0.082.90.017.1-0.014.669.715.7--0.01.493.15.6---Total %0.00.90.012.8-13.70.014.50.03.017.50.05.626.56.0-38.00.00.428.61.7-30.8-PHF0.0000.5000.0000.625-0.6670.0000.5310.0000.3500.4880.0000.6500.5170.583-0.5430.0000.2500.5080.500-0.5290.672Lights02030-3203307400126012-8401644-69225% Lights-100.0-100.0-100.0-97.1-100.097.6-92.396.885.7-94.4-100.095.5100.0-95.896.2Buses0000-0010010121-40020-27% Buses-0.0-0.0-0.0-2.9-0.02.4-7.73.27.1-4.5-0.03.00.0-2.83.0Single-Unit Trucks0000-0000000001-10010-12% Single-UnitTrucks-0.0-0.0-0.0-0.0-0.00.0-0.00.07.1-1.1-0.01.50.0-1.40.9Articulated Trucks0000-0000000000-00000-00% Articulated Trucks-0.0-0.0-0.0-0.0-0.00.0-0.00.00.0-0.0-0.00.00.0-0.00.0Bicycles on Road0000-0000000000-00000-00% Bicycles on Road-0.0-0.0-0.0-0.0-0.00.0-0.00.00.0-0.0-0.00.00.0-0.00.0Pedestrians----1----------1-----0--% Pedestrians----100.0----------100.0--------219 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: Meadow Ln with Liberty GroveBlvdSite Code:Start Date: 05/05/2022Page No: 4Turning Movement Peak Hour Data (4:15 PM)Start TimeLiberty Grove BlvdLiberty Grove BlvdMeadow LnMeadow LnEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total4:15 PM0004040901100515702703231027684:30 PM0004040901100515602601123016564:45 PM000808010211303171503500140014705:00 PM01050604037081421240215101855Total0102102203226400216130111206645075249Approach %0.04.50.095.5--0.080.05.015.0-0.018.854.526.8--0.08.085.36.7---Total %0.00.40.08.4-8.80.012.90.82.416.10.08.424.512.0-45.00.02.425.72.0-30.1-PHF0.0000.2500.0000.656-0.6880.0000.8000.2500.5000.7690.0000.6560.8970.500-0.8000.0000.5000.6960.417-0.6940.889Lights01020-2103026380196029-10805644-73240% Lights-100.0-95.2-95.5-93.8100.0100.095.0-90.598.496.7-96.4-83.3100.080.0-97.396.4Buses0000-0010010200-20100-14% Buses-0.0-0.0-0.0-3.10.00.02.5-9.50.00.0-1.8-16.70.00.0-1.31.6Single-Unit Trucks0000-0010010010-10000-02% Single-UnitTrucks-0.0-0.0-0.0-3.10.00.02.5-0.01.60.0-0.9-0.00.00.0-0.00.8Articulated Trucks0001-1000000001-10001-13% Articulated Trucks-0.0-4.8-4.5-0.00.00.00.0-0.00.03.3-0.9-0.00.020.0-1.31.2Bicycles on Road0000-0000000000-00000-00% Bicycles on Road-0.0-0.0-0.0-0.00.00.00.0-0.00.00.0-0.0-0.00.00.0-0.00.0Pedestrians----0----------1-----0--% Pedestrians---------------100.0--------220 Site Plan 221 IL ROUTE 126 (LOCKPORT STREET)PRESIDENTIALAVENUEGENERAL DRIVEINDEPENDENCE DRIVELIBERTY GROVE BLVD.COLONIAL PKW Y MEADOW LANESOLDIER CT.WALLIN DRIVE WILL COUNTYA-1 ZONINGPATRIOT SQUARER-3 ZONINGSIXTEEN30APARTMENTSR-4 ZONINGFAIRFIELD RIDGER-3 ZONINGLIBERTY GROVER-1 ZONINGLIBERTY GROVER-1 ZONINGWHISPERING CREEKR-1 ZONINGWILL COUNTYI-1 ZONINGB-5 ZONINGLIBERTY GROVER-1 ZONINGB-3 ZONINGPRESIDENTIALAVENUECW AVERYFAMILY YMCA60'66'60'60'60'B-5 ZONINGSHARED-USE PATHSHARED-USE PATHOPEN SPACE±3.6 AC.NATURALIZEDDETENTIONANDAREHOMESITESNATURALIZEDDETENTIONOPEN SPACE±12.9 AC.NATURALIZEDDETENTIONOPEN SPACE±4.4 AC.NATURALIZEDDETENTIONPARK±3.5 AC.PARK±1.9 AC.19253047354070485071657584627065205851090161413COMMERCIAL±8.7 AC.SHARED-USE PATHRIGHT-IN / RIGHT-OUT ACCESSENTRY FEATUREENTRY FEATURES1510152025293035404445505557151317884MEDALLIONHOMESITES143060455350748065617075859011512213012026112±50' LANDSCAPE BUFFER±50' LANDSCAPE BUFFER±50' LANDSCAPE BUFFER151718121110976512259488185778036371081059510384360'15354095100125126FUTURE FULL ACCESSFOR COMMERCIAL1020455558601005660HOMESITESMEDALLIONESTATESMEDALLIONHOMESITESANDAREHOMESITES617580HOMESITESMEDALLIONESTATES5510511087B-5NORTHSCALE: 1"=400'800'400'200'0SITE DATAL:\Projects\LN21103\Acad\LN21103_A16_01CP.dwgGARY R. WEBERASSOCIATES, INC.LAND PLANNINGECOLOGICAL CONSULTINGLANDSCAPE ARCHITECTUREWWW.GRWAINC.COM1700 EAST GOLF ROAD, SUITE 1100SCHAUMBURG, ILLINOIS 60173PHONE: 224-293-3100 FAX: 224-293-3101PLAINFIELD, ILLINOISCONCEPT PLAN3/23/2023MEDALLION S.F. TYPICAL LOT DETAILSCALE: 1"=100'ANDARE S.F. TYPICAL LOT DETAILSCALE: 1"=100'TOWNHOME TYPICAL LOT DETAILSCALE: 1"=100'MEDALLION ESTATE S.F. TYPICALSCALE: 1"=100'LOT DETAIL222 157 158 159 156 308 309 310 311307 304 305 306 302 301 300 299303 149 150 154 153 152 151 155 221220 226225224223222 227 228 229 232 231230 233 234 235 236 237 238 239 240 241 245 244 243 247 248 246 249 250 254 253 252 255 219 209 213 212 214 211 215 210 216 207 217 208 218 206 269 268 273 272 271 270 274 280 281 282 275 276 277 278 279 200201202203204205 197196195194193 199 198 256 257 258 259 260 261 262 264 263 265 266267 287 288 289 290 283 291 284 292 285 286 242 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 166 164 163 162 160 161 167 168 182 181 183 184 180 179 178 177 185 186 188 189 187 175 174 176 190 191 173 172 192 171 170 169 157 158 159 156 308 309 310 311307 312 313 319 323 322 321 320 316 318 317 315 314 324 304 305 306 302 301 300 299303 95 91 92 93 94 90 89 88 87 86 858483828180777879767571727374706968676665646362 124125 122 121 120 119 126127128129130 137 138 134 135 136 139 140 141 142 143 43 42454448 49 56 374138 31 30 32 29 149 150 154 153 152 151 155 96 118 979899100101102103104105 117116115114113112111110109108 106 107 61 60 57 58 59 165 251 131 123 144 145 146 147 148 132 OH OH OH OH OH OH OH OH OH OH OH OH OH OHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOHOH OH OH OH OH OHOHS S ILLINOIS ROUTE 126 (IDOT)WALLIN DRIVE (PLAINFIELD)PRESIDENTIAL AVENUE (PLAINFIELD) 12' NORTHBOUND LANE 12' CENTER LANE 12' SOUTHBOUND LANE RURAL SECTION (NO CURB) LIBERTY GROVE BLVD (PLAINFIELD)SHEET NUMBERPROJ NO:ENG :DATE : REVISIONSTHIS DES IGN AND THESE DRAWINGS ARE THE PROPERTY OFCAGE ENGINEER ING, INC. NO PART OF TH IS WORK MAY BEREPRODUCED WITHOUT PR IOR WR ITTEN PERM ISS ION FROMCAGE ENGINEER ING, INC.SHEET TITLEOF1LENNAR KELLER FARM NW OF ILLINOIS RTE 126 & WALLIN DRIVEPLAINFIELD, IL210244FWT04.12.20232200 CABOT DRIVE SUITE 325 LISLE, IL 60532P: 630.598.0007 WWW.CAGECIVIL.COM1PRELIMINARYROADWAYIMPROVEMENTSC1.01" = ' (HORIZONTAL) '' 150 3001500 LIBERTY GROVE BLVD & WALLIN ROAD INTERSECTION PHASE 1A 220' EXCLUSIVE LEFT-TURN LANES WITH 215' TAPER COMMERCIAL ENTRANCE & WALLIN ROAD INTERSECTION PHASE 1A 215' SOUTHBOUND RIGHT-TURN LANE WITH 220' TAPER & 150' NORTHBOUND LEFT-TURN LANE WITH 260' TAPER COMMERCIAL ENTRANCE & ROUTE 126 INTERSECTION PHASE 1B 185' WESTBOUND RIGHT-TURN LANE WITH 200' TAPER PRESIDENTIAL AVENUE & WALLIN DRIVE INTERSECTION PHASE 3 220' NORTHBOUND LEFT-TURN LANE WITH 215' TAPER WALLIN DRIVE & ROUTE 126 INTERSECTION PHASE 1B 215' SOUTHBOUND RIGHT-TURN LANE WITH 220' TAPER 223 ITE Trip Generation Sheets 224 225 226 227 228 229 230 CMAP Projections Letter 231 August 29, 2022 Andrew Bowen Traffic Engineer Kenig, Lindgren, O’Hara and Aboona, Inc. 9575 West Higgins Road Suite 400 Rosemont, IL 60018 Subject: Wallin Drive (US 30) @ Lockport St (IL 126) IDOT Dear Mr. Bowen: In response to a request made on your behalf and dated August 26, 2022, we have developed year 2050 average daily traffic (ADT) projections for the subject location. ROAD SEGMENTS Current ADT Year 2050 ADT No West Extn 143rd St Year 2050 ADT Built West 143rd Extn Wallin Drive north of Lockport St 8,750 11,000 12,000 IL 126 (W Lockport St) west of Wallin Dr 18,200 22,900 23,300 IL 126 (W Lockport St) east of Wallin Dr 18,400 23,100 23,900 Traffic projections are developed using existing ADT data provided in the request letter and the results from the December 2021 CMAP Travel Demand Analysis. The regional travel model uses CMAP 2050 socioeconomic projections and assumes the implementation of the ON TO 2050 Comprehensive Regional Plan for the Northeastern Illinois area. The provision of this data in support of your request does not constitute a CMAP endorsement of the proposed development or any subsequent developments. If you have any questions, please call me at (312) 386-8806. Sincerely, Jose Rodriguez, PTP, AICP Senior Planner, Research & Analysis cc: Rios (IDOT) 2022_ForecastTraffic\Plainfield\wi-29-22\wi-29-22.docx 232 Level of Service Criteria 233 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 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, 6th Edition. 234 Capacity Analysis Summary Sheets Weekday Morning Peak Hour – Existing Conditions 235 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 09/15/2022 AMEX Existing Morning Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 179 702 133 44 269 133 67 82 45 131 96 57 Future Volume (vph) 179 702 133 44 269 133 67 82 45 131 96 57 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) 380 180 250 305 130 130 215 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 200 170 110 260 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 0.944 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 1923 1553 1805 1770 1553 1703 1887 1392 1805 1629 0 Flt Permitted 0.478 0.155 0.645 0.524 Satd. Flow (perm) 865 1923 1553 294 1770 1553 1156 1887 1392 996 1629 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 30 45 Link Distance (ft) 614 2742 1091 971 Travel Time (s) 10.5 46.7 24.8 14.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 5% 4% 4% 0% 13% 4% 6% 6% 16% 0% 9% 12% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 208 816 155 51 313 155 78 95 52 152 178 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) 72.0 61.2 75.8 64.4 55.2 76.6 21.3 12.3 22.2 30.8 16.4 Actuated g/C Ratio 0.65 0.56 0.69 0.59 0.50 0.70 0.19 0.11 0.20 0.28 0.15 236 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 09/15/2022 AMEX Existing Morning Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.32 0.76 0.14 0.19 0.35 0.14 0.29 0.45 0.19 0.39 0.74 Control Delay 6.3 20.5 4.1 9.8 19.4 7.4 32.4 52.4 35.0 33.3 62.6 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 6.3 20.5 4.1 9.8 19.4 7.4 32.4 52.4 35.0 33.3 62.6 LOS ACAABACDCCE Approach Delay 15.8 14.9 41.4 49.1 Approach LOS B B D D Queue Length 50th (ft) 36 498 34 13 136 39 40 62 29 82 119 Queue Length 95th (ft) m42 466 m20 26 205 65 73 112 60 128 185 Internal Link Dist (ft) 534 2662 1011 891 Turn Bay Length (ft) 380 180 250 305 130 130 215 Base Capacity (vph) 675 1070 1085 313 888 1104 283 227 319 404 269 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.31 0.76 0.14 0.16 0.35 0.14 0.28 0.42 0.16 0.38 0.66 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 23.0 Intersection LOS: C Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Wallin Drive & IL 126 237 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 09/15/2022 AMEX Existing Morning Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 793 1 15 310 54 7 10 47 102 19 33 Future Volume (vph) 21 793 1 15 310 54 7 10 47 102 19 33 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 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) 175 0 185 185 110 0 110 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft) 200 220 40 40 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 0.877 0.905 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1656 1827 0 1687 1739 1482 1805 1637 0 1703 1658 0 Flt Permitted 0.530 0.183 0.721 0.540 Satd. Flow (perm) 924 1827 0 325 1739 1482 1370 1637 0 968 1658 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 25 25 Link Distance (ft) 1169 1951 1409 251 Travel Time (s) 19.9 33.3 38.4 6.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 9% 4% 0% 7% 15% 9% 0% 10% 0% 6% 5% 3% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 23 854 0 16 333 58 8 62 0 110 55 0 Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+pt NA Protected Phases 5 2 16738 74 Permitted Phases 2 6 6 8 4 Detector Phase 5 2 16738 74 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 6.5 14.0 6.5 14.0 Total Split (s) 13.2 61.6 13.2 61.6 13.2 13.2 22.0 13.2 22.0 Total Split (%) 12.0% 56.0% 12.0% 56.0% 12.0% 12.0% 20.0% 12.0% 20.0% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 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 6.0 3.5 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s) 77.9 72.8 77.7 72.7 89.3 17.1 10.7 23.7 19.2 Actuated g/C Ratio 0.71 0.66 0.71 0.66 0.81 0.16 0.10 0.22 0.17 238 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 09/15/2022 AMEX Existing Morning Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.03 0.71 0.05 0.29 0.05 0.03 0.39 0.40 0.19 Control Delay 5.9 18.9 5.2 9.3 1.2 30.9 53.0 38.7 39.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.9 18.9 5.2 9.3 1.2 30.9 53.0 38.7 39.2 LOS AB AAACD DD Approach Delay 18.6 8.0 50.5 38.8 Approach LOS B A D D Queue Length 50th (ft) 4 331 200442 6432 Queue Length 95th (ft) 14 #705 m5 240 m7 17 82 109 73 Internal Link Dist (ft) 1089 1871 1329 171 Turn Bay Length (ft) 175 185 185 110 110 Base Capacity (vph) 729 1209 353 1149 1202 297 238 274 313 Starvation Cap Reductn 0 0 00000 00 Spillback Cap Reductn 0 0 00000 00 Storage Cap Reductn 0 0 00000 00 Reduced v/c Ratio 0.03 0.71 0.05 0.29 0.05 0.03 0.26 0.40 0.18 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 58.3 (53%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay: 19.4 Intersection LOS: B Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Meadow Lane & IL 126 239 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 09/15/2022 AMEX Existing Morning Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 147 196 23 15 48 78 20 316 58 210 258 49 Future Volume (vph) 147 196 23 15 48 78 20 316 58 210 258 49 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) 125 145 180 190 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 0.984 0.907 0.977 0.976 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 1674 0 1504 1332 0 1641 1777 0 1656 1755 0 Flt Permitted 0.528 0.593 0.537 0.277 Satd. Flow (perm) 993 1674 0 939 1332 0 928 1777 0 483 1755 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 40 45 50 Link Distance (ft) 2228 3997 1379 2557 Travel Time (s) 33.8 68.1 20.9 34.9 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 10% 26% 20% 17% 37% 10% 4% 7% 9% 6% 4% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 181 270 0 19 155 0 25 462 0 259 379 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) 13.0 57.0 19.0 63.0 11.0 40.0 14.0 43.0 Total Split (%) 10.0% 43.8% 14.6% 48.5% 8.5% 30.8% 10.8% 33.1% 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) 32.5 26.4 26.2 17.4 42.9 34.1 50.6 44.3 Actuated g/C Ratio 0.36 0.29 0.29 0.19 0.47 0.38 0.56 0.49 240 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 09/15/2022 AMEX Existing Morning Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.41 0.55 0.06 0.61 0.05 0.69 0.64 0.44 Control Delay 23.1 33.1 18.3 43.6 11.3 31.6 20.5 20.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.1 33.1 18.3 43.6 11.3 31.6 20.5 20.0 LOS CC BD BC CB Approach Delay 29.1 40.8 30.5 20.2 Approach LOS CDCC Queue Length 50th (ft) 72 121 7 82 6 214 70 119 Queue Length 95th (ft) 106 199 19 126 19 327 128 248 Internal Link Dist (ft) 2148 3917 1299 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 439 946 437 841 511 669 406 858 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 0.41 0.29 0.04 0.18 0.05 0.69 0.64 0.44 Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 90.6 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 27.4 Intersection LOS: C Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 3: Wallin Drive & 143rd Street & US 30 241 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 09/15/2022 AMEX Existing Morning Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 199 5 45 55 17 2 9 130 37 20 25 Future Volume (vph) 10 199 5 45 55 17 2 9 130 37 20 25 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) 115 0 325 0 110 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 220 215 130 45 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 0.996 0.965 0.860 0.917 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1641 1701 0 1736 1613 0 1805 1619 0 1626 1668 0 Flt Permitted 0.701 0.564 0.722 0.618 Satd. Flow (perm) 1211 1701 0 1030 1613 0 1372 1619 0 1058 1668 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 25 25 Link Distance (ft) 3055 2228 542 683 Travel Time (s) 46.3 33.8 14.8 18.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 10% 11% 20% 4% 16% 6% 0% 0% 1% 11% 10% 0% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 12 246 0 54 86 0 2 168 0 45 54 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 14.0 6.5 14.0 Total Split (s) 6.5 24.0 6.5 24.0 6.5 23.0 6.5 23.0 Total Split (%) 10.8% 40.0% 10.8% 40.0% 10.8% 38.3% 10.8% 38.3% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 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) 16.9 19.4 18.1 21.6 13.0 12.7 13.5 13.7 Actuated g/C Ratio 0.39 0.45 0.42 0.50 0.30 0.29 0.31 0.31 242 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 09/15/2022 AMEX Existing Morning Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.02 0.32 0.11 0.11 0.00 0.36 0.12 0.10 Control Delay 8.3 15.2 8.5 11.7 10.0 19.0 11.4 14.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 15.2 8.5 11.7 10.0 19.0 11.4 14.9 LOS AB AB AB BB Approach Delay 14.8 10.5 18.9 13.3 Approach LOS BBBB Queue Length 50th (ft) 1 48 6 11 0 39 9 11 Queue Length 95th (ft) 9 117 25 47 3 86 23 34 Internal Link Dist (ft) 2975 2148 462 603 Turn Bay Length (ft) 115 325 110 100 Base Capacity (vph) 506 851 487 883 444 765 375 807 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 0.02 0.29 0.11 0.10 0.00 0.22 0.12 0.07 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 43.5 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.36 Intersection Signal Delay: 14.7 Intersection LOS: B Intersection Capacity Utilization 44.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Meadow Lane & 143rd Street 243 HCM 6th AWSC 9: Meadow Lane & Liberty Grove Blvd 09/14/2022 AMEX Existing Morning Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 30 34 0 7 13 62 14 1 67 4 Future Vol, veh/h 2 0 30 34 0 7 13 62 14 1 67 4 Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 Heavy Vehicles, %0003007314040 Mvmt Flow 3 0 45 51 0 10 19 93 21 1 100 6 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.2 8 8.1 7.9 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 15% 6% 83% 1% Vol Thru, % 70% 0% 0% 93% Vol Right, % 16% 94% 17% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 89 32 41 72 LT Vol 13 2 34 1 Through Vol 62 0 0 67 RT Vol 14 30 7 4 Lane Flow Rate 133 48 61 107 Geometry Grp 1111 Degree of Util (X) 0.156 0.052 0.078 0.127 Departure Headway (Hd) 4.225 3.956 4.6 4.261 Convergence, Y/N Yes Yes Yes Yes Cap 836 909 782 847 Service Time 2.319 1.964 2.607 2.261 HCM Lane V/C Ratio 0.159 0.053 0.078 0.126 HCM Control Delay 8.1 7.2 8 7.9 HCM Lane LOS AAAA HCM 95th-tile Q 0.6 0.2 0.3 0.4 244 HCM 6th TWSC 5: Indian Boundary Line Road & IL 126 09/14/2022 AMEX Existing Morning Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 940 2 16 377 2 74 Future Vol, veh/h 940 2 16 377 2 74 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 0 0 13 0 4 Mvmt Flow 1022 2 17 410 2 80 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1024 0 1467 1023 Stage 1 - - - - 1023 - Stage 2 - - - - 444 - Critical Hdwy - - 4.1 - 6.4 6.24 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.336 Pot Cap-1 Maneuver - - *492 - *48 *324 Stage 1 - - - - *309 - Stage 2 - - - - *651 - Platoon blocked, % - - 1 - 1 1 Mov Cap-1 Maneuver - - *492 - *45 *324 Mov Cap-2 Maneuver - - - - *45 - Stage 1 - - - - *309 - Stage 2 - - - - *622 - Approach EB WB NE HCM Control Delay, s 0 0.5 23.2 HCM LOS C Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 279 - - * 492 - HCM Lane V/C Ratio 0.296 - - 0.035 - HCM Control Delay (s) 23.2 - - 12.6 0 HCM Lane LOS C - - B A HCM 95th %tile Q(veh) 1.2 - - 0.1 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 245 HCM 6th TWSC 6: Wallin Drive & Presidential Avenue 09/14/2022 AMEX Existing Morning Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 19 375 19 19 277 Future Vol, veh/h 7 19 375 19 19 277 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 80 0 - - 155 - Veh in Median Storage, # 1 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 5 5 0 16 8 Mvmt Flow 9 24 469 24 24 346 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 875 481 0 0 493 0 Stage 1 481 ----- Stage 2 394 ----- Critical Hdwy 6.4 6.25 - - 4.26 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.345 - - 2.344 - Pot Cap-1 Maneuver 322 579 - - 1002 - Stage 1 626 ----- Stage 2 686 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 314 579 - - 1002 - Mov Cap-2 Maneuver 438 ----- Stage 1 626 ----- Stage 2 670 ----- Approach WB NB SB HCM Control Delay, s 12 0 0.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 438 579 1002 - HCM Lane V/C Ratio - - 0.02 0.041 0.024 - HCM Control Delay (s) - - 13.4 11.5 8.7 - HCM Lane LOS - - B B A - HCM 95th %tile Q(veh) - - 0.1 0.1 0.1 - 246 HCM 6th TWSC 8: Meadow Lane & Presidential Lane 09/14/2022 AMEX Existing Morning Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 4 10 1 16 1 68 4 1 53 2 Future Vol, veh/h 14 0 4 10 1 16 1 68 4 1 53 2 Conflicting Peds, #/hr 0 00000101101 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 0 0 0 20 00040060 Mvmt Flow 16 0 5 12 1 19 1 80 5 1 62 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 161 154 64 154 153 84 65 0 0 86 0 0 Stage 1 66 66 - 86 86 ------- Stage 2 95 88 - 68 67 ------- Critical Hdwy 7.1 6.5 6.2 7.3 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.3 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.3 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.68 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 809 741 1006 774 742 981 1550 - - 1523 - - Stage 1 950 844 - 879 827 ------- Stage 2 917 826 - 899 843 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 790 738 1005 769 739 980 1549 - - 1522 - - Mov Cap-2 Maneuver 790 738 - 769 739 ------- Stage 1 948 842 - 877 825 ------- Stage 2 897 824 - 894 841 ------- Approach EB WB NB SB HCM Control Delay, s 9.5 9.2 0.1 0.1 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1549 - - 829 880 1522 - - HCM Lane V/C Ratio 0.001 - - 0.026 0.036 0.001 - - HCM Control Delay (s) 7.3 0 - 9.5 9.2 7.4 0 - HCM Lane LOS A A -AAAA - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - 247 Capacity Analysis Summary Sheets Weekday Evening Peak Hour – Existing Conditions 248 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 09/15/2022 PMEX Existing Evening Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 246 217 106 62 636 120 106 123 27 143 130 189 Future Volume (vph) 246 217 106 62 636 120 106 123 27 143 130 189 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) 380 180 250 305 130 130 215 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 200 170 110 260 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 0.98 1.00 Frt 0.850 0.850 0.850 0.911 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1887 1615 1805 1961 1599 1805 2000 1615 1787 1721 0 Flt Permitted 0.148 0.617 0.265 0.561 Satd. Flow (perm) 276 1887 1581 1172 1961 1599 504 2000 1615 1055 1721 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 30 45 Link Distance (ft) 614 2742 1091 971 Travel Time (s) 10.5 46.7 24.8 14.7 Confl. Peds. (#/hr) 1 1 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 (%) 2% 6% 0% 0% 2% 1% 0% 0% 0% 1% 0% 1% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 256 226 110 65 663 125 110 128 28 149 332 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) 71.1 59.7 71.9 63.2 53.4 72.1 35.3 23.1 36.4 40.7 26.2 Actuated g/C Ratio 0.59 0.50 0.60 0.53 0.44 0.60 0.29 0.19 0.30 0.34 0.22 249 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 09/15/2022 PMEX Existing Evening Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.83 0.24 0.12 0.10 0.76 0.13 0.44 0.33 0.06 0.34 0.89 Control Delay 40.2 21.9 15.0 10.8 34.8 10.2 33.5 46.2 31.8 30.5 71.7 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 40.2 21.9 15.0 10.8 34.8 10.2 33.5 46.2 31.8 30.5 71.7 LOS DCBBCBCDCCE Approach Delay 28.5 29.4 39.4 58.9 Approach LOS C C D E Queue Length 50th (ft) 134 132 33 20 417 39 60 87 16 83 256 Queue Length 95th (ft) #215 184 94 39 570 59 104 155 40 136 #442 Internal Link Dist (ft) 534 2662 1011 891 Turn Bay Length (ft) 380 180 250 305 130 130 215 Base Capacity (vph) 314 939 966 709 885 1064 271 385 538 492 375 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.82 0.24 0.11 0.09 0.75 0.12 0.41 0.33 0.05 0.30 0.89 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 36.9 Intersection LOS: D Intersection Capacity Utilization 86.4% 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: 1: Wallin Drive & IL 126 250 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 09/15/2022 PMEX Existing Evening Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 32 429 10 44 701 67 10 28 14 66 24 29 Future Volume (vph) 32 429 10 44 701 67 10 28 14 66 24 29 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 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) 175 0 185 185 110 0 110 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft) 200 220 40 40 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 0.997 0.850 0.951 0.917 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1819 0 1805 1961 1583 1805 1759 0 1787 1684 0 Flt Permitted 0.260 0.417 0.719 0.539 Satd. Flow (perm) 494 1819 0 792 1961 1583 1366 1759 0 1014 1684 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 25 25 Link Distance (ft) 1169 1951 1409 251 Travel Time (s) 19.9 33.3 38.4 6.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 4% 10% 0% 2% 2% 0% 4% 0% 1% 4% 3% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 35 482 0 48 770 74 11 46 0 73 58 0 Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+pt NA Protected Phases 5 2 16738 74 Permitted Phases 2 6 6 8 4 Detector Phase 5 2 16738 74 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 6.5 14.0 6.5 14.0 Total Split (s) 14.4 70.8 14.4 70.8 13.2 13.2 21.6 13.2 21.6 Total Split (%) 12.0% 59.0% 12.0% 59.0% 11.0% 11.0% 18.0% 11.0% 18.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 5.0 3.5 5.0 3.5 3.5 5.0 3.5 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s) 88.2 81.7 89.3 83.8 99.0 15.6 9.8 21.5 18.1 Actuated g/C Ratio 0.74 0.68 0.74 0.70 0.82 0.13 0.08 0.18 0.15 251 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 09/15/2022 PMEX Existing Evening Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.08 0.39 0.07 0.56 0.06 0.06 0.32 0.30 0.23 Control Delay 5.1 11.0 3.4 8.0 2.8 37.8 57.2 43.0 46.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.1 11.0 3.4 8.0 2.8 37.8 57.2 43.0 46.2 LOS AB AAADE DD Approach Delay 10.6 7.3 53.5 44.4 Approach LOS B A D D Queue Length 50th (ft) 6 168 6 244 10 7 34 47 38 Queue Length 95th (ft) 16 262 m11 m247 m18 23 71 88 84 Internal Link Dist (ft) 1089 1871 1329 171 Turn Bay Length (ft) 175 185 185 110 110 Base Capacity (vph) 494 1238 694 1368 1299 253 243 245 281 Starvation Cap Reductn 0 0 00000 00 Spillback Cap Reductn 0 0 00000 00 Storage Cap Reductn 0 0 00000 00 Reduced v/c Ratio 0.07 0.39 0.07 0.56 0.06 0.04 0.19 0.30 0.21 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 34.8 (29%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.56 Intersection Signal Delay: 13.1 Intersection LOS: B Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Meadow Lane & IL 126 252 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 09/15/2022 PMEX Existing Evening Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 152 210 26 64 219 173 52 335 138 188 390 174 Future Volume (vph) 152 210 26 64 219 173 52 335 138 188 390 174 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) 125 145 180 190 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 0.984 0.934 0.956 0.954 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1745 0 1770 1612 0 1805 1783 0 1612 1800 0 Flt Permitted 0.228 0.578 0.213 0.142 Satd. Flow (perm) 425 1745 0 1077 1612 0 405 1783 0 241 1800 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 40 45 50 Link Distance (ft) 2228 3997 1379 2557 Travel Time (s) 33.8 68.1 20.9 34.9 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 (%) 2% 8% 0% 2% 7% 14% 0% 1% 4% 12% 1% 0% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 165 256 0 70 426 0 57 514 0 204 613 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 57.0 11.0 53.0 7.0 45.0 17.0 55.0 Total Split (%) 11.5% 43.8% 8.5% 40.8% 5.4% 34.6% 13.1% 42.3% 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) 54.5 43.6 47.0 37.3 44.7 38.6 58.0 50.1 Actuated g/C Ratio 0.46 0.36 0.39 0.31 0.37 0.32 0.48 0.42 253 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 09/15/2022 PMEX Existing Evening Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.52 0.40 0.15 0.85 0.30 0.89 0.76 0.81 Control Delay 25.2 31.0 18.9 54.6 24.9 59.3 40.3 43.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.2 31.0 18.9 54.6 24.9 59.3 40.3 43.2 LOS CC BD CE DD Approach Delay 28.7 49.6 55.9 42.5 Approach LOS C D E D Queue Length 50th (ft) 75 152 30 310 24 387 94 434 Queue Length 95th (ft) 119 227 57 440 53 #651 #223 #709 Internal Link Dist (ft) 2148 3917 1299 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 324 750 470 639 192 586 272 753 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 0.51 0.34 0.15 0.67 0.30 0.88 0.75 0.81 Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 119.6 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 44.8 Intersection LOS: D Intersection Capacity Utilization 83.6% 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: 3: Wallin Drive & 143rd Street & US 30 254 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 09/15/2022 PMEX Existing Evening Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 28 200 6 178 228 39 3 27 146 42 24 26 Future Volume (vph) 28 200 6 178 228 39 3 27 146 42 24 26 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) 115 0 325 0 110 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 220 215 130 45 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 0.995 0.978 0.874 0.921 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1739 0 1787 1753 0 1357 1636 0 1805 1717 0 Flt Permitted 0.580 0.563 0.721 0.606 Satd. Flow (perm) 1102 1739 0 1059 1753 0 1030 1636 0 1151 1717 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 25 25 Link Distance (ft) 3055 2228 542 683 Travel Time (s) 46.3 33.8 14.8 18.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 9% 0% 1% 7% 0% 33% 4% 1% 0% 4% 0% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 31 227 0 196 294 0 3 190 0 46 55 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 14.0 6.5 14.0 Total Split (s) 6.5 24.0 6.5 24.0 6.5 23.0 6.5 23.0 Total Split (%) 10.8% 40.0% 10.8% 40.0% 10.8% 38.3% 10.8% 38.3% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 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) 17.6 19.9 18.9 22.4 14.0 15.7 14.6 16.7 Actuated g/C Ratio 0.41 0.46 0.44 0.52 0.32 0.36 0.34 0.38 255 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 09/15/2022 PMEX Existing Evening Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.06 0.28 0.36 0.32 0.01 0.32 0.10 0.08 Control Delay 8.6 15.6 11.6 14.4 10.0 18.3 11.0 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.6 15.6 11.6 14.4 10.0 18.3 11.0 14.6 LOS AB BB AB BB Approach Delay 14.7 13.3 18.2 13.0 Approach LOS BBBB Queue Length 50th (ft) 3 45 24 45 1 42 8 11 Queue Length 95th (ft) 18 121 78 156 5 106 25 37 Internal Link Dist (ft) 2975 2148 462 603 Turn Bay Length (ft) 115 325 110 100 Base Capacity (vph) 520 841 538 906 368 766 455 828 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 0.06 0.27 0.36 0.32 0.01 0.25 0.10 0.07 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 43.4 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.36 Intersection Signal Delay: 14.5 Intersection LOS: B Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Meadow Lane & 143rd Street 256 HCM 6th AWSC 9: Meadow Lane & Liberty Grove Blvd 09/14/2022 PMEX Existing Evening Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 21 32 2 6 21 61 30 6 64 5 Future Vol, veh/h 1 0 21 32 2 6 21 61 30 6 64 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, %00560092317020 Mvmt Flow 1 0 24 36 2 7 24 69 34 7 72 6 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7 7.8 7.9 8 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 19% 5% 80% 8% Vol Thru, % 54% 0% 5% 85% Vol Right, % 27% 95% 15% 7% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 112 22 40 75 LT Vol 21 1 32 6 Through Vol 61 0 2 64 RT Vol 30 21 6 5 Lane Flow Rate 126 25 45 84 Geometry Grp 1111 Degree of Util (X) 0.144 0.027 0.057 0.103 Departure Headway (Hd) 4.115 3.861 4.571 4.383 Convergence, Y/N Yes Yes Yes Yes Cap 862 933 788 809 Service Time 2.183 1.862 2.572 2.455 HCM Lane V/C Ratio 0.146 0.027 0.057 0.104 HCM Control Delay 7.9 7 7.8 8 HCM Lane LOS AAAA HCM 95th-tile Q 0.5 0.1 0.2 0.3 257 HCM 6th TWSC 5: Indian Boundary Line Road & IL 126 09/14/2022 PMEX Existing Evening Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 495 14 119 812 0 74 Future Vol, veh/h 495 14 119 812 0 74 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 3 01200 Mvmt Flow 527 15 127 864 0 79 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 542 0 1653 535 Stage 1 - - - - 535 - Stage 2 - - - - 1118 - Critical Hdwy - - 4.11 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.209 - 3.5 3.3 Pot Cap-1 Maneuver - - *1006 - *59 *674 Stage 1 - - - - *635 - Stage 2 - - - - *315 - Platoon blocked, % - - 1 - 1 1 Mov Cap-1 Maneuver - - *1006 - *45 *674 Mov Cap-2 Maneuver - - - - *45 - Stage 1 - - - - *635 - Stage 2 - - - - *238 - Approach EB WB NE HCM Control Delay, s 0 1.2 11 HCM LOS B Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 674 - - * 1006 - HCM Lane V/C Ratio 0.117 - - 0.126 - HCM Control Delay (s) 11 - - 9.1 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.4 - - 0.4 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 258 HCM 6th TWSC 6: Wallin Drive & Presidential Avenue 09/14/2022 PMEX Existing Evening Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 1.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 19 50 475 14 37 443 Future Vol, veh/h 19 50 475 14 37 443 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 80 0 - - 155 - Veh in Median Storage, # 1 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 01002 Mvmt Flow 21 54 516 15 40 482 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1086 524 0 0 531 0 Stage 1 524 ----- Stage 2 562 ----- 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 242 557 - - 1047 - Stage 1 598 ----- Stage 2 575 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 233 557 - - 1047 - Mov Cap-2 Maneuver 368 ----- Stage 1 598 ----- Stage 2 553 ----- Approach WB NB SB HCM Control Delay, s 13.1 0 0.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 368 557 1047 - HCM Lane V/C Ratio - - 0.056 0.098 0.038 - HCM Control Delay (s) - - 15.4 12.2 8.6 - HCM Lane LOS - - C B A - HCM 95th %tile Q(veh) - - 0.2 0.3 0.1 - 259 HCM 6th TWSC 8: Meadow Lane & Presidential Lane 09/14/2022 PMEX Existing Evening Peak 10:36 am 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 1 8 4 10 13 5 84 6 15 106 18 Future Vol, veh/h 14 1 8 4 10 13 5 84 6 15 106 18 Conflicting Peds, #/hr 0 00000001100 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 0 12 000020020 Mvmt Flow 16 1 9 5 11 15 6 95 7 17 120 20 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 288 279 130 281 286 100 140 0 0 103 0 0 Stage 1 164 164 - 112 112 ------- Stage 2 124 115 - 169 174 ------- Critical Hdwy 7.1 6.5 6.32 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.408 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 668 632 894 675 627 961 1456 - - 1502 - - Stage 1 843 766 - 898 807 ------- Stage 2 885 804 - 838 759 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 641 621 894 658 616 960 1456 - - 1501 - - Mov Cap-2 Maneuver 641 621 - 658 616 ------- Stage 1 840 757 - 894 803 ------- Stage 2 856 800 - 818 750 ------- Approach EB WB NB SB HCM Control Delay, s 10.3 10 0.4 0.8 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1456 - - 710 753 1501 - - HCM Lane V/C Ratio 0.004 - - 0.037 0.041 0.011 - - HCM Control Delay (s) 7.5 0 - 10.3 10 7.4 0 - HCM Lane LOS A A -BBAA - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - 260 Capacity Analysis Summary Sheets Weekday Morning Peak Hour – No-Build Conditions 261 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 09/15/2022 AMNB No Build Morning Peak 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 194 741 133 44 284 155 67 82 45 179 96 75 Future Volume (vph) 194 741 133 44 284 155 67 82 45 179 96 75 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) 380 180 250 305 130 130 215 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 200 170 110 260 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 0.934 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 1923 1553 1805 1770 1553 1703 1887 1392 1805 1609 0 Flt Permitted 0.458 0.113 0.633 0.515 Satd. Flow (perm) 829 1923 1553 215 1770 1553 1135 1887 1392 978 1609 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 30 45 Link Distance (ft) 614 2742 1091 971 Travel Time (s) 10.5 46.7 24.8 14.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 5% 4% 4% 0% 13% 4% 6% 6% 16% 0% 9% 12% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 226 862 155 51 330 180 78 95 52 208 199 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) 71.3 60.4 75.0 63.1 53.9 76.9 20.5 11.6 21.4 31.7 17.2 Actuated g/C Ratio 0.65 0.55 0.68 0.57 0.49 0.70 0.19 0.11 0.19 0.29 0.16 262 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 09/15/2022 AMNB No Build Morning Peak 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.36 0.82 0.15 0.23 0.38 0.17 0.30 0.48 0.19 0.51 0.79 Control Delay 6.3 22.5 4.1 10.9 20.4 7.5 32.5 54.3 35.7 35.7 67.2 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 6.3 22.5 4.1 10.9 20.4 7.5 32.5 54.3 35.7 35.7 67.2 LOS ACABCACDDDE Approach Delay 17.2 15.4 42.4 51.1 Approach LOS B B D D Queue Length 50th (ft) 39 548 34 13 148 44 40 63 30 114 134 Queue Length 95th (ft) m41 #586 m18 26 218 74 73 112 60 172 #225 Internal Link Dist (ft) 534 2662 1011 891 Turn Bay Length (ft) 380 180 250 305 130 130 215 Base Capacity (vph) 650 1055 1074 269 867 1090 274 217 310 412 268 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.35 0.82 0.14 0.19 0.38 0.17 0.28 0.44 0.17 0.50 0.74 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 24.8 Intersection LOS: C Intersection Capacity Utilization 73.6% 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Wallin Drive & IL 126 263 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 09/15/2022 AMNB No Build Morning Peak 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 847 1 15 343 54 7 10 47 102 19 33 Future Volume (vph) 21 847 1 15 343 54 7 10 47 102 19 33 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 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) 175 0 185 185 110 0 110 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft) 200 220 40 40 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 0.877 0.905 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1656 1827 0 1687 1739 1482 1805 1637 0 1703 1658 0 Flt Permitted 0.502 0.148 0.721 0.540 Satd. Flow (perm) 875 1827 0 263 1739 1482 1370 1637 0 968 1658 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 25 25 Link Distance (ft) 1169 1951 1409 251 Travel Time (s) 19.9 33.3 38.4 6.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 9% 4% 0% 7% 15% 9% 0% 10% 0% 6% 5% 3% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 23 912 0 16 369 58 8 62 0 110 55 0 Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+pt NA Protected Phases 5 2 16738 74 Permitted Phases 2 6 6 8 4 Detector Phase 5 2 16738 74 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 6.5 14.0 6.5 14.0 Total Split (s) 13.2 61.6 13.2 61.6 13.2 13.2 22.0 13.2 22.0 Total Split (%) 12.0% 56.0% 12.0% 56.0% 12.0% 12.0% 20.0% 12.0% 20.0% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 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 6.0 3.5 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s) 77.9 72.8 77.7 72.7 89.3 17.1 10.7 23.7 19.2 Actuated g/C Ratio 0.71 0.66 0.71 0.66 0.81 0.16 0.10 0.22 0.17 264 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 09/15/2022 AMNB No Build Morning Peak 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.03 0.75 0.06 0.32 0.05 0.03 0.39 0.40 0.19 Control Delay 5.9 20.8 6.0 10.2 1.3 30.9 53.0 38.7 39.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.9 20.8 6.0 10.2 1.3 30.9 53.0 38.7 39.2 LOS AC ABACD DD Approach Delay 20.5 8.9 50.5 38.8 Approach LOS C A D D Queue Length 50th (ft) 4 376 200442 6432 Queue Length 95th (ft) 14 #844 m6 275 m7 17 82 109 73 Internal Link Dist (ft) 1089 1871 1329 171 Turn Bay Length (ft) 175 185 185 110 110 Base Capacity (vph) 698 1209 314 1149 1202 297 238 274 313 Starvation Cap Reductn 0 0 00000 00 Spillback Cap Reductn 0 0 00000 00 Storage Cap Reductn 0 0 00000 00 Reduced v/c Ratio 0.03 0.75 0.05 0.32 0.05 0.03 0.26 0.40 0.18 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 58.3 (53%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 20.5 Intersection LOS: C Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Meadow Lane & IL 126 265 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 09/15/2022 AMNB No Build Morning Peak 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 155 207 25 22 51 82 25 359 81 222 280 52 Future Volume (vph) 155 207 25 22 51 82 25 359 81 222 280 52 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) 125 145 180 190 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 0.984 0.908 0.972 0.977 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 1673 0 1504 1334 0 1641 1766 0 1656 1756 0 Flt Permitted 0.520 0.578 0.477 0.185 Satd. Flow (perm) 978 1673 0 915 1334 0 824 1766 0 322 1756 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 40 45 50 Link Distance (ft) 2228 3997 1379 2557 Travel Time (s) 33.8 68.1 20.9 34.9 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 10% 26% 20% 17% 37% 10% 4% 7% 9% 6% 4% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 191 287 0 27 164 0 31 543 0 274 410 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) 13.0 57.0 19.0 63.0 11.0 40.0 14.0 43.0 Total Split (%) 10.0% 43.8% 14.6% 48.5% 8.5% 30.8% 10.8% 33.1% 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) 33.6 27.6 27.7 18.7 43.1 34.2 50.7 42.3 Actuated g/C Ratio 0.37 0.30 0.30 0.20 0.47 0.37 0.55 0.46 266 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 09/15/2022 AMNB No Build Morning Peak 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.43 0.57 0.09 0.61 0.07 0.83 0.83 0.51 Control Delay 23.2 33.4 18.3 42.7 12.2 40.3 37.3 23.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.2 33.4 18.3 42.7 12.2 40.3 37.3 23.3 LOS CC BD BD DC Approach Delay 29.3 39.3 38.7 28.9 Approach LOS CDDC Queue Length 50th (ft) 76 130 10 87 7 272 76 170 Queue Length 95th (ft) 111 213 24 132 23 #451 #194 281 Internal Link Dist (ft) 2148 3917 1299 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 441 932 439 830 463 656 330 807 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 0.43 0.31 0.06 0.20 0.07 0.83 0.83 0.51 Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 92 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 33.0 Intersection LOS: C Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Wallin Drive & 143rd Street & US 30 267 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 09/15/2022 AMNB No Build Morning Peak 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 220 5 45 66 17 2 9 130 37 20 25 Future Volume (vph) 10 220 5 45 66 17 2 9 130 37 20 25 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) 115 0 325 0 110 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 220 215 130 45 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 0.997 0.970 0.860 0.917 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1641 1704 0 1736 1617 0 1805 1619 0 1626 1668 0 Flt Permitted 0.692 0.552 0.722 0.618 Satd. Flow (perm) 1195 1704 0 1008 1617 0 1372 1619 0 1058 1668 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 25 25 Link Distance (ft) 3055 2228 542 683 Travel Time (s) 46.3 33.8 14.8 18.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 10% 11% 20% 4% 16% 6% 0% 0% 1% 11% 10% 0% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 12 271 0 54 100 0 2 168 0 45 54 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 14.0 6.5 14.0 Total Split (s) 6.5 24.0 6.5 24.0 6.5 23.0 6.5 23.0 Total Split (%) 10.8% 40.0% 10.8% 40.0% 10.8% 38.3% 10.8% 38.3% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 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) 17.0 19.6 18.2 21.8 12.9 12.7 13.5 13.7 Actuated g/C Ratio 0.39 0.45 0.42 0.50 0.30 0.29 0.31 0.31 268 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 09/15/2022 AMNB No Build Morning Peak 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.02 0.35 0.11 0.12 0.00 0.36 0.12 0.10 Control Delay 8.3 15.4 8.5 11.8 10.0 19.1 11.4 15.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 15.4 8.5 11.8 10.0 19.1 11.4 15.0 LOS AB AB AB BB Approach Delay 15.1 10.7 19.0 13.4 Approach LOS BBBB Queue Length 50th (ft) 1 54 6 13 0 40 9 12 Queue Length 95th (ft) 9 129 25 53 3 86 23 34 Internal Link Dist (ft) 2975 2148 462 603 Turn Bay Length (ft) 115 325 110 100 Base Capacity (vph) 503 851 481 888 443 764 374 805 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 0.02 0.32 0.11 0.11 0.00 0.22 0.12 0.07 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 43.6 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.36 Intersection Signal Delay: 14.8 Intersection LOS: B Intersection Capacity Utilization 44.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Meadow Lane & 143rd Street 269 HCM 6th AWSC 9: Meadow Lane & Liberty Grove Blvd 09/14/2022 AMNB No Build Morning Peak 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 30 34 0 7 13 62 14 1 67 4 Future Vol, veh/h 2 0 30 34 0 7 13 62 14 1 67 4 Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 Heavy Vehicles, %0003007314040 Mvmt Flow 3 0 45 51 0 10 19 93 21 1 100 6 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.2 8 8.1 7.9 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 15% 6% 83% 1% Vol Thru, % 70% 0% 0% 93% Vol Right, % 16% 94% 17% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 89 32 41 72 LT Vol 13 2 34 1 Through Vol 62 0 0 67 RT Vol 14 30 7 4 Lane Flow Rate 133 48 61 107 Geometry Grp 1111 Degree of Util (X) 0.156 0.052 0.078 0.127 Departure Headway (Hd) 4.225 3.956 4.6 4.261 Convergence, Y/N Yes Yes Yes Yes Cap 836 909 782 847 Service Time 2.319 1.964 2.607 2.261 HCM Lane V/C Ratio 0.159 0.053 0.078 0.126 HCM Control Delay 8.1 7.2 8 7.9 HCM Lane LOS AAAA HCM 95th-tile Q 0.6 0.2 0.3 0.4 270 HCM 6th TWSC 5: Indian Boundary Line Road & IL 126 09/14/2022 AMNB No Build Morning Peak 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 1.8 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 994 2 16 410 2 74 Future Vol, veh/h 994 2 16 410 2 74 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 0 0 13 0 4 Mvmt Flow 1080 2 17 446 2 80 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1082 0 1561 1081 Stage 1 - - - - 1081 - Stage 2 - - - - 480 - Critical Hdwy - - 4.1 - 6.4 6.24 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.336 Pot Cap-1 Maneuver - - *408 - *24 *269 Stage 1 - - - - *257 - Stage 2 - - - - *627 - Platoon blocked, % - - 1 - 1 1 Mov Cap-1 Maneuver - - *408 - *23 *269 Mov Cap-2 Maneuver - - - - *23 - Stage 1 - - - - *257 - Stage 2 - - - - *593 - Approach EB WB NE HCM Control Delay, s 0 0.5 32.8 HCM LOS D Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 210 - - * 408 - HCM Lane V/C Ratio 0.393 - - 0.043 - HCM Control Delay (s) 32.8 - - 14.2 0 HCM Lane LOS D - - B A HCM 95th %tile Q(veh) 1.8 - - 0.1 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 271 HCM 6th TWSC 6: Wallin Drive & Presidential Avenue 09/14/2022 AMNB No Build Morning Peak 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 19 446 19 19 308 Future Vol, veh/h 7 19 446 19 19 308 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 80 0 - - 155 - Veh in Median Storage, # 1 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 5 5 0 16 8 Mvmt Flow 9 24 558 24 24 385 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1003 570 0 0 582 0 Stage 1 570 ----- Stage 2 433 ----- Critical Hdwy 6.4 6.25 - - 4.26 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.345 - - 2.344 - Pot Cap-1 Maneuver 271 515 - - 927 - Stage 1 570 ----- Stage 2 658 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 264 515 - - 927 - Mov Cap-2 Maneuver 395 ----- Stage 1 570 ----- Stage 2 641 ----- Approach WB NB SB HCM Control Delay, s 12.8 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 395 515 927 - HCM Lane V/C Ratio - - 0.022 0.046 0.026 - HCM Control Delay (s) - - 14.3 12.3 9 - HCM Lane LOS - - B B A - HCM 95th %tile Q(veh) - - 0.1 0.1 0.1 - 272 HCM 6th TWSC 7: Wallin Drive & 16-30 Access 09/14/2022 AMNB No Build Morning Peak 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 50 49 416 15 15 300 Future Vol, veh/h 50 49 416 15 15 300 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, # 1 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 05008 Mvmt Flow 53 52 438 16 16 316 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 794 446 0 0 454 0 Stage 1 446 ----- Stage 2 348 ----- 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 360 617 - - 1117 - Stage 1 649 ----- Stage 2 719 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 354 617 - - 1117 - Mov Cap-2 Maneuver 470 ----- Stage 1 649 ----- Stage 2 707 ----- Approach WB NB SB HCM Control Delay, s 12.5 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 470 617 1117 - HCM Lane V/C Ratio - - 0.112 0.084 0.014 - HCM Control Delay (s) - - 13.6 11.4 8.3 0 HCM Lane LOS - -BBAA HCM 95th %tile Q(veh) - - 0.4 0.3 0 - 273 HCM 6th TWSC 8: Meadow Lane & Presidential Lane 09/14/2022 AMNB No Build Morning Peak 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 4 10 1 16 1 68 4 1 53 2 Future Vol, veh/h 14 0 4 10 1 16 1 68 4 1 53 2 Conflicting Peds, #/hr 0 00000101101 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 0 0 0 20 00040060 Mvmt Flow 16 0 5 12 1 19 1 80 5 1 62 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 161 154 64 154 153 84 65 0 0 86 0 0 Stage 1 66 66 - 86 86 ------- Stage 2 95 88 - 68 67 ------- Critical Hdwy 7.1 6.5 6.2 7.3 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.3 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.3 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.68 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 809 741 1006 774 742 981 1550 - - 1523 - - Stage 1 950 844 - 879 827 ------- Stage 2 917 826 - 899 843 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 790 738 1005 769 739 980 1549 - - 1522 - - Mov Cap-2 Maneuver 790 738 - 769 739 ------- Stage 1 948 842 - 877 825 ------- Stage 2 897 824 - 894 841 ------- Approach EB WB NB SB HCM Control Delay, s 9.5 9.2 0.1 0.1 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1549 - - 829 880 1522 - - HCM Lane V/C Ratio 0.001 - - 0.026 0.036 0.001 - - HCM Control Delay (s) 7.3 0 - 9.5 9.2 7.4 0 - HCM Lane LOS A A -AAAA - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - 274 Capacity Analysis Summary Sheets Weekday Evening Peak Hour – No-Build Conditions 275 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 09/15/2022 PMNB No Build Evening Peak 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 274 229 106 62 672 170 106 123 27 179 130 208 Future Volume (vph) 274 229 106 62 672 170 106 123 27 179 130 208 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) 380 180 250 305 130 130 215 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 200 170 110 260 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 0.98 1.00 Frt 0.850 0.850 0.850 0.908 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1887 1615 1805 1961 1599 1805 2000 1615 1787 1715 0 Flt Permitted 0.104 0.610 0.260 0.543 Satd. Flow (perm) 194 1887 1581 1158 1961 1599 494 2000 1615 1021 1715 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 30 45 Link Distance (ft) 614 2742 1091 971 Travel Time (s) 10.5 46.7 24.8 14.7 Confl. Peds. (#/hr) 1 1 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 (%) 2% 6% 0% 0% 2% 1% 0% 0% 0% 1% 0% 1% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 285 239 110 65 700 177 110 128 28 186 352 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) 70.3 58.9 71.1 61.6 51.9 72.5 34.2 22.0 35.3 42.4 27.0 Actuated g/C Ratio 0.59 0.49 0.59 0.51 0.43 0.60 0.28 0.18 0.29 0.35 0.22 276 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 09/15/2022 PMNB No Build Evening Peak 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 1.03 0.26 0.12 0.10 0.83 0.18 0.45 0.35 0.06 0.41 0.91 Control Delay 84.8 22.0 16.2 10.8 39.4 10.2 34.1 48.4 33.8 31.6 75.3 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 84.8 22.0 16.2 10.8 39.4 10.2 34.1 48.4 33.8 31.6 75.3 LOS FCBBDBCDCCE Approach Delay 49.2 31.9 41.0 60.2 Approach LOS D C D E Queue Length 50th (ft) ~159 132 48 20 454 55 60 89 16 105 ~281 Queue Length 95th (ft) #339 197 96 39 618 75 104 159 42 167 #480 Internal Link Dist (ft) 534 2662 1011 891 Turn Bay Length (ft) 380 180 250 305 130 130 215 Base Capacity (vph) 277 926 955 688 882 1044 264 367 523 493 385 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 1.03 0.26 0.12 0.09 0.79 0.17 0.42 0.35 0.05 0.38 0.91 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 43.9 Intersection LOS: D Intersection Capacity Utilization 90.9% ICU Level of Service E 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: 1: Wallin Drive & IL 126 277 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 09/15/2022 PMNB No Build Evening Peak 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 32 469 10 44 756 67 10 28 14 66 24 29 Future Volume (vph) 32 469 10 44 756 67 10 28 14 66 24 29 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 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) 175 0 185 185 110 0 110 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft) 200 220 40 40 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 0.997 0.850 0.951 0.917 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1819 0 1805 1961 1583 1805 1759 0 1787 1684 0 Flt Permitted 0.226 0.388 0.719 0.539 Satd. Flow (perm) 429 1819 0 737 1961 1583 1366 1759 0 1014 1684 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 25 25 Link Distance (ft) 1169 1951 1409 251 Travel Time (s) 19.9 33.3 38.4 6.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 4% 10% 0% 2% 2% 0% 4% 0% 1% 4% 3% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 35 526 0 48 831 74 11 46 0 73 58 0 Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+pt NA Protected Phases 5 2 16738 74 Permitted Phases 2 6 6 8 4 Detector Phase 5 2 16738 74 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 6.5 14.0 6.5 14.0 Total Split (s) 14.4 70.8 14.4 70.8 13.2 13.2 21.6 13.2 21.6 Total Split (%) 12.0% 59.0% 12.0% 59.0% 11.0% 11.0% 18.0% 11.0% 18.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 5.0 3.5 5.0 3.5 3.5 5.0 3.5 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s) 88.2 81.7 89.3 83.8 99.0 15.6 9.8 21.5 18.1 Actuated g/C Ratio 0.74 0.68 0.74 0.70 0.82 0.13 0.08 0.18 0.15 278 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 09/15/2022 PMNB No Build Evening Peak 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.09 0.42 0.08 0.61 0.06 0.06 0.32 0.30 0.23 Control Delay 5.2 11.5 3.3 8.5 2.7 37.8 57.2 43.0 46.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.2 11.5 3.3 8.5 2.7 37.8 57.2 43.0 46.2 LOS AB AAADE DD Approach Delay 11.1 7.8 53.5 44.4 Approach LOS B A D D Queue Length 50th (ft) 6 190 6 236 9 7 34 47 38 Queue Length 95th (ft) 16 294 m10 m265 m18 23 71 88 84 Internal Link Dist (ft) 1089 1871 1329 171 Turn Bay Length (ft) 175 185 185 110 110 Base Capacity (vph) 451 1238 657 1368 1299 253 243 245 281 Starvation Cap Reductn 0 0 00000 00 Spillback Cap Reductn 0 0 00000 00 Storage Cap Reductn 0 0 00000 00 Reduced v/c Ratio 0.08 0.42 0.07 0.61 0.06 0.04 0.19 0.30 0.21 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 34.8 (29%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 13.3 Intersection LOS: B Intersection Capacity Utilization 56.5% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Meadow Lane & IL 126 279 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 09/15/2022 PMNB No Build Evening Peak 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 161 222 31 87 231 183 57 368 157 199 436 184 Future Volume (vph) 161 222 31 87 231 183 57 368 157 199 436 184 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) 125 145 180 190 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 0.981 0.934 0.955 0.955 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1742 0 1770 1612 0 1805 1781 0 1612 1802 0 Flt Permitted 0.205 0.521 0.140 0.092 Satd. Flow (perm) 382 1742 0 970 1612 0 266 1781 0 156 1802 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 40 45 50 Link Distance (ft) 2228 3997 1379 2557 Travel Time (s) 33.8 68.1 20.9 34.9 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 (%) 2% 8% 0% 2% 7% 14% 0% 1% 4% 12% 1% 0% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 175 275 0 95 450 0 62 571 0 216 674 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 57.0 11.0 53.0 7.0 45.0 17.0 55.0 Total Split (%) 11.5% 43.8% 8.5% 40.8% 5.4% 34.6% 13.1% 42.3% 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) 56.3 43.1 49.1 39.3 45.2 39.2 58.8 50.8 Actuated g/C Ratio 0.46 0.35 0.40 0.32 0.37 0.32 0.48 0.42 280 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 09/15/2022 PMNB No Build Evening Peak 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.58 0.45 0.22 0.87 0.44 1.00 0.92 0.90 Control Delay 27.2 32.5 19.6 57.0 31.8 80.5 72.0 51.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.2 32.5 19.6 57.0 31.8 80.5 72.0 51.9 LOS C C B E C F E D Approach Delay 30.5 50.5 75.7 56.8 Approach LOS C D E E Queue Length 50th (ft) 80 166 42 334 27 ~492 126 523 Queue Length 95th (ft) 127 244 73 473 57 #758 #301 #822 Internal Link Dist (ft) 2148 3917 1299 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 307 730 440 622 142 571 236 749 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 0.38 0.22 0.72 0.44 1.00 0.92 0.90 Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 122.2 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 55.5 Intersection LOS: E Intersection Capacity Utilization 88.9% ICU Level of Service E 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: 3: Wallin Drive & 143rd Street & US 30 281 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 09/15/2022 PMNB No Build Evening Peak 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 28 226 6 178 255 39 3 27 146 42 24 26 Future Volume (vph) 28 226 6 178 255 39 3 27 146 42 24 26 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) 115 0 325 0 110 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 220 215 130 45 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 0.996 0.980 0.874 0.921 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1740 0 1787 1755 0 1357 1636 0 1805 1717 0 Flt Permitted 0.565 0.554 0.721 0.606 Satd. Flow (perm) 1074 1740 0 1042 1755 0 1030 1636 0 1151 1717 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 25 25 Link Distance (ft) 3055 2228 542 683 Travel Time (s) 46.3 33.8 14.8 18.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 9% 0% 1% 7% 0% 33% 4% 1% 0% 4% 0% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 31 255 0 196 323 0 3 190 0 46 55 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 14.0 6.5 14.0 Total Split (s) 6.5 24.0 6.5 24.0 6.5 23.0 6.5 23.0 Total Split (%) 10.8% 40.0% 10.8% 40.0% 10.8% 38.3% 10.8% 38.3% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 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) 17.9 20.3 19.3 22.8 14.1 15.9 14.7 16.9 Actuated g/C Ratio 0.41 0.46 0.44 0.52 0.32 0.36 0.34 0.39 282 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 09/15/2022 PMNB No Build Evening Peak 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.06 0.32 0.36 0.35 0.01 0.32 0.10 0.08 Control Delay 8.6 15.8 11.6 14.6 10.3 18.5 11.1 14.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.6 15.8 11.6 14.6 10.3 18.5 11.1 14.8 LOS AB BB BB BB Approach Delay 15.0 13.5 18.4 13.1 Approach LOS BBBB Queue Length 50th (ft) 4 52 24 51 1 45 9 12 Queue Length 95th (ft) 18 135 78 173 5 106 25 37 Internal Link Dist (ft) 2975 2148 462 603 Turn Bay Length (ft) 115 325 110 100 Base Capacity (vph) 518 836 538 914 367 760 455 822 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 0.06 0.31 0.36 0.35 0.01 0.25 0.10 0.07 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 43.8 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.36 Intersection Signal Delay: 14.7 Intersection LOS: B Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Meadow Lane & 143rd Street 283 HCM 6th AWSC 9: Meadow Lane & Liberty Grove Blvd 09/14/2022 PMNB No Build Evening Peak 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 21 32 2 6 21 61 30 6 64 5 Future Vol, veh/h 1 0 21 32 2 6 21 61 30 6 64 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, %00560092317020 Mvmt Flow 1 0 24 36 2 7 24 69 34 7 72 6 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7 7.8 7.9 8 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 19% 5% 80% 8% Vol Thru, % 54% 0% 5% 85% Vol Right, % 27% 95% 15% 7% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 112 22 40 75 LT Vol 21 1 32 6 Through Vol 61 0 2 64 RT Vol 30 21 6 5 Lane Flow Rate 126 25 45 84 Geometry Grp 1111 Degree of Util (X) 0.144 0.027 0.057 0.103 Departure Headway (Hd) 4.115 3.861 4.571 4.383 Convergence, Y/N Yes Yes Yes Yes Cap 862 933 788 809 Service Time 2.183 1.862 2.572 2.455 HCM Lane V/C Ratio 0.146 0.027 0.057 0.104 HCM Control Delay 7.9 7 7.8 8 HCM Lane LOS AAAA HCM 95th-tile Q 0.5 0.1 0.2 0.3 284 HCM 6th TWSC 5: Indian Boundary Line Road & IL 126 09/14/2022 PMNB No Build Evening Peak 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 1.2 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 535 14 119 867 0 74 Future Vol, veh/h 535 14 119 867 0 74 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 3 01200 Mvmt Flow 569 15 127 922 0 79 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 584 0 1753 577 Stage 1 - - - - 577 - Stage 2 - - - - 1176 - Critical Hdwy - - 4.11 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.209 - 3.5 3.3 Pot Cap-1 Maneuver - - *968 - *44 *648 Stage 1 - - - - *611 - Stage 2 - - - - *296 - Platoon blocked, % - - 1 - 1 1 Mov Cap-1 Maneuver - - *968 - *32 *648 Mov Cap-2 Maneuver - - - - *32 - Stage 1 - - - - *611 - Stage 2 - - - - *216 - Approach EB WB NE HCM Control Delay, s 0 1.1 11.3 HCM LOS B Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 648 - - * 968 - HCM Lane V/C Ratio 0.121 - - 0.131 - HCM Control Delay (s) 11.3 - - 9.3 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.4 - - 0.4 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 285 HCM 6th TWSC 6: Wallin Drive & Presidential Avenue 09/14/2022 PMNB No Build Evening Peak 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 19 50 532 14 37 517 Future Vol, veh/h 19 50 532 14 37 517 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 80 0 - - 155 - Veh in Median Storage, # 1 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 01002 Mvmt Flow 21 54 578 15 40 562 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1228 586 0 0 593 0 Stage 1 586 ----- Stage 2 642 ----- 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 199 514 - - 993 - Stage 1 560 ----- Stage 2 528 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 191 514 - - 993 - Mov Cap-2 Maneuver 330 ----- Stage 1 560 ----- Stage 2 507 ----- Approach WB NB SB HCM Control Delay, s 13.8 0 0.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 330 514 993 - HCM Lane V/C Ratio - - 0.063 0.106 0.041 - HCM Control Delay (s) - - 16.6 12.8 8.8 - HCM Lane LOS - - C B A - HCM 95th %tile Q(veh) - - 0.2 0.4 0.1 - 286 HCM 6th TWSC 7: Wallin Drive & 16-30 Access 09/14/2022 PMNB No Build Evening Peak 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 28 27 519 48 47 489 Future Vol, veh/h 28 27 519 48 47 489 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, # 1 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 01002 Mvmt Flow 29 28 546 51 49 515 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1185 572 0 0 597 0 Stage 1 572 ----- Stage 2 613 ----- 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 211 523 - - 989 - Stage 1 569 ----- Stage 2 544 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 196 523 - - 989 - Mov Cap-2 Maneuver 333 ----- Stage 1 569 ----- Stage 2 506 ----- Approach WB NB SB HCM Control Delay, s 14.6 0 0.8 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 333 523 989 - HCM Lane V/C Ratio - - 0.089 0.054 0.05 - HCM Control Delay (s) - - 16.9 12.3 8.8 0 HCM Lane LOS - - C B A A HCM 95th %tile Q(veh) - - 0.3 0.2 0.2 - 287 HCM 6th TWSC 8: Meadow Lane & Presidential Lane 09/14/2022 PMNB No Build Evening Peak 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 1 8 4 10 13 5 84 6 15 106 18 Future Vol, veh/h 14 1 8 4 10 13 5 84 6 15 106 18 Conflicting Peds, #/hr 0 00000001100 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 0 12 000020020 Mvmt Flow 16 1 9 5 11 15 6 95 7 17 120 20 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 288 279 130 281 286 100 140 0 0 103 0 0 Stage 1 164 164 - 112 112 ------- Stage 2 124 115 - 169 174 ------- Critical Hdwy 7.1 6.5 6.32 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.408 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 668 632 894 675 627 961 1456 - - 1502 - - Stage 1 843 766 - 898 807 ------- Stage 2 885 804 - 838 759 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 641 621 894 658 616 960 1456 - - 1501 - - Mov Cap-2 Maneuver 641 621 - 658 616 ------- Stage 1 840 757 - 894 803 ------- Stage 2 856 800 - 818 750 ------- Approach EB WB NB SB HCM Control Delay, s 10.3 10 0.4 0.8 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1456 - - 710 753 1501 - - HCM Lane V/C Ratio 0.004 - - 0.037 0.041 0.011 - - HCM Control Delay (s) 7.5 0 - 10.3 10 7.4 0 - HCM Lane LOS A A -BBAA - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - 288 Capacity Analysis Summary Sheets Weekday Morning Peak Hour – Projected Conditions – Residential Only 289 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 05/01/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 194 744 133 44 292 174 67 82 45 252 96 80 Future Volume (vph) 194 744 133 44 292 174 67 82 45 252 96 80 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) 380 180 250 305 130 130 215 215 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 200 170 110 260 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 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 1923 1553 1805 1770 1553 1703 1887 1392 1805 1743 1442 Flt Permitted 0.454 0.121 0.685 0.508 Satd. Flow (perm) 822 1923 1553 230 1770 1553 1228 1887 1392 965 1743 1442 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 30 45 Link Distance (ft) 483 2742 1091 702 Travel Time (s) 8.2 46.7 24.8 10.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 5% 4% 4% 0% 13% 4% 6% 6% 16% 0% 9% 12% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 226 865 155 51 340 202 78 95 52 293 112 93 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 523167381745 Permitted Phases 2 2 6 6 8 8 4 4 Detector Phase 523167381745 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 3.0 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 6.5 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 17.6 Total Split (%) 16.0% 54.0% 12.0% 12.0% 50.0% 17.0% 12.0% 17.0% 12.0% 17.0% 22.0% 16.0% 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 3.5 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 0.0 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 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 3.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes 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 None Act Effct Green (s) 72.4 61.6 76.1 64.3 55.2 77.5 20.0 11.1 20.9 30.6 16.0 33.3 Actuated g/C Ratio 0.66 0.56 0.69 0.58 0.50 0.70 0.18 0.10 0.19 0.28 0.15 0.30 290 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 05/01/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.36 0.80 0.14 0.22 0.38 0.18 0.30 0.50 0.20 0.75 0.44 0.21 Control Delay 5.9 21.5 3.8 10.6 20.1 7.4 32.5 55.9 36.1 46.4 47.8 28.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.9 21.5 3.8 10.6 20.1 7.4 32.5 55.9 36.1 46.4 47.8 28.2 LOS ACABCACEDDDC Approach Delay 16.5 14.9 43.2 43.3 Approach LOS B B D D Queue Length 50th (ft) 33 542 29 12 151 49 40 64 30 173 72 47 Queue Length 95th (ft) m43 #610 m21 26 225 83 73 112 60 242 121 81 Internal Link Dist (ft) 403 2662 1011 622 Turn Bay Length (ft) 380 180 250 305 130 130 215 215 Base Capacity (vph) 656 1076 1090 279 887 1094 278 217 303 393 288 473 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.34 0.80 0.14 0.18 0.38 0.18 0.28 0.44 0.17 0.75 0.39 0.20 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 23.7 Intersection LOS: C Intersection Capacity Utilization 74.5% 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Wallin Drive & IL 126 291 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 05/01/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 26 847 1 15 357 48 7 10 47 105 19 49 Future Volume (vph) 26 847 1 15 357 48 7 10 47 105 19 49 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 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) 175 0 185 185 110 0 110 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft) 200 220 40 40 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 0.877 0.891 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1656 1827 0 1687 1739 1482 1805 1637 0 1703 1635 0 Flt Permitted 0.478 0.151 0.709 0.540 Satd. Flow (perm) 833 1827 0 268 1739 1482 1347 1637 0 968 1635 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 25 25 Link Distance (ft) 1169 1951 1409 251 Travel Time (s) 19.9 33.3 38.4 6.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 9% 4% 0% 7% 15% 9% 0% 10% 0% 6% 5% 3% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 28 912 0 16 384 52 8 62 0 113 73 0 Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+pt NA Protected Phases 5 2 16738 74 Permitted Phases 2 6 6 8 4 Detector Phase 5 2 16738 74 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 6.5 14.0 6.5 14.0 Total Split (s) 13.2 61.6 13.2 61.6 13.2 13.2 22.0 13.2 22.0 Total Split (%) 12.0% 56.0% 12.0% 56.0% 12.0% 12.0% 20.0% 12.0% 20.0% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 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 6.0 3.5 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s) 78.0 72.8 76.9 70.7 87.3 17.1 10.7 23.7 19.2 Actuated g/C Ratio 0.71 0.66 0.70 0.64 0.79 0.16 0.10 0.22 0.17 292 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 05/01/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.04 0.75 0.06 0.34 0.04 0.03 0.39 0.41 0.26 Control Delay 6.0 20.8 6.3 10.6 1.5 30.9 53.0 39.0 40.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.0 20.8 6.3 10.6 1.5 30.9 53.0 39.0 40.6 LOS AC ABACD DD Approach Delay 20.4 9.4 50.5 39.6 Approach LOS C A D D Queue Length 50th (ft) 5 376 0 164 2 4 42 65 43 Queue Length 95th (ft) 16 #844 m7 262 5 17 82 111 91 Internal Link Dist (ft) 1089 1871 1329 171 Turn Bay Length (ft) 175 185 185 110 110 Base Capacity (vph) 672 1209 317 1118 1176 295 238 274 309 Starvation Cap Reductn 0 0 00000 00 Spillback Cap Reductn 0 0 00000 00 Storage Cap Reductn 0 0 00000 00 Reduced v/c Ratio 0.04 0.75 0.05 0.34 0.04 0.03 0.26 0.41 0.24 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 58.3 (53%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 20.8 Intersection LOS: C Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Meadow Lane & IL 126 293 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 05/01/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 152 205 25 34 53 82 25 410 121 222 297 53 Future Volume (vph) 152 205 25 34 53 82 25 410 121 222 297 53 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) 125 145 180 190 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 0.984 0.909 0.966 0.977 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 1673 0 1504 1337 0 1641 1753 0 1656 1756 0 Flt Permitted 0.516 0.528 0.452 0.102 Satd. Flow (perm) 971 1673 0 836 1337 0 781 1753 0 178 1756 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 40 45 50 Link Distance (ft) 2228 3997 1379 2557 Travel Time (s) 33.8 68.1 20.9 34.9 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 10% 26% 20% 17% 37% 10% 4% 7% 9% 6% 4% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 188 284 0 42 166 0 31 655 0 274 432 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) 13.0 57.0 19.0 63.0 11.0 40.0 14.0 43.0 Total Split (%) 10.0% 43.8% 14.6% 48.5% 8.5% 30.8% 10.8% 33.1% 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) 33.8 25.9 29.0 19.4 43.1 34.2 50.7 42.3 Actuated g/C Ratio 0.36 0.28 0.31 0.21 0.46 0.37 0.55 0.46 294 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 05/01/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.43 0.61 0.13 0.59 0.07 1.01 1.03 0.54 Control Delay 23.0 36.4 18.8 41.7 12.6 70.8 90.0 24.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.0 36.4 18.8 41.7 12.6 70.8 90.0 24.5 LOS C D B D B E F C Approach Delay 31.1 37.1 68.1 49.9 Approach LOS C D E D Queue Length 50th (ft) 75 154 16 88 8 ~385 ~123 190 Queue Length 95th (ft) 109 214 32 133 23 #611 #276 304 Internal Link Dist (ft) 2148 3917 1299 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 438 925 427 826 442 646 265 801 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 0.43 0.31 0.10 0.20 0.07 1.01 1.03 0.54 Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 92.7 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 50.4 Intersection LOS: D Intersection Capacity Utilization 74.1% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Wallin Drive & 143rd Street & US 30 295 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 05/01/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 220 5 48 66 17 2 9 125 37 20 25 Future Volume (vph) 10 220 5 48 66 17 2 9 125 37 20 25 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) 115 0 325 0 110 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 220 215 130 45 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 0.997 0.970 0.860 0.917 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1641 1704 0 1736 1617 0 1805 1619 0 1626 1668 0 Flt Permitted 0.692 0.552 0.722 0.620 Satd. Flow (perm) 1195 1704 0 1008 1617 0 1372 1619 0 1061 1668 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 25 25 Link Distance (ft) 3055 2228 542 683 Travel Time (s) 46.3 33.8 14.8 18.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 10% 11% 20% 4% 16% 6% 0% 0% 1% 11% 10% 0% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 12 271 0 58 100 0 2 162 0 45 54 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 14.0 6.5 14.0 Total Split (s) 6.5 24.0 6.5 24.0 6.5 23.0 6.5 23.0 Total Split (%) 10.8% 40.0% 10.8% 40.0% 10.8% 38.3% 10.8% 38.3% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 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) 17.0 19.5 18.2 21.7 12.8 12.5 13.3 13.5 Actuated g/C Ratio 0.39 0.45 0.42 0.50 0.29 0.29 0.31 0.31 296 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 05/01/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.02 0.35 0.12 0.12 0.00 0.35 0.12 0.10 Control Delay 8.2 15.2 8.4 11.7 10.0 19.0 11.5 15.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.2 15.2 8.4 11.7 10.0 19.0 11.5 15.0 LOS AB AB AB BB Approach Delay 14.9 10.5 18.9 13.4 Approach LOS BBBB Queue Length 50th (ft) 1 54 6 13 0 38 9 12 Queue Length 95th (ft) 9 128 25 52 3 83 23 34 Internal Link Dist (ft) 2975 2148 462 603 Turn Bay Length (ft) 115 325 110 100 Base Capacity (vph) 505 853 482 890 440 766 373 806 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 0.02 0.32 0.12 0.11 0.00 0.21 0.12 0.07 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 43.4 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.35 Intersection Signal Delay: 14.7 Intersection LOS: B Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Meadow Lane & 143rd Street 297 HCM 6th AWSC 9: Meadow Lane & Liberty Grove Blvd 04/21/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 9 22 26 6 7 10 74 13 3 69 1 Future Vol, veh/h 1 9 22 26 6 7 10 74 13 3 69 1 Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 Heavy Vehicles, % 0 0 0 3 0 0 7 3 14 0 4 0 Mvmt Flow 1 13 33 39 9 10 15 110 19 4 103 1 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.4 8 8.2 7.9 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 10% 3% 67% 4% Vol Thru, % 76% 28% 15% 95% Vol Right, % 13% 69% 18% 1% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 97 32 39 73 LT Vol 10 1 26 3 Through Vol 74 9 6 69 RT Vol 13 22 7 1 Lane Flow Rate 145 48 58 109 Geometry Grp 1 1 1 1 Degree of Util (X) 0.17 0.055 0.074 0.13 Departure Headway (Hd) 4.227 4.129 4.596 4.302 Convergence, Y/N Yes Yes Yes Yes Cap 834 871 783 839 Service Time 2.325 2.137 2.604 2.302 HCM Lane V/C Ratio 0.174 0.055 0.074 0.13 HCM Control Delay 8.2 7.4 8 7.9 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.2 0.2 0.4 298 HCM 6th TWSC 5: Indian Boundary Line Road & IL 126 04/21/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR SBL SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 997 2 18 404 19 0 0 0 74 Future Vol, veh/h 0 997 2 18 404 19 0 0 0 74 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized - - None - - Free - - - None Storage Length - - - - - 185 - 0 0 - Veh in Median Storage, # - 0 - - 0 - 0 - 0 - Grade, % - 0 - - 0 - 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 3 0 0 13 0 0 0 0 4 Mvmt Flow 0 1084 2 20 439 21 0 0 0 80 Major/Minor Major1 Major2 Minor2 Minor1 Conflicting Flow All - 0 0 1086 0 0 - 439 1564 1085 Stage 1 - - - - - - - - 1085 - Stage 2 - - - - - - - - 479 - Critical Hdwy - - - 4.1 - - - 6.2 7.1 6.24 Critical Hdwy Stg 1 - - - - - - - - 6.1 - Critical Hdwy Stg 2 - - - - - - - - 6.1 - Follow-up Hdwy - - - 2.2 - - - 3.3 3.5 3.336 Pot Cap-1 Maneuver 0 - - *408 - 0 0 622 *17 *269 Stage 1 0 - - - - 0 0 - *256 - Stage 2 0 - - - - 0 0 - *571 - Platoon blocked, % - - 1 - 1 1 Mov Cap-1 Maneuver - - - *408 - - - 622 *15 *269 Mov Cap-2 Maneuver - - - - - - - - *15 - Stage 1 - - - - - - - - *256 - Stage 2 - - - - - - - - *521 - Approach EB WB SB NE HCM Control Delay, s 0 0.6 10.9 24 HCM LOS B C Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT SBLn1 Capacity (veh/h) 269 - - * 408 - 622 HCM Lane V/C Ratio 0.299 - - 0.048 - 0.024 HCM Control Delay (s) 24 - - 14.3 0 10.9 HCM Lane LOS C - - B A B HCM 95th %tile Q(veh) 1.2 - - 0.2 - 0.1 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 299 HCM 6th TWSC 6: Wallin Drive & Presidential Avenue 04/21/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 0 16 7 0 19 4 504 19 19 330 7 Future Vol, veh/h 33 0 16 7 0 19 4 504 19 19 330 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 115 - - 80 - - 220 - - 155 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, % 0 0 0 0 0 5 0 5 0 16 8 0 Mvmt Flow 41 0 20 9 0 24 5 630 24 24 413 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1130 1130 418 1128 1122 642 422 0 0 654 0 0 Stage 1 466 466 - 652 652 - - - - - - - Stage 2 664 664 - 476 470 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.25 4.1 - - 4.26 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.345 2.2 - - 2.344 - - Pot Cap-1 Maneuver 183 205 639 183 208 469 1148 - - 870 - - Stage 1 581 566 - 460 467 - - - - - - - Stage 2 453 461 - 574 563 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 169 198 639 173 201 469 1148 - - 870 - - Mov Cap-2 Maneuver 291 310 - 304 319 - - - - - - - Stage 1 579 550 - 458 465 - - - - - - - Stage 2 428 459 - 541 547 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.6 14.2 0.1 0.5 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1148 - - 291 639 304 469 870 - - HCM Lane V/C Ratio 0.004 - - 0.142 0.031 0.029 0.051 0.027 - - HCM Control Delay (s) 8.2 - - 19.4 10.8 17.2 13.1 9.3 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0 - - 0.5 0.1 0.1 0.2 0.1 - - 300 HCM 6th TWSC 7: Wallin Drive & Liberty Grove Blvd/16-30 Access 04/21/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 48 0 51 50 0 49 14 430 15 15 324 14 Future Vol, veh/h 48 0 51 50 0 49 14 430 15 15 324 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 115 - - 0 - - 220 - - 220 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 0 5 0 0 8 0 Mvmt Flow 51 0 54 53 0 52 15 453 16 16 341 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 898 880 349 899 879 461 356 0 0 469 0 0 Stage 1 381 381 - 491 491 - - - - - - - Stage 2 517 499 - 408 388 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 275 288 699 275 288 *748 1214 - - *1122 - - Stage 1 645 617 - 681 600 - - - - - - - Stage 2 651 593 - 624 612 - - - - - - - Platoon blocked, % 1 1 1 1 1 - - 1 - - Mov Cap-1 Maneuver 251 280 699 249 281 *748 1214 - - *1122 - - Mov Cap-2 Maneuver 392 396 - 389 398 - - - - - - - Stage 1 637 608 - 673 593 - - - - - - - Stage 2 598 586 - 568 603 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13 13 0.2 0.4 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1214 - - 392 699 389 748 * 1122 - - HCM Lane V/C Ratio 0.012 - - 0.129 0.077 0.135 0.069 0.014 - - HCM Control Delay (s) 8 - - 15.5 10.6 15.7 10.2 8.3 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0 - - 0.4 0.2 0.5 0.2 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 301 HCM 6th TWSC 8: Meadow Lane & Presidential Lane 04/21/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 8 3 8 2 6 1 80 3 1 57 1 Future Vol, veh/h 7 8 3 8 2 6 1 80 3 1 57 1 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 1 1 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 0 0 0 20 0 0 0 4 0 0 6 0 Mvmt Flow 8 9 4 9 2 7 1 94 4 1 67 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 174 172 69 175 170 97 69 0 0 99 0 0 Stage 1 71 71 - 99 99 - - - - - - - Stage 2 103 101 - 76 71 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.3 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.3 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.3 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.68 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 793 725 1000 749 727 965 1545 - - 1507 - - Stage 1 944 840 - 865 817 - - - - - - - Stage 2 908 815 - 890 840 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 783 722 999 737 724 964 1544 - - 1506 - - Mov Cap-2 Maneuver 783 722 - 737 724 - - - - - - - Stage 1 942 838 - 863 815 - - - - - - - Stage 2 898 813 - 876 838 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.7 9.6 0.1 0.1 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1544 - - 782 806 1506 - - HCM Lane V/C Ratio 0.001 - - 0.027 0.023 0.001 - - HCM Control Delay (s) 7.3 0 - 9.7 9.6 7.4 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - 302 HCM 6th TWSC 10: Wallin Drive & Commerical Access 04/21/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 5 Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 10 6 1 449 422 3 Future Vol, veh/h 10 6 1 449 422 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 150 - - 215 Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 5 8 0 Mvmt Flow 11 6 1 473 444 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 919 444 447 0 - 0 Stage 1 444 - - - - - Stage 2 475 - - - - - 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 *301 618 1124 - - - Stage 1 *651 - - - - - Stage 2 *670 - - - - - Platoon blocked, % 1 - - - Mov Cap-1 Maneuver *301 618 1124 - - - Mov Cap-2 Maneuver *438 - - - - - Stage 1 *650 - - - - - Stage 2 *670 - - - - - Approach EB NB SB HCM Control Delay, s 12.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1124 - 438 618 - - HCM Lane V/C Ratio 0.001 - 0.024 0.01 - - HCM Control Delay (s) 8.2 - 13.4 10.9 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0 - 0.1 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 303 HCM 6th TWSC 11: Site Access & Presidential Lane/Presidential Avenue 04/21/2023 AMPR - RI Projected Morning Peak - Residential - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 6 Intersection Int Delay, s/veh 4.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 23 1 8 3 3 26 Future Vol, veh/h 23 1 8 3 3 26 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 24 1 8 3 3 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 25 0 44 25 Stage 1 - - - - 25 - Stage 2 - - - - 19 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1603 - 972 1057 Stage 1 - - - - 1003 - Stage 2 - - - - 1009 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1603 - 967 1057 Mov Cap-2 Maneuver - - - - 967 - Stage 1 - - - - 1003 - Stage 2 - - - - 1004 - Approach EB WB NB HCM Control Delay, s 0 5.3 8.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1047 - - 1603 - HCM Lane V/C Ratio 0.029 - - 0.005 - HCM Control Delay (s) 8.5 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - 304 Capacity Analysis Summary Sheets Weekday Evening Peak Hour – Projected Conditions – Residential Only 305 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 05/01/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 274 219 106 62 712 218 106 123 27 242 130 223 Future Volume (vph) 274 219 106 62 712 218 106 123 27 242 130 223 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) 380 180 250 305 130 130 215 215 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 200 170 110 260 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 0.98 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1887 1615 1805 1961 1599 1805 2000 1615 1787 1900 1599 Flt Permitted 0.084 0.616 0.671 0.463 Satd. Flow (perm) 156 1887 1581 1170 1961 1599 1275 2000 1615 871 1900 1599 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 30 45 Link Distance (ft) 483 2742 1091 702 Travel Time (s) 8.2 46.7 24.8 10.6 Confl. Peds. (#/hr) 1 1 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 (%) 2% 6% 0% 0% 2% 1% 0% 0% 0% 1% 0% 1% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 285 228 110 65 742 227 110 128 28 252 135 232 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 523167381745 Permitted Phases 2 2 6 6 8 8 4 4 Detector Phase 523167381745 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 3.0 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 6.5 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 15.6 Total Split (%) 13.0% 51.0% 12.0% 12.0% 50.0% 20.0% 12.0% 17.0% 12.0% 20.0% 25.0% 13.0% 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 3.5 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 0.0 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 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 3.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes 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 None Act Effct Green (s) 74.5 63.1 75.4 63.0 53.3 77.5 26.5 14.2 27.4 38.5 22.7 43.9 Actuated g/C Ratio 0.62 0.53 0.63 0.52 0.44 0.65 0.22 0.12 0.23 0.32 0.19 0.37 306 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 05/01/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.94 0.23 0.11 0.10 0.85 0.22 0.34 0.54 0.08 0.60 0.38 0.40 Control Delay 65.1 21.5 16.0 10.5 40.8 8.9 32.4 58.8 36.2 38.3 45.4 31.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.1 21.5 16.0 10.5 40.8 8.9 32.4 58.8 36.2 38.3 45.4 31.4 LOS ECBBDACEDDDC Approach Delay 40.5 31.9 45.5 37.3 Approach LOS DCDD Queue Length 50th (ft) ~190 125 50 20 498 63 60 94 17 149 91 135 Queue Length 95th (ft) #370 193 98 39 #685 96 104 160 42 226 152 209 Internal Link Dist (ft) 403 2662 1011 622 Turn Bay Length (ft) 380 180 250 305 130 130 215 215 Base Capacity (vph) 302 993 1011 707 882 1062 341 244 418 435 381 584 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.94 0.23 0.11 0.09 0.84 0.21 0.32 0.52 0.07 0.58 0.35 0.40 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 36.7 Intersection LOS: D Intersection Capacity Utilization 87.5% ICU Level of Service E 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: 1: Wallin Drive & IL 126 307 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 05/01/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 61 469 10 44 766 64 10 28 14 56 24 34 Future Volume (vph) 61 469 10 44 766 64 10 28 14 56 24 34 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 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) 175 0 185 185 110 0 110 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft) 200 220 40 40 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 0.997 0.850 0.951 0.912 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1819 0 1805 1961 1583 1805 1759 0 1787 1676 0 Flt Permitted 0.216 0.403 0.716 0.543 Satd. Flow (perm) 410 1819 0 766 1961 1583 1360 1759 0 1021 1676 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 25 25 Link Distance (ft) 1169 1951 1409 251 Travel Time (s) 19.9 33.3 38.4 6.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 4% 10% 0% 2% 2% 0% 4% 0% 1% 4% 3% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 67 526 0 48 842 70 11 46 0 62 63 0 Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+pt NA Protected Phases 5 2 16738 74 Permitted Phases 2 6 6 8 4 Detector Phase 5 2 16738 74 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 6.5 14.0 6.5 14.0 Total Split (s) 14.4 70.8 14.4 70.8 13.2 13.2 21.6 13.2 21.6 Total Split (%) 12.0% 59.0% 12.0% 59.0% 11.0% 11.0% 18.0% 11.0% 18.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 5.0 3.5 5.0 3.5 3.5 5.0 3.5 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s) 91.7 85.6 91.0 85.3 96.6 15.6 9.8 20.5 17.8 Actuated g/C Ratio 0.76 0.71 0.76 0.71 0.80 0.13 0.08 0.17 0.15 308 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 05/01/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.17 0.41 0.08 0.60 0.05 0.06 0.32 0.27 0.25 Control Delay 5.5 11.1 3.2 8.6 3.1 37.9 57.2 42.5 47.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.5 11.1 3.2 8.6 3.1 37.9 57.2 42.5 47.0 LOS AB AAADE DD Approach Delay 10.4 8.0 53.5 44.8 Approach LOS B A D D Queue Length 50th (ft) 12 186 6 218 11 7 34 40 42 Queue Length 95th (ft) 27 294 m11 270 m17 23 71 77 90 Internal Link Dist (ft) 1089 1871 1329 171 Turn Bay Length (ft) 175 185 185 110 110 Base Capacity (vph) 448 1297 694 1393 1279 252 243 243 276 Starvation Cap Reductn 0 0 00000 00 Spillback Cap Reductn 0 0 00000 00 Storage Cap Reductn 0 0 00000 00 Reduced v/c Ratio 0.15 0.41 0.07 0.60 0.05 0.04 0.19 0.26 0.23 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 34.8 (29%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.60 Intersection Signal Delay: 13.0 Intersection LOS: B Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Meadow Lane & IL 126 309 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 05/01/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 157 220 31 131 231 183 57 406 186 199 494 181 Future Volume (vph) 157 220 31 131 231 183 57 406 186 199 494 181 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) 125 145 180 190 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 0.981 0.934 0.953 0.960 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1742 0 1770 1612 0 1805 1776 0 1612 1811 0 Flt Permitted 0.204 0.521 0.100 0.092 Satd. Flow (perm) 380 1742 0 970 1612 0 190 1776 0 156 1811 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 40 45 50 Link Distance (ft) 2228 3997 1379 2557 Travel Time (s) 33.8 68.1 20.9 34.9 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 (%) 2% 8% 0% 2% 7% 14% 0% 1% 4% 12% 1% 0% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 171 273 0 142 450 0 62 643 0 216 734 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 57.0 11.0 53.0 7.0 45.0 17.0 55.0 Total Split (%) 11.5% 43.8% 8.5% 40.8% 5.4% 34.6% 13.1% 42.3% 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) 56.0 42.8 49.3 39.3 45.2 39.2 58.8 50.8 Actuated g/C Ratio 0.46 0.35 0.40 0.32 0.37 0.32 0.48 0.42 310 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 05/01/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.57 0.45 0.32 0.87 0.53 1.13 0.92 0.97 Control Delay 27.0 32.6 21.4 57.0 39.9 117.9 71.6 64.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.0 32.6 21.4 57.0 39.9 117.9 71.6 64.4 LOS C C C E D F E E Approach Delay 30.4 48.5 111.1 66.0 Approach LOS C D F E Queue Length 50th (ft) 78 164 64 334 27 ~614 126 ~636 Queue Length 95th (ft) 124 241 104 473 #64 #894 #301 #929 Internal Link Dist (ft) 2148 3917 1299 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 306 730 440 622 116 569 236 753 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 0.56 0.37 0.32 0.72 0.53 1.13 0.92 0.97 Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 122.2 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.13 Intersection Signal Delay: 68.1 Intersection LOS: E Intersection Capacity Utilization 92.4% 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: 3: Wallin Drive & 143rd Street & US 30 311 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 05/01/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 28 226 6 175 255 39 3 27 140 42 24 26 Future Volume (vph) 28 226 6 175 255 39 3 27 140 42 24 26 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) 115 0 325 0 110 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 220 215 130 45 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 0.996 0.980 0.874 0.921 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1740 0 1787 1755 0 1357 1636 0 1805 1717 0 Flt Permitted 0.565 0.554 0.721 0.609 Satd. Flow (perm) 1074 1740 0 1042 1755 0 1030 1636 0 1157 1717 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 25 25 Link Distance (ft) 3055 2228 542 683 Travel Time (s) 46.3 33.8 14.8 18.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 9% 0% 1% 7% 0% 33% 4% 1% 0% 4% 0% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 31 255 0 192 323 0 3 184 0 46 55 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 14.0 6.5 14.0 Total Split (s) 6.5 24.0 6.5 24.0 6.5 23.0 6.5 23.0 Total Split (%) 10.8% 40.0% 10.8% 40.0% 10.8% 38.3% 10.8% 38.3% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 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) 17.9 20.3 19.3 22.8 14.0 15.8 14.5 16.7 Actuated g/C Ratio 0.41 0.47 0.44 0.52 0.32 0.36 0.33 0.38 312 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 05/01/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.06 0.32 0.36 0.35 0.01 0.31 0.10 0.08 Control Delay 8.5 15.7 11.4 14.5 10.3 18.5 11.2 14.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.5 15.7 11.4 14.5 10.3 18.5 11.2 14.8 LOS AB BB BB BB Approach Delay 14.9 13.4 18.4 13.2 Approach LOS BBBB Queue Length 50th (ft) 3 51 24 50 1 43 9 12 Queue Length 95th (ft) 18 135 77 173 5 103 25 37 Internal Link Dist (ft) 2975 2148 462 603 Turn Bay Length (ft) 115 325 110 100 Base Capacity (vph) 519 838 540 916 365 762 454 822 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 0.06 0.30 0.36 0.35 0.01 0.24 0.10 0.07 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 43.6 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.36 Intersection Signal Delay: 14.6 Intersection LOS: B Intersection Capacity Utilization 52.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Meadow Lane & 143rd Street 313 HCM 6th AWSC 9: Meadow Lane & Liberty Grove Blvd 04/21/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 5 16 25 9 6 17 71 33 9 77 2 Future Vol, veh/h 1 5 16 25 9 6 17 71 33 9 77 2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 0 0 5 6 0 0 9 2 3 17 0 20 Mvmt Flow 1 6 18 28 10 7 19 80 37 10 87 2 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.2 7.9 8 8.1 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 14% 5% 62% 10% Vol Thru, % 59% 23% 22% 88% Vol Right, % 27% 73% 15% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 121 22 40 88 LT Vol 17 1 25 9 Through Vol 71 5 9 77 RT Vol 33 16 6 2 Lane Flow Rate 136 25 45 99 Geometry Grp 1 1 1 1 Degree of Util (X) 0.155 0.028 0.057 0.121 Departure Headway (Hd) 4.114 4.053 4.592 4.421 Convergence, Y/N Yes Yes Yes Yes Cap 862 888 784 802 Service Time 2.188 2.054 2.593 2.497 HCM Lane V/C Ratio 0.158 0.028 0.057 0.123 HCM Control Delay 8 7.2 7.9 8.1 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.1 0.2 0.4 314 HCM 6th TWSC 5: Indian Boundary Line Road & IL 126 04/21/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR SBL SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 525 14 119 864 58 0 0 0 74 Future Vol, veh/h 0 525 14 119 864 58 0 0 0 74 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized - - None - - Free - - - None Storage Length - - - - - 185 - 0 0 - Veh in Median Storage, # - 0 - - 0 - 0 - 0 - Grade, % - 0 - - 0 - 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 3 0 1 2 0 0 0 0 0 Mvmt Flow 0 559 15 127 919 62 0 0 0 79 Major/Minor Major1 Major2 Minor2 Minor1 Conflicting Flow All - 0 0 574 0 0 - 919 1740 567 Stage 1 - - - - - - - - 567 - Stage 2 - - - - - - - - 1173 - Critical Hdwy - - - 4.11 - - - 6.2 7.1 6.2 Critical Hdwy Stg 1 - - - - - - - - 6.1 - Critical Hdwy Stg 2 - - - - - - - - 6.1 - Follow-up Hdwy - - - 2.209 - - - 3.3 3.5 3.3 Pot Cap-1 Maneuver 0 - - *968 - 0 0 332 *32 *648 Stage 1 0 - - - - 0 0 - *611 - Stage 2 0 - - - - 0 0 - *236 - Platoon blocked, % - - 1 - 1 1 Mov Cap-1 Maneuver - - - *968 - - - 332 *24 *648 Mov Cap-2 Maneuver - - - - - - - - *24 - Stage 1 - - - - - - - - *611 - Stage 2 - - - - - - - - *167 - Approach EB WB SB NE HCM Control Delay, s 0 1.1 16.2 11.3 HCM LOS C B Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT SBLn1 Capacity (veh/h) 648 - - * 968 - 332 HCM Lane V/C Ratio 0.121 - - 0.131 - 0.032 HCM Control Delay (s) 11.3 - - 9.3 0 16.2 HCM Lane LOS B - - A A C HCM 95th %tile Q(veh) 0.4 - - 0.4 - 0.1 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 315 HCM 6th TWSC 6: Wallin Drive & Presidential Avenue 04/21/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 0 14 19 0 50 10 572 14 37 581 38 Future Vol, veh/h 27 0 14 19 0 50 10 572 14 37 581 38 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 115 - - 80 - - 220 - - 155 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 2 0 Mvmt Flow 29 0 15 21 0 54 11 622 15 40 632 41 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1412 1392 653 1392 1405 630 673 0 0 637 0 0 Stage 1 733 733 - 652 652 - - - - - - - Stage 2 679 659 - 740 753 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 117 143 471 121 141 485 927 - - 956 - - Stage 1 415 429 - 460 467 - - - - - - - Stage 2 445 464 - 412 420 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 100 135 471 112 134 485 927 - - 956 - - Mov Cap-2 Maneuver 218 251 - 237 254 - - - - - - - Stage 1 410 411 - 454 461 - - - - - - - Stage 2 390 458 - 382 402 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 20.3 15.7 0.1 0.5 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 927 - - 218 471 237 485 956 - - HCM Lane V/C Ratio 0.012 - - 0.135 0.032 0.087 0.112 0.042 - - HCM Control Delay (s) 8.9 - - 24.1 12.9 21.6 13.4 8.9 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0 - - 0.5 0.1 0.3 0.4 0.1 - - 316 HCM 6th TWSC 7: Wallin Drive & Liberty Grove Blvd/16-30 Access 04/21/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 0 45 28 0 27 33 536 48 47 525 42 Future Vol, veh/h 33 0 45 28 0 27 33 536 48 47 525 42 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 115 - - 0 - - 220 - - 220 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 2 0 Mvmt Flow 35 0 47 29 0 28 35 564 51 49 553 44 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1347 1358 575 1357 1355 590 597 0 0 615 0 0 Stage 1 673 673 - 660 660 - - - - - - - Stage 2 674 685 - 697 695 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 91 102 521 89 103 *648 989 - - 964 - - Stage 1 448 457 - 550 491 - - - - - - - Stage 2 535 472 - 435 447 - - - - - - - Platoon blocked, % 1 1 1 1 1 - - 1 - - Mov Cap-1 Maneuver 81 94 521 75 94 *648 989 - - 964 - - Mov Cap-2 Maneuver 237 234 - 221 237 - - - - - - - Stage 1 432 434 - 531 474 - - - - - - - Stage 2 493 455 - 375 424 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.9 17.4 0.5 0.7 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 989 - - 237 521 221 648 964 - - HCM Lane V/C Ratio 0.035 - - 0.147 0.091 0.133 0.044 0.051 - - HCM Control Delay (s) 8.8 - - 22.8 12.6 23.8 10.8 8.9 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.5 0.3 0.5 0.1 0.2 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 317 HCM 6th TWSC 8: Meadow Lane & Presidential Lane 04/21/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 10 6 4 20 5 4 93 8 6 121 9 Future Vol, veh/h 7 10 6 4 20 5 4 93 8 6 121 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - 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 0 12 0 0 0 0 2 0 0 2 0 Mvmt Flow 8 11 7 5 23 6 5 106 9 7 138 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 292 283 143 288 284 112 148 0 0 116 0 0 Stage 1 157 157 - 122 122 - - - - - - - Stage 2 135 126 - 166 162 - - - - - - - Critical Hdwy 7.1 6.5 6.32 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.408 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 664 629 879 668 628 947 1446 - - 1485 - - Stage 1 850 772 - 887 799 - - - - - - - Stage 2 873 796 - 841 768 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 637 623 879 649 622 946 1446 - - 1484 - - Mov Cap-2 Maneuver 637 623 - 649 622 - - - - - - - Stage 1 847 768 - 883 795 - - - - - - - Stage 2 840 792 - 818 764 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.5 10.7 0.3 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1446 - - 679 665 1484 - - HCM Lane V/C Ratio 0.003 - - 0.038 0.05 0.005 - - HCM Control Delay (s) 7.5 0 - 10.5 10.7 7.4 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0 - - 318 HCM 6th TWSC 10: Wallin Drive & Commerical Access 04/21/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 5 Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 7 4 5 610 591 7 Future Vol, veh/h 7 4 5 610 591 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 150 - - 215 Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 1 2 0 Mvmt Flow 7 4 5 642 622 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1274 622 629 0 - 0 Stage 1 622 - - - - - Stage 2 652 - - - - - 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 *132 490 963 - - - Stage 1 *539 - - - - - Stage 2 *563 - - - - - Platoon blocked, % 1 - - - Mov Cap-1 Maneuver *131 490 963 - - - Mov Cap-2 Maneuver *310 - - - - - Stage 1 *536 - - - - - Stage 2 *563 - - - - - Approach EB NB SB HCM Control Delay, s 15.3 0.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 963 - 310 490 - - HCM Lane V/C Ratio 0.005 - 0.024 0.009 - - HCM Control Delay (s) 8.8 - 16.9 12.4 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0 - 0.1 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 319 HCM 6th TWSC 11: Site Access & Presidential Lane/Presidential Avenue 04/21/2023 PMPR - RI Projected Evening Peak - Residential - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 6 Intersection Int Delay, s/veh 4.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 19 5 26 22 2 22 Future Vol, veh/h 19 5 26 22 2 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 20 5 27 23 2 23 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 25 0 100 23 Stage 1 - - - - 23 - Stage 2 - - - - 77 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1603 - 904 1060 Stage 1 - - - - 1005 - Stage 2 - - - - 951 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1603 - 889 1060 Mov Cap-2 Maneuver - - - - 889 - Stage 1 - - - - 1005 - Stage 2 - - - - 935 - Approach EB WB NB HCM Control Delay, s 0 3.9 8.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1043 - - 1603 - HCM Lane V/C Ratio 0.024 - - 0.017 - HCM Control Delay (s) 8.5 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - 320 Capacity Analysis Summary Sheets Weekday Morning Peak Hour – Projected Conditions – Total Buildout 321 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 05/01/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 218 739 132 44 306 174 68 85 45 265 99 82 Future Volume (vph) 218 739 132 44 306 174 68 85 45 265 99 82 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) 380 180 250 305 130 130 215 215 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 200 170 110 260 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 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 1923 1553 1805 1770 1553 1703 1887 1392 1805 1743 1442 Flt Permitted 0.434 0.122 0.683 0.527 Satd. Flow (perm) 785 1923 1553 232 1770 1553 1224 1887 1392 1001 1743 1442 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 30 45 Link Distance (ft) 483 2742 1091 702 Travel Time (s) 8.2 46.7 24.8 10.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 5% 4% 4% 0% 13% 4% 6% 6% 16% 0% 9% 12% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 253 859 153 51 356 202 79 99 52 308 115 95 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 523167381745 Permitted Phases 2 2 6 6 8 8 4 4 Detector Phase 523167381745 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 3.0 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 6.5 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 17.6 Total Split (%) 16.0% 54.0% 12.0% 12.0% 50.0% 17.0% 12.0% 17.0% 12.0% 17.0% 22.0% 16.0% 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 3.5 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 0.0 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 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 3.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes 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 None Act Effct Green (s) 70.6 59.8 74.3 61.8 52.6 73.9 22.2 11.1 23.8 32.4 17.9 35.9 Actuated g/C Ratio 0.64 0.54 0.68 0.56 0.48 0.67 0.20 0.10 0.22 0.29 0.16 0.33 322 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 05/01/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.42 0.82 0.15 0.23 0.42 0.19 0.28 0.52 0.17 0.76 0.41 0.20 Control Delay 6.7 22.7 4.0 10.8 21.5 8.0 31.4 56.5 35.6 46.4 46.1 27.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.7 22.7 4.0 10.8 21.5 8.0 31.4 56.5 35.6 46.4 46.1 27.3 LOS ACABCACEDDDC Approach Delay 17.3 16.1 43.2 42.8 Approach LOS B B D D Queue Length 50th (ft) 38 537 28 12 163 51 41 67 30 183 74 48 Queue Length 95th (ft) m47 #580 m20 26 237 83 74 115 60 256 124 83 Internal Link Dist (ft) 403 2662 1011 622 Turn Bay Length (ft) 380 180 250 305 130 130 215 215 Base Capacity (vph) 623 1044 1065 275 846 1043 302 217 339 406 288 498 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.41 0.82 0.14 0.19 0.42 0.19 0.26 0.46 0.15 0.76 0.40 0.19 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), 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: 24.3 Intersection LOS: C Intersection Capacity Utilization 75.0% 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Wallin Drive & IL 126 323 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 05/01/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 26 861 1 15 365 48 7 10 47 105 19 49 Future Volume (vph) 26 861 1 15 365 48 7 10 47 105 19 49 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 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) 175 0 185 185 110 0 110 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft) 200 220 40 40 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 0.877 0.891 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1656 1827 0 1687 1739 1482 1805 1637 0 1703 1635 0 Flt Permitted 0.472 0.142 0.709 0.540 Satd. Flow (perm) 823 1827 0 252 1739 1482 1347 1637 0 968 1635 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 25 25 Link Distance (ft) 1169 1951 1409 251 Travel Time (s) 19.9 33.3 38.4 6.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 9% 4% 0% 7% 15% 9% 0% 10% 0% 6% 5% 3% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 28 927 0 16 392 52 8 62 0 113 73 0 Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+pt NA Protected Phases 5 2 16738 74 Permitted Phases 2 6 6 8 4 Detector Phase 5 2 16738 74 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 6.5 14.0 6.5 14.0 Total Split (s) 13.2 61.6 13.2 61.6 13.2 13.2 22.0 13.2 22.0 Total Split (%) 12.0% 56.0% 12.0% 56.0% 12.0% 12.0% 20.0% 12.0% 20.0% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 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 6.0 3.5 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s) 78.0 72.8 76.9 70.7 87.3 17.1 10.7 23.7 19.2 Actuated g/C Ratio 0.71 0.66 0.70 0.64 0.79 0.16 0.10 0.22 0.17 324 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 05/01/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.04 0.77 0.06 0.35 0.04 0.03 0.39 0.41 0.26 Control Delay 6.0 21.4 6.1 10.2 1.5 30.9 53.0 39.0 40.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.0 21.4 6.1 10.2 1.5 30.9 53.0 39.0 40.6 LOS AC ABACD DD Approach Delay 20.9 9.1 50.5 39.6 Approach LOS C A D D Queue Length 50th (ft) 5 388 0 127 2 4 42 65 43 Queue Length 95th (ft) 16 #869 m7 255 6 17 82 111 91 Internal Link Dist (ft) 1089 1871 1329 171 Turn Bay Length (ft) 175 185 185 110 110 Base Capacity (vph) 665 1209 307 1118 1176 295 238 274 309 Starvation Cap Reductn 0 0 00000 00 Spillback Cap Reductn 0 0 00000 00 Storage Cap Reductn 0 0 00000 00 Reduced v/c Ratio 0.04 0.77 0.05 0.35 0.04 0.03 0.26 0.41 0.24 Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Offset: 58.3 (53%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 21.0 Intersection LOS: C Intersection Capacity Utilization 67.9% 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. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Meadow Lane & IL 126 325 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 05/01/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 152 205 27 48 53 82 26 418 129 222 313 53 Future Volume (vph) 152 205 27 48 53 82 26 418 129 222 313 53 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) 125 145 180 190 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 0.983 0.909 0.965 0.978 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 1670 0 1504 1337 0 1641 1751 0 1656 1758 0 Flt Permitted 0.528 0.459 0.429 0.102 Satd. Flow (perm) 993 1670 0 727 1337 0 741 1751 0 178 1758 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 40 45 50 Link Distance (ft) 2228 3997 1379 2557 Travel Time (s) 33.8 68.1 20.9 34.9 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 10% 26% 20% 17% 37% 10% 4% 7% 9% 6% 4% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 188 286 0 59 166 0 32 675 0 274 451 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) 13.0 57.0 19.0 63.0 11.0 40.0 14.0 43.0 Total Split (%) 10.0% 43.8% 14.6% 48.5% 8.5% 30.8% 10.8% 33.1% 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) 34.2 24.2 30.7 20.4 43.1 34.2 50.7 42.4 Actuated g/C Ratio 0.36 0.26 0.33 0.22 0.46 0.36 0.54 0.45 326 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 05/01/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.43 0.66 0.20 0.57 0.08 1.06 1.05 0.57 Control Delay 22.7 40.2 19.3 40.1 13.2 83.6 93.6 25.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.7 40.2 19.3 40.1 13.2 83.6 93.6 25.8 LOS C D B D B F F C Approach Delay 33.2 34.7 80.4 51.5 Approach LOS C C F D Queue Length 50th (ft) 75 157 22 88 8 ~439 ~127 206 Queue Length 95th (ft) 108 218 42 133 25 #652 #285 327 Internal Link Dist (ft) 2148 3917 1299 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 442 913 407 817 422 638 262 794 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 0.43 0.31 0.14 0.20 0.08 1.06 1.05 0.57 Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 93.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.06 Intersection Signal Delay: 55.2 Intersection LOS: E Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Wallin Drive & 143rd Street & US 30 327 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 05/01/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 220 5 48 66 18 2 10 125 39 22 25 Future Volume (vph) 10 220 5 48 66 18 2 10 125 39 22 25 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) 115 0 325 0 110 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 220 215 130 45 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 0.997 0.968 0.861 0.921 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1641 1704 0 1736 1616 0 1805 1621 0 1626 1671 0 Flt Permitted 0.691 0.552 0.720 0.620 Satd. Flow (perm) 1194 1704 0 1008 1616 0 1368 1621 0 1061 1671 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 25 25 Link Distance (ft) 3055 2228 542 683 Travel Time (s) 46.3 33.8 14.8 18.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 10% 11% 20% 4% 16% 6% 0% 0% 1% 11% 10% 0% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 12 271 0 58 102 0 2 163 0 47 57 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 14.0 6.5 14.0 Total Split (s) 6.5 24.0 6.5 24.0 6.5 23.0 6.5 23.0 Total Split (%) 10.8% 40.0% 10.8% 40.0% 10.8% 38.3% 10.8% 38.3% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 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) 17.0 19.6 18.2 21.7 12.9 12.5 13.4 13.6 Actuated g/C Ratio 0.39 0.45 0.42 0.50 0.30 0.29 0.31 0.31 328 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 05/01/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.02 0.35 0.12 0.13 0.00 0.35 0.13 0.11 Control Delay 8.2 15.3 8.4 11.7 10.0 19.0 11.5 15.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.2 15.3 8.4 11.7 10.0 19.0 11.5 15.0 LOS AB AB AB BB Approach Delay 15.0 10.5 18.9 13.4 Approach LOS BBBB Queue Length 50th (ft) 1 54 6 13 0 38 9 12 Queue Length 95th (ft) 9 128 26 54 3 84 23 36 Internal Link Dist (ft) 2975 2148 462 603 Turn Bay Length (ft) 115 325 110 100 Base Capacity (vph) 504 853 482 888 440 766 373 807 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 0.02 0.32 0.12 0.11 0.00 0.21 0.13 0.07 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 43.5 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.35 Intersection Signal Delay: 14.7 Intersection LOS: B Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Meadow Lane & 143rd Street 329 HCM 6th AWSC 9: Meadow Lane & Liberty Grove Blvd 04/24/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 9 22 26 6 7 10 75 13 3 71 1 Future Vol, veh/h 1 9 22 26 6 7 10 75 13 3 71 1 Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 Heavy Vehicles, % 0 0 0 3 0 0 7 3 14 0 4 0 Mvmt Flow 1 13 33 39 9 10 15 112 19 4 106 1 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.4 8 8.2 8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 10% 3% 67% 4% Vol Thru, % 77% 28% 15% 95% Vol Right, % 13% 69% 18% 1% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 98 32 39 75 LT Vol 10 1 26 3 Through Vol 75 9 6 71 RT Vol 13 22 7 1 Lane Flow Rate 146 48 58 112 Geometry Grp 1 1 1 1 Degree of Util (X) 0.172 0.055 0.075 0.134 Departure Headway (Hd) 4.332 4.141 4.608 4.306 Convergence, Y/N Yes Yes Yes Yes Cap 834 868 781 837 Service Time 2.332 2.149 2.615 2.306 HCM Lane V/C Ratio 0.175 0.055 0.074 0.134 HCM Control Delay 8.2 7.4 8 8 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.2 0.2 0.5 330 HCM 6th TWSC 5: Indian Boundary Line Road & IL 126 04/24/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR SBL SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 1011 2 18 401 37 0 0 0 78 Future Vol, veh/h 0 1011 2 18 401 37 0 0 0 78 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized - - None - - Free - - - None Storage Length - - - - - 185 - 0 0 - Veh in Median Storage, # - 0 - - 0 - 0 - 0 - Grade, % - 0 - - 0 - 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 3 0 0 13 0 0 0 0 4 Mvmt Flow 0 1099 2 20 436 40 0 0 0 85 Major/Minor Major1 Major2 Minor2 Minor1 Conflicting Flow All - 0 0 1101 0 0 - 436 1576 1100 Stage 1 - - - - - - - - 1100 - Stage 2 - - - - - - - - 476 - Critical Hdwy - - - 4.1 - - - 6.2 7.1 6.24 Critical Hdwy Stg 1 - - - - - - - - 6.1 - Critical Hdwy Stg 2 - - - - - - - - 6.1 - Follow-up Hdwy - - - 2.2 - - - 3.3 3.5 3.336 Pot Cap-1 Maneuver 0 - - *366 - 0 0 625 *13 *241 Stage 1 0 - - - - 0 0 - *230 - Stage 2 0 - - - - 0 0 - *574 - Platoon blocked, % - - 1 - 1 1 Mov Cap-1 Maneuver - - - *366 - - - 625 *12 *241 Mov Cap-2 Maneuver - - - - - - - - *12 - Stage 1 - - - - - - - - *230 - Stage 2 - - - - - - - - *510 - Approach EB WB SB NE HCM Control Delay, s 0 0.7 11 27.8 HCM LOS B D Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT SBLn1 Capacity (veh/h) 241 - - * 366 - 625 HCM Lane V/C Ratio 0.352 - - 0.053 - 0.043 HCM Control Delay (s) 27.8 - - 15.4 0 11 HCM Lane LOS D - - C A B HCM 95th %tile Q(veh) 1.5 - - 0.2 - 0.1 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 331 HCM 6th TWSC 6: Wallin Drive & Presidential Avenue 04/24/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 0 16 7 0 19 4 521 19 19 362 7 Future Vol, veh/h 33 0 16 7 0 19 4 521 19 19 362 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 115 - - 80 - - 220 - - 155 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, % 0 0 0 0 0 5 0 5 0 16 8 0 Mvmt Flow 41 0 20 9 0 24 5 651 24 24 453 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1191 1191 458 1189 1183 663 462 0 0 675 0 0 Stage 1 506 506 - 673 673 - - - - - - - Stage 2 685 685 - 516 510 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.25 4.1 - - 4.26 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.345 2.2 - - 2.344 - - Pot Cap-1 Maneuver 166 189 607 166 191 456 1110 - - 854 - - Stage 1 552 543 - 448 457 - - - - - - - Stage 2 441 451 - 546 541 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 153 183 607 157 185 456 1110 - - 854 - - Mov Cap-2 Maneuver 276 297 - 288 306 - - - - - - - Stage 1 549 528 - 446 455 - - - - - - - Stage 2 416 449 - 513 526 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 17.3 14.5 0.1 0.5 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1110 - - 276 607 288 456 854 - - HCM Lane V/C Ratio 0.005 - - 0.149 0.033 0.03 0.052 0.028 - - HCM Control Delay (s) 8.3 - - 20.3 11.1 17.9 13.3 9.3 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0 - - 0.5 0.1 0.1 0.2 0.1 - - 332 HCM 6th TWSC 7: Wallin Drive & Liberty Grove Blvd/16-30 Access 04/24/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 48 0 47 50 0 49 14 448 15 15 356 14 Future Vol, veh/h 48 0 47 50 0 49 14 448 15 15 356 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 115 - - 0 - - 220 - - 220 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 0 5 0 0 8 0 Mvmt Flow 51 0 49 53 0 52 15 472 16 16 375 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 951 933 383 949 932 480 390 0 0 488 0 0 Stage 1 415 415 - 510 510 - - - - - - - Stage 2 536 518 - 439 422 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 247 261 669 248 262 *720 1180 - - *1080 - - Stage 1 619 596 - 678 594 - - - - - - - Stage 2 647 587 - 601 592 - - - - - - - Platoon blocked, % 1 1 1 1 1 - - 1 - - Mov Cap-1 Maneuver 225 254 669 225 254 *720 1180 - - *1080 - - Mov Cap-2 Maneuver 373 378 - 372 379 - - - - - - - Stage 1 611 587 - 670 586 - - - - - - - Stage 2 593 579 - 548 583 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.5 13.4 0.2 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1180 - - 373 669 372 720 * 1080 - - HCM Lane V/C Ratio 0.012 - - 0.135 0.074 0.141 0.072 0.015 - - HCM Control Delay (s) 8.1 - - 16.2 10.8 16.3 10.4 8.4 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0 - - 0.5 0.2 0.5 0.2 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 333 HCM 6th TWSC 8: Meadow Lane & Presidential Lane 04/24/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 8 3 8 2 6 1 81 3 1 59 1 Future Vol, veh/h 7 8 3 8 2 6 1 81 3 1 59 1 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 1 1 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 0 0 0 20 0 0 0 4 0 0 6 0 Mvmt Flow 8 9 4 9 2 7 1 95 4 1 69 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 177 175 71 178 173 98 71 0 0 100 0 0 Stage 1 73 73 - 100 100 - - - - - - - Stage 2 104 102 - 78 73 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.3 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.3 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.3 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.68 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 790 722 997 746 724 963 1542 - - 1505 - - Stage 1 942 838 - 864 816 - - - - - - - Stage 2 907 815 - 888 838 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 781 719 996 734 721 962 1541 - - 1504 - - Mov Cap-2 Maneuver 781 719 - 734 721 - - - - - - - Stage 1 940 836 - 862 814 - - - - - - - Stage 2 897 813 - 874 836 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.8 9.6 0.1 0.1 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1541 - - 779 804 1504 - - HCM Lane V/C Ratio 0.001 - - 0.027 0.023 0.001 - - HCM Control Delay (s) 7.3 0 - 9.8 9.6 7.4 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - 334 HCM 6th TWSC 10: Wallin Drive & Commerical Access 04/24/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 5 Intersection Int Delay, s/veh 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 30 30 30 447 416 37 Future Vol, veh/h 30 30 30 447 416 37 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 150 - - 215 Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 5 8 0 Mvmt Flow 32 32 32 471 438 39 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 973 438 477 0 - 0 Stage 1 438 - - - - - Stage 2 535 - - - - - 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 270 623 1096 - - - Stage 1 655 - - - - - Stage 2 658 - - - - - Platoon blocked, % 1 - - - Mov Cap-1 Maneuver 262 623 1096 - - - Mov Cap-2 Maneuver 415 - - - - - Stage 1 636 - - - - - Stage 2 658 - - - - - Approach EB NB SB HCM Control Delay, s 12.8 0.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1096 - 415 623 - - HCM Lane V/C Ratio 0.029 - 0.076 0.051 - - HCM Control Delay (s) 8.4 - 14.4 11.1 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0.1 - 0.2 0.2 - - 335 HCM 6th TWSC 11: Site Access & Presidential Lane/Presidential Avenue 04/24/2023 AMPR - TI Projected Morning Peak - Total - Improved 1:13 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 6 Intersection Int Delay, s/veh 4.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 23 1 8 3 3 26 Future Vol, veh/h 23 1 8 3 3 26 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 24 1 8 3 3 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 25 0 44 25 Stage 1 - - - - 25 - Stage 2 - - - - 19 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1603 - 972 1057 Stage 1 - - - - 1003 - Stage 2 - - - - 1009 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1603 - 967 1057 Mov Cap-2 Maneuver - - - - 967 - Stage 1 - - - - 1003 - Stage 2 - - - - 1004 - Approach EB WB NB HCM Control Delay, s 0 5.3 8.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1047 - - 1603 - HCM Lane V/C Ratio 0.029 - - 0.005 - HCM Control Delay (s) 8.5 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - 336 Capacity Analysis Summary Sheets Weekday Evening Peak Hour – Projected Conditions – Total Buildout 337 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 05/01/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 319 215 105 61 743 220 110 128 26 280 140 227 Future Volume (vph) 319 215 105 61 743 220 110 128 26 280 140 227 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) 380 180 250 305 130 130 215 215 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 200 170 110 260 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 0.98 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1887 1615 1805 1961 1599 1805 2000 1615 1787 1900 1599 Flt Permitted 0.070 0.619 0.664 0.445 Satd. Flow (perm) 130 1887 1581 1175 1961 1599 1262 2000 1615 837 1900 1599 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 30 45 Link Distance (ft) 483 2742 1091 702 Travel Time (s) 8.2 46.7 24.8 10.6 Confl. Peds. (#/hr) 1 1 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 (%) 2% 6% 0% 0% 2% 1% 0% 0% 0% 1% 0% 1% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 332 224 109 64 774 229 115 133 27 292 146 236 Turn Type pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov Protected Phases 523167381745 Permitted Phases 2 2 6 6 8 8 4 4 Detector Phase 523167381745 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 3.0 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 6.5 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 15.6 Total Split (%) 13.0% 51.0% 12.0% 12.0% 50.0% 20.0% 12.0% 17.0% 12.0% 20.0% 25.0% 13.0% 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 3.5 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 0.0 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 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 3.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes 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 None Act Effct Green (s) 73.5 62.2 74.6 63.1 53.3 78.6 26.5 14.1 27.4 39.4 23.5 43.8 Actuated g/C Ratio 0.61 0.52 0.62 0.53 0.44 0.66 0.22 0.12 0.23 0.33 0.20 0.36 338 Lanes, Volumes, Timings 1: Wallin Drive & IL 126 05/01/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 1.21 0.23 0.11 0.10 0.89 0.22 0.36 0.57 0.07 0.68 0.39 0.40 Control Delay 151.1 21.8 16.1 10.6 44.3 8.6 32.4 59.9 36.2 41.1 45.3 31.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 151.1 21.8 16.1 10.6 44.3 8.6 32.4 59.9 36.2 41.1 45.3 31.6 LOS FCBBDACEDDDC Approach Delay 85.4 34.7 46.1 38.7 Approach LOS F C D D Queue Length 50th (ft) ~288 122 51 19 533 62 62 99 16 177 99 138 Queue Length 95th (ft) #475 190 98 38 #777 97 108 165 41 263 164 213 Internal Link Dist (ft) 403 2662 1011 622 Turn Bay Length (ft) 380 180 250 305 130 130 215 215 Base Capacity (vph) 274 977 998 710 882 1063 338 242 417 437 384 583 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 1.21 0.23 0.11 0.09 0.88 0.22 0.34 0.55 0.06 0.67 0.38 0.40 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.21 Intersection Signal Delay: 49.4 Intersection LOS: D Intersection Capacity Utilization 93.7% 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: 1: Wallin Drive & IL 126 339 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 05/01/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 61 501 10 44 799 64 10 28 14 56 24 34 Future Volume (vph) 61 501 10 44 799 64 10 28 14 56 24 34 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 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) 175 0 185 185 110 0 110 0 Storage Lanes 1 0 1 1 1 0 1 0 Taper Length (ft) 200 220 40 40 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 0.997 0.850 0.951 0.912 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1819 0 1805 1961 1583 1805 1759 0 1787 1676 0 Flt Permitted 0.196 0.381 0.716 0.543 Satd. Flow (perm) 372 1819 0 724 1961 1583 1360 1759 0 1021 1676 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 40 40 25 25 Link Distance (ft) 1169 1951 1409 251 Travel Time (s) 19.9 33.3 38.4 6.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 4% 10% 0% 2% 2% 0% 4% 0% 1% 4% 3% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 67 562 0 48 878 70 11 46 0 62 63 0 Turn Type pm+pt NA pm+pt NA pm+ov pm+pt NA pm+pt NA Protected Phases 5 2 16738 74 Permitted Phases 2 6 6 8 4 Detector Phase 5 2 16738 74 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 6.5 14.0 6.5 14.0 Total Split (s) 14.4 70.8 14.4 70.8 13.2 13.2 21.6 13.2 21.6 Total Split (%) 12.0% 59.0% 12.0% 59.0% 11.0% 11.0% 18.0% 11.0% 18.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 5.0 3.5 5.0 3.5 3.5 5.0 3.5 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None C-Min None C-Min None None None None None Act Effct Green (s) 91.7 85.6 91.0 85.3 96.6 15.6 9.8 20.5 17.8 Actuated g/C Ratio 0.76 0.71 0.76 0.71 0.80 0.13 0.08 0.17 0.15 340 Lanes, Volumes, Timings 2: Meadow Lane & IL 126 05/01/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.18 0.43 0.08 0.63 0.05 0.06 0.32 0.27 0.25 Control Delay 5.6 11.5 3.4 9.2 3.3 37.9 57.2 42.5 47.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.6 11.5 3.4 9.2 3.3 37.9 57.2 42.5 47.0 LOS AB AAADE DD Approach Delay 10.8 8.5 53.5 44.8 Approach LOS B A D D Queue Length 50th (ft) 12 204 7 230 11 7 34 40 42 Queue Length 95th (ft) 27 321 m11 m284 m17 23 71 77 90 Internal Link Dist (ft) 1089 1871 1329 171 Turn Bay Length (ft) 175 185 185 110 110 Base Capacity (vph) 422 1297 665 1393 1279 252 243 243 276 Starvation Cap Reductn 0 0 00000 00 Spillback Cap Reductn 0 0 00000 00 Storage Cap Reductn 0 0 00000 00 Reduced v/c Ratio 0.16 0.43 0.07 0.63 0.05 0.04 0.19 0.26 0.23 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 34.8 (29%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.63 Intersection Signal Delay: 13.2 Intersection LOS: B Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Meadow Lane & IL 126 341 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 05/01/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 157 220 35 163 231 183 61 450 219 199 532 181 Future Volume (vph) 157 220 35 163 231 183 61 450 219 199 532 181 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) 125 145 180 190 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 0.979 0.934 0.951 0.962 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1740 0 1770 1612 0 1805 1772 0 1612 1814 0 Flt Permitted 0.204 0.515 0.100 0.092 Satd. Flow (perm) 380 1740 0 959 1612 0 190 1772 0 156 1814 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 40 45 50 Link Distance (ft) 2228 3997 1379 2557 Travel Time (s) 33.8 68.1 20.9 34.9 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 (%) 2% 8% 0% 2% 7% 14% 0% 1% 4% 12% 1% 0% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 171 277 0 177 450 0 66 727 0 216 775 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 57.0 11.0 53.0 7.0 45.0 17.0 55.0 Total Split (%) 11.5% 43.8% 8.5% 40.8% 5.4% 34.6% 13.1% 42.3% 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) 56.0 42.8 49.3 39.3 45.2 39.2 58.8 50.8 Actuated g/C Ratio 0.46 0.35 0.40 0.32 0.37 0.32 0.48 0.42 342 Lanes, Volumes, Timings 3: Wallin Drive & 143rd Street & US 30 05/01/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.57 0.45 0.41 0.87 0.57 1.28 0.92 1.03 Control Delay 27.0 32.8 23.3 57.0 42.7 174.7 71.6 77.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.0 32.8 23.3 57.0 42.7 174.7 71.6 77.0 LOS C C C E D F E E Approach Delay 30.6 47.5 163.7 75.9 Approach LOS C D F E Queue Length 50th (ft) 78 167 81 334 29 ~757 126 ~704 Queue Length 95th (ft) 124 246 128 473 #71 #1047 #301 #1002 Internal Link Dist (ft) 2148 3917 1299 2477 Turn Bay Length (ft) 140 175 145 300 Base Capacity (vph) 306 729 437 622 116 568 236 754 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 0.56 0.38 0.41 0.72 0.57 1.28 0.92 1.03 Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 122.2 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.28 Intersection Signal Delay: 86.9 Intersection LOS: F 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: 3: Wallin Drive & 143rd Street & US 30 343 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 05/01/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 28 226 6 175 255 43 3 31 140 46 28 26 Future Volume (vph) 28 226 6 175 255 43 3 31 140 46 28 26 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) 115 0 325 0 110 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 220 215 130 45 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 0.996 0.978 0.877 0.927 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1740 0 1787 1753 0 1357 1641 0 1805 1726 0 Flt Permitted 0.563 0.554 0.718 0.586 Satd. Flow (perm) 1070 1740 0 1042 1753 0 1026 1641 0 1113 1726 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 25 25 Link Distance (ft) 3055 2228 542 683 Travel Time (s) 46.3 33.8 14.8 18.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 9% 0% 1% 7% 0% 33% 4% 1% 0% 4% 0% Bus Blockages (#/hr)000000000000 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 31 255 0 192 327 0 3 188 0 51 60 0 Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 3.0 8.0 3.0 8.0 Minimum Split (s) 6.5 21.0 6.5 21.0 6.5 14.0 6.5 14.0 Total Split (s) 6.5 24.0 6.5 24.0 6.5 23.0 6.5 23.0 Total Split (%) 10.8% 40.0% 10.8% 40.0% 10.8% 38.3% 10.8% 38.3% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 0.0 1.5 0.0 1.5 0.0 1.5 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) 17.9 20.5 19.3 22.9 14.7 16.0 15.8 18.1 Actuated g/C Ratio 0.40 0.46 0.43 0.51 0.33 0.36 0.35 0.40 344 Lanes, Volumes, Timings 4: Meadow Lane & 143rd Street 05/01/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.06 0.32 0.37 0.37 0.01 0.32 0.11 0.09 Control Delay 9.0 16.5 12.2 15.4 10.0 19.3 11.0 14.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.0 16.5 12.2 15.4 10.0 19.3 11.0 14.5 LOS AB BB AB BB Approach Delay 15.7 14.2 19.1 12.9 Approach LOS BBBB Queue Length 50th (ft) 5 65 33 69 1 54 10 13 Queue Length 95th (ft) 18 135 77 176 5 105 27 40 Internal Link Dist (ft) 2975 2148 462 603 Turn Bay Length (ft) 115 325 110 100 Base Capacity (vph) 504 821 524 893 369 750 463 823 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 0.06 0.31 0.37 0.37 0.01 0.25 0.11 0.07 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 45 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.37 Intersection Signal Delay: 15.3 Intersection LOS: B Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Meadow Lane & 143rd Street 345 HCM 6th AWSC 9: Meadow Lane & Liberty Grove Blvd 04/24/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 5 16 25 9 6 17 75 33 9 81 2 Future Vol, veh/h 1 5 16 25 9 6 17 75 33 9 81 2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 0 0 5 6 0 0 9 2 3 17 0 20 Mvmt Flow 1 6 18 28 10 7 19 84 37 10 91 2 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.2 7.9 8 8.2 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 14% 5% 62% 10% Vol Thru, % 60% 23% 22% 88% Vol Right, % 26% 73% 15% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 125 22 40 92 LT Vol 17 1 25 9 Through Vol 75 5 9 81 RT Vol 33 16 6 2 Lane Flow Rate 140 25 45 103 Geometry Grp 1 1 1 1 Degree of Util (X) 0.161 0.028 0.058 0.127 Departure Headway (Hd) 4.122 4.075 4.614 4.425 Convergence, Y/N Yes Yes Yes Yes Cap 860 883 781 801 Service Time 2.2 2.077 2.615 2.504 HCM Lane V/C Ratio 0.163 0.028 0.058 0.129 HCM Control Delay 8 7.2 7.9 8.2 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.1 0.2 0.4 346 HCM 6th TWSC 5: Indian Boundary Line Road & IL 126 04/24/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR SBL SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 557 14 127 845 108 0 0 0 82 Future Vol, veh/h 0 557 14 127 845 108 0 0 0 82 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized - - None - - Free - - - None Storage Length - - - - - 185 - 0 0 - Veh in Median Storage, # - 0 - - 0 - 0 - 0 - Grade, % - 0 - - 0 - 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 3 0 1 2 0 0 0 0 0 Mvmt Flow 0 593 15 135 899 115 0 0 0 87 Major/Minor Major1 Major2 Minor2 Minor1 Conflicting Flow All - 0 0 608 0 0 - 899 1770 601 Stage 1 - - - - - - - - 601 - Stage 2 - - - - - - - - 1169 - Critical Hdwy - - - 4.11 - - - 6.2 7.1 6.2 Critical Hdwy Stg 1 - - - - - - - - 6.1 - Critical Hdwy Stg 2 - - - - - - - - 6.1 - Follow-up Hdwy - - - 2.209 - - - 3.3 3.5 3.3 Pot Cap-1 Maneuver 0 - - *930 - 0 0 340 *27 *622 Stage 1 0 - - - - 0 0 - *586 - Stage 2 0 - - - - 0 0 - *237 - Platoon blocked, % - - 1 - 1 1 Mov Cap-1 Maneuver - - - *930 - - - 340 *17 *622 Mov Cap-2 Maneuver - - - - - - - - *17 - Stage 1 - - - - - - - - *586 - Stage 2 - - - - - - - - *136 - Approach EB WB SB NE HCM Control Delay, s 0 1.2 18.1 11.7 HCM LOS C B Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT SBLn1 Capacity (veh/h) 622 - - * 930 - 340 HCM Lane V/C Ratio 0.14 - - 0.145 - 0.194 HCM Control Delay (s) 11.7 - - 9.5 0 18.1 HCM Lane LOS B - - A A C HCM 95th %tile Q(veh) 0.5 - - 0.5 - 0.7 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 347 HCM 6th TWSC 6: Wallin Drive & Presidential Avenue 04/24/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 0 14 19 0 50 10 653 14 37 655 38 Future Vol, veh/h 27 0 14 19 0 50 10 653 14 37 655 38 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 115 - - 80 - - 220 - - 155 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 2 0 Mvmt Flow 29 0 15 21 0 54 11 710 15 40 712 41 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1580 1560 733 1560 1573 718 753 0 0 725 0 0 Stage 1 813 813 - 740 740 - - - - - - - Stage 2 767 747 - 820 833 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 89 113 424 92 111 432 866 - - 887 - - Stage 1 375 395 - 412 426 - - - - - - - Stage 2 398 423 - 372 386 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 74 107 424 85 105 432 866 - - 887 - - Mov Cap-2 Maneuver 186 221 - 205 224 - - - - - - - Stage 1 370 377 - 407 420 - - - - - - - Stage 2 344 418 - 342 369 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 23.1 17.3 0.1 0.5 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 866 - - 186 424 205 432 887 - - HCM Lane V/C Ratio 0.013 - - 0.158 0.036 0.101 0.126 0.045 - - HCM Control Delay (s) 9.2 - - 27.9 13.8 24.5 14.5 9.3 - - HCM Lane LOS A - - D B C B A - - HCM 95th %tile Q(veh) 0 - - 0.5 0.1 0.3 0.4 0.1 - - 348 HCM 6th TWSC 7: Wallin Drive & Liberty Grove Blvd/16-30 Access 04/24/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 40 0 39 28 0 27 33 617 48 47 599 42 Future Vol, veh/h 40 0 39 28 0 27 33 617 48 47 599 42 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 41 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 115 - - 0 - - 220 - - 220 - - Veh in Median Storage, # - 1 - - 1 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 2 0 Mvmt Flow 42 0 41 29 0 28 35 649 51 49 631 44 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1510 1562 653 1558 1559 716 675 0 0 741 0 0 Stage 1 751 751 - 786 786 - - - - - - - Stage 2 759 811 - 772 773 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 51 54 471 45 55 569 926 - - 821 - - Stage 1 406 421 - 456 412 - - - - - - - Stage 2 486 393 - 395 412 - - - - - - - Platoon blocked, % 1 1 1 1 1 - - 1 - - Mov Cap-1 Maneuver 45 47 471 36 48 547 926 - - 789 - - Mov Cap-2 Maneuver 200 181 - 177 189 - - - - - - - Stage 1 391 395 - 422 381 - - - - - - - Stage 2 443 364 - 338 386 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 20.6 20.8 0.4 0.7 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 926 - - 200 471 177 547 789 - - HCM Lane V/C Ratio 0.038 - - 0.211 0.087 0.167 0.052 0.063 - - HCM Control Delay (s) 9 - - 27.7 13.4 29.4 11.9 9.9 - - HCM Lane LOS A - - D B D B A - - HCM 95th %tile Q(veh) 0.1 - - 0.8 0.3 0.6 0.2 0.2 - - 349 HCM 6th TWSC 8: Meadow Lane & Presidential Lane 04/24/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 10 6 4 20 5 4 97 8 6 125 9 Future Vol, veh/h 7 10 6 4 20 5 4 97 8 6 125 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - 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 0 12 0 0 0 0 2 0 0 2 0 Mvmt Flow 8 11 7 5 23 6 5 110 9 7 142 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 300 291 147 296 292 116 152 0 0 120 0 0 Stage 1 161 161 - 126 126 - - - - - - - Stage 2 139 130 - 170 166 - - - - - - - Critical Hdwy 7.1 6.5 6.32 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.408 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 656 623 874 660 622 942 1441 - - 1480 - - Stage 1 846 769 - 883 796 - - - - - - - Stage 2 869 792 - 837 765 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 629 617 874 641 616 941 1441 - - 1479 - - Mov Cap-2 Maneuver 629 617 - 641 616 - - - - - - - Stage 1 843 765 - 879 792 - - - - - - - Stage 2 836 788 - 814 761 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.6 10.8 0.3 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1441 - - 672 659 1479 - - HCM Lane V/C Ratio 0.003 - - 0.039 0.05 0.005 - - HCM Control Delay (s) 7.5 0 - 10.6 10.8 7.4 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0 - - 350 HCM 6th TWSC 10: Wallin Drive & Commerical Access 04/24/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 5 Intersection Int Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 97 72 66 601 575 91 Future Vol, veh/h 97 72 66 601 575 91 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 150 - - 215 Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 1 2 0 Mvmt Flow 102 76 69 633 605 96 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1376 605 701 0 - 0 Stage 1 605 - - - - - Stage 2 771 - - - - - 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 ~ 102 501 905 - - - Stage 1 549 - - - - - Stage 2 474 - - - - - Platoon blocked, % 1 - - - Mov Cap-1 Maneuver ~ 94 501 905 - - - Mov Cap-2 Maneuver 266 - - - - - Stage 1 507 - - - - - Stage 2 474 - - - - - Approach EB NB SB HCM Control Delay, s 21.1 0.9 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 905 - 266 501 - - HCM Lane V/C Ratio 0.077 - 0.384 0.151 - - HCM Control Delay (s) 9.3 - 26.7 13.5 - - HCM Lane LOS A - D B - - HCM 95th %tile Q(veh) 0.2 - 1.7 0.5 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 351 HCM 6th TWSC 11: Site Access & Presidential Lane/Presidential Avenue 04/24/2023 PMPR - TI Projected Evening Peak - Total - Improved 1:14 pm 09/14/2022 22-075 - Lenar Plainfield Synchro 11 Report ANB Page 6 Intersection Int Delay, s/veh 4.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 19 5 26 22 2 22 Future Vol, veh/h 19 5 26 22 2 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 20 5 27 23 2 23 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 25 0 100 23 Stage 1 - - - - 23 - Stage 2 - - - - 77 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1603 - 904 1060 Stage 1 - - - - 1005 - Stage 2 - - - - 951 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1603 - 889 1060 Mov Cap-2 Maneuver - - - - 889 - Stage 1 - - - - 1005 - Stage 2 - - - - 935 - Approach EB WB NB HCM Control Delay, s 0 3.9 8.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1043 - - 1603 - HCM Lane V/C Ratio 0.024 - - 0.017 - HCM Control Delay (s) 8.5 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - 352 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT To LENNAR From GRUEN GRUEN + ASSOCIATES Urban Economists, Market Strategists & Land Use/Public Policy Analysts April 2023 C1632 353 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT To LENNAR From GRUEN GRUEN + ASSOCIATES Urban Economists, Market Strategists & Land Use/Public Policy Analysts April 2023 C1632 ©2023 Gruen Gruen + Associates. Do not reproduce without written permission from Gruen Gruen + Associates. 354 i TABLE OF CONTENTS Chapter Page I INTRODUCTION AND KEY FINDINGS AND CONCLUSIONS .............................. 1 INTRODUCTION ...................................................................................................................... 1 KEY FINDINGS AND CONCLUSIONS ............................................................................. 1 Village Revenue Resulting from Keller Farm Development .................................................. 2 Net Fiscal Effects on Local School District .............................................................................. 3 METHODOLOGICAL APPROACH ..................................................................................... 3 2023 CONSTANT DOLLARS .................................................................................................. 3 II BASELINE ASSUMPTIONS AND PROJECT CHARACTERISTICS............................ 4 INTRODUCTION ...................................................................................................................... 4 DEMOGRAPHIC AND ECONOMIC PROFILE OF PLAINFIELD ............................ 4 KELLER FARM PROJECT CHARACTERISTICS AND ASSUMPTIONS................... 5 Project Population ......................................................................................................................... 7 III FORECAST OF VILLAGE REVENUE ................................................................................ 8 INTRODUCTION ...................................................................................................................... 8 PROPERTY TAX REVENUE ................................................................................................ 10 STATE INCOME AND USE TAX ........................................................................................ 11 SALES TAX ................................................................................................................................. 11 UTILITIES TAXES ................................................................................................................... 14 FRANCHISE CABLE AND TELEPHONE FEES ............................................................ 15 355 ii TABLE OF CONTENTS, Continued Chapter Page MOTOR FUEL TAX ................................................................................................................. 16 LOCAL GASOLINE TAX ....................................................................................................... 17 IV PROPERTY TAX IMPACT OF KELLER FARM DEVELOPMENT AND NET FISCAL EFFECTS ON PLAINFIELD COMMUNITY SCHOOL DISTRICT 202 ............................................................................................................................ 18 INTRODUCTION .................................................................................................................... 18 PROPERTY TAX REVENUE ESTIMATES FOR SCHOOL DISTRICT ................... 19 NET FISCAL EFFECTS ON LOCAL SCHOOL DISTRICT .......................................... 20 APPENDIX A: TOTAL ANNUAL PROPERTY TAX REVENUE FOR ALL TAXING ENTITIES ....................................................................................................... 21 356 iii LIST OF TABLES Table Page I-1 Estimated Annual Revenues Generated by the Proposed Keller Farm Development at Build-out for Village of Plainfield ................................................................. 2 II-1 Baseline Demographic and Employment Estimates for the Village of Plainfield ............... 4 II-2 Residential and Commercial Use Assumptions and Characteristics ...................................... 5 II-3 Projected Keller Farm Population at Build-out ........................................................................ 7 III-1 Estimated Annual Revenues Generated by Proposed Keller Farm Development at Build-out for Village of Plainfield ......................... 9 III-2 Estimated Annual Property Tax Revenue at Build-out ......................................................... 10 III-3 Estimated Annual State Income and Use Tax Revenue Generated by Keller Farm Development at Build-out.......................................................................................................... 11 III-4 Estimated Annual Sales Tax Revenue Attributable to Households within the Keller Farm Development at Build-out ............... 12 III-5 Estimated Annual Sales Tax Revenue Attributable to Commercial Space within the Keller Farm Development at Build-out ... 13 III-6 Estimated Annual Utilities Tax Revenue Generated by Keller Farm Development at Build-out .......................................................... 14 III-7 Estimated Annual Cable and Telephone Franchise Fee Revenue Generated by Keller Farm Development at Build-out .......................................................... 15 III-8 Estimated Annual Motor Fuel Tax Fund Revenue Generated by Keller Farm Development at Build-out .......................................................... 16 III-9 Estimated Annual Local Gasoline Tax Revenue Generated by Keller Farm Development at Build-out .......................................................... 17 IV-1 Estimated Number of Students for Plainfield Community School District 202 of Keller Farm Development at Build-out ........................................................ 18 IV-2 Estimated Annual Property Tax Revenue for Plainfield Community School District 202 of Keller Farm Development at Build-out ........................................................ 19 IV-3 Estimated Operating Revenues and Expenses for Plainfield Community School District 202 Generated by Keller Farm Development at Build-out .................................... 20 A-1 Total Annual Property Tax Revenue Estimate by Taxing District ...................................... 22 357 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 1 CHAPTER I INTRODUCTION AND KEY FINDINGS AND CONCLUSIONS INTRODUCTION This report summarizes the evaluation by Gruen Gruen + Associates (“GG+A”) of the fiscal benefits of the proposed Keller Farm development ("Keller Farm") on the Village of Plainfield. Keller Farm is proposed to include 214 traditional detached single-family homes, 83 townhomes, and 108 age-targeted single-family homes, and over eight acres of commercial land for commercial development on a total of 153 acres of land in unincorporated Will County located at the northwest corner of Illinois Route 126 and Wallin Drive, east of the Liberty Grove subdivision. The property is anticipated to be annexed into the Village of Plainfield. Because the fiscal impact analysis addresses long-term rather than short-term fiscal effects of the proposed development on the Village’s General and other funds, the analysis excludes fee revenue associated with infrastructure or other capital items. Revenues collected on a cost- recovery basis and other fees-for-service (e.g., permit and plan checking fees, and inspection fees, etc.) are assumed to be set at rates that will adequately offset municipal costs. To evaluate the fiscal benefits associated with Keller Farm, GG+A estimated the annual revenue likely to be generated by the proposed development for the Village of Plainfield General Fund, Motor Fuel Tax Fund, Water & Sewer Fund, and Capital Improvement Fund. KEY FINDINGS AND CONCLUSIONS In addition to providing expanded housing opportunities in Plainfield, the proposed development will generate fiscal (tax revenues) benefits to the Village of Plainfield treasury. The fiscal benefits associated with Keller Farm are summarized below and described in more detail in the body of this report. 358 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 2 Village Revenue Resulting from Keller Farm Development Table I-1 presents a summary of the annual revenues potentially induced by the proposed Keller Farm development at build-out for the Village of Plainfield. Appendix A summarizes total annual property taxes for all taxing districts for the proposed Keller Farm development at build-out which is estimated to total over $5.4 million. TABLE I-1 Estimated Annual Revenues Generated by the Proposed Keller Farm Development at Build-Out for Village of Plainfield1 Revenue Development Including Commercial $ Development Residential Only $ % of Total Including Commercial Development Property Tax 312,700 284,700 23.1 State Income and Use Tax 241,100 241,100 17.8 Sales Tax2 610,600 104,300 45.0 Utilities Taxes (Electric, Gas, & Telecommunications) 76,600 73,200 5.6 Cable and Telephone Franchise Fees 14,400 13,800 1.1 Motor Fuel Tax4 54,800 54,800 4.0 Local Gasoline Tax 46,000 43,900 3.4 TOTAL 1,356,200 815,800 100.0 1Figures have been rounded. 2 Includes home rule sales tax revenue. 4 Includes Transportation Renewal Fund distribution from State of Illinois. Sources: Village of Plainfield; Gruen Gruen + Associates. Upon full build-out including the commercial development, Keller Farm is forecast to generate approximately $1,356,200 of annual revenue for the Village of Plainfield. This equates to approximately $3,350 per housing unit. The annual revenue for the Village of Plainfield approximates $815,800 ($2,014 per household) for only the residential component of Keller Farm. Annual property tax revenue of $312,700 is expected to comprise approximately 23 percent of all revenue generated by the planned Keller Farm development. The residential component of the development is estimated to account for 91 percent of the total property taxes generated. The commercial component of the development is estimated to account for nine percent of the total property taxes generated. Annual state income and use tax revenue of $241,100 is forecast to comprise an additional 18 percent of revenue upon full build-out. The residential component accounts for 100 percent of this source of revenue. Annual sales tax revenue of $610,600 is forecast to comprise 45 percent of revenue upon full build-out. The residential component is estimated to comprise about 17 percent and the commercial component about 83 percent of the total sales tax revenue. Other revenues totaling $191,800 include utilities taxes, cable and telephone franchise fees, motor fuel tax, and local gasoline tax 359 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 3 are forecast to comprise nearly 14 percent of annual revenue. The residential component accounts for nearly 97 percent of the other tax revenues. Net Fiscal Effects on Local School District Including property tax revenues from both residential and commercial components of the Keller Farm development, the balance between projected property tax revenues, state funding, and additional operating costs indicates an operating surplus of $845,800 or $2,363 per additional student generated for Plainfield Community School District 202. Excluding property tax revenue attributable to the commercial component of Keller Farm, the operating surplus would be lower by approximately $308,900 at approximately $536,900. The surplus attributable to only including residential property tax revenue equates to $1,500 per Keller Farm household. METHODOLOGICAL APPROACH This fiscal analysis is based on a review of the Village of Plainfield 2023 fiscal year budget and information obtained from representatives of Lennar, and a review and analysis of secondary data sources. Property tax information was obtained from the Will County Assessor’s website about current assessments, property tax rates, and existing allocations to taxing districts. This information was necessary to estimate future property tax revenue for the Village of Plainfield General Fund. GG+A drew on the specific characteristics of the proposed development (e.g., property values) to estimate revenues such as property taxes and sales taxes which are affected by the development characteristics. The specific methodologies used to estimate each revenue item are discussed in the appropriate sections of this report. We have assumed the current tax and fee structures will remain constant. No estimates of the number of households new to Plainfield as opposed to relocating to the project from within Plainfield are available. The impacts presented in this report are made on a gross basis. To the extent households within Plainfield relocate to the development, this will free up housing at other locations in Plainfield that can be expected to be re-occupied. 2023 CONSTANT DOLLARS All cost and revenue projections in this report are expressed in constant 2023 dollars. That is, the possible effects of inflation or deflation on revenues in the future are not quantified. 360 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 4 CHAPTER II BASELINE ASSUMPTIONS AND PROJECT CHARACTERISTICS INTRODUCTION This chapter summarizes the baseline demographic assumptions for the Village of Plainfield upon which some revenue estimates are based. It also describes the anticipated characteristics of the proposed Keller Farm development program, households attracted to occupy the housing units, household size, and per-unit market value estimates and commercial space estimated to be developed at the site. DEMOGRAPHIC AND ECONOMIC PROFILE OF PLAINFIELD Table II-1 shows the baseline demographic and employment estimates for the Village of Plainfield upon which some revenue estimates are based. TABLE II-1 Baseline Demographic and Employment Estimates for the Village of Plainfield 20211 # Total Population 45,398 Households 13,510 Average Household Size 3.27 Total Employment (Jobs Estimated for Non-resident Workers) 13,269 Total Resident Equivalents2 52,033 1 Population and household estimates are from 2021 American Community Survey, 5-Year Estimates. Employment estimates are for 2019. 2 Assumes two jobs located in the Village generate the same revenues as one resident. Sources: U.S. Census Bureau; U.S. Census Bureau Longitudinal Employer-Household Dynamic, OnTheMap; Gruen Gruen + Associates. According to the U.S. Census Bureau, the Village of Plainfield’s population was estimated at about 45,400 in 2021. The number of occupied housing units, or households, is estimated at approximately 13,510. The average household size in the Village of Plainfield is estimated at 3.27 persons per household. According to data from the U.S. Census Bureau, the number of jobs in the Village of Plainfield held by workers which reside outside of the Village of Plainfield in 2019 (most recent year available) total approximately 13,300 jobs. Some of the revenue equations (i.e., electric and gas tax revenue) used to estimate future revenues associated with development and operations of the development utilize a per-capita measure referred to as “resident equivalents”. This approach combines the resident population and employment (i.e., non-local workers) in the Village of Plainfield to form a single per-capita metric. For estimates summarized in this report, we assume that two workers generate the 361 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 5 same level of revenue as one resident. As summarized above in Table II-1, based on the two- to-one ratio of non-local workers to residents, the Village of Plainfield is estimated to contain a total of 52,033 resident equivalents. KELLER FARM PROJECT CHARACTERISTICS AND ASSUMPTIONS We have relied upon the information Lennar provided about the project characteristics including number and type of units, and average sale price per unit. Table II-2 summarizes the anticipated characteristics of the planned residential units and the estimated amount of planned commercial space. TABLE II-2 Residential and Commercial Use Assumptions and Characteristics SINGLE-FAMILY RESIDENTIAL: Detached (Medallion) Attached (Townhomes) Age-targeted Detached Number of Total Units 214 83 108 405 Number of Two-Bedroom Units Number of Three-Bedroom Units 27 218 Number of Four-Bedroom Units Average Household Size (Persons)1 160 3.13 Average Sale Price Per Detached Single-Family Average Sale Price per Townhome Unit Average Sale Price per Age-targeted Unit $512,600 $398,000 $445,000 Average Household Income2 COMMERCIAL SPACE: Number of Acres Number of Building Square Feet3 $135,600 8.7 60,000 1 Consistent with average household size in Plainfield. American Community Survey 2021 5-Year estimates household size of 3.27 for Village of Plainfield. 2 Weighted average household income of buyers of single-family and townhome units based on assumptions: (a) 20% down payment, (b) 30-year mortgage at 6% annual interest, and (c) monthly mortgage payments equal to 20% of before-tax income. 3 Based on estimate floor-area ratio of 0.16. Sources: Lennar; Village of Plainfield; U.S. Census Bureau; Gruen Gruen + Associates. 362 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 6 The Keller Farm development is planned to include: • 214 detached traditional single-family homes consisting of three- and four- bedroom homes ranging in size from 1,866 to 3,267 square feet of space; • 108 age-targeted detached single-family homes consisting of two- and three-bedroom homes ranging in size from 1,428 to 1,980 square feet of space; and • 83 three-bedroom townhomes ranging in size from 1,764 to 2,175 square feet of space. The average household size for households is estimated at 4.0 persons per household for the traditional single-family homes, 2.5 persons per household for the townhomes, and 1.9 persons per household for the age-targeted single-family homes for an overall household size of 3.13 persons for the development. According to Lennar, the average sales price for units is expected to be $512,600 for detached single-family homes, $445,000 for age-targeted single- family homes, and $398,000 for townhomes. Estimates of household income are required to estimate the impact of project household commercial expenditures. As summarized in Table II-2, the average household income of project households is conservatively estimated at $135,600. The project’s household income assumptions are somewhat lower than the characteristics of existing households in the Village of Plainfield.1 The development is also planned to include nearly 60,000 square feet of commercial space on 8.7 acres of land. This reflects a conservative low-density assumption of a floor-area ratio of 0.16. 1 According to the U.S. Census Bureau, average household income for Plainfield residents is estimated at $154,421. S1901: INCOME IN THE PAST 12 MONTHS ... - Census Bureau Table 363 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 7 Project Population Based on the estimates of household size, Table II-3 summarizes the expected residential population and employment from occupancy of the commercial space upon full build-out. TABLE II-3 Projected Keller Farm Population at Build-out # Number of Units 405 Average Household Size 3.13 persons Estimated Population of Keller Farm at Build-out 1,269 Employment (Number of Workers)1 120 Resident Equivalent Population at Build-out2 1,329 1 Assumes one worker per 500 square feet of space. 2 Resident equivalent population at build-out includes residential population of 1,269 plus one- half of number of workers for commercial space or 60 workers (i.e., assumes two workers equal one resident for revenue calculations). Sources: Lennar; Gruen Gruen + Associates. At full build-out based on an average household size assumption of 3.13 persons, the proposed Keller Farm project is expected to include a total population of 1,269 people. The commercial space of nearly 60,000 square feet is estimated to employ 120 workers at full-build-out (one worker for every 500 square feet of commercial space). The residential equivalent population of Keller Farm (assuming two workers equals one resident for revenue calculation purposes) is estimated at 1,329. 364 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 8 CHAPTER III FORECAST OF VILLAGE REVENUE INTRODUCTION This chapter presents a forecast of Village of Plainfield revenue estimated to result from the development and occupancy of Keller Farm. The following sources of revenue are estimated: • Property tax - The assessed value of new development will generate property tax revenue for the General Fund; • Income and use taxes – The State of Illinois redistributes income taxes and sales use taxes to municipalities on a per capita basis and are deposited into the General Fund; • Sales tax - The sale of taxable retail goods will generate revenue for the General Fund through the one percent municipal sales tax rate shared by the State of Illinois. The Village of Plainfield also imposes a home rule sales tax of 1.5 percent which is deposited in the Water and Sewer Fund and Capital Improvement Fund; • Utilities taxes – The Village imposes taxes on the use of electricity (based on kilowatt usage) and natural gas (based on therm usage) which are deposited into the Capital Improvement Fund; • Cable and telephone franchise fees - The Village imposes a franchise tax on cable and telephone service providers deposited into the General Fund; • Motor fuel tax – The Village receives a share of the State-imposed tax on gasoline which is deposited into the Motor Fuel Tax Fund; and • Local gasoline tax – The Village imposes a local gas tax of $0.06 per gallon which is deposited into the General Fund and Capital Improvement Fund. 365 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 9 Table III-1 presents a summary of the annual revenues potentially induced by the proposed Keller Farm development at build-out for the Village of Plainfield. TABLE III-1 Estimated Annual Revenues Generated by the Proposed Keller Farm Development at Build-Out for Village of Plainfield1 Revenue Development Including Commercial $ Development Residential Only $ % of Total Including Commercial Development Property Tax 312,700 284,700 23.1 State Income and Use Tax 241,100 241,100 17.8 Sales Tax2 610,600 104,300 45.0 Utilities Taxes (Electric, Gas, & Telecommunications) 76,600 73,200 5.6 Cable and Telephone Franchise Fees 14,400 13,800 1.1 Motor Fuel Tax4 54,800 54,800 4.0 Local Gasoline Tax 46,000 43,900 3.4 TOTAL 1,356,200 815,800 100.0 1Figures have been rounded. 2 Includes home rule sales tax revenue. 4 Includes Transportation Renewal Fund distribution from State of Illinois. Sources: Village of Plainfield; Gruen Gruen + Associates. The Keller Farm development is estimated to generate approximately $1,356,200 of annual revenue for the Village of Plainfield. This equates to approximately $3,350 per housing unit. The annual revenue for the Village of Plainfield approximates $815,800 ($2,014 per household) considering only the residential component of Keller Farm. Annual property tax revenue of $312,700 is expected to comprise approximately 23 percent of all revenue generated by the planned Keller Farm development. The residential component of the development is estimated to account for 91 percent of the total property taxes generated. The commercial component of the development is estimated to account for nine percent of the total property taxes generated. Annual state income and use tax revenue of $241,100 is forecast to comprise an additional 18 percent of revenue upon full build-out. The residential component accounts for 100 percent of this source of revenue. Annual sales tax revenue of $610,600 is forecast to comprise 45 percent of revenue upon full build-out. The residential component is estimated to comprise about 17 percent and the commercial component about 83 percent of the estimated total sales tax revenue. Other revenues totaling $191,800 include utilities taxes, cable and telephone franchise fees, motor fuel tax, and local gasoline tax are forecast to comprise nearly 14 percent of annual revenue. The residential component accounts for approximately 97 percent of the other tax revenues. 366 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 10 PROPERTY TAX REVENUE Table III-2 presents an estimate of annual property tax revenue at build-out of the planned Keller Farm project for the Village of Plainfield. TABLE III-2 Estimated Annual Property Tax Revenue at Build-out1 Residential $ Commercial $ Total $ Estimated Market Value2 190,790,400 18,000,000 208,790,400 Equalized Assessed Value3 60,986,800 6,000,000 66,986,800 Annual Property Tax Revenue @ Build-out4 284,700 28,000 312,700 1 Figures are rounded. 2 Residential based on an average sales price of $471,100 and commercial market value of $300 per square foot. 3 Equalized assessed value is calculated at 33.33% of market value. Adjusted equalized assessed value factor of 1.0000. Net of homeowner’s exemption of $6,000 per unit for all units and senior’s exemption of $5,000 per unit for one-third of age-targeted units which are targeted toward empty-nesters. 4 Village of Plainfield 2022 property tax rate is $0.4669 per $100 of equalized assessed value. Sources: Lennar; Will County Assessor; Village of Plainfield FY 2023 Adopted Budget; Gruen Gruen + Associates. At build-out, the market value of the residential component of the planned Keller Farm development is estimated at $190,790,000 or an average of $471,100 per unit. At build-out, the equalized assessed value (net of homeowner’s exemption and senior’s exemption of approximately $2,600,000) of the residential development is estimated to total $60,986,800. Based on the 2022 property tax rate, annual property tax revenue for the Village at build-out of the residential component of Keller Farm is estimated to total $284,700. The estimated market value of the planned commercial development at build-out is approximately $18,000,000 or $300 per square foot.2 The equalized assessed value of the commercial component is estimated at $6,000,000. Based on the 2022 property tax rate, annual property tax revenue attributable to the build-out and occupancy of the commercial space is estimated at $28,000. 2 Will County Assessor reports a sale in 2022 of a newly constructed multi-tenant building of 9,474 square feet at 3064 Plainfield Road in front of Louis Joliet mall in Joliet of about $700 per square foot. The new building is reported to have a building permit cost of about $195 per square foot. No Stopping Joliet's Commercial Construction Growth | Joliet, IL Patch; Property Details (willcountysoa.com) 367 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 11 At build-out, the equalized assessed value of the entire development is estimated to total $66,986,800. Based on the Village’s 2022 property tax rate, annual property tax revenue for the Village’s General Fund at build-out is estimated to total $312,700. STATE INCOME AND USE TAX The State of Illinois redistributes income and use tax to municipalities on a per capita basis based on the municipality’s population.3 As summarized in Table III-3, according to the Village Budget and the Illinois Municipal league, the redistribution is estimated at $151 per Village resident for income tax and $39.00 per Village resident for use tax.4 TABLE III-3 Estimated Annual State Income and Use Tax Revenue Generated by Keller Farm Development at Build-out Annual State Income and Use Tax Revenue Per Capita $1901 Estimated Number of Keller Farm Residents 1,269 Tax Revenue @ Build-out $241,110 1 Based on Illinois Municipal League revenue estimates for Calendar Year 2023. Sources: Village of Plainfield; Illinois Municipal League; Gruen + Associates. At build-out, the proposed Keller Farm development is estimated to include 1,269 residents. Annual state income and use tax revenue to the Village of Plainfield General Fund, then, is estimated to total approximately $241,100 ($190 tax revenue per capita multiplied by the anticipated 1,269 residents). SALES TAX The Village of Plainfield receives State of Illinois sales tax revenue equal to one percent of taxable purchases within the Village. Some purchase such as groceries and drugs are exempt from the applicable sales tax. The Village of Plainfield also imposes a 1.5 percent home rule sales tax. 3 Income Tax Distributions to Local Governments (illinois.gov) 4 Illinois Municipal League, Revenue Estimates, State Shared Municipal Revenues, file.cfm (iml.org) 368 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 12 Table III-4 summarizes the estimate of sales tax revenue associated with Keller Farm households. TABLE III-4 Estimated Annual Sales Tax Revenue Attributable to Households within the Keller Farm Development at Build-out Number of Households 405 Annual Commercial Expenditure Made by Households1 $4,172,700 Annual Sales Tax Revenue @ Build-out2 $104,316 1 Assuming 19 percent of household income is expended on retail goods and services and 40 percent of that amount is spent within the Village of Plainfield. Assumes household income of $135,600 for the proposed Keller Farm development. 2 Assumes tax rate of 1.0 percent of municipal sales and 1.5 percent tax rate for home rule sales. Sources: Lennar; Gruen Gruen + Associates. At build-out, the total household income of Keller Farm households is estimated at approximately $54.9 million or about $135,600 per household. Based on the review of Consumer Expenditure survey data from the Bureau of Labor Statistics, we assume expenditures on most retail goods and services, excluding automotive goods, average 19 percent of income. We assume 40 percent of the expenditures of residents of Keller Farm spent on taxable retail goods and services is expended within the Village of Plainfield and/or purchased over the internet (online sales are taxed based on the location of the residence of the buyer).5 At full build-out, annual taxable expenditures made on the ground in Plainfield and over the internet attributable to Keller Farm households are estimated at nearly $4.2 million. This translates to annual sales tax revenue of approximately $104,300 or about $257 per household. 5 The 40 percent capture rate of retail expenditures made in Plainfield includes expenditures made on- line. According to the Village’s fiscal year 2023 budget, municipal sales tax revenues experienced a large increase in Fiscal Year 2021 in part due to online sales taxation. 369 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 13 The planned 60,000 square feet of commercial space in the proposed Keller Farm development will also generate sales tax revenue. Table III-5 summarizes the estimate of sales tax revenue associated with the commercial space at full build-out and occupancy. TABLE III-5 Estimated Annual Sales Tax Revenue Attributable to Commercial Space within the Keller Farm Development at Build-out Number of Square Feet 60,000 Annual Taxable Sales1 $20,250,000 Annual Sales Tax Revenue @ Build-out2 $506,250 1 Assuming sales per square foot of $450 and that 75 percent of the space will be sales tax generating uses. 2 Assumes tax rate of 1.0 percent of municipal sales and 1.5 percent of home rule sales tax. Sources: Lennar; Gruen Gruen + Associates. We assume a $450 per square foot sales threshold which would equate to about six percent of gross rent of $30 per square foot. This level of rent is the amount needed to obtain an acceptable return on new construction. We also assume that 75 percent of the new space will be occupied by sales tax generating uses (given that no specific tenants have been identified) results in estimated annual sales of approximately $20.2 million.6 At build-out and occupancy of the commercial space, the annual sales tax revenue to the Village is estimated at over $506,000. 6 Newer (or proposed) commercial centers in Joliet, Naperville, and Romeoville are asking net rents of $25 to $40 per square foot. 1550 N Larkin Ave, Joliet, IL 60435 - Retail for Lease | LoopNet; 1624 Illinois Route 59, Naperville, IL 60564 - Retail for Lease | LoopNet; 343 N Independence Blvd, Romeoville, IL 60446 - Romeoville Plaza | LoopNet 370 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 14 UTILITIES TAXES The Village imposes an electric tax based on the kilowatt usage of electric. The Village also imposes a municipal natural gas tax based on therm usage and a telecommunications tax of 5.0 percent on gross receipts. The Village collects utilities taxes in its Capital Improvements Fund. Table III-6 presents an estimate of the annual utilities tax revenue generated by the residents and commercial businesses of the proposed Keller Farm development. TABLE III-6 Estimated Annual Utilities Tax Revenue Generated by Keller Farm Development at Build-out Annual Utilities Tax Revenue (electric, gas, and telecommunications)1 $3,000,000 Number of Plainfield Resident Equivalents 52,033 Tax Revenue Per Resident Equivalent $57.66 Number of Keller Farm Resident Equivalents (Residents & Workers) 1,329 Tax Revenue @ Build-out2 $76,625 1 Based on Village’s FY 2023 adopted budget. 2 Of the total, $3,459 is attributable to the businesses anticipated to occupy the commercial space. Sources: Village of Plainfield; Gruen Gruen + Associates. To estimate the utilities tax revenue attributable to residents and workers of the proposed Keller Farm development, we use a per resident equivalent estimate by dividing the 2023 budgeted utilities tax revenue of $3,000,000 by the estimated 52,033 resident equivalents (residents and one-half of workers) in the Village of Plainfield. This results in an average resident equivalent utility tax revenue estimate of $57.66. Multiplying the per resident equivalent estimate by the 1,329 resident equivalents (residential population plus one-half of workers) of the proposed Keller Farm development at build-out results in annual utility tax revenue of approximately $76,600. Of this total, $3,459 is attributable to the businesses anticipated to occupy the commercial space. 371 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 15 FRANCHISE CABLE AND TELEPHONE FEES Table III-7 summarizes the forecast of cable and telephone franchise fee revenue. TABLE III-7 Estimated Annual Cable and Telephone Franchise Fee Revenue Generated by Keller Farm Development at Build-out Annual Cable and Telephone Franchise Fee Revenue1 $565,000 Number of Plainfield Resident Equivalents 52,033 Cable and Telephone Franchise Tax Revenue Per Resident Equivalent $10.86 Number of Keller Farm Resident Equivalents (Residents & Workers) 1,329 Tax Revenue @ Build-out2 $14,431 1 Based on Village’s Fiscal Year 2023 adopted budget. 2 Of the total, $652 is attributable to the businesses/ workers occupying the commercial space. Sources: Village of Plainfield; Gruen Gruen + Associates. Utilizing a per-resident equivalent approach, we estimate the franchise cable and telephone fee revenue associated with the development of Keller Farm. We use cable franchise fee revenues budgeted for the 2023 fiscal year which totals $565,000. On a per resident equivalent basis, this equates to $10.86 per resident equivalent in the Village of Plainfield. Multiplying the per resident equivalent estimate by the anticipated 1,329 resident equivalents of Keller Farm produces an estimate of total annual cable and telephone franchise fee revenue at build-out of approximately $14,400. Of this total, $652 is attributable to the businesses/ workers occupying the commercial space. 372 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 16 MOTOR FUEL TAX The Village receives a share of the State-imposed tax on gasoline which is accounted for in the Village’s Motor Fuel Tax Fund. In 2019, the State doubled the cost of motor fuel taxes which are placed in a Transportation Renewal Fund. Motor fuel taxes and Transportation Renewal Funds are distributed to municipalities on a per capita basis. The Illinois Municipal League estimates municipal distributions for calendar year 2023 of $24.40 per capita for motor fuel tax and $19.00 per capita for Transportation Renewal Fund. Table III-8 presents an estimate of the annual motor fuel tax revenue (including Transportation Renewal Fund revenue) generated by the residential population of the proposed Keller Farm development. TABLE III-8 Estimated Annual Motor Fuel Tax Fund Revenue Generated by Keller Farm Residents at Build-out Annual Motor Fuel Tax Fund Revenue Per Capita1 $43.20 Estimated Number of Keller Farm Residents 1,269 Tax Revenue @ Build-out $54,821 1 Based on Illinois Municipal League revenue estimates for Calendar Year 2023 of $24.20 per capita for motor fuel taxes and $19.00 per capita for Transportation Renewal Fund. Sources: Village of Plainfield; Illinois Municipal League; Gruen Gruen + Associates. At build-out, the proposed Keller Farm development is estimated to include 1,269 residents. Annual motor fuel tax revenue (including Transportation Renewal Fund revenue) to the Village of Plainfield is estimated to total approximately $54,800. 373 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 17 LOCAL GASOLINE TAX The Village of Plainfield collects a local gasoline tax of $0.06 per gallon on the purchase of gasoline within the Village which is collected in the General Fund and Capital Improvement Fund. Utilizing a per-resident equivalent approach, we estimate the local gasoline tax revenue associated with the development of Keller Farm. We use local gasoline tax revenues budgeted for the 2023 fiscal year which total $1,800,000. As summarized in Table III-9 on a per resident equivalent basis, this equates to $34.59 per resident equivalent in the Village of Plainfield. TABLE III-9 Estimated Annual Local Gasoline Tax Revenue Generated by Keller Farm Development at Build-out Annual Local Gasoline Tax Revenue1 $1,800,000 Number of Plainfield Resident Equivalents 52,033 Tax Revenue Per Resident Equivalent $34.59 Number of Keller Farm Resident Equivalents (Residents & Workers) 1,329 Tax Revenue @ Build-out2 $45,975 1 Based on Village’s FY 2023 adopted budget. 2 Of this total, $2,075 is attributable to the businesses/workers occupying the commercial space. Sources: Village of Plainfield; Gruen Gruen + Associates. Multiplying the per resident equivalent estimate by the anticipated 1,329 resident equivalents of Keller Farm produces an estimate of total annual local gasoline tax revenue at build-out of approximately $46,000. Of this total, $2,075 is attributable to the businesses/workers occupying the commercial space. 374 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 18 CHAPTER IV PROPERTY TAX IMPACT OF KELLER FARM DEVELOPMENT AND NET FISCAL EFFECTS ON PLAINFIELD COMMUNITY SCHOOL DISTRICT 202 INTRODUCTION Using the student generation data from the Village of Plainfield In-Lieu Site Contribution Fees by Home Type as a children-per-household metric, GG+A estimates Keller Farm will include approximately 358 school age children. Children would comprise 28 percent of the total estimated number of residents for the development. No deduction in student generation has been made to reflect the targeted marketing program for older households for the age-targeted residential product. Table IV-1 presents the estimate of the number of school-aged children generated by the Keller Farm development. TABLE IV-1 Estimated Number of Students for Plainfield Community School District 202 of Keller Farm Development at Build-out1 Detached Single-Family Number of Units # Number of Students # 2 – Bedrooms 27 4.9 3 – Bedrooms 135 129.5 4 – Bedrooms 160 192.6 Attached Single-Family 3 – Bedrooms 83 30.5 TOTAL 405 357.5 1 Figures are rounded. Sources: Lennar Corporation; Village of Plainfield In-Lieu Site Contribution Fees by Home Type, Plainfield Community CSD No. 202; Gruen Gruen + Associates. Note that the enrollment for School District 202 has been declining. According to the Illinois State Board of Education school district report cards and school district website7, Plainfield Community School District 202 has experienced declining enrollment since 2009. Plainfield Community School District 202 has declined by 4,146 students from 29,254 students in 2009/2010 to 25,108 students in 2021/2022. The enrollment declines experienced is far higher than the potential increase in school aged children attributable to the proposed development. 7 Enrollment Growth Chart (psd202.org) 375 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 19 PROPERTY TAX REVENUE ESTIMATES FOR SCHOOL DISTRICT Table IV-2 presents the estimate of district-level property tax revenues generated at the build-out of Keller Farm for Plainfield Community School District 202. TABLE IV-2 Estimated Property Tax Revenue for Plainfield Community School District 202 of Keller Farm Development at Build-out1 Annual Residential $ Annual Commercial $ Annual Total Residential & Commercial $ Estimated Market Value 190,740,400 18,000,000 208,790,400 Equalized Assessed Value2 60,986,800 6,000,000 66,986,800 Annual Property Tax Revenue for Plainfield Community School District 202 @ Build-out3 3,139,600 308,900 3,448,500 1 Figures are rounded. 2Equalized assessed value is calculated at 33.33% of market value. Adjusted equalized assessed value factor of 1.0000. Net of homeowner’s exemption of $6,000 per unit. 3 Plainfield Community School District #202 2022 property tax rate is $5.1481 per $100 of equalized assessed value. Sources: Lennar Corporation; Will County Assessor; Gruen Gruen + Associates. With an equalized assessed value of $66,986,800 based on an estimated market value of $208,690,400 and a property tax rate of $5.1481 per $100 of equalized assessed value for the Plainfield Community School District 202, at build-out, the proposed development is estimated to generate district-level annual property tax revenue of approximately $3,448,500 for Plainfield Community School District 202. Annual property tax revenue attributable to the residential component of Keller Farm is estimated at $3,139,600. Annual property tax revenue attributable to the commercial component is estimated at $308,900. 376 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 20 NET FISCAL EFFECTS ON LOCAL SCHOOL DISTRICT Table IV-3 compares the revenues, operating expenses, and operating surplus resulting from the 358 additional school-age children projected to be added from the proposed development. TABLE IV-3 Estimated Operating Revenues and Expenses for Plainfield Community School District 202 Generated by Keller Farm Development at Build-out1 Annual Per Student $ Annual Total $ District Property Tax Revenues from Residential 8,770 3,139,600 District Property Tax Revenues from Commercial 863 308,900 Total Property Tax Revenues $9,663 $3,448,500 State Aid/Evidence-Based Funding 3,810 1,363,980 Gross Operating Costs2 (11,080) (3,966,640) Operating Surplus Considering Only Residential Property Taxes 1,500 536,940 Operating Surplus Considering Residential & Commercial Property Taxes 2,363 845,840 1Figures have been rounded. 2Gross operating costs are a weighted estimate of costs for Lincoln Elementary School, Ira Jones Middle School, and Plainfield North High School which are schools for Liberty Grove subdivision located west of Keller Farm development. Sources: Lennar Corporation; Will County Assessor; Illinois State Board of Education; Gruen Gruen + Associates. The estimate of annual property tax revenue of $3,139,600 to Plainfield Community School District 202 attributable to the residential component of Keller Farm equates to $8,770 per student per year upon build-out. The estimate of annual property tax revenue of $308,900 attributable to the commercial component of Keller Farm equates to $863 per student per year upon build-out. Total estimated annual property tax revenue attributable to the residential plus commercial components of Keller Farm of $3,448,500 equates to $9,663 per student per year. According to the Illinois State Board of Education (ISBE), School District 202 is scheduled to receive minimum Gross Evidence-Based Funding for the 2022 fiscal year totaling approximately $95.7 million, or the equivalent of over $3,800 per pupil. This represents additional operating revenues of approximately $1,364,000. (The State Evidence-Based Funding formulas replaced General State Aid in 2017; they are not specifically based on student population, so the estimate is an approximation based on current district enrollment and level of state funding). 377 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 21 Annual ISBE district report cards indicate that gross operating expenditures approximated $11,100 per pupil for the Lincoln Elementary School, Ira Jones Middle School, and Plainfield North High School in the Plainfield Community School District 202 in 2022. Thus, with 358 additional students projected to be generated by the proposed development, annual operating expenditures based on current rates are assumed to increase by approximately $3,966,600 annually. The balance between projected property tax revenues considering only the residential property taxes, state funding, and additional operating costs indicates an operating surplus of about $536,900 or $1,500 per additional student generated. Including the estimated property taxes attributable to the commercial component plus the residential component of Keller Farm, the operating surplus would be approximately $308,900 higher for a total of $845,400. This surplus equates to $2,363 per Keller Farm household. 378 THE FISCAL TAX REVENUES ASSOCIATED WITH THE PROPOSED KELLER FARM DEVELOPMENT GRUEN GRUEN + ASSOCIATES PAGE 22 APPENDIX A TOTAL ANNUAL PROPERTY TAX REVENUE FOR ALL TAXING ENTITIES TABLE A-1 Total Annual Property Tax Revenue Estimate by Taxing District Taxing District Residential Development $ Commercial Development $ Total Development $ Joliet Jr Community College #525 175,398 17,256 192,654 Will County (incl. Forest Preserve) 419,406 41,262 460,668 Plainfield CUSD #202 3,139,661 308,886 3,448,547 Plainfield Fire Protection District 562,908 55,380 618,288 Village of Plainfield 284,747 28,014 312,761 Plainfield Twp Park District 151,247 14,880 166,127 Plainfield Public Library District 110,264 10,848 121,112 Township and All Others 106,849 10,512 117,361 TOTAL PROPERTY TAXES1 4,950,482 487,038 5,437,520 1 Based on 2022 property tax rate for all taxing districts. Sources: Will County Assessor; Gruen Gruen + Associates. Total property taxes are estimated at approximately $5,437,000 from the entire development for all taxing entities. The residential component of the proposed project is estimated to generate annual property taxes of about $4,950,000 for all taxing entities. The commercial component of the proposed project is estimated to generate $487,000 for all taxing entities. In addition, the development of Keller Farm will generate significant cash-in-lieu school and park fees plus building permit fees for the Village of Plainfield. 379 Gruen Gruen + Associates (GG+A) is a firm of economists, sociologists, statisticians and market, financial and fiscal analysts. Developers, public agencies, attorneys and others involved in real estate asset management utilize GG+A research and consulting to make and implement investment, marketing, product, pricing and legal support decisions. The firm's staff has extensive experience and special training in the use of demographic analysis, survey research, econometrics, psychometrics and financial analysis to describe and forecast markets for a wide variety of real estate projects and economic activities. Since its founding in 1970, GG+A has pioneered the integration of behavioral research and econometric analysis to provide a sound foundation for successful land use policy and economic development actions. GG+A has also pioneered the use of economic, social and fiscal impact analysis. GG+A impact studies accurately and comprehensively portray the effects of public and private real estate developments, land use plans, regulations, annexations and assessments on the affected treasuries, taxpayers, consumers, other residents and property owners. San Francisco: Denver: Chicago: (415) 433-7598 (720) 583-2056 (847) 317-0634 www.ggassoc.com APPLYING KNOWLEDGE, CREATING RESULTS, ADDING VALUE 380 John F. Argoudelis PRESIDENT Michelle Gibas VILLAGE CLERK TRUSTEES Harry Benton Kevin M. Calkins Patricia T. Kalkanis Cally Larson Tom Ruane Brian Wojowski TO: PRESIDENT ARGOUDELIS and BOARD OF TRUSTEES FROM: RACHEL RIEMENSCHNEIDER, ASSOCIATE PLANNER MEETING DATE: JUNE 26, 2023 SUBJECT: REPORT FOR THE COMMITTEE OF THE WHOLE 248TH AVE APARTMENTS CASE NUMBER 2015-052623.SPR.PP.FP REQUEST: Site Plan Review Preliminary Plat of Subdivision Final Plat of Subdivision APPLICANT: AR Building Company, Inc. LOCATION: Northeast corner of W 127th Street and S 248th Street ZONING: I-1 PUD (Office, Research, and Light Industrial District) COMP PLAN: Medical District DISCUSSION The applicant, AR Building, is proposing a 13.3-acre age-restricted residential development for the property generally located at the northeast corner of W 127th Street and S 248th Avenue (PINs: 07-01-28-301-001-0000, 07-01-28-301-002-0000, 07-01-28-301-003-0000). The proposed development would include 102 apartment dwelling units (in two apartment buildings) and 55 townhome dwelling units (in eleven townhome buildings). The proposed gross density is 11.8 dwelling units per acre. This proposal requires the following action: • Site Plan Review for two (2) apartment buildings (102 units), eleven (11) townhome buildings (55 units), a club house, and common area • Preliminary and Final Plat of Subdivision to combine the three (3) existing parcels into one (1) parcel The applicant originally applied for and brought before the Plan Commission a larger apartment project which required rezoning and amending the annexation agreement. Since their previously withdrawn application, the applicant has reduced the total number of dwelling units, has reduced 381 REPORT FOR THE COMMITTEE OF THE WHOLE Page #2 of 5 248TH AVE APARTMENTS 6/26/2023 CASE NUMBER 2015-052623.SPR.PP.FP the density adjacent to Northpointe, and has modified the use to senior independent living, which is a permitted use under the annexation agreement. Because this project is fully compliant with the annexation agreement, a public hearing was not required for this case. EXISTING CONDITIONS Site Context The subject site is located at the northeast corner of W 127th Street and S 248th Avenue, directly west of Edward-Elmhurst Hospital. These parcels are currently vacant, unimproved land. The adjacent land uses, zoning, and street classifications are as follows: North: Single Family Residential – Northpointe (R-1 PUD) East: Edward-Elmhurst Hospital (I-1 PUD) South: W 127th St (Minor Arterial); Single Family/Townhome Residential – Bronk Farm (R-1 PUD) West: S 248th Avenue (Major Collector); Vacant (B-1 PUD); Daycare – The Children’s Courtyard (B-1 PUD) History The subject property, along with the Edward-Elmhurst Hospital campus to the east, was annexed into the Village of Plainfield in 2004 (Ord. 2435). Along with this action, the Village approved: an annexation agreement (Ord. 2434); rezoning from R-1 to OCI (Office, Commercial, and Institutional District), which is now equivalent to the I-1 zoning district (Ord. 2436); and a special use for planned development (Ord. 2437). On the concept plans included in the annexation agreement, the subject property is identified as the “outlots”. SITE PLAN REVIEW A. Land Plan Site Plan The overall site encompasses approximately 13.3 acres. The plan includes 2 apartment buildings and 11 townhome buildings, open space, a private clubhouse, pool, and stormwater management. The table below shows the details of the proposed residential buildings within the development: Table 1. Building Summary Buildings 1 bedroom 2 bedroom Apartments (44’10.5” in height) 2 buildings 51 units per building 54 units 48 units 761 – 949 sq ft 875 – 1,170 sq ft Townhomes (18’10” in height) 11 buildings 4-6 units per building 0 units 55 units - +/- 1,600 sq ft The development would have a density of 11.8 dwelling units per acre; neither the Annexation Agreement nor the underlying zoning district provide a maximum density. The private clubhouse would be 3,380 square feet and include a mail area, fitness center, lounge, and sales office. 382 REPORT FOR THE COMMITTEE OF THE WHOLE Page #3 of 5 248TH AVE APARTMENTS 6/26/2023 CASE NUMBER 2015-052623.SPR.PP.FP Access and Circulation The project provides two points of access, both off S 248th Avenue. The southern access point, which is aligned with the access drive on the west side of S 248th Avenue, would be full access and features a landscape area. The northern access point would be restricted, right-in/right-out. The applicant has informed staff that they inquired about connecting to the access drive that circulates the Edward-Elmhurst campus. The owner of that property indicated that the applicant would not be permitted access. However, part of that drive is on the subject property. They have provided an access easement on this area. Regarding pedestrian circulation, the applicant has provided for a public sidewalk along S 248th Avenue to connect existing sidewalks at Northpointe and S 127th Street. There is also a network of internal sidewalks connecting each building to parking areas and the recreational amenities. The applicant has provided a traffic study which indicates that no road improvements are necessary to support traffic generated by this project. Parking The applicant has proposed 168 parking spaces for the apartments and club house. This exceeds the annexation agreement requirement, which is 0.5 parking spaces per dwelling unit. The applicant has provided 10 bicycle parking spaces, however staff is working with the applicant to add additional bicycle parking. Each townhome has four parking spaces – two in the garage and two in the driveway. This also exceed the annexation agreement requirement of 0.5 parking spaces per dwelling unit. Elevations The applicant has provided the proposed building elevations for review. Both the townhome and apartment buildings include red brick, white fiber cement siding, and dark grey shingles. The current elevations comply with the annexation agreement. The annexation agreement also has provisions for architectural details on ground floor facades that face a public street; staff has determined that the applicant meets the intent of that standard. Additionally, the annexation agreement requires projections and recesses on facades facing public streets. While the apartment buildings meet the requirements, staff is working with the applicant to bring one four-unit townhome building into compliance. The applicant has also provided a trash enclosure elevation; it would be constructed of masonry with wooden gates. This is in compliance with the requirements in the annexation agreement. 383 REPORT FOR THE COMMITTEE OF THE WHOLE Page #4 of 5 248TH AVE APARTMENTS 6/26/2023 CASE NUMBER 2015-052623.SPR.PP.FP School and Park Site Obligation The annexation agreement does not require any land dedication or fees to the school or park district for age-restricted residential uses. Engineering / Stormwater Management The applicant has provided a stormwater basin on the east side of the property. The project’s engineer has indicated that much of the required detention for this site is accommodated by the existing detention on the east side of the hospital. The stormwater calculations will be confirmed through the final engineering review; engineering approval is not required during consideration of the zoning entitlements. B. Landscape Plan The applicant has submitted an overall landscape plan for the project. The plan includes tree preservation, parkway tree plantings, foundation landscaping, buffering on the north property line, and landscaping in the front & corner side yards. The landscaping generally meets the requirements of the annexation agreement. On the north side of the property, the applicant has provided a buffer yard with a berm between the proposed development and Northpointe. Staff has asked the applicant to add shrubs to this landscaping area, per the annexation agreement. C. Lighting The proposed photometric plan conforms to the zoning code and annexation agreement, which indicates that no more than 0.5 footcandles can spill onto adjacent properties. Most notably, along the northern property line, there is no light spillage (0.0 footcandles). PRELIMINARY/FINAL PLAT OF SUBDIVISION Currently the subject property is divided into three separate parcels. The applicant proposes to combine the parcels into one, 13.3-acre parcel. The proposed preliminary and final plat generally comply with the requirements of the Village’s Zoning Code. PLAN COMMISSION This case came before the Plan Commission for consideration at the June 20, 2023. While this project is permitted by-right and no public hearing was required, staff did receive eleven emails from neighbors in opposition to the project and four residents spoke opposition at the meeting. Public concerns mainly centered on traffic and whether a non-medical use was appropriate. The Plan Commission discussed the “Medical District” designation from the Future Land Use map. While the Plan Commissioners were generally supportive of the Site Plan and agreed that this plan was an improvement over the previous proposal, they voted no forward a negative recommendation (3-2) because it is a non-medical use. 384 REPORT FOR THE COMMITTEE OF THE WHOLE Page #5 of 5 248TH AVE APARTMENTS 6/26/2023 CASE NUMBER 2015-052623.SPR.PP.FP CONCLUSION/RECOMMENDATION Prior to discussion at the Committee of the Whole meeting, staff recommends approval of the proposed site plan, preliminary plat, & final plat of subdivision. The plans and the use are in compliance with the annexation agreement and the zoning code, as applicable. 385 PROJ. MGR.: DRAWN BY: DATE: SCALE: SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BYTMPROPOSED MULTIFAMILY DEVELOPMENTPLAINFIELD, ILLINOISCONCEPTUAL SITE PLANEXB June 15, 2023 - 16:19 Dwg Name: P:\Arbpfil01\dwg\Landplan\01-Preliminary\01-Site Plan.dwg Updated By: DChowNORTH 27' B-B 140' 17' 18.5' 26'18'18'24' 18.5'18.5'26'18'18'24'18'17.4'39.5' B-B SITE DATA ZONING SUMMARY ORD PROP ZONING I1-PUD I1-PUD SETBACKS FRONT 30'30' REAR 40'40' SIDE 30' 30' CORNER SIDE 30'30' PARKING AISLE WIDTH 24'24' PARKING STALL WIDTH 9'9' PARKING STALL DEPTH 18'18' PARKING APARTMENT UNITS -153* ATTACHED UNITS -220** CLUBHOUSE 9***9 TOTAL STANDARD 9 162 ACCESSIBLE 6 6 GARAGE+DRIVEWAY -220 TOTAL -388 BIKE PARKING 40****40 * 1.5 PARKING SPACE PER UNIT ** 2 GARAGE + 2 DRIVEWAY SPACES PER UNIT *** 1 PARKING SPACE PER 400 S.F. GFA **** 0.25 BIKE PARKING SPACES PER APARTMENT UNIT TOTAL PROJECT SITE 13.35 AC SINGLE FAMILY ATTACHED HOMES NUMBER OF UNITS 55 51 UNIT APARTMENT BUILDING NUMBER OF BUILDINGS 2 TOTAL UNITS 102 TOTAL UNITS 157 DENSITY 11.8 DU/AC FRONT YARD SETBACK 30' REAR YARD SETBACK 30' INTERIOR SIDE SETBACK 40' CORNER SIDE SETBACK 30' PROPOSED TRASH ENCLOSURE OWNER / DEVELOPER CLIENT / CONTRACTOR PURCHASER: AR BUILDING COMPANY, INC. ADDRESS: 310 SEVEN FIELDS BOULEVARD, SUITE 350 CITY: SEVEN FIELDS, PA 16046 PHONE: 724-741-2331 OWNER: EDWARD HEALTH VENTURES ADDRESS: 4201 WINFIELD ROAD CITY: WARRENVILLE, IL 60555 PHONE: 331-221-6085 386 248TH AVENUE APARTMENTS for Proposed Improvements 127TH STREET AND 248TH AVENUE VILLAGE OF PLAINFIELD, ILLINOIS TM PROJECT LOCATION N PROJ. MGR.: DRAWN BY: DATE: SCALE: OF SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BY700 Springer Drive, Lombard, IL 60148 ph:630.691.8500 fx: 630.691.8585 manhard.comCivil Engineers | Surveyors | Water Resource Engineers | Water & Waste Water EngineersConstruction Managers | Environmental Scientists | Landscape Architects | PlannersTM248TH AVENUE APARTMENTSVILLAGE OF PLAINFIELD, ILLINOISTITLE SHEET1 5 June 13, 2023 - 15:48 Dwg Name: P:\Arbpfil01\dwg\Eng\Preliminary\Plan Set\TITLE SHEET.dwg Updated By: JFrazier387 N PROJ. MGR.: DRAWN BY: DATE: SCALE: OF SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BY700 Springer Drive, Lombard, IL 60148 ph:630.691.8500 fx: 630.691.8585 manhard.comCivil Engineers | Surveyors | Water Resource Engineers | Water & Waste Water EngineersConstruction Managers | Environmental Scientists | Landscape Architects | PlannersTM248TH AVENUE APARTMENTSVILLAGE OF PLAINFIELD, ILLINOISEXISTING CONDITIONS AND DEMOLITION PLAN2 5 May 25, 2023 - 17:35 Dwg Name: P:\Arbpfil01\dwg\Eng\Preliminary\Plan Set\EXISTING CONDITIONS.dwg Updated By: JFrazier388 N PROJ. MGR.: DRAWN BY: DATE: SCALE: OF SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BY700 Springer Drive, Lombard, IL 60148 ph:630.691.8500 fx: 630.691.8585 manhard.comCivil Engineers | Surveyors | Water Resource Engineers | Water & Waste Water EngineersConstruction Managers | Environmental Scientists | Landscape Architects | PlannersTM248TH AVENUE APARTMENTSVILLAGE OF PLAINFIELD, ILLINOISSITE DIMENSIONAL, PAVING, AND UTILITY PLAN3 5 June 15, 2023 - 16:08 Dwg Name: P:\Arbpfil01\dwg\Eng\Preliminary\Plan Set\OVERALL SITE PLAN.dwg Updated By: JFrazier389 N PROJ. MGR.: DRAWN BY: DATE: SCALE: OF SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BY700 Springer Drive, Lombard, IL 60148 ph:630.691.8500 fx: 630.691.8585 manhard.comCivil Engineers | Surveyors | Water Resource Engineers | Water & Waste Water EngineersConstruction Managers | Environmental Scientists | Landscape Architects | PlannersTM248TH AVENUE APARTMENTSVILLAGE OF PLAINFIELD, ILLINOISGRADING PLAN4 5 May 26, 2023 - 13:13 Dwg Name: P:\Arbpfil01\dwg\Eng\Preliminary\Plan Set\OVERALL GRADING PLAN.dwg Updated By: JFrazier390 PROJ. MGR.: DRAWN BY: DATE: SCALE: OF SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BY700 Springer Drive, Lombard, IL 60148 ph:630.691.8500 fx: 630.691.8585 manhard.comCivil Engineers | Surveyors | Water Resource Engineers | Water & Waste Water EngineersConstruction Managers | Environmental Scientists | Landscape Architects | PlannersTM248TH AVENUE APARTMENTSVILLAGE OF PLAINFIELD, ILLINOISCONSTRUCTION DETAILS5 5 May 26, 2023 - 10:16 Dwg Name: P:\Arbpfil01\dwg\Eng\Preliminary\Plan Set\OVERALL UTILITY PLAN.dwg Updated By: JFrazier391 Section __ Age Restrictions. (a) It is intended that the “Development” shall at all times qualify for the “Housing for Older Persons” Exemption under the Fair Housing Amendments Act of 1988, as amended from time to time (the FHAA”). Accordingly, notwithstanding anything herein to the contrary, and at all times, at least 80% of the unit within the Development shall be occupied by at least one (1) Tenant who is fifty-five (55) years of age or older (the “80% Requirement”). To that end, to the extent not otherwise expressly permitted hereunder, or expressly approved, in writing, by the Developer, each unit shall at all times be occupied by at least one (1) Tenant who is 55 years of age or older (“55+ Year Old”). (b) A person who is nineteen (19) years of age or older (“19+ Year Old”) may reside in a unit with at least one (1) Tenant who is a 55+ Year Old. Upon the cessation of occupancy of the unit by the last 55+ Year Old, the 19+ Year Old may continue to occupy the unit, provided that the 80% Requirement is not violated. (c) A Person under 19 years of age may be a guest in a unit for no more than a total of ninety (90) days in a twelve (12) month period, subject to such reasonable rules and regulations as the Developer may adopt from time to time. (d) Any person under 55 years of age, but who is a 19+ Year Old may occupy a unit without a 55+ Year Old only upon prior written consent of the Developer (which consent will not be unreasonably withheld if the 80% Requirement will not be violated by such occupancy). (e) Unless otherwise approved by the Developer (in its sole discretion), any unit that is leased or otherwise occupied by a Person other than the Tenant of the unit, must be occupied by at least one (1) person who is a 55+ Year Old. (f) The Developer shall adopt, implement and enforce rules, regulations and procedures to ensure that, at all times, the Development shall qualify for the “Housing for Older Persons” exemption under the FHAA, including, without limitation, rules, regulations, and procedures to verify such compliance. The Developer shall maintain appropriate records evidencing such compliance for a period of ten (10) years. However, the Developer shall at all times exercise discretion to do what is necessary in order to (i) maintain, at all times, the “Housing for Older Persons Exemption,” but at the same times (ii) show consideration for the situations of the residents by exercising flexibility in allowing exceptions to the standards and rules set forth in this Section __ as long as the 80% Requirement is not violated. (g) In the event of a violation of this Section, the Developer shall have any and all remedies available to it at law or in equity, including those provided for herein. (h) The age restrictions provided for in this Section may only be modified with the prior written consent of the Village of Plainfield, which consent may be withheld in its discretion. Section __ Backup Special Service Area. The Village may establish one or more Backup Special Service Areas to give the Village the power to levy taxes to pay the cost of furnishing any or all maintenance, 392 repairs and replacements required to be furnished by the Developer hereunder if the Developer fails to do so and the Village chooses to furnish such services. 393 Edward Health Ventures 4201 Winfield Road Warrenville, IL 60555 June 14, 2023 Village of Plainfield Plan Commission c/o Ms. Rachel Riemenschneider 24401 W. Lockport Street Plainfield, Illinois 60544 RE: A.R. Building Company, Inc. -- 248th Avenue Apartments Dear Plan Commissioners: Edward Health Ventures (“EHV”) is pleased to provide this letter of support for A.R. Building Company, Inc.’s (“A.R. Building”) application for the 157-unit age restricted independent senior housing community. Edward Health Ventures is the current owner of the site and is the owner and operator of the Edward- Elmhurst Health Center to the west of the proposed development. EHV is under contract to sell the subject property to A.R. Building for development purposes. EHV deems the proposed use of the site for age restricted housing as a compatible use to our center. EHV has no plans to use this proposed development site for additional medical uses. EHV retains and reserves the right to expand and add medical uses, and/or other uses consistent with our business as a healthcare organization, to our existing facility at some point in the future. Our support is provided with the understanding and condition that the proposed development plans by A. R Building will not preclude or otherwise adversely impact future development by EHV (and/or its affiliates) for the aforementioned medical and healthcare related uses on the property it is keeping. Thank you for your consideration of this letter of support. We look forward to the development of the site. Sincerely, Edward Health Ventures By: Name: Title: DocuSign Envelope ID: BEBFC27E-450E-455C-85CB-E0015A2C4DE4 CEO, South Region Joseph C. Dant 394 2045 ROUTE 35 WALL, NEW JERSEY 07719 (856) 429-2001 PLAINFIELD APARTMENTS PLAINFIELD, ILLINOISAR DEVELOPMENT 1/8” = 1’-0”JUNE 14, 2023© 2023 - GATE 17 ARCHITECTURE, LLC FRONT ELEVATION ARCHITECTURALASPHALT SHINGLES BRICKPVCTRIMALUMINUMRAILINGSHARDIE CLAPBOARD SIDING 44’-10 1/2”50’-11”Grade Mean Ht. of Roof Peak of Roof 395 2045 ROUTE 35 WALL, NEW JERSEY 07719 (856) 429-2001 PLAINFIELD APARTMENTS PLAINFIELD, ILLINOISAR DEVELOPMENT 1/8” = 1’-0”JUNE 14, 2023© 2023 - GATE 17 ARCHITECTURE, LLC REAR ELEVATION RIGHT SIDE ELEVATION LEFT SIDE ELEVATION ARCHITECTURALASPHALT SHINGLES BRICKPVCTRIMALUMINUMRAILINGSHARDIE CLAPBOARD SIDING 44’-10 1/2”50’-11”Grade Mean Ht. of Roof Peak of Roof 396 2045 ROUTE 35 WALL, NEW JERSEY 07719 (856) 429-2001 PLAINFIELD APARTMENTS PLAINFIELD, ILLINOISAR DEVELOPMENT 3/16” = 1’-0”JUNE 14, 2023© 2023 - GATE 17 ARCHITECTURE, LLC LEFT SIDE ELEVATION8'-1"1ST FLR. T.O. PLATE8'-4 1/2"2ND FLR. GRADE8"T.O. PLATE8'-4 1/2"3RD FLR.1'-6 3/4"1'-6 3/4"T.O. PLATE8'-4 1/2"4TH FLR.1'-6 3/4"MEAN ROOF HEIGHT T.O. PLATE 4:12 4:12 4:12 4:12 6:12 8:12 50'-11"PEAK ROOF HEIGHT 44'-10 1/2"6'-0 1/2"6'-0 1/2"397 2045 ROUTE 35 WALL, NEW JERSEY 07719 (856) 429-2001 PLAINFIELD APARTMENTS PLAINFIELD, ILLINOISAR DEVELOPMENT 1/8” = 1’-0”JUNE 14, 2023© 2023 - GATE 17 ARCHITECTURE, LLC ELEVATOR MAIL SPRINKLER ELECTRIC 48'-0" UNIT F 40'-0" UNIT AA 26'-6" UNIT A 114'-6" 26'-6" UNIT D 26'-6" UNIT B 26'-6" ENTRY/LOBBY10'-3 1/4" STAIR #137'-11 3/4" UNIT G - TYPE A34'-3 3/4" UNIT F39'-4" UNIT G - TYPE A7'-2 3/4"3'-6"48'-0" UNIT F40'-0" UNIT E26'-6" UNIT A 114'-6" 26'-6" UNIT D26'-6" UNIT B 10'-3 1/4"STAIR #2 37'-11 3/4" UNIT G 34'-3 3/4" UNIT F39'-4" UNIT G7'-2 3/4"3'-6"229'-0"87'-7 3/4"87'-7 3/4"CL CL CL CL CL CLCL CL CL CL CL CL CL CL CL7'-0"5'-4"12'-1"7'-1 1/2"7'-7"6'-5"13'-8"14'-0"2'-4"2'-9 3/4"6'-5"3'-6"7'-0"7'-0"3'-6"13'-5 1/2"24'-7 3/4"22'-5"14'-0"11'-7 1/2"14'-10 1/2"7'-0"26'-0 1/2"14'-10 1/2" 5 1/2"5 1/2" 11'-7 1/2"14'-0"22'-5"24'-7 3/4"13'-5 1/2"10'-6"3'-6"3'-6"14'-0"32'-4"14'-0"13'-8"6'-5"10'-6"7'-9 1/4"13'-5 3/4"14'-0"12'-11 3/4"12'-1" 11 1/4" 13'-0 1/4"5'-0"16'-11 1/2"5'-0"13'-0 1/4"12'-9"14'-0"13'-0 1/4"12'-0 1/2" 11 1/4" 14'-0"13'-5 3/4"7'-9 1/4"14'-0"12'-9"6'-5 1/2"2'-4"1'-2"DETAILED 1ST FLOOR BUILDING PLAN 398 2045 ROUTE 35 WALL, NEW JERSEY 07719 (856) 429-2001 PLAINFIELD APARTMENTS PLAINFIELD, ILLINOISAR DEVELOPMENT 1/8” = 1’-0”JUNE 14, 2023© 2023 - GATE 17 ARCHITECTURE, LLC OUTLINE 1ST FLOOR BUILDING PLAN 230'-1"87'-8"1'-4" 6'-6"14'-0"14'-0" 1'-6" 12'-1"12'-6"14'-0"12'-9"18'-7"15'-11"18'-7"12'-9"14'-0"12'-6"12'-1" 1'-6" 14'-0"14'-0"6'-6" 1'-4"5'-11"14'-3"13'-5"33'-5"6'-6"4'-3"6'-6"3'-6"13'-6"24'-8"23'-0"14'-0"11'-7"15'-4"26'-1"15'-4"11'-8"14'-0"23'-0"24'-8"13'-6"87'-8"5'-11"14'-3"13'-5"33'-5"6'-6"4'-3"6'-6"3'-6"230'-1" 399 FIRST FLOOR0"MIDPOINT OFROOF18'-4"18'-10" TO GRADEFIRST FLOOR0"MIDPOINT OFROOF18'-4"248TH AVENUE APARTMENTS - 4 UNIT BUILDINGPlainfield, IllinoisA.R. Development Company310 Seven Fields Blvd., Suite 350, Seven Fields, Pennsylvania 160461/8" = 1'-0"FRONT ELEVATION1/8" = 1'-0"REAR ELEVATION1/8" = 1'-0"SIDE ELEVATION1/8" = 1'-0"SIDE ELEVATIONBrickFibercement Siding and TrimAsphalt ShinglesBrickFibercement Siding and TrimAsphalt ShinglesBrickFibercement Siding and TrimAsphalt ShinglesBrickFibercement Siding and TrimAsphalt ShinglesBrick Soldier CourseBrick Soldier Course400 FIRST FLOOR0"MIDPOINT OFROOF18'-4"18'-10" TO GRADEFIRST FLOOR0"MIDPOINT OFROOF18'-4"248TH AVENUE APARTMENTS - 5 UNIT BUILDINGPlainfield, IllinoisA.R. Development Company310 Seven Fields Blvd., Suite 350, Seven Fields, Pennsylvania 160461/8" = 1'-0"FRONT ELEVATION1/8" = 1'-0"REAR ELEVATION1/8" = 1'-0"SIDE ELEVATION1/8" = 1'-0"SIDE ELEVATIONBrickFibercement Siding and TrimAsphalt ShinglesBrickFibercement Siding and TrimAsphalt ShinglesBrickFibercement Siding and TrimAsphalt ShinglesBrickFibercement Siding and TrimAsphalt ShinglesBrick Soldier CourseBrick Soldier Course401 FIRST FLOOR0"MIDPOINT OFROOF18'-4"18'-10" TO GRADEFIRST FLOOR0"MIDPOINT OFROOF18'-4"FIRST FLOOR0"MIDPOINT OFROOF18'-4"FIRST FLOOR0"MIDPOINT OFROOF18'-4"248TH AVENUE APARTMENTS - 6 UNIT BUILDINGPlainfield, IllinoisA.R. Development Company310 Seven Fields Blvd., Suite 350, Seven Fields, Pennsylvania 160461/8" = 1'-0"FRONT ELEVATION1/8" = 1'-0"REAR ELEVATION1/8" = 1'-0"SIDE ELEVATION1/8" = 1'-0"SIDE ELEVATIONBrickFibercement Siding and TrimAsphalt ShinglesFibercement Siding and TrimAsphalt ShinglesBrickFibercement Siding and TrimAsphalt ShinglesBrickFibercement Siding and TrimAsphalt ShinglesBrick Soldier CourseBrick Soldier CourseBrick Soldier CourseBrickBrick Soldier Course402 PROJ. MGR.: DRAWN BY: DATE: SCALE: OF SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BY700 Springer Drive, Lombard, IL 60148 ph:630.691.8500 fx: 630.691.8585 manhard.comCivil Engineers | Surveyors | Water Resource Engineers | Water & Waste Water EngineersConstruction Managers | Environmental Scientists | Landscape Architects | PlannersTM248 AVENUE APARTMENTSVILLAGE OF PLAINFIELD, ILLINOISTITLE SHEET AND LANDSCAPE SUMMARYL1 L5 June 15, 2023 - 12:33 Dwg Name: \\mcl-vh-nas\Projects-LO\Arbpfil01\dwg\Landplan\01-Preliminary\02-Landscape-Plan-Prelim.4.dwg Updated By: bdethloffBall Dia. + 24" Note: The root collar/flair shall be 0 to 1 inch above ground level and not planted under ground level. Note that the root collar is typically 1 to 3 inches below top of root ball. No synthetic burlap will be accepted. DECIDUOUS TREE PLANTING 1/4" = 1'-0" Do not cut leader. Tree wrap as required. See specs. 4" Layer of mulch. 3' Dia. Mulch ring. Top of root ball shall be 3" above finish grade before backfilling. Remove burlap & rope from top 13 of ball. 4" Soil saucer around tree Existing grade. Planting mixture. See specs. 6" Compacted planting mixture. Loosen hardpan (24" min.) 1 32 9343.33-20 6' Min. Dia. 2-5x Root Ball Dia.8"Typ.CONIFER TREE PLANTING 1/4" = 1'-0" 2 -Ply rubber hose 23 up tree height. Guying cables @ 3 guys per tree. Galvanized turnbuckle. See specs. Top of root ball shall be 3" above finish grade before backfilling. White guy wire flag. 4" Layer of mulch. 3' Dia. Mulch ring. Remove burlap from top 1 3 of root ball; cut and remove as much wire basket as possible from the root ball. Existing grade. Steel guying stake- auger type. 18" min. set top of stake at grade. Planting mixture. Compacted planting mixture. See specs. Loosen hardpan (min. 24") Note: Remove all stakes and wires after one year of growth. 32 9343.46-012 SHRUB PLANTING DETAIL 3/4" = 1'-0"6"8"Ball Dia. ±12" Top of root ball shall be 2" above finish grade before backfilling. Cut and remove burlap, twine, and/or wire from top 1 3 of rootball. 4" layer of mulch. 6" saucer around pit. Trench. Vertically cut edge. Planting mixture. See specs. Existing grade Compacted planted mixture. See specs. Loosen hardpan (8" min.). 45° or Less 32 9333.16-053 8" MinSee Planting Plan ORNAMENTAL GRASS PLANTING 1" = 1'-0" Ornamental grassOrnamental grass. 2" Layer of mushroom compost. Finish grade. Planting mixture: 13 Mushroom compost, 1 3 Sand, 1 3 Topsoil Triangulate in mass plantings unless otherwise specified Note: 1.Spacing varies depending on plant species, see plant list. 2.Remove plastic planting container before planting. Use care to keep the root system intact. 32 9313-014 8" MinSee Planting Plan PERENNIAL / ANNUAL PLANTING 1" = 1'-0" PerennialsPerennials 2" Layer of mushroom compost. Finish grade. Planting mixture: 13 Mushroom compost, 1 3 Sand, 1 3 Topsoil Triangulate in mass plantings unless otherwise specified Note: 1.Spacing varies depending on plant species, see plant list. 2.Remove plastic planting container before planting. Use care to keep the root system intact.8" Min32 9313-025 4" Min.4"3" Note: All mulch beds for mass planting areas shall be installed in a uniform curvilinear fashion as indicated. Mulch shall extend a minimum of 12" beyond the outside edge of the root ball and installed according to the contract specifications. Example Bed Layout CONTINUOUS MULCH EDGING 1" = 1'-0" Lawn/ Sod area Spade cut edge Amended soil Hardwood mulch 32 9113.26-016 Landscape Notes: 1.Seed/ Sod limit line is approximate. Seed/ Sod to limits of grading and disturbance. Contractor responsible for restoration of any unauthorized disruption outside of designated construction area. 2.Contractor responsible for erosion control in all seeded/ sodded areas. Tree mulch rings in turf areas are 5' diameter. Contractor shall provide a mulch ring around all existing trees within the limits of work. Remove all existing grass from area to be mulched and provide a typical spade cut edge. Landscape Fabric shall not be installed under mulch. Root flares shall be at or above grade, per specifications, and all rope/cord shall be removed from the base of tree trunks. 3.Bedlines are to be spade cut to a minimum depth of 3". Curved bedlines are to be smooth and not segmented. 4.All planting, beds shall receive top dressing of mulch. Landscape fabric shall not be installed under mulch. 5.Do not locate plants within 10' of utility structures or within 5' horizontally of underground utility lines unless otherwise shown on plans. Consult with Landscape Architect if these conditions exist. 6.For Lump Sum Contracts, plants and other materials are quantified and summarized for the convenience of the Owner and jurisdictional agencies only. Confirm and install sufficient quantities to complete the work as drawn and specified. No additional payments will be made for materials required to complete the work as drawn and specified. 7.For Unit Price Contracts, payments will be made based on actual quantities installed as measured in place by the Owner's Representative. 8.It is the responsibility of the contractor to locate and provide plant material as specified on this plan. The contractor may submit a request to provide substitutions for the specified plant material under the following conditions: a.Any substitutions proposed shall be submitted to the project owner's representative within two weeks of the award of contract. Substitutions must meet equivalent design and functional goals of the original materials as determined by the owner's representative. Any changes must have the approval of the owner's representative, b.The request will be accompanied by at least three notices from plant material suppliers that the plant material specified is not available and will not be available prior to construction. 10.Verify site conditions and information on drawings. Promptly report any concealed conditions, mistakes, discrepancies or deviations from the information shown in the Contract Documents. The Owner is not responsible for unauthorized changes or extra work required to correct unreported discrepancies. Commencement of work shall constitute acceptance of conditions and responsibility for corrections 11.A minimum of two working days before performing any digging, call underground service alert for information on the location of natural gas lines, electric cables, telephone cables, etc. The contractor shall be responsible for location and protection of all utilities, and repair of any damage resulting from his work at no additional cost to the owner. 12.Contractor shall promptly repair all damages to existing site at no cost to owner. 13.Refer to landscape specifications for additional conditions, standards, and notes. City of Plainfield Required Landscaping PLANTING AREA REQUIREMENTS Required number of tree and shrub species for this development: 5 each. PLANT UNIT EQUIVALENTS Overstory/shade tree: 5 PU (min. 2.5" caliper/3" caliper for parkway trees) Single or multi- trunk ornamental tree: 4 PU (min. 6' height for multi) Evergreen tree: 4 PU (min. 6' height) Large shrub: 2 PU (min. 24" height) Small shrub: 1 PU (min. 18" height) PARKWAY TREES Parkway trees selected for planting in Plainfield shall be rated "specimen" grade, not "parkway" grade. The planting season for parkway trees shall be approximately March 15 to May 30, and September 15 to December 1. Parkway trees shall be provided at the equivalent of not more than forty (40) feet apart and no less than twenty-five (25) feet. Requirement is met. Street Tree species will be limited to the trees listed in the ordinance requirements. BUFFER YARDS Required where multi-family abuts single-family use. Shall be a combination of shade trees, evergreen trees, ornamental trees, and large shrubs (min. 4' at installation) and shall receive 100% year-round screening. If existing woodlands are located within the buffer yard, preservation of those woodlands may substitute for part or all of the required landscaping. Required: 15' setback * 591 linear feet = 8,865 sf. 30 PU per 1,000 sf of buffer yard area. North property line buffer yard: (8,865 sf / 1,000) * 30 = 266 PU required. Provided: 8 shade trees (40 PU), 22 evergreen trees (88 PU), 8 ornamental trees (32 PU), and 23 large evergreen shrubs (46 PU) = 206 PU. In addition, 12 mature existing trees will remain in between developed areas and the properties to the north, providing significant additional screening and buffer. At 5 PU per tree, this would account for 60 additional points and exceeds the north buffer yard requirement. PARKING LOT LANDSCAPING REQUIREMENT Interior parking lot landscaping. Required: 1 shade tree per 12 parking spaces, in islands. Trees in islands at ends of all rows. Islands shall not be used for snow storage. Islands shall be planted with shrubs, groundcover, or sod. 159 parking stalls / 12 = 14 shade trees required. 17 parking lot island shade trees provided on plan. Additional 3 trees shall be replacement trees for tree removals on-site. Replacement trees shall be 3" caliper and are marked on plan. Requirement is met. Parking lot screening. All parking areas shall be screened from view of adjacent properties and streets by either plantings that are a minimum height of three (3) feet, or will attain a minimum height of three (3) feet within three (3) years of planting or an undulating berm, fence or wall that is a minimum of three (3) feet in height. Requirement is met. Shrubs will be at a minimum of 3' in height in three years or less. Front and corner side yards (not adjacent to vehicular use areas). All front and corner side yards shall contain an undulating berm having a minimum height of two (2) feet higher than the nearest elevation of the parking lot or public sidewalk. A minimum of one (1) overstory/shade, ornamental or evergreen trees and ten (10) 24" min. shrubs for every thirty (30) feet of frontage shall be provided. Perennials and groundcovers are encouraged. All front and corner side yards shall include an irrigation system. 248th Avenue: 932 lf / 30 = 31 trees and 310 shrubs required. On Plan: 11 shade trees, 16 evergreen trees, 13 ornamental trees, 310 shrubs. Requirement is met. 9 additional trees provided as replacement trees, as shown. 127th Street: 667.9 lf / 30 = 22 trees and 230 shrubs required. 41 Additional shrubs required for parking lot screening. On Plan: 7 shade trees, 9 evergreen trees, 9 ornamental trees, 271 shrubs. Requirement is met. 3 additional trees provided as replacement trees, as shown. Interior side and rear yards. Required: Eastern Buffer - 943.5 linear feet * 5' buffer = 4,717.5 sf. Buffer is from non adjacent vehicular use area, 24" shrubs to screen. Minimum 20 plant units per 1,000 sf of area. East property line buffer yard: (4,717.5 / 1,000) * 20 = 95 PU On Plan: 1 shade trees (5 PU), 4 evergreen trees (18 PU), 2 ornamental trees (8 PU), 15 large deciduous shrubs (30 PU), and 36 small deciduous shrubs (36 PU) = 95 PU. Buffer ranges from 75' to 295' wide. Screening provided along east property line adjacent to neighboring vehicular use area includes 22 existing trees to remain in addition to existing naturalized and native areas, 132 additional PU and 5 additional replacement trees, as shown. Monument Sign Landscaping The area surrounding the entrance sign shall be landscaped in an attractive, dense cluster at the base of the sign that is equally attractive in winter and summer. A minimum of two (2) square feet of landscaping will be required for every one (1) square foot of sign face. On Plan: 1 - 2 Sided Signs with a total of 120 square feet (60 sf each) * 2 = 240 sf of Landscaping provided around monument sign. 6 shrubs (evergreen and deciduous), 20 ornamental grasses and 200 sf of perennials. SEAL Jennifer Hendricks, ASLA, PLA Illinois Registered Landscape Architect # 157-001253LICENSED LA N D SCAPE AR C HIT ECTS TATE O F I L L IN O ISJENNIFER HENDRICKS 157-001253 Expires 08/31/2023 Date: 06/15/23 SHADE TREE 102 Acer saccharum 'PNI 0285' / Green Mountain® Sugar Maple Aesculus glabra 'JN Select' / Early Glow™ Ohio Buckeye Celtis occidentalis / Common Hackberry Ginkgo biloba 'Magyar' / Magyar Maidenhair Tree Gleditsia triacanthos inermis 'Skyline' / Skyline Honey Locust Gymnocladus dioica 'Espresso' / Kentucky Coffeetree Platanus x acerifolia 'Morton Circle' / Exclamation!™ London Plane Tree Quercus bicolor / Swamp White Oak Quercus macrocarpa / Burr Oak Quercus muehlenbergii / Chinkapin Oak Tilia americana 'Redmond' / Redmond American Linden EVERGREEN TREE 54 Juniperus virginiana 'Corcorcor' / Emerald Sentinel™ Eastern Redcedar Picea abies / Norway Spruce Picea pungens glauca / Colorado Blue Spruce Pinus strobus / White Pine ORNAMENTAL TREE 76 Amelanchier x grandiflora 'Autumn Brilliance' / Autumn Brilliance Apple Serviceberry Cercis canadensis 'Forest Pansy' / Forest Pansy Eastern Redbud Cornus mas / Cornelian Cherry Malus x 'Prairifire' / Prairifire Crabapple Syringa reticulata 'Ivory Silk' / Ivory Silk Japanese Tree Lilac Viburnum prunifolium 'Summer Magic' / Summer Magic Blackhaw Viburnum NARROW EVERGREEN TREE 14 Thuja occidentalis 'Smaragd' / Emerald Green Arborvitae SMALL SHADE TREE 27 SUITABLE FOR PLANTING NEAR OVERHEAD POWER LINES - NARROW UPRIGHT SHADE TREE 4 - REPLACEMENT SHADE TREE 79 3" CALIPER - 6` DECIDUOUS SHRUB 283 - 4` DECIDUOUS SHRUB 744 - 5` EVERGREEN SHRUB 215 - 3` EVERGREEN SHRUB 624 - 3` DECIDUOUS SHRUB 422 - TALL ORNAMENTAL GRASS 283 - LOW ORNAMENTAL GRASS 2,304 - LARGE DECIDUOUS SHRUB 45 4` at installation - LARGE EVERGREN SHRUB 23 - PERENNIALS 2,144 sf - GROUNDCOVER 2,769 sf - CONCEPT PLANT SCHEDULE See Conceptual Plant List on Sheet L3 and L4 403 4 NARROW UPRIGHT SHADE TREES, 3" CALIPER REPLACEMENT TREES N PROJ. MGR.: DRAWN BY: DATE: SCALE: OF SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BY700 Springer Drive, Lombard, IL 60148 ph:630.691.8500 fx: 630.691.8585 manhard.comCivil Engineers | Surveyors | Water Resource Engineers | Water & Waste Water EngineersConstruction Managers | Environmental Scientists | Landscape Architects | PlannersTM248 AVENUE APARTMENTSVILLAGE OF PLAINFIELD, ILLINOISTREE PRESERVATION PLANL2 L5 June 15, 2023 - 12:33 Dwg Name: \\mcl-vh-nas\Projects-LO\Arbpfil01\dwg\Landplan\01-Preliminary\02-Landscape-Plan-Prelim.4.dwg Updated By: bdethloffEXISTING VEGETATION A minimum of fifty (50) percent of the trees on the site that are greater than eight (8) inches diameter at breast height (DBH) shall be saved. In the event a tree has more than one trunk, each trunk which is greater than eight (8) inches DBH, shall count as a separate tree. The developer is encouraged to save as many trees as possible. Removal and replacement criteria. To the extent that the development is likely to result in the destruction of or material damage to any tree having a DBH of eight (8) inches or more, the applicant shall be required to replace such trees as specified below: Replacement trees shall be a minimum of three (3) inches in DBH and the species and location shall be identified on the plans. Replacement trees shall be in addition to other landscaping required by village Code. Diameter of Existing Tree (inches) Number of Replacement Trees 8 to 12 2 12.1 to 24 3 24.1 to 36 4 36.1 to 48 5 48.1 and greater 6 - plus 1 tree for each additional 12-inch diameter greater than 48.1 inches To be removed: 23 trees 78 replacement trees required 12 trees dead or poor/diseased quality 0 replacement trees To be preserved: 16 trees of 51 onsite (31.4%). Variance Requested because the removal is below 50% Replacement trees provided on plan: 7 provided in parking islands, 4 in median, 12 along west perimeter, 4 along south perimeter, 11 along east perimeter and 40 open space trees. 78 total replacement trees provided. Requirement is met. EXISTING TREE TO BE REMOVED EXISTING TREE TO REMAIN - TREE PRESERVATION TECHNIQUES TO BE IMPLEMENTED REPLACEMENT TREE: 3" CALIPER 404 4 NARROW UPRIGHT SHADE TREES, 3" CALIPER REPLACEMENT TREES N PROJ. MGR.: DRAWN BY: DATE: SCALE: OF SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BY700 Springer Drive, Lombard, IL 60148 ph:630.691.8500 fx: 630.691.8585 manhard.comCivil Engineers | Surveyors | Water Resource Engineers | Water & Waste Water EngineersConstruction Managers | Environmental Scientists | Landscape Architects | PlannersTM248 AVENUE APARTMENTSVILLAGE OF PLAINFIELD, ILLINOISPRELIMINARY LANDSCAPE PLAN - NORTHL3 L5 June 15, 2023 - 12:33 Dwg Name: \\mcl-vh-nas\Projects-LO\Arbpfil01\dwg\Landplan\01-Preliminary\02-Landscape-Plan-Prelim.4.dwg Updated By: bdethloffLegend Turf CONCEPTUAL PLANT LIST DECIDUOUS TREES BOTANICAL NAME COMMON NAME SIZE CONTAINER Acer platanoides 'Columnare'Columnar Norway Maple 2.5" Cal.B&B Acer saccharum 'PNI 0285'Green Mountain® Sugar Maple 2.5" Cal.B&B Celtis occidentalis Common Hackberry 2.5" Cal.B&B Gleditsia triacanthos inermis 'Skyline'Skyline Honey Locust 2.5" Cal.B&B Quercus macrocarpa Burr Oak 2.5" Cal.B&B Quercus rubra Red Oak 2.5" Cal.B&B Tilia americana 'Redmond'Redmond American Linden 2.5" Cal.B&B EVERGREEN TREES BOTANICAL NAME COMMON NAME SIZE CONTAINER Picea abies Norway Spruce 6` Ht.B&B Picea pungens glauca Colorado Blue Spruce 6` Ht.B&B Pinus strobus White Pine 6` Ht.B&B Tsuga canadensis Eastern Hemlock 6` Ht.B&B ORNAMENTAL TREES BOTANICAL NAME COMMON NAME SIZE CONTAINER Betula nigra River Birch Multi-Trunk 6` Ht.B&B Cornus mas Cornelian Cherry 6` Ht.B&B Syringa reticulata 'Ivory Silk'Ivory Silk Japanese Tree Lilac 6` Ht.B&B DECIDUOUS SHRUBS BOTANICAL NAME COMMON NAME SIZE CONTAINER Aronia melanocarpa `Morton` TM Iroquis Beauty Black Chokeberry 3 gal.Pot Aronia melanocarpa 'UCONNAM166' TM Low Scape Hedger Black Chokeberry 3 gal.Pot Callicarpa x `NCCX2` TM Pearl Glam Beauty Berry 3 gal.Pot Cornus sericea `Isanti`Isanti Redosier Dogwood 5 gal.Pot Cotoneaster acutifolius lucidus Hedge Cotoneaster 5 gal.Pot Diervilla x `G2X88544` TM Kodiak Orange Honeysuckle 3 gal.Pot Fothergilla gardenii Dwarf Fothergilla 3 gal.Pot Fothergilla major `Mount Airy`Mount Airy Fothergilla 3 gal.Pot Hydrangea arborescens `Annabelle`Annabelle Hydrangea 5 gal.Pot Hydrangea paniculata `Kolmavesu` TM Lava Lamp Flare Hydrangea 3 gal.Pot Hydrangea paniculata `Little Lime`Little Lime Hydrangea 5 gal.Pot Hydrangea quercifolia `Alice`Alice Oakleaf Hydrangea 5 gal.Pot Itea virginica `SMNIVDFC` TM Scentlandia Virginia Sweetspire 3 gal.Pot Potentilla fruticosa `Jackmanii`Jackman`s Potentilla 5 gal.Pot Rhus aromatica `Gro-Low`Gro-Low Fragrant Sumac 5 gal.Pot Rosa rugosa `Rotesmeer`Purple Pavement Rose 5 gal.Pot Rosa x `Radtko`Double Knock Out Red Rose 3 gal.Pot Sorbaria sorbifolia `Sem`Sem Ash Leaf Spirea 3 gal.Pot EVERGREEN SHRUBS BOTANICAL NAME COMMON NAME SIZE CONTAINER Buxus x `Glencoe`Chicagoland Green Boxweed 5 gal.Pot Pinus mugo 'Compacta'Dwarf Mugo Pine 5 gal.Pot Taxus x media `Tauntonii`Taunton`s Yew 5 gal.Pot Thuja occidentalis `Smaragd`Emerald Green Arborvitae 5 gal.Pot FERNS BOTANICAL NAME COMMON NAME SIZE CONTAINER Dennstaedtia punctilobula Hay-scented Fern 1 gal.Pot Matteuccia struthiopteris Ostrich Fern 1 gal.Pot ORNAMENTAL GRASSES BOTANICAL NAME COMMON NAME SIZE CONTAINER Calamagrostis brachytricha Korean Feather Reed Grass 1 gal.Pot Calamagrostis x acutiflora `Karl Foerster`Feather Reed Grass 1 gal.Pot Miscanthus sinensis `Purpurescens`Flame Grass 1 gal.Pot Panicum virgatum `Shenandoah`Shenandoah Switch Grass 1 gal.Pot Pennisetum alopecuroides `Hameln`Hameln Fountain Grass 1 gal.Pot Sporobolus heterolepis Prairie Dropseed 1 gal.Pot PERENNIALS BOTANICAL NAME COMMON NAME SIZE CONTAINER SPACING Allium x `Summer Beauty`Summer Beauty Allium 1 gal.Pot 24" o.c. Astilbe chinensis `Pumila`Dwarf Pink Astilbe 1 gal.Pot 12" o.c. Geranium x `Rozanne`Rozanne Cranesbill 1 gal.Pot 24" o.c. Hemerocallis x `Stella de Oro`Stella de Oro Daylily 1 gal.Pot 18" o.c. Heuchera x `Obsidian`Coral Bells 1 gal.Pot 18" o.c. Hosta x `Royal Standard`Plantain Lily 1 gal.Pot 36" o.c. Lavandula x intermedia 'Niko' TM Phenomenal Lavendin 1 gal.Pot 36" o.c. Nepeta x faassenii `Early Bird`Early Bird Catmint 1 gal.Pot 18" o.c. Pachysandra terminalis `Green Carpet`Japanese Spurge flat Plug 12" o.c. Perovskia atriplicifolia Russian Sage 1 gal.Pot 36" o.c. Rudbeckia fulgida `Goldsturm`Goldsturm Coneflower 1 gal.Pot 24" o.c. Vinca minor `Dart`s Blue`Dart`s Blue Periwinkle flat Pot 12" o.c. Note: Installation size of deciduous and evergreen shrubs will be a minimum of 18" in height Note: Screening shrubs will be at minimum 3' in three years of installation 405 N PROJ. MGR.: DRAWN BY: DATE: SCALE: OF SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BY700 Springer Drive, Lombard, IL 60148 ph:630.691.8500 fx: 630.691.8585 manhard.comCivil Engineers | Surveyors | Water Resource Engineers | Water & Waste Water EngineersConstruction Managers | Environmental Scientists | Landscape Architects | PlannersTM248 AVENUE APARTMENTSVILLAGE OF PLAINFIELD, ILLINOISPRELIMINARY LANDSCAPE PLAN - SOUTHL4 L5 June 15, 2023 - 12:33 Dwg Name: \\mcl-vh-nas\Projects-LO\Arbpfil01\dwg\Landplan\01-Preliminary\02-Landscape-Plan-Prelim.4.dwg Updated By: bdethloffLegend Turf Note: Installation size of deciduous and evergreen shrubs will be a minimum of 18" in height Note: Screening shrubs will be at minimum 3' in three years of installation CONCEPTUAL PLANT LIST DECIDUOUS TREES BOTANICAL NAME COMMON NAME SIZE CONTAINER Acer platanoides 'Columnare'Columnar Norway Maple 2.5" Cal.B&B Acer saccharum 'PNI 0285'Green Mountain® Sugar Maple 2.5" Cal.B&B Celtis occidentalis Common Hackberry 2.5" Cal.B&B Gleditsia triacanthos inermis 'Skyline'Skyline Honey Locust 2.5" Cal.B&B Quercus macrocarpa Burr Oak 2.5" Cal.B&B Quercus rubra Red Oak 2.5" Cal.B&B Tilia americana 'Redmond'Redmond American Linden 2.5" Cal.B&B EVERGREEN TREES BOTANICAL NAME COMMON NAME SIZE CONTAINER Picea abies Norway Spruce 6` Ht.B&B Picea pungens glauca Colorado Blue Spruce 6` Ht.B&B Pinus strobus White Pine 6` Ht.B&B Tsuga canadensis Eastern Hemlock 6` Ht.B&B ORNAMENTAL TREES BOTANICAL NAME COMMON NAME SIZE CONTAINER Betula nigra River Birch Multi-Trunk 6` Ht.B&B Cornus mas Cornelian Cherry 6` Ht.B&B Syringa reticulata 'Ivory Silk'Ivory Silk Japanese Tree Lilac 6` Ht.B&B DECIDUOUS SHRUBS BOTANICAL NAME COMMON NAME SIZE CONTAINER Aronia melanocarpa `Morton` TM Iroquis Beauty Black Chokeberry 3 gal.Pot Aronia melanocarpa 'UCONNAM166' TM Low Scape Hedger Black Chokeberry 3 gal.Pot Callicarpa x `NCCX2` TM Pearl Glam Beauty Berry 3 gal.Pot Cornus sericea `Isanti`Isanti Redosier Dogwood 5 gal.Pot Cotoneaster acutifolius lucidus Hedge Cotoneaster 5 gal.Pot Diervilla x `G2X88544` TM Kodiak Orange Honeysuckle 3 gal.Pot Fothergilla gardenii Dwarf Fothergilla 3 gal.Pot Fothergilla major `Mount Airy`Mount Airy Fothergilla 3 gal.Pot Hydrangea arborescens `Annabelle`Annabelle Hydrangea 5 gal.Pot Hydrangea paniculata `Kolmavesu` TM Lava Lamp Flare Hydrangea 3 gal.Pot Hydrangea paniculata `Little Lime`Little Lime Hydrangea 5 gal.Pot Hydrangea quercifolia `Alice`Alice Oakleaf Hydrangea 5 gal.Pot Itea virginica `SMNIVDFC` TM Scentlandia Virginia Sweetspire 3 gal.Pot Potentilla fruticosa `Jackmanii`Jackman`s Potentilla 5 gal.Pot Rhus aromatica `Gro-Low`Gro-Low Fragrant Sumac 5 gal.Pot Rosa rugosa `Rotesmeer`Purple Pavement Rose 5 gal.Pot Rosa x `Radtko`Double Knock Out Red Rose 3 gal.Pot Sorbaria sorbifolia `Sem`Sem Ash Leaf Spirea 3 gal.Pot EVERGREEN SHRUBS BOTANICAL NAME COMMON NAME SIZE CONTAINER Buxus x `Glencoe`Chicagoland Green Boxweed 5 gal.Pot Pinus mugo 'Compacta'Dwarf Mugo Pine 5 gal.Pot Taxus x media `Tauntonii`Taunton`s Yew 5 gal.Pot Thuja occidentalis `Smaragd`Emerald Green Arborvitae 5 gal.Pot FERNS BOTANICAL NAME COMMON NAME SIZE CONTAINER Dennstaedtia punctilobula Hay-scented Fern 1 gal.Pot Matteuccia struthiopteris Ostrich Fern 1 gal.Pot ORNAMENTAL GRASSES BOTANICAL NAME COMMON NAME SIZE CONTAINER Calamagrostis brachytricha Korean Feather Reed Grass 1 gal.Pot Calamagrostis x acutiflora `Karl Foerster`Feather Reed Grass 1 gal.Pot Miscanthus sinensis `Purpurescens`Flame Grass 1 gal.Pot Panicum virgatum `Shenandoah`Shenandoah Switch Grass 1 gal.Pot Pennisetum alopecuroides `Hameln`Hameln Fountain Grass 1 gal.Pot Sporobolus heterolepis Prairie Dropseed 1 gal.Pot PERENNIALS BOTANICAL NAME COMMON NAME SIZE CONTAINER SPACING Allium x `Summer Beauty`Summer Beauty Allium 1 gal.Pot 24" o.c. Astilbe chinensis `Pumila`Dwarf Pink Astilbe 1 gal.Pot 12" o.c. Geranium x `Rozanne`Rozanne Cranesbill 1 gal.Pot 24" o.c. Hemerocallis x `Stella de Oro`Stella de Oro Daylily 1 gal.Pot 18" o.c. Heuchera x `Obsidian`Coral Bells 1 gal.Pot 18" o.c. Hosta x `Royal Standard`Plantain Lily 1 gal.Pot 36" o.c. Lavandula x intermedia 'Niko' TM Phenomenal Lavendin 1 gal.Pot 36" o.c. Nepeta x faassenii `Early Bird`Early Bird Catmint 1 gal.Pot 18" o.c. Pachysandra terminalis `Green Carpet`Japanese Spurge flat Plug 12" o.c. Perovskia atriplicifolia Russian Sage 1 gal.Pot 36" o.c. Rudbeckia fulgida `Goldsturm`Goldsturm Coneflower 1 gal.Pot 24" o.c. Vinca minor `Dart`s Blue`Dart`s Blue Periwinkle flat Pot 12" o.c. 406 PROJ. MGR.: DRAWN BY: DATE: SCALE: OF SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BY700 Springer Drive, Lombard, IL 60148 ph:630.691.8500 fx: 630.691.8585 manhard.comCivil Engineers | Surveyors | Water Resource Engineers | Water & Waste Water EngineersConstruction Managers | Environmental Scientists | Landscape Architects | PlannersTM248 AVENUE APARTMENTSVILLAGE OF PLAINFIELD, ILLINOISLANDSCAPE SPECIFICATIONSL5 L5 June 15, 2023 - 12:33 Dwg Name: \\mcl-vh-nas\Projects-LO\Arbpfil01\dwg\Landplan\01-Preliminary\02-Landscape-Plan-Prelim.4.dwg Updated By: bdethloffPART 1 - GENERAL 1-01 DESCRIPTION: A.Provide trees, shrubs, perennials and groundcovers as shown and specified. This work includes: 1.Spreading of topsoil or soil preparation 2.Trees, shrubs, perennials and groundcovers 3.Planting mixes 4.Mulch and planting accessories 5.Fertilizer and herbicide 6.Maintenance 7.Warranty of plant material B.The Contractor shall verify all existing conditions and dimensions in the field prior to bidding and report any discrepancies to the Owner or his/her representative. 1-02 QUALITY ASSURANCE: A.Comply with site work requirements B.Plant names indicated must comply with 'Standardized Plant Names' as adopted by the latest edition of the American Joint Committee of Horticultural Nomenclature. Names of varieties which are not listed should conform with those generally accepted by the nursery trade. Stock should be legibly tagged. C.All plant materials shall conform to the 'American Standards for Nursery Stock' (ASNS), latest edition, published by the American Association of Nurserymen, Washington, D.C. D.All plant material shall be grown and supplied within a 50 mile radius of the project for a minimum of two full growing seasons. E.Adhere to sizing requirements as listed in the plant list and/or bid form for the project. A plant shall be measured in its natural standing position. F.Stock that is furnished shall be at least the minimum size shown. With permission of the landscape architect, substitution from the specified plant list will be accepted only when satisfactory evidence in writing is submitted to the landscape architect, showing that the plant specified is not available. Requests for approval of substitute plant material shall include common and botanical names and size of substitute material. Only those substitutions of at least equivalent size and character to that of the specified material will be approved. Stock which is larger than that which is specified is acceptable with permission of the landscape architect, providing there is no additional cost and that the larger plant material will not be cut down in order to conform to the size indicated. G.All shrubs shall be dense in form. Shrub liners do not meet these specifications. Shrubs specified by height shall have a spread that is equal to the height measurement. Shrubs which are specified by spread shall exhibit the natural growth habit of the plant by having a greater spread than height. H.All plant materials are subject to inspection and approval. The landscape architect and Owner reserve the right to select and tag all plant material at the nursery prior to planting. The landscape architect and Owner reserve the right to inspect plant material for size and condition of root systems, the presence of insects and diseases, injuries and latent defects (due to Contractor negligence or otherwise), and to reject unacceptable plant material at any time during progress of the project. I.Container grown deciduous and/or evergreen shrubs will be acceptable in lieu of balled and burlapped shrubs subject to specified limitations for container grown stock. Size of container grown material must conform to size/height requirements of plant list. 1-03 DELIVERY, STORAGE & HANDLING: A.Fertilizer shall be delivered in original, unopened and undamaged packaging. Containers shall display weight, analysis and manufacturer's name. Store fertilizer in a manner that will prevent wetting and deterioration. B.Take all precautions customary concerning proper trade practice in preparing plants for transport. Plants shall be dug, packed and transported with care to ensure protection against injury. Inspection certificates required by law shall accompany each shipment invoice or order to stock and on arrival, the certificate shall be filed with the landscape architect . All plants must be protected from drying out. If plant material cannot be planted immediately upon delivery, said material should be properly protected in a manner that is acceptable to the landscape architect . Heeled-in plants must be watered daily. No plant shall be bound with rope or wire in a manner that could strip bark or break or shear branches. C.Plant material transported on open vehicles should be covered with a protective covering to prevent wind burn. D.Dry, loose topsoil shall be provided for planting bed mixes. Muddy or frozen topsoil is unacceptable as working with medium in this condition will destroy its structure, making root development more difficult. 1-04 PROJECT CONDITIONS: A. Notify landscape architect at least seven (7) working days prior to installation of plant material. B. It shall be the Contractor's responsibility to locate and protect all existing above and below ground utilities. Utilities can be located and marked (in Illinois) by calling J.U.L.I.E. at (800)892-0123. C. The Contractor shall provide, at his/her own expense, protection against trespassing and damage to seeded areas, planted areas, and other construction areas until the preliminary acceptance. The Contractor shall provide barricades, temporary fencing, signs, and written warning or policing as may be required to protect such areas. The Contractor shall not be responsible for any damage caused by the Owner after such warning has been issued. D. The Contractor shall be responsible for the protection of crowns, trunks and roots of existing trees, plus shrubs, lawns, paved areas and other landscaped areas that are to remain intact. Existing trees, which may be subject to construction damage, shall be boxed, fenced or otherwise protected before any work is started. The Owner desires to preserve those trees within and adjacent to the limits of construction except those specifically indicated to be removed on the Drawings. The contractor shall erect protective tree fencing and tree armor at locations indicated on the drawings and around all trees on site which are to be preserved. Protective fencing shall be erected between the limits of construction and any tree preservation areas shown on the Drawings. E. A complete list of plants including a schedule of sizes, quantities and other requirements is shown on the Drawings and on the bid form. In the event that quantity discrepancies or material omissions occur in the plant materials list, the planting plans shall govern. 1-05 PRELIMINARY ACCEPTANCE: A.All plantings shall be maintained by the Contractor for a period of 90 days after preliminary acceptance by the Owner or his/her representative. Maintenance shall include, but is not limited to: mowing and edging turf, pulling weeds, watering turf and plant material and annual flower maintenance. 1-06 WARRANTY: A.All plant material (excluding annual color), shall be warranteed for one (1) year after the end of the 90 day maintenance period. The end of the maintenance period is marked by the final acceptance of the Contractor's work by the Owner or his/her representative. Plant materials will be warranteed against defects including death and unsatisfactory growth, except for defects resulting from abuse or damage by others, or unusual phenomena or incidents which are beyond the control of the Contractor. The warranty covers a maximum of one replacement per item. PART 2 - PRODUCTS 2-01 PLANT MATERIALS: A.Plants: Provide typical of their species or variety, with normal, densely developed branches and vigorous, fibrous root systems. Only sound, healthy, vigorous plants which are free from sunscald injuries, disfiguring knots, frost cracks, abrasions of the bark, plant diseases, insect eggs, borers, and all forms of infestation shall be provided. All plants shall have a fully developed form without voids and open patches. 1.Balled and burlapped plants shall have a firm natural ball of earth of sufficient diameter and depth to encompass a root system necessary for a full recovery of the plant. Root ball sizes shall comply with the latest edition of the 'American Standards for Nursery Stock' (ASNS). Root balls that are cracked or mushroomed are unacceptable. 2.Container grown stock should be grown for an amount of time that is of sufficient length for the root system to have developed enough to hold its soil togehter, firm and whole. Plants will not be loose in their containers, nor shall they be pot-bound and all container grown stock will comply with the sizes stated on the plant list. 3.No evidence of wounds or pruning cuts shall be allowed unless approved by the Landscape Architect. 4.Evergreen trees shall be branched to the ground. The height of evergreen trees are determined by measuring from the ground to the first lateral branch closest to the top. Height and/or width of other trees are measured by the mass of the plant not the very tip of the branches. 5.Shrubs and small plants shall meet the requirements for spread and/or height indicated in the plant list. The height measurement shall be taken from ground level to the average height of the top of the plant, not the longest branch. Single stem or thin plants will not be accepted. Side branches shall be flushed with growth and have good form to the ground. Plants shall be in a moist, vigorous condition, free from dead wood, bruises or other root or branch injuries. 2-02 ACCESSORIES: A.Topsoil: 1.Topsoil shall be fertile, natural topsoil of a loamy character, without admixture of subsoil material. Topsoil shall be reasonably free from clay, lumps, coarse sand, stones, plants, roots, sticks and other foreign materials with a pH between 6.5 to 7.0. B. Topsoil for seed areas shall be a minimum of 6". C. Soil amendments shall be as follows: 1.For trees and shrubs the plant pit will be backfilled with pulverized black dirt. 2.For perennials and ornamental grasses the soil mixture will be as follows: CM-63 General Purpose Peat Based Mix as supplied by Midwest Trading. Top beds with 8" of CM-63 and till into existing beds to a depth of 8". Soil mixtures are available from Midwest Trading. Midwest Trading, St. Charles, IL 60174 (630) 365-1990 D. Fertilizer: 1.For trees and shrubs use: 14-4-6 briquettes 17 g or equivalent available from Arthur Clesen, Inc. Follow manufacturer's recommendation for application. Arthur Clesen, Inc. 543 Diens Drive, Wheeling, IL 60090 (847)537-2177 2. For turf areas use 6-24-16 Clesen Fairway with micronutrients with minor elements 3.0 % S, .02% B, .05% Cu, 1.0% Fe, .0006% Mo, .10% Mn available from Arthur Clesen or approved equal. E.Herbicide: 1.Round-Up or approved equal F.Mulch: 1.Bark mulch shall be finely shredded hardwood bark which has been screened and is free of any green foliage, twigs, rocks, sawdust, wood shavings, growth or germination inhibiting ingredients, or other foreign materials. Bark mulch is available from Midwest Trading. 2.Mushroom compost as available from Midwest Trading. G.Water: 1.Water service will be available on the site, with the cost of water being paid by the Owner. Transporting of the water from the source to the work areas shall be the responsibility of the Landscape Contractor. All necessary hose, piping, tank truck, etc. shall be supplied by the Landscape Contractor. H.Guying: 1. Stakes: 5/8" x 40" steel eye anchor with 4" helix 2. Cable: a. Trees under 5": flexible 1/8" galvanized aircraft cable, 7x7 strand or approved equal b. Trees 5" and over: flexible 3/16" galvanized aircraft cable, 7x7 strand or approved equal. 3. Turnbuckles: 5/16", eye and eye, with 4" takeup. 4. Hose: new two-ply reinforced rubber hose, minimum 1/2" I.D. I.Tree wrap: Burlap tree wrap 4" wide. J.Twine: Soft nursery jute. PART 3 - INSTALLATION OF PLANT MATERIAL 3-01 FIELD VERIFICATION: A.Examine proposed planting areas and conditions of installation. Do not start planting work until unsatisfactory conditions are corrected. 3-02 PREPARATION: A.All planting techniques and methods shall be consistent with the latest edition of 'Horticulture Standards of Nurserymen, Inc.' and as detailed on these Drawings. B.Planting shall be performed by experienced workmen familiar with planting procedures under the supervision of a qualified supervisor. C.All underground utilities must be located and marked clearly. D.Apply Round-Up or approved equivalent to kill any existing vegetation in all areas to be planted. Confirm length of waiting period between chemical application and plant installation with manufacturer. Do not begin planting operations until prescribed post-application waiting period has elapsed. Take extreme care to avoid chemical drift to adjoining properties of landscape plantings. E.Prior to all planting, rototill all areas to be landscaped to prepare for plant installation to a minimum depth of 12". Eliminate uneven areas and low spots. Maintain lines, levels, profiles and contour. Changes in grade are to be gradual. Blend slopes into level areas. Remove all debris, weeds and undesirable plants and their roots from areas to be planted. Remove all concrete slag larger than 2" in diameter. F.Topsoil shall be spread over the site at a minimum depth of 6". Those areas which are indicated as prairie or natural areas on the Drawings shall have a minimum topsoil depth of 18". G.It shall be the responsibility of the landscape contractor to prepare all seeded areas by disking and raking prior to planting seed. Soil shall be loosened and scarified to a minimum depth of 6". Fine grading of all seeded areas is required. Maximum size of stone or topsoil lump is 1". H.Locate all plant material as indicated or as approved in the field by the Landscape Architect. If obstructions are encountered which are not shown on the drawings, then do not proceed with planting operations until alternate plant locations have been selected. I.Planting holes shall be constructed as shown on the planting details. Holes shall be hand dug or machine dug. Great care will be taken to not excavate the hole deeper than the root ball and the diameter shall be a minimum of two times the root ball width. Remove any materials encountered in excavation that may be injurious to plant growth, including stones larger than 2" in diameter or other debris. Soil to be used as backfill should be pulverized. J.Provide pre-mixed planting mixture for use around root systems and root balls of the plants. The mixtures are outlined in section B of part 2-02. K.Prior to planting, provide additional topsoil to all planting beds to bring the finish grade of the bed to 2" above lawn grade and to finish grade of adjacent hard surface grades. L.Add 2" thickness of mushroom compost to all annual, perennial and groundcover beds. Finish grade bed and install plants. 3-03 PLANTING PROCEDURES: A.Set plant material in the planting hole to proper grade and alignment. Set plants upright and plumb. Set plant material root flare 2" above the adjacent finish grade. Remove burlap from top 1/3 of root ball. Remove treated burlap (green). Cut and remove or cut and fold down upper half of wire basket, dependent upon tree size. Backfill hole by firmly tamping soil to avoid any air pockets or voids. All ropes/cords shall be removed from base of plant/top of root ball. B.Set balled and burlapped plants in the planting hole and compact 8" of soil around the base of the ball. Backfill remaining space with planting mixture. Water plants immediately after planting to eliminate all voids and thoroughly soak the plant root ball. C.Space groundcover plants according to dimensions given on the plans. Adjust spacing as necessary to evenly fill planting bed with indicated number of plants. Plant to within 18" of the trunks of trees and shrubs or at the edge of the plant ball, whichever is closest. Plant to within 12" of edge of bed. D.Mulching: 1.Install 4" depth of mulch around all tree and shrub beds as indicated on drawings or planting details. Mulch shrub planting areas as continuous beds. Do not place mulch directly against tree trunk; form mulch to create an inverted cone around trunk. 2.Mulch perennial, groundcover and annual planting beds with 2" mushroom compost. Water mulched areas thoroughly after placing mulch. E.Tree wrapping is not required, unless the Contractor feels it is necessary due to characteristics of a particular species or past experience with the species. The landscape architect will be notified as to which trees are to be wrapped and shall inspect the trunk(s) before wrapping. Tree wrap will not be used to cover damage or defects. When wrapping is done, trunks will be wrapped spirally with approved tree wrapping tape that is not less than 4" wide, and securely tied with suitable cord at the top, bottom and 2" intervals along the trunk. Wrap from ground to the height of the first branch. F.Staking and guying of trees is optional. If the Contractor chooses to stake all or part of the trees, he/she shall use the method specified in the planting details. One (1) stake is to be used on trees of 1" caliper and under, or 4' height and under. Two (2) stakes are to be used on trees of 1" to 2 3/4" caliper. Guy trees of 3" caliper or larger at three (3) per tree. The root ball will not be pierced with a stake. Stakes are to be driven at least eighteen (18) inches into subsoil below the planting hole. Stakes and wire attachments shall be removed after three months for spring planted material and by the following May for fall planted stock by the Contractor. Staking and guying should be done immediately after lawn seeding or sodding operations. G.Seeding of specified lawn areas on plans will be treated as follows: 1.Topsoil shall be spread over all areas to be seeded to a minimum depth of 6" when compacted (to be performed by others). 2.Seed mixture and application rate - use Premium seed mix as supplied by Arthur Clesen, Inc. Apply at a rate of 5 lbs./1000 s.f. 3.Apply fertilizers and conditioners at the rate specified per soil test findings. In lieu of soil test results, apply two (2) tons of ground agricultural limestone and 1000 lbs. 10-10-10 or equivalent analysis fertilizer per acre. At least 40% of the fertilizer nitrogen shall be of an organic origin. 4.Soil preparation areas where vehicular traffic has compacted the soil shall be loosened/scarified to a minimum depth of 6" before fertilizing and seeding. Fine grading of all seeded areas is required. Maximum size of stone or topsoil lump is 1". 5.Watering seeded areas shall be done to ensure proper germination. Once seeds have germinated, watering may be decreased but the seedlings must never be allowed to dry out completely. Frequent watering should be continued approximately four (4) weeks after germination or until grass has become sufficiently established to warrant watering on an 'as needed' basis. 6.Turf is being established on a variety of slope conditions. It shall be the Contractor's responsibility to determine and implement whatever procedures he/she deems necessary to establish the turf as part of his/her work. Seeded areas will be accepted when all areas show a uniform stand of the specified grass in healthy condition and at least 90 days have elapsed since the completion of this work. The Contractor shall submit with his/her bid a description of the methods and procedures he/she intends to use. H.Erosion Control Blanket 1.Erosion Control Blanket shall be installed per manufacturer's recommendation in all areas shown on the plan. 2.Install S-75 Erosion Control Blanket as manufactured by North American Green or approved equal. 3.Blanket should be premarked with staple pattern. 4.Staples should be 8" wire staples, applied at two (2) per square yard minimum. 5.Suitable erosion control practices shall be maintained by the CONTRACTOR in accordance with Illinois Urban Manual and all applicable Soil Erosion and Sedimentation Control ordinances and the PLANS. I.Sodding of specified lawn areas on plans will be completed as follows: 1.Rake soil surface to receive sod to completely remove any soil crust no more than one day prior to laying sod. 2.Moisten prepared surface immediately prior to laying sod. Water thoroughly and allow surface moisture to dry before planting lawns. Do not create a muddy soil condition. 3.Sod shall be laid within 24 hours from the time of stripping. Do not plant dormant sod or if the ground is frozen. 4.Lay sod to form a solid mass with tightly fitted joints. Butt ends and sides of sod strips; do not overlap. Stagger strips to offset joints in adjacent courses. Work from boards to avoid damage to subgrade or sod. Work sifted soil into minor cracks between pieces of sod; remove excess to avoid smothering of adjacent sod. 5.Place top elevation of sod 1/2 inch below adjoining edging or paving. 6.Water sod thoroughly with a fine spray immediately after planting. 7.After sod and soil have dried, roll seeded areas to ensure a good bond between the sod and soil, and to remove minor depressions and irregularities. 8.Sodded slopes 3:1 or greater shall be staked to prevent erosion and washout. 9.Warranty sodding for a period of one (1) year from the end of the 90 day maintenance period. If sod fails or lacks vigor and full growth as determined by the Landscape Architect, the Contractor will repeat site preparation operations and re-sod affected areas at the Contractor's expense. 10.Note: Sod shall be a premium Kentucky Bluegrass blend, and is required in all areas indicated on the plans as well as areas which have been affected by construction. Sod can be placed as long as water is available and the ground surface can be properly prepared. Sod shall not be laid on frozen or snow-covered ground. Sod shall be strongly rooted, not less than two (2) years old and free of weeds and undesirable native grasses. Sod should be machine cut to pad thickness of 3/4" (plus or minus 1/4"), excluding top growth and thatch. Provide only sod capable of vigorous growth and development when planted (viable, not dormant). Provide sod of uniform pad sizes with maximum 5% deviation in either length or width. Broken pads or pads with uneven ends will not be acceptable. Sod pads incapable of supporting their own weight when suspended vertically with a firm grasp on the upper 10% of pad will not be accepted. J.Timing of plant material and seeding operations: 1.Seeding of specified areas shall occur when the soil temperature is above 55° F. No seed shall be sown during periods of high winds, or when the ground is not in proper condition for seeding (see section 3-02 (G)). Seeding operations for the specified mixes shall occur in the spring time frame of April 15 through June 30 and in the summer time frame of August 15 through December 1. The mixes containing bluegrass and fescue seed must have six weeks to harden off for winter survival. 2.Sod shall be installed when the ground is not frozen or snow covered and temperatures are less than 80° F. It shall not be placed during a period of extended drought. 3.Herbaceous ornamental plants shall be planted between May 1 and June 15 or between August 15 and December 1. 4.Spring planting of woody ornamental plants shall be performed from the time the soil can be easily worked until June 1, except that evergreen planting shall end on May 15. Oak, hawthorn and red maple species will only be planted during this spring planting period. Fall planting will begin August 15 and will continue until the ground cannot be worked satisfactorily, except that evergreen planting shall be performed between August 15 and December 1. 3-04 MAINTENANCE: A.All plantings shall be maintained by the Contractor for a period of 90 days after preliminary acceptance by the Owner or his/her representative. Maintenance shall include but is not limited to: mowing and edging turf, pulling weeds, watering turf areas and plant material plus annual flower maintenance. The Contractor will reset settled plants to proper grade and position. Dead material will be removed. Stakes and guy wires will be tightened and repaired as required. 3-04 ACCEPTANCE: A.All plant material (excluding annual color), shall be warranteed for one (1) year after the end of the 90 day maintenance period. The end of the maintenance period is marked by the final acceptance of the Contractor's work by the Owner or his/her representative. 3-06 SITE CLEAN-UP: A.The Contractor shall protect the property of the Owner and the work of other contractors. The Contractor shall also be directly responsible for all damage caused by the activities and for the daily removal of all trash and debris from his/her work area to the satisfaction of the landscape architect . GENERAL PLANTING SPECIFICATIONS: 407 Plainfield Parking Lots, 2392-A0DesignerRMorganDate05/24/2023ScaleNot to ScaleDrawing No.A0SummarySymbol Label QTY Manufacturer Catalog DescriptionNumberLampsLampOutputLLFInputPower2American ElectricLightingATB0 P305 R4 4K Autobahn Small P305 Package RoadwayType IV 4000K/5000K1 19809 0.9 2904American ElectricLightingATB0 P305 R4 4K/5KHSSAutobahn Small P305 Package RoadwayType IV 4000K/5000K House side shield1 16359 0.9 1448American ElectricLightingATB0 P305 R2 4K HSS Autobahn Small P305 Package RoadwayType II 4000K House side shield1 16840 0.9 145Luminaire LocationsNo. Label X Y ZLocationMH Orientation Tilt X YAimZ2 B -735.60 420.43 25.00 25.00 0.00 0.002 C -968.43 558.36 25.00 25.00 91.11 0.00 -967.18 558.33 0.003 C -841.22 561.41 25.00 25.00 270.00 0.00 -842.47 561.41 0.004 C -1042.11 786.42 25.00 25.00 180.00 0.00 -1042.11 785.17 0.005 C -1012.87 666.94 25.00 25.00 177.51 0.00 -1012.82 665.70 0.001 D -1006.16 1003.47 25.00 25.00 178.60 0.00 -1006.13 1002.22 0.002 D -783.48 1010.30 25.00 25.00 182.20 0.00 -783.53 1009.05 0.003 D -710.48 874.90 25.00 25.00 266.82 0.00 -711.72 874.83 0.004 D -966.00 876.89 25.00 25.00 268.41 0.00 -967.24 876.86 0.006 D -837.23 774.58 25.00 25.00 180.00 0.00 -837.23 773.33 0.007 D -712.47 671.81 25.00 25.00 77.09 0.00 -711.25 672.09 0.008 D -660.04 483.33 25.00 25.00 75.68 0.00 -658.83 483.63 0.009 D -649.42 355.23 25.00 25.00 90.00 0.00 -648.17 355.23 0.001 B -889.21 413.44 25.00 25.00 358.60 0.00Note1. Luminaires depreciated to 0.9 LLF2. See Location Schedule for aimingand orientation.3. Vist acuitybrands.com for full specinformation.Total408 Plainfield Parking Lots, 2392-A0DesignerRMorganDate05/24/2023ScaleNot to ScaleDrawing No.A0SummaryNorth Lots409 Plainfield Parking Lots, 2392-A0DesignerRMorganDate05/24/2023ScaleNot to ScaleDrawing No.A0SummaryMiddle Lots410 Plainfield Parking Lots, 2392-A0DesignerRMorganDate05/24/2023ScaleNot to ScaleDrawing No.A0SummarySouth Lots411 PROJ. MGR.: DRAWN BY: DATE: SCALE: OF SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BYTM700 Springer Drive, Lombard, IL 60148 ph:630.691.8500 fx: 630.691.8585 manhard.comCivil Engineers | Surveyors | Water Resource Engineers | Water & Waste Water EngineersConstruction Managers | Environmental Scientists | Landscape Architects | Planners248TH AVENUE APARTMENTS RE-SUBDIVISIONVILLAGE OF PLAINFIELD, ILLINOISPRELIMINARY PLAT OF SUBDIVISION1 1 May 25, 2023 - 08:57 Dwg Name: P:\Arbpfil01\dwg\Surv\Final Drawings\Plat of Subdivision\Preliminary Plat\ARB.PFIL01-PR.dwg Updated By: bstrohl412 PROJ. MGR.: DRAWN BY: DATE: SCALE: OF SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BYTM700 Springer Drive, Lombard, IL 60148 ph:630.691.8500 fx: 630.691.8585 manhard.comCivil Engineers | Surveyors | Water Resource Engineers | Water & Waste Water EngineersConstruction Managers | Environmental Scientists | Landscape Architects | Planners248TH AVENUE APARTMENTS RE-SUBDIVISIONVILLAGE OF PLAINFIELD, ILLINOISFINAL PLAT OF SUBDIVISION1 2 March 27, 2023 - 15:00 Dwg Name: P:\Arbpfil01\dwg\Surv\Final Drawings\Plat of Subdivision\ARB.PFIL01-PS.dwg Updated By: MSchmitt413 PROJ. MGR.: DRAWN BY: DATE: SCALE: OF SHEET PROJ. ASSOC.:DATEREVISIONSDRAWN BYTM700 Springer Drive, Lombard, IL 60148 ph:630.691.8500 fx: 630.691.8585 manhard.comCivil Engineers | Surveyors | Water Resource Engineers | Water & Waste Water EngineersConstruction Managers | Environmental Scientists | Landscape Architects | Planners248TH AVENUE APARTMENTS RE-SUBDIVISIONVILLAGE OF PLAINFIELD, ILLINOISFINAL PLAT OF SUBDIVISION2 2 March 27, 2023 - 15:00 Dwg Name: P:\Arbpfil01\dwg\Surv\Final Drawings\Plat of Subdivision\ARB.PFIL01-PS.dwg Updated By: MSchmitt3686 3686 062-068509 414 Traffic Impact Study Proposed Residential Development Plainfield, Illinois Prepared For: May 26, 2023 SITE 415 Proposed Residential 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 a proposed senior residential development to be located in Plainfield, Illinois. The site, which is currently vacant, is located in the northeast corner of the intersection of 127th Street with 248th Avenue. As proposed, the site will be developed with an age-restricted senior residential development with 55 single family attached homes and two apartment buildings with 51 units each for a total of 157 residences. Access to the development will be provided via two full-movement access drives off 248th Avenue. 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 additional 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 weekday evening peak hours for the following conditions: 1. Year 2023 Base Conditions – Analyzes the capacity of the existing roadway system using existing peak hour traffic volumes in the surrounding area. 2. Year 2029 No-Build Conditions – Analyzes the capacity of the existing roadway system using existing traffic volumes increased by an ambient area growth factor not attributable to any particular development and the traffic that will be generated by the Bronk Farm development. 3. Year 2029 Total Projected Conditions – Analyzes the capacity of the future roadway system using the projected traffic volumes that include the Year 2029 no-build volumes and the traffic estimated to be generated by the proposed development. 4. Year 2023 Base and Year 2029 Total Projected Conditions (School Peak) – Analyzes the capacity of the existing and future roadway system during the peak hours of Plainfield North High School activity. 416 Proposed Residential Development Plainfield, Illinois 2 Site Location Figure 1 SITE 417 Proposed Residential Development Plainfield, Illinois 3 Aerial View of Site Figure 2 Van Dyke Road127th Street 248th AvenueSITE 418 Proposed Residential 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 bounded by the North Point residential subdivision to the north, Edward Elmhurst Health to the east, 127th Street to the south, and 248th Avenue to the west. Land uses within the vicinity of the site are primarily residential. The Children’s Courtyard of Plainfield is located on the west side of 248th Avenue opposite the site. The Plainfield North High School is located in the southeast corner of 248th Avenue with 119th Street. Existing Roadway System Characteristics The characteristics of the existing roadways near the development are described below and illustrated in Figure 3. 127th Street is an east-west major collector roadway that generally provides one lane in each direction. Between Van Dyke Road and 248th Avenue, 127th Street provides one eastbound lane and two westbound lanes and is generally divided by a landscape median. At its signalized intersection with U.S. Route 30, 127th Street provides an exclusive left-turn lane and a combined through/right-turn lane on both approaches. At its signalized intersection with 248th Avenue, 127th Street provides an exclusive left-turn lane and a through lane on the eastbound approach and a through lane and an exclusive right-turn lane on the westbound approach. At its signalized intersection with Van Dyke Road, 127th Street provides an exclusive left-turn lane, a through lane, and an exclusive right-turn lane on the eastbound approach and an exclusive left-turn lane and a combined through/right-turn lane on the westbound approach. At its unsignalized intersection with the Edward Elmhurst Health access drive, 127th Street provides an exclusive left-turn lane and a through lane on the eastbound approach and a through lane and a combined through/right-turn lane on the westbound approach. The access drive provides an exclusive left-turn lane and an exclusive right-turn lane on the southbound approach. At its unsignalized intersection with Waterford Boulevard, 127th Street provides a combined through/right-turn lane on the eastbound approach and an exclusive left-turn lane and a through lane on the westbound approach. 127th Street is under the jurisdiction of the Village of Plainfield within the Village limits and is otherwise under the jurisdiction of Wheatland Township. 127th Street carries an annual average daily traffic (AADT) volume of 8,600 vehicles (Illinois Department of Transportation [IDOT] 2019) west of U.S. Route 30 and 14,100 vehicles (IDOT 2019) east of Van Dyke Road. 127th Street has a posted speed limit of 45 miles per hour west of 248th Avenue, 40 miles per hour between 248th Avenue and Van Dyke Road, and 35 miles per hour east of Van Dyke Road. 419 HEALTH EDWARD ELMHURST NORTH POINTE (PLANNED DEVELOPMENT) BRONK FARM WOODS CANTERBURY COURTYARD THE CHILDREN'S CROSSING KINGS SITE 30 Figure: 3 Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 23-030 Existing Roadway Characteristics - TRAVEL LANE - TRAFFIC SIGNAL - STOP SIGN - SPEED LIMITXX - HIGH VISIBILITY CROSSWALK - STANDARD CROSSWALK - HIGH VISIBILITY CROSSWALK - HIGH VISIBILITY CROSSWALK LEGEND - RAILROAD CROSSING Plainfield, Illinois Development Proposed Residential N NOT TO SCALEAVENUE248TH ROADVAN DYKEDRIVE PRAIRIE GROVE B O U LE V A R DWA TE R F O R D ACCESS DRIVEEDWARD ELMHURSTSTREET 127THHIGHWAYLINCOLN ACCESS DRIVE CHILDREN'S COURTYARD 45 55 45 55 25 25 45 25 45 40 40 35 45 45 45 420 Proposed Residential Development Plainfield, Illinois 6 248th Avenue is a north-south local roadway that extends north from 127th Street and provides one lane in each direction. At its signalized intersection with 127th Street, 248th Avenue provides an exclusive left-turn lane and an exclusive right-turn lane on the southbound approach. At its unsignalized intersection with Prairie Grove Drive, 248th Avenue provides an exclusive left-turn lane and a shared through/right-turn lane on both approaches. At its unsignalized intersection with the Children’s Courtyard access drive, 248th Avenue provides an exclusive left-turn lane and a through lane on the northbound approach and a shared through/right-turn lane on the southbound approach. The access drive provides a left-turn lane and a right-turn lane on the eastbound approach. 248th Street is under the jurisdiction of the Village of Plainfield, carries an AADT volume of 7,400 vehicles (IDOT 2019), and has a posted speed limit of 45 miles per hour. U.S. Route 30 (Lincoln Highway) is a north-south other principal arterial roadway that in the vicinity of the site provides one lane in each direction. At its signalized intersection with 127th Street, U.S. Route 30 provides an exclusive left-turn lane, a through lane, and an exclusive right-turn lane on the northbound approach and an exclusive left-turn lane and a shared through/right-turn lane on the southbound approach. Within the study area, U.S. Route 30 closely parallels the Canadian National Railway right-of-way, with its intersection with 127th Street being less than 150 feet from a railroad crossing. U.S. Route 30 carries an AADT volume of 16,300 vehicles (IDOT 2021) north of 135th Street and 14,900 vehicles (IDOT 2019) south of 135th Street. U.S. Route 30 is under the jurisdiction of IDOT and has a posted speed limit of 55 miles per hour. Van Dyke Road is a north-south major collector roadway that in the vicinity of the site provides two lanes in each direction. At its signalized intersection with 127th Street, Van Dyke Road provides an exclusive left-turn lane, a through lane, and a combined through/right-turn lane on both approaches. Van Dyke Road is under the jurisdiction of the Village of Plainfield within the Village limits and is otherwise under the jurisdiction of Wheatland Township. Van Dyke Road carries an AADT volume of 5,550 vehicles north of 127th Street and 9,250 vehicles south of 127th Street (IDOT 2019) and has a posted speed limit of 45 miles per hour. Waterford Boulevard is a north-south local roadway that provides one lane in each direction generally separated by a landscaped median. At its unsignalized intersection with 127th Street, Waterford Boulevard provides an exclusive left-turn lane and an exclusive right-turn lane on the northbound approach and is under stop sign control. Waterford Boulevard is under the jurisdiction of the Village of Plainfield and has a posted speed limit of 25 miles per hour. Prairie Grove Drive is an east-west local roadway that provides one lane in each direction generally separated by a landscaped median. At its unsignalized intersection with 248th Avenue, Prairie Grove Drive provides a shared left-turn/through/right-turn lane on both approaches and is under stop sign control. Prairie Grove Drive is under the jurisdiction of the Village of Plainfield and has a posted speed limit of 25 miles per hour. 421 Proposed Residential Development Plainfield, Illinois 7 Year 2023 Base Traffic Volumes In order to determine current traffic conditions within the study area, KLOA, Inc. conducted peak period traffic counts at the following intersections: Tuesday, February 28, 2023 • 127th Street with 248th Avenue • 248th Avenue with Prairie Grove Drive Tuesday, September 21, 2021 • 127th Street with U.S. Route 30 • 127th Street with Waterford Boulevard • 127th Street with Edward Elmhurst Health Access Drive • 127th Street with Van Dyke Road The traffic counts were conducted during the weekday morning (7:00 A.M. to 9:00 A.M.) and weekday evening (4:00 P.M. to 6:00 P.M.) peak periods. The results of the traffic counts show that the peak hours of traffic generally occur between 7:30 A.M. and 8:30 A.M. during the weekday morning peak period and between 5:00 P.M. and 6:00 P.M. during the weekday evening peak period. When the 2021 traffic counts were compared to the 2023 traffic counts, total traffic volumes on 127th Street were found to be comparable and, as such, the 2021 traffic counts were not increased. In order to provide a conservative analysis, 2021 and 2023 traffic volumes along 127th Street were increased to balance the traffic between the intersections. Copies of the traffic count summary sheets are included in the Appendix. Turning movements to and from the Children’s Courtyard were based on vehicle trip generation rates contained in Trip Generation Manual, 11th Edition, published by the Institute of Transportation Engineers (ITE). Table A, included in the appendix, shows the estimated trip generation. It should be noted that the area roadways in the vicinity of the site, especially 248th Avenue, experience additional peak hours related to the traffic activities at Plainfield North High School. These peak hours are discussed later in the report. The Year 2023 base traffic volumes are illustrated in Figure 4. 422 SITE 30 101 (271)308 (621) 371 (438)238 (187)107 (137)160 (467) 350 (332) 297 (416)138 (237)216 (291)142 (142)131 (225)194 (291)101 (215) 243 (588) 166 (141) 397 (455)335 (339) 330 (757) 481 (582) 271 (697) 526 (559) 25 (13) 1 (0) 33 (19)13 (23)6 (24)12 (19) 2 (0) 4 (9)2 (28)4 (36)73 (65)41 (47)44 (40)62 (70) 4 (11) 20 (53) 137 (128) 43 (153) 41 (111)1 (8) 2 (12) 23 (44)51 (153)58 (15)14 (46)24 (58)74 (34) 71 (44) 63 (158)45 (77)25 (59)32 (50) 65 (168)71 (111)4 (9)37 (37)1 (28) 72 (86) Figure: 4 Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 23-030 Year 2023 Base Traffic Volumes Plainfield, Illinois Development Proposed Residential N NOT TO SCALE LEGEND 00 (00) - AM PEAK HOUR (7:30-8:30 AM) - PM PEAK HOUR (5:00-6:00 PM) B A AVENUE248THROADVAN DYKEB DRIVE PRAIRIE GROVE B O U L E V A R DWA T E RF O R D ACCESS DRIVEEDWARD ELMHURSTRI/RO ACCESS DRIVE 248TH AVENUE @ A STREET 127THHIGHWAYLINCOLN ACCESS DRIVE CHILDREN'S COURTYARD 248TH AVENUE @ 423 Proposed Residential Development Plainfield, Illinois 9 Crash Analysis KLOA, Inc. obtained accident data for the most recent available past six years (2017 to 2021) for the study area intersections. A review of the data revealed the following: • Four crashes were reported at the intersection of 127th Street with Waterford Boulevard. • One crash was reported at the intersections of 127th Street with the Edward Elmhurst Health access drive. • Two crashes were reported at the intersection of 248th Avenue with Prairie Grove Drive. • No fatalities were reported at any intersection during the reviewed period. Summaries of the crash data at the intersections of 127th Street with U.S. Route 30, 248th Avenue, and Van Dyke Road are shown in Tables 1 through 3. Table 1 127TH STREET WITH U.S. ROUTE 30 - CRASH SUMMARY Year Type of Crash Frequency Angle Pedestrian Object Rear End Sideswipe Turning Other Total 2017 0 0 0 5 0 1 0 6 2018 1 0 1 6 0 1 0 9 2019 1 0 0 4 1 1 0 7 2020 1 0 0 1 0 0 0 2 2021 0 0 1 5 0 0 0 6 Total 3 0 2 21 1 3 0 30 Average <1.0 -- <1.0 4.2 <1.0 <1.0 -- 6.0 424 Proposed Residential Development Plainfield, Illinois 10 Table 2 127TH STREET WITH 248TH AVENUE - CRASH SUMMARY Year Type of Crash Frequency Angle Pedestrian Object Rear End Sideswipe Turning Other Total 2017 0 0 0 2 0 2 0 4 2018 0 0 1 3 0 1 0 5 2019 0 0 1 2 0 1 0 4 2020 0 0 0 1 0 0 0 1 2021 0 0 0 1 0 1 0 2 Total 0 0 2 9 0 5 0 16 Average -- -- <1.0 1.8 -- 1.0 -- 3.2 Table 3 127TH STREET WITH VAN DYKE ROAD - CRASH SUMMARY Year Type of Crash Frequency Angle Pedestrian Object Rear End Sideswipe Turning Other Total 2017 2 1 0 3 0 4 0 10 2018 3 0 1 3 0 4 0 11 2019 1 0 0 2 0 2 0 5 2020 1 0 0 2 0 2 0 5 2021 0 0 0 3 0 1 0 4 Total 7 1 1 13 0 13 0 35 Average 1.4 <1.0 <1.0 1.6 -- 1.6 -- 7.0 425 Proposed Residential Development Plainfield, Illinois 11 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 site will be developed with an age-restricted senior residential development with 55 single family attached homes and two apartment buildings with 51 units each for a total of 157 residences. Access to the development will be provided as follows: • A proposed full-movement access drive on the east side of 248th Avenue approximately 620 feet north of 127th Street aligned opposite the Children’s Courtyard access drive. The access drive will provide one inbound lane and two outbound lanes striped to provide a thorough/left-turn lane and a right-turn lane and divided by a landscape median. Outbound movements should be under stop sign control. • A proposed full-movement access drive on the east side of 248th Avenue approximately 840 feet north of 127th Street, 220 feet north of the Children’s Courtyard access drive. The access drive will provide one inbound lane and one outbound lane with outbound movements under stop sign control. The existing striped median on 248th Avenue should be restriped to provide a continuous southbound left-turn lane serving both proposed access drives. A copy of the preliminary site plan is included in the Appendix. Directional Distribution The directions from which residents 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. Figure 5 also shows the distance, in feet, between the existing and proposed access intersections. 426 SITE 30 10% 25%10%15%2 0 %2 0 %620'165'745'Figure: 5 Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 23-030 Directional Distribution LEGEND 00' 00%- PERCENT DISTRIBUTION - DISTANCE IN FEET Plainfield, Illinois Development Proposed Residential N NOT TO SCALEAVENUE248TH ROADVAN DYKEDRIVE PRAIRIE GROVE B O U L E V A R DWA T E RF O R D ACCESS DRIVEEDWARD ELMHURSTSTREET 127THHIGHWAYLINCOLN 427 Proposed Residential Development Plainfield, Illinois 13 Peak Hour Traffic Volumes The number of peak hour trips estimated to be generated by the proposed residential development was based on vehicle trip generation rates contained in Trip Generation Manual, 11th Edition, published by the Institute of Transportation Engineers (ITE). The “Senior Adult Housing - Single-Family” (Land-Use Code 251) and “Senior Adult Housing - Multifamily” (Land-Use Code 252) rates were used to determine the traffic to be generated by the development. Table 4 shows the weekday morning and weekday evening peak hour traffic to be generated by the proposed residential development as well as the daily total traffic volumes. Table 4 PROJECTED DEVELOPMENT-GENERATED TRAFFIC VOLUMES ITE Land Use Code Type/Size Weekday Morning Peak Hour Weekday Evening Peak Hour Daily Trips In Out Total In Out Total In Out Total 251 Senior Adult Housing, Single-Family (55 Units) 8 17 25 17 11 28 178 178 356 252 Senior Adult Housing, Multifamily (102 Units) 7 13 20 14 12 26 160 160 320 Total 15 30 45 31 23 54 338 338 676 428 Proposed Residential Development Plainfield, Illinois 14 4. Projected Traffic Conditions The total projected traffic volumes include the base 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. Background (No-Build) Traffic Conditions The Year 2023 base 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 Average Daily Traffic (ADT) projections provided by the Chicago Metropolitan Agency for Planning (CMAP), the base traffic volumes were increased by an annually compounded growth rate of 1.5 percent per year for six years (buildout year plus five years) for a total of approximately 9.0 percent to project Year 2029 no-build conditions. A copy of the CMAP 2050 projections letter is included in the Appendix. In addition the traffic that will be generated by the planned Bronk Farm development was added to the Year 2023 base traffic volumes, increased by the ambient growth factor, to determine the Year 2029 no-build conditions. The Year 2029 no-build conditions are illustrated in Figure 7. Total Projected Traffic Volumes The development-generated traffic (Figure 6) was added to the Year 2029 no-build traffic volumes (Figure 7) to determine the Year 2029 total projected traffic volumes, illustrated in Figure 8. 429 SITE 30 3 (2) 18 (14)9 (18)1 (3)2 (1)15 (12)2 (5)5 (3)4 (8)3 (2)3 (6) 6 (5) 3 (2) 6 (5) 15 (12) 5 (11)5 (11)3 (8)2 (3)3 (2)2 (3) 3 (6) 7 (6)1 (3)1 (2)4 (8)7 (6)8 (15) 8 (15)10 (8)10 (8)7 (6) Figure: 6 Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 23-030 Site-Generated Traffic Volumes Plainfield, Illinois Development Proposed Residential N NOT TO SCALE LEGEND 00 (00) - AM PEAK HOUR (7:30-8:30 AM) - PM PEAK HOUR (5:00-6:00 PM) B C A AVENUE248THACCESS DRIVE ACCESS DRIVE/SOUTH CHILDREN'S COURTYARD 248TH AVENUE @ ROADVAN DYKEB C DRIVE PRAIRIE GROVE B O U L E V A R DWA T E RF O R D ACCESS DRIVEEDWARD ELMHURSTRI/RO ACCESS DRIVE 248TH AVENUE @ A STREET 127THHIGHWAYLINCOLN NORTH ACCESS DRIVE 248TH AVENUE @ 430 SITE 30 114 (309)333 (695) 431 (488)267 (209)133 (159)109 (115) 195 (523) 389 (386) 324 (453)156 (264)240 (323)155 (155)149 (252)218 (323)110 (234) 311 (671) 181 (154) 445 (546)365 (3 70) 358 (826) 527 (634) 344 (794) 589 (663) 25 (13) 1 (0) 33 (19)13 (23)6 (24)12 (19) 2 (0) 4 (9)2 (28)4 (36)73 (65)41 (47)44 (40)62 (70) 4 (12) 22 (58) 149 (140) 47 (167) 56 (157)1 (9) 5 (20) 23 (44)56 (167)58 (15)14 (46)24 (58)74 (34) 90 (57) 69 (172)49 (84)30 (74)35 (55) 80 (210)77 (121)7 (11)37 (37)1 (31) Figure: 7 Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 23-030 Year 2029 No-Build Traffic Volumes Plainfield, Illinois Development Proposed Residential N NOT TO SCALE LEGEND 00 (00) - AM PEAK HOUR (7:30-8:30 AM) - PM PEAK HOUR (5:00-6:00 PM) B A AVENUE248THROADVAN DYKEB DRIVE PRAIRIE GROVE B O U L E V A R DWA T E RF O R D ACCESS DRIVEEDWARD ELMHURSTRI/RO ACCESS DRIVE 248TH AVENUE @ A STREET 127THHIGHWAYLINCOLN ACCESS DRIVE CHILDREN'S COURTYARD 248TH AVENUE @ 431 SITE 30 114 (309)336 (703) 431 (488)267 (209)133 (159)115 (120) 198 (525) 391 (389) 324 (453)158 (269)245 (326)165 (163)156 (258)222 (331)115 (245) 311 (671) 189 (169) 445 (546)262 (372)194 (295)365 (3 70) 363 (837) 537 (642) 359 (806) 597 (678) 25 (13) 1 (0) 33 (19)13 (23)6 (24)12 (19) 2 (0) 4 (9)2 (28)4 (36)3 (2) 0 (0) 18 (14)73 (65)5 (17)41 (47) 0 (0)1 (3)44 (40)62 (70) 2 (1) 4 (12) 22 (58) 152 (146) 53 (172) 59 (163)1 (9) 5 (20) 23 (44)71 (179)58 (15)14 (46)24 (58)74 (34) 90 (57) 69 (172)49 (84)30 (74)35 (55) 80 (210)77 (121)7 (11)37 (37)1 (31) 7 (6)1 (2)4 (8)Figure: 8 Kenig,Lindgren,O'Hara,Aboona,Inc. Job No: 23-030 N NOT TO SCALE Year 2029 Total Traffic Volumes LEGEND 00 (00) - AM PEAK HOUR (7:30-8:30 AM) - PM PEAK HOUR (5:00-6:00 PM) B C A AVENUE248THNORTH ACCESS DRIVE 248TH AVENUE @ ACCESS DRIVE ACCESS DRIVE/SOUTH CHILDREN'S COURTYARD 248TH AVENUE @ ROADVAN DYKEB C DRIVE PRAIRIE GROVE B O U L E V A R DWA T E RF O R D ACCESS DRIVEEDWARD ELMHURSTRI/RO ACCESS DRIVE 248TH AVENUE @ A STREET 127THHIGHWAYLINCOLN Plainfield, Illinois Development Proposed Residential 432 Proposed Residential Development Plainfield, Illinois 18 5. Traffic Analysis and Recommendations The following provides an evaluation conducted for the weekday morning and weekday evening peak hours. The analysis includes conducting capacity analyses to determine how well the roadway system and access drives are projected to operate and whether any roadway improvements or modifications are required. Traffic Analyses Roadway and adjacent or nearby intersection analyses were performed for the weekday morning and weekday evening peak hours for the Year 2023 base, Year 2029 no-build, and Year 2029 total projected traffic volumes. The traffic analyses were performed using the methodologies outlined in the Transportation Research Board’s Highway Capacity Manual (HCM), 6th Edition and analyzed using Synchro/SimTraffic 11 software. The analysis for the traffic-signal controlled intersections were accomplished using actual and field-measured cycle lengths and phasings to determine the average overall vehicle delay and levels of service. The analyses for the unsignalized intersections determine the average control delay to vehicles at an intersection. Control delay is the elapsed time from a vehicle joining the queue at a stop sign (includes the time required to decelerate to a stop) until its departure from the stop sign and resumption of free flow speed. The methodology analyzes each intersection approach controlled by a stop sign and considers traffic volumes on all approaches and lane characteristics. The ability of an intersection to accommodate traffic flow is expressed in terms of level of service, which is assigned a letter from A to F based on the average control delay experienced by vehicles passing through the intersection. The Highway Capacity Manual definitions for levels of service and the corresponding control delay for signalized intersections and unsignalized intersections are included in the Appendix of this report. Summaries of the traffic analysis results showing the level of service and overall intersection delay (measured in seconds) for the Year 2023 base, Year 2029 no-build, and Year 2029 total projected conditions are presented in Tables 5 through 10. A discussion of each intersection follows. Summary sheets for the capacity analyses are included in the Appendix. 433 Proposed Residential Development Plainfield, Illinois 19 Table 5 CAPACITY ANALYSIS RESULTS – 127TH STREET WITH U.S. ROUTE 30– SIGNALIZED Peak Hour Eastbound Westbound Northbound Southbound Overall L T/R L T/R L T R L T/R Year 2023 Base Traffic Volumes Weekday Morning Peak Hour D 53.2 D 35.8 D 48.0 C 23.5 D 54.0 C 31.0 C 27.4 D 51.2 C 24.4 C 30.5 D – 36.0 C – 27.3 C – 30.0 C – 27.6 Weekday Evening Peak Hour E 72.5 E 59.0 E 68.8 D 36.7 E 74.7 D 50.9 D 40.1 E 74.2 D 41.9 D 49.2 E – 59.4 D – 43.7 D – 49.4 D – 48.6 Year 2029 No-Build Traffic Volumes Weekday Morning Peak Hour E 58.8 D 42.8 D 54.8 C 26.6 E 59.0 C 36.7 C 31.0 E 60.3 C 27.2 D 35.4 D – 43.0 C – 30.3 D – 35.1 C – 32.1 Weekday Evening Peak Hour E 76.7 E 69.4 E 78.1 D 43.6 F 83.2 E 58.5 D 43.0 F 94.8 D 46.7 E 57.6 E – 69.6 D – 50.8 E – 55.9 E – 58.9 Year 2029 Total Projected Traffic Volumes Weekday Morning Peak Hour E 59.0 D 43.1 E 55.6 C 26.8 E 60.0 C 37.0 C 31.3 E 61.1 C 27.4 D 35.7 D – 43.2 C – 31.0 D – 35.3 C – 32.6 Weekday Evening Peak Hour E 76.8 E 70.3 F 79.5 D 44.4 F 83.6 E 59.0 D 43.6 F 96.8 D 46.9 E 58.4 E – 70.5 D – 51.8 E – 56.3 E – 59.9 Letter denotes Level of Service Delay is measured in seconds. L – Left Turns T – Through R – Right Turns 434 Proposed Residential Development Plainfield, Illinois 20 Table 6 CAPACITY ANALYSIS RESULTS – 127TH STREET WITH 248TH AVENUE– SIGNALIZED Peak Hour Eastbound Westbound Southbound Overall L T T R L R Year 2023 Base Traffic Volumes Weekday Morning Peak Hour A 5.8 A 7.4 B 17.8 A 4.6 C 24.5 A 7.7 B 11.4 A – 6.9 B – 13.9 C – 20.1 Weekday Evening Peak Hour A 6.8 A 7.3 C 21.8 A 2.7 D 37.7 A 8.5 B 14.4 A – 7.2 B – 16.7 C – 22.6 Year 2029 No-Build Traffic Volumes Weekday Morning Peak Hour A 6.3 A 7.8 B 19.7 A 4.4 C 28.3 A 8.2 B 12.8 A – 7.4 B – 15.7 C – 22.9 Weekday Evening Peak Hour B 11.1 A 8.5 C 25.7 A 3.4 D 39.8 A 8.3 B 16.6 A – 9.0 B – 20.0 C – 23.4 Year 2029 Total Projected Traffic Volumes Weekday Morning Peak Hour A 6.6 A 8.0 C 20.3 A 4.4 C 28.8 A 7.7 B 13.1 A – 7.6 B – 16.0 C – 22.4 Weekday Evening Peak Hour B 13.8 A 8.7 C 26.6 A 3.5 D 40.2 A 8.1 B 17.1 A – 9.9 B – 20.4 C – 23.4 Letter denotes Level of Service Delay is measured in seconds. L – Left Turns T – Through R – Right Turns 435 Proposed Residential Development Plainfield, Illinois 21 Table 7 CAPACITY ANALYSIS RESULTS – 127TH STREET WITH VAN DYKE ROAD – SIGNALIZED Peak Hour Eastbound Westbound Northbound Southbound Overall L T R L T/R L T/R L T/R Year 2023 Base Traffic Volumes Weekday Morning Peak Hour B 11.7 C 28.4 A 1.5 B 11.5 C 29.5 B 16.6 C 21.5 B 16.7 C 20.8 C 22.8 C – 22.7 C – 26.6 C – 20.7 B – 19.7 Weekday Evening Peak Hour B 10.7 C 27.5 A 4.3 B 13.5 D 38.5 B 18.7 B 15.8 B 17.6 C 24.8 C 25.0 C – 20.6 C – 33.5 B – 16.6 C – 23.4 Year 2029 No-Build Traffic Volumes Weekday Morning Peak Hour B 12.2 C 30.1 A 1.8 B 12.4 C 28.8 B 18.1 C 23.5 B 18.4 C 21.7 C 23.8 C – 24.0 C – 25.9 C – 22.6 C – 20.9 Weekday Evening Peak Hour B 11.7 C 29.3 A 4.1 B 18.7 D 52.3 B 19.9 B 16.0 B 18.1 C 26.0 C 29.9 C – 21.9 D – 45.0 B – 17.0 C – 24.6 Year 2029 Total Projected Traffic Volumes Weekday Morning Peak Hour B 12.2 C 30.5 A 2.0 B 12.5 C 28.8 B 18.2 C 23.6 B 18.4 C 21.8 C 23.9 C – 24.3 C – 25.9 C – 22.7 C – 20.9 Weekday Evening Peak Hour B 11.7 C 29.8 A 4.1 B 19.3 D 54.6 C 20.1 B 16.0 B 18.2 C 26.1 C 30.5 C – 22.2 D – 47.0 B – 17.1 C – 24.6 Letter denotes Level of Service Delay is measured in seconds. L – Left Turns T – Through R – Right Turns 436 Proposed Residential Development Plainfield, Illinois 22 Table 8 CAPACITY ANALYSIS RESULTS – YEAR 2023 BASE CONDITIONS – UNSIGNALIZED Intersection Weekday Morning Peak Hour Weekday Evening Peak Hour LOS Delay LOS Delay 127th Street with Waterford Boulevard • Westbound Left Turn A 9.1 A 9.1 • Northbound Left Turn C 19.0 E 40.1 • Northbound Right Turn B 13.3 B 13.7 127th Street with the Edward Elmhurst Health Access Drive • Eastbound Left Turn A 8.5 A 10.0 • Southbound Left Turn C 16.9 D 27.3 • Southbound Right Turn A 9.8 B 12.3 248th Avenue with Prairie Grove Drive • Eastbound Approach B 10.7 B 13.3 • Westbound Approach B 10.7 B 12.8 • Northbound Left Turn A 7.5 A 7.9 • Southbound Left Turn A 7.7 A 8.1 248th Avenue with the Children’s Courtyard Access Drive • Eastbound Left Turn B 13.0 C 15.7 • Eastbound Right Turn A 9.4 B 10.1 • Northbound Left Turn A 7.7 A 7.9 LOS = Level of Service Delay is Measured in Seconds 437 Proposed Residential Development Plainfield, Illinois 23 Table 9 CAPACITY ANALYSIS RESULTS – YEAR 2029 NO-BUILD CONDITIONS UNSIGNALIZED Intersection Weekday Morning Peak Hour Weekday Evening Peak Hour LOS Delay LOS Delay 127th Street with Waterford Boulevard • Westbound Left Turn A 9.4 A 9.6 • Northbound Left Turn C 22.9 F 58.5 • Northbound Right Turn B 14.3 C 15.4 127th Street with the Edward Elmhurst Health Access Drive and Vicarage Drive • Eastbound Left Turn A 8.5 B 10.3 • Westbound Left Turn A 8.8 A 9.5 • Northbound Left Turn C 20.1 F 58.9 • Northbound Through/Right Turn B 13.2 B 14.3 • Southbound Left Turn C 23.4 F 53.0 • Southbound Through/Right Turn A 9.9 B 12.8 248th Avenue with Prairie Grove Drive • Eastbound Approach B 11.1 B 14.0 • Westbound Approach B 11.1 B 13.5 • Northbound Left Turn A 7.6 A 8.0 • Southbound Left Turn A 7.8 A 8.2 248th Avenue with the Children’s Courtyard Access Drive • Eastbound Left Turn B 13.6 C 16.7 • Eastbound Right Turn A 9.5 B 10.3 • Northbound Left Turn A 7.8 A 8.0 LOS = Level of Service Delay is Measured in Seconds 438 Proposed Residential Development Plainfield, Illinois 24 Table 10 CAPACITY ANALYSIS RESULTS – YEAR 2029 TOTAL PROJECTED CONDITIONS UNSIGNALIZED Intersection Weekday Morning Peak Hour Weekday Evening Peak Hour LOS Delay LOS Delay 127th Street with Waterford Boulevard • Westbound Left Turn A 9.5 A 9.7 • Northbound Left Turn C 23.7 F 61.8 • Northbound Right Turn B 14.4 C 15.8 127th Street with the Edward Elmhurst Health Access Drive and Vicarage Drive • Eastbound Left Turn A 8.76 B 10.4 • Westbound Left Turn A 8.9 A 9.6 • Northbound Left Turn C 20.4 F 61.4 • Northbound Through/Right Turn B 13.3 B 14.4 • Southbound Left Turn C 23.8 F 54.9 • Southbound Through/Right Turn A 9.9 B 12.9 248th Avenue with Prairie Grove Drive • Eastbound Approach B 11.2 B 14.1 • Westbound Approach B 11.1 B 13.6 • Northbound Left Turn A 7.6 A 8.0 • Southbound Left Turn A 7.8 A 8.2 248th Avenue with the North Site Access Drive • Westbound Approach B 11.3 B 13.6 • Southbound Left Turn A 7.8 A 8.1 248th Avenue with the Children’s Courtyard Access Drive and the South Site Access Drive • Eastbound Left Turn B 14.9 C 19.7 • Eastbound Through/Right Turn A 9.5 B 10.3 • Westbound Left Turn/Through C 15.6 C 20.2 • Westbound Right Turn A 9.5 B 10.2 • Northbound Left Turn A 7.8 A 8.0 • Southbound Left Turn A 7.7 A 8.0 LOS = Level of Service Delay is Measured in Seconds 439 Proposed Residential Development Plainfield, Illinois 25 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. 127th Street with U.S. Route 30 The results of the capacity analysis indicate that overall, this intersection currently operates at Level of Service (LOS) C during the weekday morning peak hour and LOS D during the weekday evening peak hour. It should be noted that the left-turn movements currently operate at LOS D or E as a result of the long cycle length (150 seconds) and their protected-only operations. The protected-only operations of the left turns cannot be altered due to intersection geometry and the at-grade railroad crossing. The left-turn movements operate below capacity. Under Year 2029 no- build conditions, this intersection is projected to operate at LOS D during the weekday morning peak hour and LOS E during the weekday evening peak hour. Under Year 2029 total projected conditions, this intersection is projected to continue operating at LOS D during the weekday morning peak hour and at LOS E during the weekday evening peak hour with increases in delay of less than one second. Further, all left-turn movements are projected to continue to operate below capacity. Overall, the proposed development is projected to increase the volume of traffic traversing this intersection by approximately one percent during the peak hours. As such, this intersection has sufficient reserve capacity to accommodate the traffic estimated to be generated by the proposed development and no roadway improvements or signal modifications will be required. 127th Street with 248th Avenue The results of the capacity analysis indicate that overall, this intersection currently operates at LOS B during the weekday morning and weekday evening peak hours. Further, all movements currently operate at LOS D or better during both peak hours. Under Year 2029 no-build conditions, this intersection is projected to continue to operate at LOS B during both peak hours. Under Year 2029 total projected conditions, this intersection is projected to continue operating at LOS B during both peak hours with increases in delay of approximately one second or less over no-build conditions. Further, all movements are projected to continue to operate at LOS D or better during both peak hours. It should be noted that under total projected conditions, 95th percentile eastbound left-turn queues are not projected to exceed the existing storage. Overall, the proposed development is projected to increase the volume of traffic traversing this intersection by two to three percent during the peak hours. As such, this intersection has sufficient reserve capacity to accommodate the traffic estimated to be generated by the proposed development and no roadway improvements or signal modifications will be required. 127th Street with Van Dyke Road The results of the capacity analysis indicate that overall, this intersection currently operates at LOS C during the weekday morning and weekday evening peak hours. Under Year 2029 no-build conditions, this intersection is projected to continue to operate at LOS C during both peak hours. 440 Proposed Residential Development Plainfield, Illinois 26 Under Year 2029 total projected conditions, this intersection is projected to continue to operate at LOS C during both peak hours with increases in delay of less than one second. Overall, the proposed development is projected to increase the volume of traffic traversing this intersection by less than one percent during the peak hours. As such, this intersection has sufficient reserve capacity to accommodate the traffic estimated to be generated by the proposed development and no roadway improvements or signal modifications will be required. 127th Street with Waterford Boulevard The results of the capacity analysis indicate that all critical movements at this intersection currently operate at LOS C or better during the weekday morning and weekday evening peak hours except the northbound left-turn movement, which operates at LOS E during the weekday evening peak hour. Under Year 2029 no-build conditions, all critical movements are projected to operate at LOS C or better except the northbound left-turn movement, which is projected to operate at LOS F during the weekday evening peak hour. It should be noted that this delay is typical and expected for left-turn movements at unsignalized intersections of local roadways with major collectors such as 127th Street. Under Year 2029 total projected conditions, all critical movements are projected to continue to operate at LOS C or better except the northbound left-turn movement, which is projected to continue to operate at LOS F during the weekday evening peak hour. The proposed development is not projected to increase the volume of turning vehicles at this intersection. As such, the proposed development will have a limited impact on the operation of this intersection and no roadway or traffic control improvements will be required. 127th Street with the Edward Elmhurst Health Access Drive and Vicarage Drive. The results of the capacity analysis indicate that all critical movements at this intersection currently operate at LOS D or better during the weekday morning and weekday evening peak hours. As part of the Bronk Farm development, Vicarage Drive will be extended from its current terminus to 127th Street and will form the fourth (south) leg of this intersection. Under Year 2029 no-build conditions, all critical movements are projected to operate at LOS C or better except the northbound and southbound left-turn movements, which are projected to operate at LOS F during the weekday evening peak hour. It should be noted that this delay is typical and expected at unsignalized intersections of local roadways with major collectors such as 127th Street. Under Year 2029 total projected conditions, all critical movements are projected to continue to operate at LOS C or better except the southbound left-turn movement which is projected to continue to operate at LOS F during the weekday evening peak hour. The proposed development is not projected to increase the volume of turning vehicles at this intersection. As such, the proposed development will have a limited impact on the operation of this intersection and no roadway or traffic control improvements will be required. 248th Avenue with Prairie Grove Drive The results of the capacity analyses indicate that all critical movements at this intersection operate at LOS B or better during the weekday morning and weekday evening peak hours. 441 Proposed Residential Development Plainfield, Illinois 27 Under Year 2029 no-build and total projected conditions, all critical movements at this intersection are projected to continue to operate at the same levels of service during both peak hours with increases in delay of one second or less. As such, the proposed development will have a limited impact on the operation of this intersection and no roadway or traffic control improvements will be required. 248th Avenue with the Proposed North Site Access Drive As proposed, a full-movement access drive will be provided on the east side of 248th Avenue approximately 840 feet north of 127th Street. The access drive will provide one inbound lane and one outbound lane with outbound movements under stop sign control. The existing striped median on 248th Avenue should be restriped to provide a continuous southbound left-turn lane serving both proposed access drives. Under Year 2029 total projected conditions, outbound movements from the access drive are projected to operate at LOS B during the weekday morning and weekday evening peak hours. Further, southbound left-turn movements into the site are projected to operate at LOS A during both peak hours with 95th percentile queues of one to two vehicles. When the projected traffic volumes at this access drive are compared to the right-turn lane guidelines in Chapter 36 of IDOT’s BDE Manual, a northbound right-turn lane is not warranted on 248th Avenue serving the access drive. Copies of the turn lane warrants are included in the Appendix. As such, the proposed access drive will be sufficient to accommodate the traffic projected to be generated by the proposed development and will ensure efficient and flexible access is provided. 248th Avenue with the Children’s Courtyard Access Drive and the South Site Access Drive The results of the capacity analyses indicate that all critical movements at this intersection currently operate at LOS C or better during the weekday morning and weekday evening peak hours. As proposed, a full-movement access drive will be provided on the east side of 248th Avenue that will form the fourth (east) leg of this intersection. The access drive will provide one inbound lane and two outbound lanes striped to provide a thorough/left-turn lane and a right-turn lane and divided by a landscape median. Outbound movements should be under stop sign control. The existing striped median on 248th Avenue should be restriped to provide a continuous southbound left-turn lane serving both proposed access drives. Under Year 2029 total projected conditions, outbound movements from the access drive are projected to operate at LOS C or better during the weekday morning and weekday evening peak hours. Further, all other critical movements are projected to operate at LOS C or better during both peak hours. When the projected traffic volumes at this access drive are compared to the right-turn lane guidelines in Chapter 36 of IDOT’s Bureau of Design and Environment (BDE) Manual, a northbound right-turn lane is not warranted on 248th Avenue serving the access drive. Copies of the turn lane warrants are included in the Appendix. As such, the proposed access drive will be sufficient to accommodate the traffic projected to be generated by the proposed development and will ensure efficient and flexible access is provided. 442 Proposed Residential Development Plainfield, Illinois 28 6. Plainfield North High School Peak Hours As previously mentioned, the area roadway system, especially 248th Avenue, experiences additional roadway peak hours due to the activity of Plainfield North High School. The following provides a description of school traffic activity in relation to the subject site and an evaluation of the school peak periods of traffic. Plainfield North High School Operations The Plainfield North High School is located in the southeast corner of 248th Avenue with 119th Street approximately three quarters of a mile north of the site. On a typical school day, the start time for Plainfield North High School is at 7:05 A.M. and the dismissal time is at 2:10 P.M. It should be noted that there is an early bird period which starts at 6:05 A.M. and that some students participate in after-school activities. Existing Traffic Volumes The February 28, 2023 traffic counts at the intersections of 248th Avenue with 127th Street and Prairie Grove Drive were also conducted during the peak hours of school traffic. The weekday morning school peak hour generally occurs between 6:30 A.M. and 7:30 A.M. during the weekday morning and between 2:00 P.M. and 3:00 P.M. during the weekday afternoon. Figure 9 illustrates the Year 2023 base peak hours of school traffic at the intersections along 248th Avenue. As with the roadway peak hours, turning movements to and from the Children’s Courtyard were based on ITE trip generation rates. It should be noted that the weekday morning and weekday afternoon school hours of peak activity are the result of an approximately 20-minute surge in traffic volumes from 6:35 A.M. to 6:55 A.M. and 2:15 P.M. to 2:35 P.M. During the weekday morning peak hour of school traffic, this surge is primarily traffic traveling towards the school. Over eighty percent of eastbound left turns and westbound right turns at the intersection of 127th Street with 248th Avenue occur between 6:30 A.M. and 7:00 A.M. During the weekday afternoon peak hour of school traffic, this surge is primarily traffic traveling away from the school. Over seventy percent of southbound left turns and right turns at the intersection of 127th Street with 248th Avenue occur between 2:15 P.M. and 2:45 P.M. Outside of the peak hours of school activities, the weekday morning peak hour of commuter traffic occurs from 7:30 A.M. to 8:30 A.M. and the weekday evening peak hour of commuter traffic occurs from 5:00 P.M. to 6:00 P.M. During the weekday morning and weekday evening peak hours of commuter traffic, the through traffic volumes along 127th Street at its intersection with 248th Avenue are approximately 25 and 60 percent greater than the weekday morning and weekday afternoon school peak hour of school activity, respectively. 443 SITE186 (390)495 (171)135 (215)195 (416)485 (187)233 (127) 122 (253) 315 (246) 34 (15) 4 (3) 27 (33)2 (2)40 (14) 1 (0) 5 (1)38 (12)29 (13)13 (16)18 (38)8 (22)23 (8)20 (8)89 (214)290 (72) Figure: 9Job No: 23-030 Kenig,Lindgren,O'Hara,Aboona,Inc.Year 2023 Base Traffic Volumes Plainfield, Illinois Development Proposed Residential N NOT TO SCALE LEGEND 00 (00) - AM PEAK HOUR (6:30-7:30 AM) - PM PEAK HOUR (2:00-3:00 PM)AVENUE248THDRIVE PRAIRIE GROVE STREET 127TH ACCESS DRIVE CHILDREN'S COURTYARD 444 Proposed Residential Development Plainfield, Illinois 30 Field Observations Field observations were also conducted at the two intersections during the weekday morning and weekday afternoon peak 20-minutes of school activity. The following was observed: • During the weekday morning peak period of school activity, queues in the eastbound direction on 127th Street regularly extended beyond Waterford Boulevard. The eastbound queues were primarily the results of the eastbound left-turn queues which extended beyond the available left-turn lane storage provided. During the weekday afternoon peak 15-minute period of school activity, queues in the eastbound direction on 127th Street did not extend beyond Waterford Boulevard. • During both peak periods of school activity, southbound left-turn queues were approximately 12 vehicles or less, with a peak queue of 15 vehicles occurring one time during the weekday afternoon peak period. While these peak queues would extend beyond the left-turn lane storage provided, both southbound left-turn and right-turn queues were able to clear the intersection with each green phase. Further, these queues did not extend to the location of the proposed full-movement access drive. • Outside of the surge in school traffic during the weekday morning peak period, eastbound left-turn queues on 127th Street at 248th Avenue were generally contained within the left-turn lane storage provided and eastbound queues for the left-turn and southbound left-turn and right-turn queues cleared the intersection with each green phase. School Peak Hour Site-Generated Traffic Volumes The number of trips estimated to be generated by the proposed residential development during the school peak hours was based on ITE trip generation rates and ITE’s Vehicle Time of Day Distribution tables. The “Senior Adult Housing - Single-Family” (Land-Use Code 251) and “Senior Adult Housing - Multifamily” (Land-Use Code 252) rates were used to determine the traffic to be generated by the development. Table 11 shows the weekday morning and weekday afternoon school peak hour traffic to be generated by the proposed residential development. Table 11 ESTIMATED SCHOOL PEAK HOUR TRIP GENERATION ITE Land- Use Code Type/Size School Weekday Morning Peak Hour School Weekday Afternoon Peak Hour In Out Total In Out Total 251 Senior Adult Housing, Single-Family (55 Units) 3 10 13 14 12 26 252 Senior Adult Housing, Multifamily (102 Units) 3 9 12 13 11 24 Total 6 19 25 27 23 50 445 Proposed Residential Development Plainfield, Illinois 31 Projected Traffic Volumes During the School Peak Hours The estimated weekday morning and afternoon school 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). It should be noted that all site traffic was assumed to approach and depart via 127th Street, as residents will likely avoid traveling on 248th Avenue near the school during the peak hours of school operations. The traffic assignment for the development during the school peak hours is illustrated in Figure 10. The school peak hour traffic volumes were increased by the same ambient growth factor (9.0 percent) to project Year 2029 conditions. The increased existing volumes were added to the traffic that is expected to be generated by the proposed development as well as the Bronk Farm development during the school peak hours to project Year 2029 total conditions. Figure 11 illustrates the Year 2029 total projected traffic volumes during the school peak hours. Traffic Analyses Intersection analyses were performed using the same methodology as the roadway peak hours for the school peak hours at the intersections of 248th Avenue with 127th Street, Prairie Grove Drive, the Children’s Courtyard access drive, and the site access drive. The analyses were conducted for the weekday morning and weekday afternoon school peak hours for the Year 2023 Base and Year 2029 total projected traffic volumes. Summaries of the traffic analysis results showing the level of service and overall intersection delay (measured in seconds) are presented in Tables 11 through 13. School Peak Hour Evaluation Based on the results of the capacity analysis and the field observations, the following was determined: • The proposed development will generate fewer trips during the school peak hours. • During the weekday morning, the development will primarily generate outbound traffic that will exit the site and travel south towards 127th Street. This traffic is traveling in the opposite direction of the majority of school traffic. • The signalized intersection of 127th Street with 248th Avenue generally has sufficient reserve capacity to accommodate future traffic volumes. While additional queueing is expected to continue to occur during the 20-minute school traffic surges, vehicles will continue to be able to clear the intersection. • During the school peak hours, outbound vehicles from the site access drive will experience additional delays but will be able to exit the site. However, these delays will primarily occur during the 20-minute school traffic surges. 446 SITE 0 (0) 13 (16)4 (19)0 (0)11 (14)0 (0)0 (0)2 (8)3 (11) 3 (16)2 (8)0 (0)0 (0)0 (0)0 (0)6 (7)6 (7)8 (9)Job No: 23-030 Kenig,Lindgren,O'Hara,Aboona,Inc. Plainfield, Illinois Development Proposed Residential Site-Generated Traffic Volumes N NOT TO SCALE LEGEND 00 (00) - AM PEAK HOUR (6:30-7:30 AM) - PM PEAK HOUR (2:00-3:00 PM)AVENUE248THDRIVE PRAIRIE GROVE STREET 127TH ACCESS DRIVE CHILDREN'S COURTYARD Figure: 10 447 SITE206 (428)542 (188)155 (243)221 (461)534 (212)257 (149) 174 (305) 353 (298) 34 (15) 4 (3) 27 (33)2 (2)40 (14) 1 (0) 5 (1) 0 (0) 0 (0) 13 (16)38 (12)4 (19)0 (0)0 (0)29 (13)13 (16)18 (38)8 (22)23 (8)20 (8)108 (247)0 (0)2 (8)238 (462)0 (0)6 (7)552 (212)319 (94) Job No: 23-030 Kenig,Lindgren,O'Hara,Aboona,Inc.Year 2029 Total Traffic Volumes Plainfield, Illinois Development Proposed Residential N NOT TO SCALE LEGEND 00 (00) - AM PEAK HOUR (6:30-7:30 AM) - PM PEAK HOUR (2:00-3:00 PM)AVENUE248THDRIVE PRAIRIE GROVE STREET 127TH ACCESS DRIVE CHILDREN'S COURTYARD Figure: 11 448 Proposed Residential Development Plainfield, Illinois 34 Table 11 CAPACITY ANALYSIS RESULTS – 127TH STREET WITH 248TH AVENUE– SIGNALIZED Peak Hour Eastbound Westbound Southbound Overall L T T R L R Year 2023 Base Traffic Volumes Weekday Morning School Peak Hour A 7.0 A 6.0 C 26.8 A 6.8 D 36.9 A 8.1 B 12.2 A – 6.5 B – 12.0 C – 25.1 Weekday Afternoon School Peak Hour A 9.5 B 12.6 C 22.2 A 5.1 C 25.3 A 5.5 B 13.8 B – 11.9 B – 16.5 B – 13.4 Year 2029 Total Projected Traffic Volumes Weekday Morning School Peak Hour A 9.5 A 7.5 C 26.2 A 6.0 D 36.7 A 7.0 B 13.1 A – 8.6 B – 12.3 C – 24.2 Weekday Afternoon School Peak Hour B 11.0 B 14.1 C 25.9 A 5.0 C 30.1 A 8.2 B 16.5 B – 13.3 B – 19.1 B – 16.9 Letter denotes Level of Service Delay is measured in seconds. L – Left Turns T – Through R – Right Turns 449 Proposed Residential Development Plainfield, Illinois 35 Table 12 CAPACITY ANALYSIS RESULTS – YEAR 2023 BASE CONDITIONS – UNSIGNALIZED Intersection Weekday Morning School Peak Hour Weekday Afternoon School Peak Hour LOS Delay LOS Delay 248th Avenue with Prairie Grove Drive • Eastbound Approach E 38.4 D 25.6 • Westbound Approach C 21.2 C 15.1 • Northbound Left Turn A 8.2 B 10.2 • Southbound Left Turn A 9.7 A 7.7 248th Avenue with the Children’s Courtyard Access Drive • Eastbound Left Turn D 27.5 C 22.5 • Eastbound Right Turn B 10.4 C 16.2 • Northbound Left Turn A 8.1 A 9.8 LOS = Level of Service Delay is Measured in Seconds 450 Proposed Residential Development Plainfield, Illinois 36 Table 13 CAPACITY ANALYSIS RESULTS – YEAR 2029 TOTAL PROJECTED CONDITIONS UNSIGNALIZED Intersection Weekday Morning School Peak Hour Weekday Afternoon School Peak Hour LOS Delay LOS Delay 248th Avenue with Prairie Grove Drive • Eastbound Approach F 51.0 D 29.4 • Westbound Approach C 24.2 C 16.5 • Northbound Left Turn A 8.3 B 10.6 • Southbound Left Turn A 10.0 A 7.8 248th Avenue with the North Site Access Drive • Westbound Approach C 15.8 B 14.1 • Southbound Left Turn -- -- -- -- 248th Avenue with the Children’s Courtyard Access Drive and the South Site Access Drive • Eastbound Left Turn E 43.2 D 33.0 • Eastbound Through/Right Turn B 10.8 C 17.8 • Westbound Left Turn/Through E 43.5 E 36.8 • Westbound Right Turn -- -- -- -- • Northbound Left Turn A 8.2 B 10.3 • Southbound Left Turn -- -- -- -- LOS = Level of Service Delay is Measured in Seconds 451 Proposed Residential Development Plainfield, Illinois 37 6. Conclusion Based on the preceding analyses and recommendations, the following conclusions have been made: • As proposed, the site will be developed with an age-restricted senior residential development with 55 single family attached homes and two apartment buildings with 51 units each for a total of 157 residences. • The area roadway system generally has sufficient reserve capacity to accommodate the traffic to be generated by the proposed development and no additional roadway improvements or traffic control modifications are required. • During the peak 20-minute surges of traffic from North Plainfield High School, additional queuing and delays are expected along 248th Avenue. However, vehicles will continue to be able to clear the intersection of 127th Street with 248th Avenue and will be able to exit the site. • Access to the development will be provided via two full-movement access drives on 248th Avenue. • The proposed access will adequately accommodate site-generated traffic and ensure that efficient and flexible access to and from the site is provided. • A continuous southbound left-turn lane should be provided on 248th Avenue serving both proposed full-movement access drives. This access drive can be accommodated via restriping of the existing median. • Northbound right-turn lanes will not be warranted on 248th Avenue serving either access drive. 452 Appendix Traffic Count Summary Sheets Preliminary Site Plan ITE Trip Generation Worksheets 2050 CMAP Projections Letter Level of Service Criteria Capacity Analysis Summary Sheets Turn Lane Warrants 453 Traffic Count Summary Sheets 454 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: 127+with+248 TMCSite Code:Start Date: 02/28/2023Page No: 1Turning Movement DataStart Time127th Street127th Street248th AvenueEastboundWestboundSouthboundU-TurnLeftThruPedsApp. TotalU-TurnThruRightPedsApp. TotalU-TurnLeftRightPedsApp. TotalInt. Total6:30 AM01144701610251040129026180443346:45 AM0110850195029103013205337090417Hourly Total0224132035605420702610795501347517:00 AM0269401200379046024260502167:15 AM0378901260311404502860342057:30 AM04414901930602908904790563387:45 AM0431200163054350890433046298Hourly Total015045206020182870269014244018610578:00 AM040101014103926065028180462528:15 AM03998013705511066024210452488:30 AM03590012504416060034160502358:45 AM0401300170044260700239032272Hourly Total01544190573018279026101096401731007*** BREAK ***----------------2:30 PM01453067070270970564401002642:45 PM01288010007333010604123064270Hourly Total026141016701436002030976701645343:00 PM027640910107390146030350653023:15 PM023831106083480131029381673043:30 PM038890127087430130038360743313:45 PM051740125010839014702939168340Hourly Total01393101449038516905540126148227412774:00 PM0357901140122500172033540873734:15 PM0586411220107531160056420983804:30 PM025680930965701530465601023484:45 PM0339721300105381143075710146419Hourly Total01513083459043019826280210223043315205:00 PM0407101110125500175033410743605:15 PM0208301030127550182037470843695:30 PM0357601110114580172039362753585:45 PM046912137011152016303329062362Hourly Total0141321246204772150692014215322951449Grand Total0985208363068018531015228680905754416597595Approach %0.032.167.9--0.064.635.4--0.054.645.4---Total %0.013.027.4-40.40.024.413.4-37.80.011.99.9-21.8-Lights09792056-3035018371002-28390892744-16367510455 % Lights-99.498.7-98.9-99.198.7-99.0-98.698.7-98.698.9Buses046-100510-15097-1641% Buses-0.40.3-0.3-0.31.0-0.5-1.00.9-1.00.5Single-Unit Trucks0121-220113-14043-743% Single-Unit Trucks-0.11.0-0.7-0.60.3-0.5-0.40.4-0.40.6Articulated Trucks010-1000-0000-01% Articulated Trucks-0.10.0-0.0-0.00.0-0.0-0.00.0-0.00.0Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---6----2----4--% Pedestrians---100.0----100.0----100.0--456 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: 127+with+248 TMCSite Code:Start Date: 02/28/2023Page No: 3Turning Movement Peak Hour Data (7:30 AM)Start Time127th Street127th Street248th AvenueEastboundWestboundSouthboundU-TurnLeftThruPedsApp. TotalU-TurnThruRightPedsApp. TotalU-TurnLeftRightPedsApp. TotalInt. Total7:30 AM04414901930602908904790563387:45 AM04312001630543508904330462988:00 AM040101014103926065028180462528:15 AM0399801370551106602421045248Total016646806340208101030901425101931136Approach %0.026.273.8--0.067.332.7--0.073.626.4---Total %0.014.641.2-55.80.018.38.9-27.20.012.54.5-17.0-PHF0.0000.9430.785-0.8210.0000.8670.721-0.8680.0000.7550.607-0.8620.840Lights0165462-627020596-301013850-1881116% Lights-99.498.7-98.9-98.695.0-97.4-97.298.0-97.498.2Buses004-4003-3031-411% Buses-0.00.9-0.6-0.03.0-1.0-2.12.0-2.11.0Single-Unit Trucks012-3032-5010-19% Single-Unit Trucks-0.60.4-0.5-1.42.0-1.6-0.70.0-0.50.8Articulated Trucks000-0000-0000-00% Articulated Trucks-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------457 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: 127+with+248 TMCSite Code:Start Date: 02/28/2023Page No: 4Turning Movement Peak Hour Data (5:00 PM)Start Time127th Street127th Street248th AvenueEastboundWestboundSouthboundU-TurnLeftThruPedsApp. TotalU-TurnThruRightPedsApp. TotalU-TurnLeftRightPedsApp. TotalInt. Total5:00 PM0407101110125500175033410743605:15 PM0208301030127550182037470843695:30 PM0357601110114580172039362753585:45 PM046912137011152016303329062362Total0141321246204772150692014215322951449Approach %0.030.569.5--0.068.931.1--0.048.151.9---Total %0.09.722.2-31.90.032.914.8-47.80.09.810.6-20.4-PHF0.0000.7660.882-0.8430.0000.9390.927-0.9510.0000.9100.814-0.8780.982Lights0140316-4560476215-6910142153-2951442% Lights-99.398.4-98.7-99.8100.0-99.9-100.0100.0-100.099.5Buses000-0000-0000-00% Buses-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Single-Unit Trucks005-5010-1000-06% Single-Unit Trucks-0.01.6-1.1-0.20.0-0.1-0.00.0-0.00.4Articulated Trucks010-1000-0000-01% Articulated Trucks-0.70.0-0.2-0.00.0-0.0-0.00.0-0.00.1Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---2----0----2--% Pedestrians---100.0---------100.0--458 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: Prairie+Grove+and+248 TMCSite Code:Start Date: 02/28/2023Page No: 1Turning Movement DataStart TimePrairie Grove DrivePrairie Grove Drive248th Avenue248th AvenueEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total6:30 AM010240160009090120300204034250502796:45 AM01421002602020022032061021005826093351Hourly Total024414042020290310440910414081241101436307:00 AM060501100060600310031044170521007:15 AM04080120315090438104301210022867:30 AM0711101901170902552059003400341217:45 AM070110180112040363306901361038129Hourly Total02413506005320028091876020206132801464368:00 AM060501102021405551061002930321088:15 AM05060110001010343004601390040988:30 AM0518014040601006470053033610401178:45 AM011090200202040549305701220023104Hourly Total02712805608011119019194402170512640135427*** BREAK ***-------------------------2:00 PM01040500020205431049025040561122:15 PM0619016010405055000550112112302453212:30 PM0411001500040404370041028270911512:45 PM041100150004040833104201474052113Hourly Total01533305101014015022163201870163903804446973:00 PM0605011033107014502066025770661503:15 PM04113418020123010573070095210471162Grand Total010010128423802167631030781060180115604688178410052502Approach %0.042.04.253.8--0.020.45.873.8--0.06.791.71.6--0.04.687.77.8---Total %0.04.00.45.1-9.50.00.80.23.0-4.10.03.142.40.7-46.20.01.835.23.1-40.2-Lights01009121-230020670-96074104716-113704687277-9952458% Lights-100.090.094.5-96.6-95.2100.092.1-93.2-94.998.888.9-98.4-100.099.098.7-99.098.2Buses0015-60004-403111-150071-833% Buses-0.010.03.9-2.5-0.00.05.3-3.9-3.81.05.6-1.3-0.00.81.3-0.81.3Single-Unit Trucks0002-20002-20101-20020-28% Single-UnitTrucks-0.00.01.6-0.8-0.00.02.6-1.9-1.30.05.6-0.2-0.00.20.0-0.20.3Articulated Trucks0000-00100-10000-00000-01% ArticulatedTrucks-0.00.00.0-0.0-4.80.00.0-1.0-0.00.00.0-0.0-0.00.00.0-0.00.0Bicycles on Road0000-00000-00020-20000-02459 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: Prairie+Grove+and+248 TMCSite Code:Start Date: 02/28/2023Page No: 3Turning Movement Peak Hour Data (7:30 AM)Start TimePrairie Grove DrivePrairie Grove Drive248th Avenue248th AvenueEastboundWestboundNorthboundSouthboundU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalU-TurnLeftThruRightPedsApp.TotalInt. Total7:30 AM0711101901170902552059003400341217:45 AM0701101801120403633069013610381298:00 AM060501102021405551061002930321088:15 AM0506011000101034300460139004098Total02513305904212118013216602350213840144456Approach %0.042.41.755.9--0.022.211.166.7--0.05.591.92.6--0.01.495.82.8---Total %0.05.50.27.2-12.90.00.90.42.6-3.90.02.947.41.3-51.50.00.430.30.9-31.6-PHF0.0000.8930.2500.750-0.7760.0000.5000.5000.429-0.5000.0000.6500.8570.500-0.8510.0000.5000.8850.333-0.9000.884Lights025131-5703212-170132144-231021364-142447% Lights-100.0100.093.9-96.6-75.0100.0100.0-94.4-100.099.166.7-98.3-100.098.6100.0-98.698.0Buses0002-20000-00021-30020-27% Buses-0.00.06.1-3.4-0.00.00.0-0.0-0.00.916.7-1.3-0.01.40.0-1.41.5Single-Unit Trucks0000-00000-00001-10000-01% Single-UnitTrucks-0.00.00.0-0.0-0.00.00.0-0.0-0.00.016.7-0.4-0.00.00.0-0.00.2Articulated Trucks0000-00100-10000-00000-01% ArticulatedTrucks-0.00.00.0-0.0-25.00.00.0-5.6-0.00.00.0-0.0-0.00.00.0-0.00.2Bicycles 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-----1-----0-----0--% Pedestrians----------100.0--------------460 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: US 30 -- W 127th St QC JOB #: QC JOB #: 15572823 CITY/STATE: CITY/STATE: Will, IL DATE: DATE: Tue, Sep 21 2021 339 411 1 297 41 162 4 72 275 350 0.950.95 160 374 20 43 528 1 335 137 360 473 Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM 13.6 6.8 100 14.5 4.9 8 0 4.2 5.8 1.1 7.5 1.6 10 2.3 1.1 0 7.5 0 12.8 5.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At US 30 US 30 (Northbound)(Northbound) US 30 US 30 (Southbound)(Southbound) W 127th StW 127th St (Eastbound)(Eastbound) W 127th StW 127th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 7:00 AM 0 82 21 0 5 70 0 0 4 64 1 0 17 30 10 0 304 7:15 AM 0 101 25 0 3 85 0 0 0 68 3 0 7 26 14 0 332 7:30 AM 1 99 34 0 9 81 1 0 0 80 4 0 12 38 17 0 376 7:45 AM 0 74 42 0 14 76 0 0 1 102 4 0 7 46 20 0 386 1398 8:00 AM 0 79 32 0 9 66 0 0 2 94 3 0 10 39 23 0 357 1451 8:15 AM 0 83 29 0 9 74 0 0 1 74 9 0 14 37 12 0 342 1461 8:30 AM 3 58 20 0 8 76 1 0 2 65 16 0 9 43 16 0 317 1402 8:45 AM 7 74 28 0 15 51 0 0 0 87 20 0 11 52 10 0 355 1371 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 296 168 0 56 304 0 0 4 408 16 0 28 184 80 0 1544 Heavy Trucks 0 20 0 0 40 0 0 4 4 4 4 4 80Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 10/4/2021 2:09 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 461 Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: US 30 -- W 127th St QC JOB #: QC JOB #: 15572824 CITY/STATE: CITY/STATE: Will, IL DATE: DATE: Tue, Sep 21 2021 519 436 8 416 95 503 11 86 706 284 0.920.92 467 348 53 153 489 28 339 110 622 477 Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:35 PM -- 5:50 PMPeak 15-Min: 5:35 PM -- 5:50 PM 4 6.4 0 5 0 0.4 0 1.2 0.7 1.1 0.4 1.1 1.9 1.3 0.6 0 8 0 3.9 5.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At US 30 US 30 (Northbound)(Northbound) US 30 US 30 (Southbound)(Southbound) W 127th StW 127th St (Eastbound)(Eastbound) W 127th StW 127th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 3 27 10 0 8 39 0 0 0 32 4 0 10 29 5 0 167 4:05 PM 1 30 9 0 12 45 1 0 1 26 1 0 16 38 5 0 185 4:10 PM 1 41 13 0 6 43 1 0 4 19 3 0 14 33 6 0 184 4:15 PM 2 35 11 0 6 29 0 0 2 27 3 0 10 39 12 0 176 4:20 PM 2 22 10 0 6 42 0 0 1 18 4 0 15 45 3 0 168 4:25 PM 1 20 7 0 3 31 0 0 0 20 3 0 12 33 3 0 133 4:30 PM 0 32 13 0 10 22 0 0 4 25 1 0 13 33 4 0 157 4:35 PM 1 29 8 0 14 45 0 0 0 15 0 0 11 38 7 0 1684:40 PM 4 40 10 0 7 26 0 0 1 22 7 0 8 48 5 0 178 4:45 PM 4 35 18 0 5 42 0 0 1 19 0 0 11 30 5 0 170 4:50 PM 0 34 9 0 7 29 0 0 0 29 0 0 9 28 5 0 150 4:55 PM 1 28 14 0 12 36 1 0 2 19 4 0 10 42 10 0 179 2015 5:00 PM 3 17 9 0 10 29 0 0 0 25 3 0 26 44 7 0 173 2021 5:05 PM 2 27 9 0 8 31 3 0 0 29 4 0 14 38 7 0 172 2008 5:10 PM 3 28 11 0 13 29 1 0 1 16 1 0 13 30 15 0 161 1985 5:15 PM 3 28 8 0 4 28 0 0 2 32 3 0 9 45 9 0 171 1980 5:20 PM 1 31 9 0 8 35 0 0 1 26 6 0 12 32 8 0 169 1981 5:25 PM 6 36 14 0 6 37 0 0 1 23 2 0 9 41 10 0 185 2033 5:30 PM 3 25 4 0 13 48 1 0 1 23 5 0 9 31 3 0 166 2042 5:35 PM 0 40 13 0 6 48 1 0 0 24 7 0 11 41 6 0 197 2071 5:40 PM 0 38 5 0 8 30 1 0 1 25 14 0 16 44 7 0 189 2082 5:45 PM 2 23 12 0 9 34 0 0 0 28 6 0 12 35 8 0 169 2081 5:50 PM 2 31 7 0 6 41 1 0 3 8 2 0 12 33 3 0 149 2080 5:55 PM 3 15 9 0 4 26 0 0 1 25 0 0 10 53 3 0 149 2050 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 8 404 120 0 92 448 8 0 4 308 108 0 156 480 84 0 2220 Heavy Trucks 0 44 0 0 32 0 0 0 4 4 0 0 84 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 3/8/2023 1:48 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 462 Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Waterford Blvd -- W 127th St QC JOB #: QC JOB #: 15572835 CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021 0 0 0 0 0 4 0 0 23 0 0.750.75 0 2 2 23 37 4 0 37 25 41 Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 7:30 AM -- 7:45 AMPeak 15-Min: 7:30 AM -- 7:45 AM 0 0 0 0 0 0 0 0 13 0 0 0 0 13 5.4 0 0 5.4 12 4.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At Waterford Blvd Waterford Blvd (Northbound)(Northbound) Waterford Blvd Waterford Blvd (Southbound)(Southbound) W 127th StW 127th St (Eastbound)(Eastbound) W 127th StW 127th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 7:00 AM 0 0 2 0 0 0 0 0 0 0 0 0 1 0 0 0 3 7:05 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 2 7:10 AM 1 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 7:15 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 2 7:20 AM 1 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 5 7:25 AM 1 0 2 0 0 0 0 0 0 0 0 0 1 0 0 0 4 7:30 AM 0 0 3 0 0 0 0 0 0 0 2 0 3 0 0 0 8 7:35 AM 1 0 6 0 0 0 0 0 0 0 0 0 1 0 0 0 8 7:40 AM 0 0 4 0 0 0 0 0 0 0 0 0 2 0 0 0 6 7:45 AM 1 0 4 0 0 0 0 0 0 0 0 0 3 0 0 0 8 7:50 AM 1 0 5 0 0 0 0 0 0 0 0 0 1 0 0 0 7 7:55 AM 1 0 4 0 0 0 0 0 0 0 0 0 2 0 0 0 7 64 8:00 AM 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5 66 8:05 AM 0 0 1 0 0 0 0 0 0 0 0 0 3 0 0 0 4 688:10 AM 0 0 1 0 0 0 0 0 0 0 0 0 2 0 0 0 3 67 8:15 AM 0 0 1 0 0 0 0 0 0 0 0 0 2 0 0 0 3 68 8:20 AM 0 0 1 0 0 0 0 0 0 0 0 0 2 0 0 0 3 66 8:25 AM 0 0 2 0 0 0 0 0 0 0 0 0 2 0 0 0 4 66 8:30 AM 0 0 4 0 0 0 0 0 0 0 1 0 0 0 0 0 5 63 8:35 AM 1 0 8 0 0 0 0 0 0 0 0 0 2 0 0 0 11 66 8:40 AM 0 0 5 0 0 0 0 0 0 0 0 0 1 0 0 0 6 66 8:45 AM 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5 63 8:50 AM 1 0 4 0 0 0 0 0 0 0 1 0 2 0 0 0 8 64 8:55 AM 0 0 3 0 0 0 0 0 0 0 2 0 2 0 0 0 7 64 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 4 0 52 0 0 0 0 0 0 0 8 0 24 0 0 0 88 Heavy Trucks 0 0 8 0 0 0 0 0 0 8 0 0 16 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 3/8/2023 1:50 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 463 Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Waterford Blvd -- W 127th St QC JOB #: QC JOB #: 15572836 CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021 0 0 0 0 0 9 0 0 44 0 0.690.69 0 12 12 44 37 9 0 37 56 46 Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:30 PM -- 5:45 PMPeak 15-Min: 5:30 PM -- 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2.7 0 0 2.7 0 2.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At Waterford Blvd Waterford Blvd (Northbound)(Northbound) Waterford Blvd Waterford Blvd (Southbound)(Southbound) W 127th StW 127th St (Eastbound)(Eastbound) W 127th StW 127th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 0 0 4 0 0 0 0 0 0 0 0 0 6 0 0 0 10 4:05 PM 2 0 2 0 0 0 0 0 0 0 2 0 4 0 0 0 10 4:10 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 3 4:15 PM 2 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 5 4:20 PM 2 0 4 0 0 0 0 0 0 0 2 0 6 0 0 0 14 4:25 PM 1 0 3 0 0 0 0 0 0 0 1 0 1 0 0 0 6 4:30 PM 0 0 3 0 0 0 0 0 0 0 2 0 3 0 0 0 8 4:35 PM 0 0 1 0 0 0 0 0 0 0 1 0 3 0 0 0 54:40 PM 0 0 1 0 0 0 0 0 0 0 0 0 4 0 0 0 5 4:45 PM 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4 4:50 PM 0 0 1 0 0 0 0 0 0 0 3 0 4 0 0 0 8 4:55 PM 0 0 3 0 0 0 0 0 0 0 1 0 5 0 0 0 9 87 5:00 PM 1 0 5 0 0 0 0 0 0 0 0 0 4 0 0 0 10 87 5:05 PM 0 0 2 0 0 0 0 0 0 0 0 0 5 0 0 0 7 84 5:10 PM 2 0 1 0 0 0 0 0 0 0 2 0 3 0 0 0 8 89 5:15 PM 1 0 4 0 0 0 0 0 0 0 1 0 5 0 0 0 11 95 5:20 PM 1 0 2 0 0 0 0 0 0 0 0 0 1 0 0 0 4 85 5:25 PM 0 0 3 0 0 0 0 0 0 0 1 0 5 0 0 0 9 88 5:30 PM 1 0 3 0 0 0 0 0 0 0 3 0 4 0 0 0 11 91 5:35 PM 2 0 2 0 0 0 0 0 0 0 2 0 3 0 0 0 9 95 5:40 PM 1 0 6 0 0 0 0 0 0 0 2 0 8 0 0 0 17 107 5:45 PM 0 0 5 0 0 0 0 0 0 0 1 0 2 0 0 0 8 111 5:50 PM 0 0 1 0 0 0 0 0 0 0 0 0 3 0 0 0 4 107 5:55 PM 0 0 3 0 0 0 0 0 0 0 0 0 1 0 0 0 4 102 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 16 0 44 0 0 0 0 0 0 0 28 0 60 0 0 0 148 Heavy Trucks 0 0 4 0 0 0 0 0 0 0 0 0 4 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 3/8/2023 1:50 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 464 Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Edward Elmhurst Health Access Dr -- W 127th St QC JOB #: QC JOB #: 15572839 CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021 38 132 14 0 24 14 58 74 74 0 0.670.67 0 58 0 0 24 0 0 0 0 0 Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 8:15 AM -- 8:30 AMPeak 15-Min: 8:15 AM -- 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At Edward Elmhurst HealthEdward Elmhurst Health Access Dr Access Dr (Northbound)(Northbound) Edward Elmhurst HealthEdward Elmhurst Health Access Dr Access Dr (Southbound)(Southbound) W 127th StW 127th St (Eastbound)(Eastbound) W 127th StW 127th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotals LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU 7:00 AM 0 0 0 0 2 0 1 0 0 0 0 0 0 0 1 0 4 7:05 AM 0 0 0 0 0 0 1 0 3 0 0 0 0 0 3 0 7 7:10 AM 0 0 0 0 3 0 0 0 3 0 0 0 0 0 3 0 9 7:15 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 0 3 7:20 AM 0 0 0 0 2 0 1 0 3 0 0 0 0 0 2 0 87:25 AM 0 0 0 0 0 0 2 0 2 0 0 0 0 0 6 0 10 7:30 AM 0 0 0 0 1 0 1 0 5 0 0 0 0 0 7 0 14 7:35 AM 0 0 0 0 1 0 2 0 1 0 0 0 0 0 3 0 77:40 AM 0 0 0 0 2 0 0 0 4 0 0 0 0 0 6 0 12 7:45 AM 0 0 0 0 0 0 1 0 5 0 0 0 0 0 6 0 12 7:50 AM 0 0 0 0 1 0 0 0 3 0 0 0 0 0 3 0 7 7:55 AM 0 0 0 0 2 0 0 0 1 0 0 0 0 0 5 0 8 101 8:00 AM 0 0 0 0 1 0 1 0 5 0 0 0 0 0 6 0 13 1108:05 AM 0 0 0 0 0 0 0 0 5 0 0 0 0 0 10 0 15 118 8:10 AM 0 0 0 0 3 0 2 0 7 0 0 0 0 0 7 0 19 128 8:15 AM 0 0 0 0 6 0 0 0 10 0 0 0 0 0 4 0 20 145 8:20 AM 0 0 0 0 2 0 1 0 7 0 0 0 0 0 7 0 17 154 8:25 AM 0 0 0 0 5 0 6 0 5 0 0 0 0 0 10 0 26 170 8:30 AM 0 0 0 0 4 0 0 0 12 0 0 0 0 0 7 0 23 179 8:35 AM 0 0 0 0 2 0 3 0 6 0 0 0 0 0 5 0 16 188 8:40 AM 0 0 0 0 1 0 1 0 4 0 0 0 0 0 6 0 12 188 8:45 AM 0 0 0 0 0 0 2 0 5 0 0 0 0 0 8 0 15 191 8:50 AM 0 0 0 0 6 0 2 0 7 0 0 0 0 0 5 0 20 204 8:55 AM 0 0 0 0 4 0 3 0 8 0 0 0 0 0 6 0 21 217 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 0 0 0 52 0 28 0 88 0 0 0 0 0 84 0 252 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 3/8/2023 1:50 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 465 Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Edward Elmhurst Health Access Dr -- W 127th St QC JOB #: QC JOB #: 15572840 CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021 104 49 46 0 58 46 15 34 34 0 0.660.66 0 15 0 0 58 0 0 0 0 0 Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At Edward Elmhurst HealthEdward Elmhurst Health Access Dr Access Dr (Northbound)(Northbound) Edward Elmhurst HealthEdward Elmhurst Health Access Dr Access Dr (Southbound)(Southbound) W 127th StW 127th St (Eastbound)(Eastbound) W 127th StW 127th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotals LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU 4:00 PM 0 0 0 0 8 0 4 0 1 0 0 0 0 0 3 0 16 4:05 PM 0 0 0 0 6 0 4 0 3 0 0 0 0 0 2 0 15 4:10 PM 0 0 0 0 4 0 8 0 4 0 0 0 0 0 6 0 22 4:15 PM 0 0 0 0 5 0 6 0 2 0 0 0 0 0 2 0 15 4:20 PM 0 0 0 0 6 0 4 0 2 0 0 0 0 0 3 0 154:25 PM 0 0 0 0 4 0 3 0 2 0 0 0 0 0 1 0 10 4:30 PM 0 0 0 0 9 0 2 0 4 0 0 0 0 0 3 0 18 4:35 PM 0 0 0 0 12 0 6 0 7 0 0 0 0 0 4 0 29 4:40 PM 0 0 0 0 8 0 0 0 1 0 0 0 0 0 3 0 12 4:45 PM 0 0 0 0 0 0 4 0 0 0 0 0 0 0 6 0 104:50 PM 0 0 0 0 4 0 6 0 2 0 0 0 0 0 3 0 15 4:55 PM 0 0 0 0 4 0 4 0 4 0 0 0 0 0 1 0 13 190 5:00 PM 0 0 0 0 5 0 4 0 3 0 0 0 0 0 1 0 13 1875:05 PM 0 0 0 0 12 0 9 0 1 0 0 0 0 0 4 0 26 198 5:10 PM 0 0 0 0 9 0 6 0 0 0 0 0 0 0 4 0 19 195 5:15 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 4 0 5 185 5:20 PM 0 0 0 0 8 0 8 0 3 0 0 0 0 0 1 0 20 190 5:25 PM 0 0 0 0 6 0 7 0 2 0 0 0 0 0 2 0 17 197 5:30 PM 0 0 0 0 1 0 1 0 0 0 0 0 0 0 2 0 4 183 5:35 PM 0 0 0 0 6 0 4 0 3 0 0 0 0 0 1 0 14 168 5:40 PM 0 0 0 0 2 0 1 0 0 0 0 0 0 0 5 0 8 164 5:45 PM 0 0 0 0 4 0 2 0 2 0 0 0 0 0 4 0 12 166 5:50 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 3 0 4 155 5:55 PM 0 0 0 0 5 0 2 0 1 0 0 0 0 0 3 0 11 153 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 0 0 0 104 0 76 0 16 0 0 0 0 0 36 0 232 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Buses Pedestrians 0 4 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 3/8/2023 1:50 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 466 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: S Van Dyke Rd -- W 127th St QC JOB #: QC JOB #: 15572821 CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021 170 335 24 101 45 388 65 32 393 341 0.800.80 296 464 58 65 493 68 238 107 224 413 Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM 11.2 4.8 0 6.9 26.7 5.4 6.2 6.3 5.1 2.3 6.1 2.6 0 0 4.7 4.4 4.2 2.8 3.1 3.9 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At S Van Dyke Rd S Van Dyke Rd (Northbound)(Northbound) S Van Dyke Rd S Van Dyke Rd (Southbound)(Southbound) W 127th StW 127th St (Eastbound)(Eastbound) W 127th StW 127th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 7:00 AM 14 54 23 0 9 24 4 0 13 96 17 0 10 35 13 0 312 7:15 AM 10 50 27 0 5 11 2 0 11 71 15 0 11 44 4 0 261 7:30 AM 14 75 34 0 5 17 3 0 31 68 13 0 19 69 7 0 355 7:45 AM 21 76 30 0 20 41 14 0 22 94 19 0 27 75 11 0 450 1378 8:00 AM 19 42 27 0 10 20 5 0 4 103 11 0 11 87 8 0 347 1413 8:15 AM 14 45 16 0 10 23 2 0 8 76 15 0 8 65 6 0 288 1440 8:30 AM 18 43 20 0 8 21 4 0 7 75 25 0 14 66 15 0 316 1401 8:45 AM 22 50 35 0 9 26 3 0 10 84 20 0 18 60 11 0 348 1299 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 84 304 120 0 80 164 56 0 88 376 76 0 108 300 44 0 1800 Heavy Trucks 0 12 0 44 12 0 0 8 0 0 8 8 92Buses Pedestrians 0 0 0 4 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 10/4/2021 2:09 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 467 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: S Van Dyke Rd -- W 127th St QC JOB #: QC JOB #: 15572822 CITY/STATE: CITY/STATE: Plainfield, IL DATE: DATE: Tue, Sep 21 2021 398 280 50 271 77 672 44 50 740 438 0.940.94 522 640 158 168 652 99 187 137 597 423 Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM 0.5 0.7 0 0.7 0 0.3 2.3 0 0.4 0.7 0.4 0.6 0 0.6 0.5 0 0.5 0 0.5 0.2 1 0 1 0 0 1 1 0 0 0 0 0 0 0 1 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At S Van Dyke Rd S Van Dyke Rd (Northbound)(Northbound) S Van Dyke Rd S Van Dyke Rd (Southbound)(Southbound) W 127th StW 127th St (Eastbound)(Eastbound) W 127th StW 127th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 19 56 31 0 18 57 6 0 15 118 49 0 34 125 12 0 540 4:15 PM 24 45 30 0 23 76 11 0 9 92 28 0 33 106 10 0 487 4:30 PM 16 45 43 0 16 70 5 0 6 102 47 0 42 149 13 0 554 4:45 PM 30 47 24 0 14 45 10 0 9 101 45 0 40 117 13 0 495 2076 5:00 PM 26 41 35 0 15 74 13 0 15 120 66 0 36 140 7 0 588 2124 5:15 PM 22 49 24 0 19 86 9 0 9 106 38 0 39 127 13 0 541 21785:30 PM 28 55 44 0 22 63 10 0 10 97 30 1 45 113 13 0 531 2155 5:45 PM 23 42 34 0 21 48 18 0 9 115 24 0 48 142 17 0 541 2201 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 104 164 140 0 60 296 52 0 60 480 264 0 144 560 28 0 2352 Heavy Trucks 0 0 0 0 4 0 0 8 0 0 8 0 20Buses Pedestrians 0 0 0 0 0 Bicycles 0 4 0 0 4 0 0 0 0 0 0 0 8 Scooters Comments: Report generated on 10/4/2021 2:09 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 468 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: 248th with 127th CombinedSite Code:Start Date: 02/28/2023Page No: 1Turning Movement DataStart Time127th127th248thEastboundWestboundSouthboundU-TurnLeftThruPedsApp. TotalU-TurnThruRightPedsApp. TotalU-TurnLeftRightPedsApp. TotalInt. Total6:30 AM01144701610251040129026180443346:45 AM0110850195029103013205337090417Hourly Total0224132035605420702610795501347517:00 AM0269401200379046024260502167:15 AM0378901260311404502860342057:30 AM04414901930602908904790563387:45 AM0431200163054350890433046298Hourly Total015045206020182870269014244018610578:00 AM040101014103926065028180462528:15 AM03998013705511066024210452488:30 AM03590012504416060034160502358:45 AM0401300170044260700239032272Hourly Total01544190573018279026101096401731007*** BREAK ***----------------2:00 PM0244607005229081030150451962:15 PM020590790583609408513102163892:30 PM01453067070270970564401002642:45 PM01288010007333010604123064270Hourly Total0702460316025312503780212213042511193:00 PM027640910107390146030350653023:15 PM023831106083480131029381673043:30 PM038890127087430130038360743313:45 PM051740125010839014702939168340Hourly Total01393101449038516905540126148227412774:00 PM0357901140122500172033540873734:15 PM0586411220107531160056420983804:30 PM025680930965701530465601023484:45 PM0339721300105381143075710146419Hourly Total01513083459043019826280210223043315205:00 PM0407101110125500175033410743605:15 PM0208301030127550182037470843695:30 PM0357601110114580172039362753585:45 PM046912137011152016303329062362Hourly Total0141321246204772150692014215322951449Grand Total010292188632170196310802304301020900419208180Approach %0.032.068.0--0.064.535.5--0.053.146.9---469 Total %0.012.626.7-39.30.024.013.2-37.20.012.511.0-23.5-Lights010202155-3175019441066-301001006888-18948079% Lights-99.198.5-98.7-99.098.7-98.9-98.698.7-98.698.8Buses058-130610-160109-1948% Buses-0.50.4-0.4-0.30.9-0.5-1.01.0-1.00.6Single-Unit Trucks0125-260124-16043-749% Single-Unit Trucks-0.11.1-0.8-0.60.4-0.5-0.40.3-0.40.6Articulated Trucks010-1000-0000-01% Articulated Trucks-0.10.0-0.0-0.00.0-0.0-0.00.0-0.00.0Bicycles on Road020-2010-1000-03% Bicycles on Road-0.20.0-0.1-0.10.0-0.0-0.00.0-0.00.0Pedestrians---6----2----4--% Pedestrians---100.0----100.0----100.0--470 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: 248th with 127th CombinedSite Code:Start Date: 02/28/2023Page No: 3Turning Movement Peak Hour Data (6:30 AM)Start Time127th127th248thEastboundWestboundSouthboundU-TurnLeftThruPedsApp. TotalU-TurnThruRightPedsApp. TotalU-TurnLeftRightPedsApp. TotalInt. Total6:30 AM01144701610251040129026180443346:45 AM01108501950291030132053370904177:00 AM0269401200379046024260502167:15 AM037890126031140450286034205Total028731506020122230035201318702181172Approach %0.047.752.3--0.034.765.3--0.060.139.9---Total %0.024.526.9-51.40.010.419.6-30.00.011.27.4-18.6-PHF0.0000.6290.838-0.7720.0000.8240.553-0.6670.0000.6180.588-0.6060.703Lights0286311-5970117226-343013185-2161156% Lights-99.798.7-99.2-95.998.3-97.4-100.097.7-99.198.6Buses010-1034-7001-19% Buses-0.30.0-0.2-2.51.7-2.0-0.01.1-0.50.8Single-Unit Trucks004-4020-2001-17% Single-Unit Trucks-0.01.3-0.7-1.60.0-0.6-0.01.1-0.50.6Articulated Trucks000-0000-0000-00% Articulated Trucks-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------471 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990 abowen@kloainc.comCount Name: 248th with 127th CombinedSite Code:Start Date: 02/28/2023Page No: 4Turning Movement Peak Hour Data (2:00 PM)Start Time127th127th248thEastboundWestboundSouthboundU-TurnLeftThruPedsApp. TotalU-TurnThruRightPedsApp. TotalU-TurnLeftRightPedsApp. TotalInt. Total2:00 PM0244607005229081030150451962:15 PM020590790583609408513102163892:30 PM01453067070270970564401002642:45 PM01288010007333010604123064270Total070246031602531250378021221304251119Approach %0.022.277.8--0.066.933.1--0.049.950.1---Total %0.06.322.0-28.20.022.611.2-33.80.018.919.0-38.0-PHF0.0000.7290.699-0.7900.0000.8660.868-0.8920.0000.6240.406-0.4920.719Lights067236-3030247124-3710210210-4201094% Lights-95.795.9-95.9-97.699.2-98.1-99.198.6-98.897.8Buses014-5020-2013-411% Buses-1.41.6-1.6-0.80.0-0.5-0.51.4-0.91.0Single-Unit Trucks006-6031-4010-111% Single-Unit Trucks-0.02.4-1.9-1.20.8-1.1-0.50.0-0.21.0Articulated Trucks000-0000-0000-00% Articulated Trucks-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Bicycles on Road020-2010-1000-03% Bicycles on Road-2.90.0-0.6-0.40.0-0.3-0.00.0-0.00.3Pedestrians---0----0----0--% Pedestrians----------------472 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: 127+with+248 TMCSite Code:Start Date: 02/28/2023Page No: 1Turning Movement DataStart Time127th Street127th Street248th AvenueEastboundWestboundSouthboundU-TurnLeftThruPedsApp. TotalU-TurnThruRightPedsApp. TotalU-TurnLeftRightPedsApp. TotalInt. Total6:30 AM01144701610251040129026180443346:45 AM0110850195029103013205337090417Hourly Total0224132035605420702610795501347517:00 AM0269401200379046024260502167:15 AM0378901260311404502860342057:30 AM04414901930602908904790563387:45 AM0431200163054350890433046298Hourly Total015045206020182870269014244018610578:00 AM040101014103926065028180462528:15 AM03998013705511066024210452488:30 AM03590012504416060034160502358:45 AM0401300170044260700239032272Hourly Total01544190573018279026101096401731007*** BREAK ***----------------2:30 PM01453067070270970564401002642:45 PM01288010007333010604123064270Hourly Total026141016701436002030976701645343:00 PM027640910107390146030350653023:15 PM023831106083480131029381673043:30 PM038890127087430130038360743313:45 PM051740125010839014702939168340Hourly Total01393101449038516905540126148227412774:00 PM0357901140122500172033540873734:15 PM0586411220107531160056420983804:30 PM025680930965701530465601023484:45 PM0339721300105381143075710146419Hourly Total01513083459043019826280210223043315205:00 PM0407101110125500175033410743605:15 PM0208301030127550182037470843695:30 PM0357601110114580172039362753585:45 PM046912137011152016303329062362Hourly Total0141321246204772150692014215322951449Grand Total0985208363068018531015228680905754416597595Approach %0.032.167.9--0.064.635.4--0.054.645.4---Total %0.013.027.4-40.40.024.413.4-37.80.011.99.9-21.8-Lights09792056-3035018371002-28390892744-16367510473 % Lights-99.498.7-98.9-99.198.7-99.0-98.698.7-98.698.9Buses046-100510-15097-1641% Buses-0.40.3-0.3-0.31.0-0.5-1.00.9-1.00.5Single-Unit Trucks0121-220113-14043-743% Single-Unit Trucks-0.11.0-0.7-0.60.3-0.5-0.40.4-0.40.6Articulated Trucks010-1000-0000-01% Articulated Trucks-0.10.0-0.0-0.00.0-0.0-0.00.0-0.00.0Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---6----2----4--% Pedestrians---100.0----100.0----100.0--474 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: 127+with+248 TMCSite Code:Start Date: 02/28/2023Page No: 3Turning Movement Peak Hour Data (7:30 AM)Start Time127th Street127th Street248th AvenueEastboundWestboundSouthboundU-TurnLeftThruPedsApp. TotalU-TurnThruRightPedsApp. TotalU-TurnLeftRightPedsApp. TotalInt. Total7:30 AM04414901930602908904790563387:45 AM04312001630543508904330462988:00 AM040101014103926065028180462528:15 AM0399801370551106602421045248Total016646806340208101030901425101931136Approach %0.026.273.8--0.067.332.7--0.073.626.4---Total %0.014.641.2-55.80.018.38.9-27.20.012.54.5-17.0-PHF0.0000.9430.785-0.8210.0000.8670.721-0.8680.0000.7550.607-0.8620.840Lights0165462-627020596-301013850-1881116% Lights-99.498.7-98.9-98.695.0-97.4-97.298.0-97.498.2Buses004-4003-3031-411% Buses-0.00.9-0.6-0.03.0-1.0-2.12.0-2.11.0Single-Unit Trucks012-3032-5010-19% Single-Unit Trucks-0.60.4-0.5-1.42.0-1.6-0.70.0-0.50.8Articulated Trucks000-0000-0000-00% Articulated Trucks-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---0----0----0--% Pedestrians----------------475 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: 127+with+248 TMCSite Code:Start Date: 02/28/2023Page No: 4Turning Movement Peak Hour Data (5:00 PM)Start Time127th Street127th Street248th AvenueEastboundWestboundSouthboundU-TurnLeftThruPedsApp. TotalU-TurnThruRightPedsApp. TotalU-TurnLeftRightPedsApp. TotalInt. Total5:00 PM0407101110125500175033410743605:15 PM0208301030127550182037470843695:30 PM0357601110114580172039362753585:45 PM046912137011152016303329062362Total0141321246204772150692014215322951449Approach %0.030.569.5--0.068.931.1--0.048.151.9---Total %0.09.722.2-31.90.032.914.8-47.80.09.810.6-20.4-PHF0.0000.7660.882-0.8430.0000.9390.927-0.9510.0000.9100.814-0.8780.982Lights0140316-4560476215-6910142153-2951442% Lights-99.398.4-98.7-99.8100.0-99.9-100.0100.0-100.099.5Buses000-0000-0000-00% Buses-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Single-Unit Trucks005-5010-1000-06% Single-Unit Trucks-0.01.6-1.1-0.20.0-0.1-0.00.0-0.00.4Articulated Trucks010-1000-0000-01% Articulated Trucks-0.70.0-0.2-0.00.0-0.0-0.00.0-0.00.1Bicycles on Road000-0000-0000-00% Bicycles on Road-0.00.0-0.0-0.00.0-0.0-0.00.0-0.00.0Pedestrians---2----0----2--% Pedestrians---100.0---------100.0--476 Preliminary Site Plan 477 PROJ. MGR.:DRAWN BY:DATE:SCALE:SHEETPROJ. ASSOC.:DATE REVISIONS DRAWN BYTM248TH AVENUE APARTMENTSVILLAGE OF PLAINFIELD, ILLINOISSITE PLANApril 4, 2023 - 15:13 Dwg Name: P:\Arbpfil01\dwg\Landplan\01-Preliminary\01-Site Plan.dwg Updated By: DChowNORTH28' PUBLIC UTILITY, SIDEWALK & BIKE PATH EASEMENT15' PUBLIC UTILITY EASEMENTSITE DATATOTAL PROJECT SITE 13.35 ACSINGLE FAMILY ATTACHED HOMESNUMBER OF UNITS 5551 UNIT APARTMENT BUILDINGNUMBER OF BUILDINGS 2TOTAL UNITS 102TOTAL UNITS 157DENSITY 11.8 DU/ACTOTAL PARKING 168 478 ITE Trip Generation Worksheets 479 Table A ESTIMATED PEAK HOUR AND DAILY TRIP GENERATION ITE Land- Use Code Type/Size Weekday Morning Peak Hour Weekday Evening Peak Hour Weekday Morning School Peak Hour Weekday Afternoon School Peak Hour In Out Total In Out Total In Out Total In Out Total 565 Day Care Center (20,000 s.f.) 117 103 120 105 117 222 61 49 110 20 21 41 480 Day Care Center(565) Vehicle Trip Ends vs:1000 Sq.Ft.GFA On a:Weekday Setting/Location:General Urban/Suburban Number of Studies:27 Avg.1000 Sq.Ft.GFA:5 Directional Distribution:50%entering,50%exiting Vehicle Trip Generation per 1000 Sq.Ft.GFA Average Rate Range of Rates Standard Deviation 47.62 12.12 -211.06 29.78 Data Plot and Equation 0 10 200 100 200 300 400 500 Average RateStudySite Fitted Curve Equation:Not Given R²=*** X =1000 Sq.Ft.GFAT = Trips Ends518 Trip Generation Manual 11th Edition • Volume 4 481 Day Care Center(565) Vehicle Trip Ends vs:1000 Sq.Ft.GFA On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location:General Urban/Suburban Number of Studies:89 Avg.1000 Sq.Ft.GFA:5 Directional Distribution:53%entering,47%exiting Vehicle Trip Generation per 1000 Sq.Ft.GFA Average Rate Range of Rates Standard Deviation 11.00 1.79 -57.02 6.08 Data Plot and Equation 0 10 200 100 200 Average RateStudySite Fitted Curve Equation:Not Given R²=*** X =1000 Sq.Ft.GFAT = Trips Ends519General Urban/Suburban and Rural (Land Uses 400–799) 482 Day Care Center(565) Vehicle Trip Ends vs:1000 Sq.Ft.GFA On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location:General Urban/Suburban Number of Studies:90 Avg.1000 Sq.Ft.GFA:5 Directional Distribution:47%entering,53%exiting Vehicle Trip Generation per 1000 Sq.Ft.GFA Average Rate Range of Rates Standard Deviation 11.12 1.56 -40.85 6.28 Data Plot and Equation 0 10 200 100 200 Average RateStudySite Fitted Curve Equation:Not Given R²=*** X =1000 Sq.Ft.GFAT = Trips Ends520 Trip Generation Manual 11th Edition • Volume 4 483 Single-Family Attached Housing(215) Vehicle Trip Ends vs:Dwelling Units On a:Weekday Setting/Location:General Urban/Suburban Number of Studies:22 Avg.Num.of Dwelling Units:120 Directional Distribution:50%entering,50%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 7.20 4.70 -10.97 1.61 Data Plot and Equation 0 200 400 6000 1000 2000 3000 4000 5000 Average RateStudySiteFittedCurve Fitted Curve Equation:T =7.62(X)-50.48 R²=0.94 X =Number of Dwelling UnitsT = Trips Ends238 Trip Generation Manual 11th Edition • Volume 3 484 Single-Family Attached Housing(215) Vehicle Trip Ends vs:Dwelling Units On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location:General Urban/Suburban Number of Studies:46 Avg.Num.of Dwelling Units:135 Directional Distribution:31%entering,69%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.48 0.12 -0.74 0.14 Data Plot and Equation 0 200 400 600 8000 100 200 300 400 500 Average RateStudySiteFittedCurve Fitted Curve Equation:T =0.52(X)-5.70 R²=0.92 X =Number of Dwelling UnitsT = Trips Ends239General Urban/Suburban and Rural (Land Uses 000–399) 485 Single-Family Attached Housing(215) Vehicle Trip Ends vs:Dwelling Units On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location:General Urban/Suburban Number of Studies:51 Avg.Num.of Dwelling Units:136 Directional Distribution:57%entering,43%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.57 0.17 -1.25 0.18 Data Plot and Equation 0 200 400 600 8000 100 200 300 400 500 Average RateStudySiteFittedCurve Fitted Curve Equation:T =0.60(X)-3.93 R²=0.91 X =Number of Dwelling UnitsT = Trips Ends240 Trip Generation Manual 11th Edition • Volume 3 486 Multifamily Housing (Low-Rise)Not Close to Rail Transit (220) Vehicle Trip Ends vs:Dwelling Units On a:Weekday Setting/Location:General Urban/Suburban Number of Studies:22 Avg.Num.of Dwelling Units:229 Directional Distribution:50%entering,50%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 6.74 2.46 -12.50 1.79 Data Plot and Equation 0 100 200 300 400 5000 1000 2000 3000 4000 Average RateStudySiteFittedCurve Fitted Curve Equation:T =6.41(X)+75.31 R²=0.86 X =Number of Dwelling UnitsT = Trips Ends254 Trip Generation Manual 11th Edition • Volume 3 487 Multifamily Housing (Low-Rise)Not Close to Rail Transit (220) Vehicle Trip Ends vs:Dwelling Units On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location:General Urban/Suburban Number of Studies:49 Avg.Num.of Dwelling Units:249 Directional Distribution:24%entering,76%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.40 0.13 -0.73 0.12 Data Plot and Equation 0 1000 20000 100 200 300 Average RateStudySiteFittedCurve Fitted Curve Equation:T =0.31(X)+22.85 R²=0.79 X =Number of Dwelling UnitsT = Trips Ends255General Urban/Suburban and Rural (Land Uses 000–399) 488 Multifamily Housing (Low-Rise)Not Close to Rail Transit (220) Vehicle Trip Ends vs:Dwelling Units On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location:General Urban/Suburban Number of Studies:59 Avg.Num.of Dwelling Units:241 Directional Distribution:63%entering,37%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.51 0.08 -1.04 0.15 Data Plot and Equation 0 1000 20000 100 200 300 400 500 Average RateStudySiteFittedCurve Fitted Curve Equation:T =0.43(X)+20.55 R²=0.84 X =Number of Dwelling UnitsT = Trips Ends256 Trip Generation Manual 11th Edition • Volume 3 489 2050 CMAP Projections Letter 490 March 6, 2023 Andrew Bowen Traffic Engineer Kenig, Lindgren, O'Hara, Aboona, Inc. 9575 West Higgins Road Suite 400 Rosemont, IL 60018 Subject: 248th Avenue @ 127th Street IDOT Dear Mr. Bowen: In response to a request made on your behalf and dated March 3, 2023, we have developed year 2050 average daily traffic (ADT) projections for the subject location. ROAD SEGMENT Current ADT Year 2050 ADT 119th St, @ 248th Ave 6,350 10,600 248th Ave south of 119th St 6,050 10,300 127th St, @ 248th Ave 11,900 16,800 Traffic projections are developed using existing ADT data provided in the request letter and the results from the October 2022 CMAP Travel Demand Analysis. The regional travel model uses CMAP 2050 socioeconomic projections and assumes the implementation of the ON TO 2050 Comprehensive Regional Plan for the Northeastern Illinois area. The provision of this data in support of your request does not constitute a CMAP endorsement of the proposed development or any subsequent developments. If you have any questions, please call me at (312) 386-8806. Sincerely, Jose Rodriguez, PTP, AICP Senior Planner, Research & Analysis cc: Rios (IDOT) 2023_TrafficForecasts\Plainfield\wi-08-23\wi-08-23.docx 491 Level of Service Criteria 492 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. 493 Capacity Analysis Summary Sheets Year 2023 Base Weekday Morning Peak Hour Conditions 494 Lanes, Volumes, Timings 1: U.S. 30 & 127th Street 03/10/2023 AMEX 23-030 - Plainfield 3:41 pm 10/20/2021 Existing Morning Peak Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 350 20 43 160 72 1 335 137 41 297 1 Future Volume (vph) 4 350 20 43 160 72 1 335 137 41 297 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 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) 225 0 285 0 225 220 255 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft) 175 175 250 300 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 0.992 0.953 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1857 0 1770 1696 0 1805 1852 1615 1719 1648 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1805 1857 0 1770 1696 0 1805 1852 1615 1719 1648 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 55 55 Link Distance (ft) 1528 1614 2334 1415 Travel Time (s) 23.2 24.5 28.9 17.5 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 (%) 0% 1% 10% 2% 8% 4% 0% 8% 0% 5% 15% 100% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 4 389 0 45 244 0 1 353 144 43 314 0 Turn Type Prot NA Prot NA Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 10.0 10.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.5 14.5 14.5 24.5 7.5 21.5 21.5 7.5 21.5 Total Split (s) 10.0 56.0 15.0 61.0 10.0 55.0 55.0 14.0 59.0 Total Split (%) 7.1% 40.0% 10.7% 43.6% 7.1% 39.3% 39.3% 10.0% 42.1% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 6.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Act Effct Green (s) 6.5 27.1 11.8 32.8 6.5 30.1 30.1 8.4 35.1 Actuated g/C Ratio 0.08 0.32 0.14 0.38 0.08 0.35 0.35 0.10 0.41 495 Lanes, Volumes, Timings 1: U.S. 30 & 127th Street 03/10/2023 AMEX 23-030 - Plainfield 3:41 pm 10/20/2021 Existing Morning Peak Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.03 0.66 0.19 0.38 0.01 0.54 0.25 0.25 0.47 Control Delay 53.2 35.8 48.0 23.5 54.0 31.0 27.4 51.2 24.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.2 35.8 48.0 23.5 54.0 31.0 27.4 51.2 24.4 LOS D D D C D C C D C Approach Delay 36.0 27.3 30.0 27.6 Approach LOS D C C C Queue Length 50th (ft) 2 212 25 94 1 184 67 25 130 Queue Length 95th (ft) 16 380 75 220 7 334 140 73 288 Internal Link Dist (ft) 1448 1534 2254 1335 Turn Bay Length (ft) 225 285 225 220 255 Base Capacity (vph) 135 1185 253 1194 135 1166 1017 222 1096 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.33 0.18 0.20 0.01 0.30 0.14 0.19 0.29 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 85.9 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay: 30.5 Intersection LOS: C Intersection Capacity Utilization 66.4% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: U.S. 30 & 127th Street 496 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 03/10/2023 AMEX 23-030 - Plainfield 3:41 pm 10/20/2021 Existing Morning Peak Synchro 11 Report ANB Page 3 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 166 397 243 101 142 51 Future Volume (vph) 166 397 243 101 142 51 Ideal Flow (vphpl) 1900 2000 2000 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 90 205 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 100 195 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1787 1980 1980 1538 1752 1583 Flt Permitted 0.440 0.950 Satd. Flow (perm) 828 1980 1980 1538 1752 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 120 61 Link Speed (mph) 40 45 45 Link Distance (ft) 406 1540 610 Travel Time (s) 6.9 23.3 9.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 1% 1% 5% 3% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 198 473 289 120 169 61 Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 Detector Phase 5 2 6 6 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 15.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 21.0 14.0 14.0 Total Split (s) 31.0 80.0 49.0 49.0 40.0 40.0 Total Split (%) 25.8% 66.7% 40.8% 40.8% 33.3% 33.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.0 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None None None Act Effct Green (s) 34.9 33.4 18.8 18.8 12.2 12.2 Actuated g/C Ratio 0.62 0.60 0.34 0.34 0.22 0.22 497 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 03/10/2023 AMEX 23-030 - Plainfield 3:41 pm 10/20/2021 Existing Morning Peak Synchro 11 Report ANB Page 4 Lane Group EBL EBT WBT WBR SBL SBR v/c Ratio 0.28 0.40 0.43 0.20 0.44 0.16 Control Delay 5.8 7.4 17.8 4.6 24.5 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.8 7.4 17.8 4.6 24.5 7.7 LOS A A B A C A Approach Delay 6.9 13.9 20.1 Approach LOS A B C Queue Length 50th (ft) 22 68 71 0 47 0 Queue Length 95th (ft) 50 131 145 26 108 24 Internal Link Dist (ft) 326 1460 530 Turn Bay Length (ft) 90 205 200 Base Capacity (vph) 1004 1980 1608 1271 1131 1044 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.24 0.18 0.09 0.15 0.06 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 55.9 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.44 Intersection Signal Delay: 11.4 Intersection LOS: B Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: 127th Street & 248th Avenue 498 Lanes, Volumes, Timings 3: Van Dyke Road & 127th Street 03/10/2023 AMEX 23-030 - Plainfield 3:41 pm 10/20/2021 Existing Morning Peak Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 71 371 63 65 308 32 71 238 107 45 101 25 Future Volume (vph) 71 371 63 65 308 32 71 238 107 45 101 25 Ideal Flow (vphpl) 1900 2000 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) 180 180 250 0 280 0 145 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 205 210 190 155 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 Frt 0.850 0.986 0.953 0.970 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1703 1961 1615 1805 1767 0 1736 3293 0 1421 3315 0 Flt Permitted 0.311 0.268 0.620 0.492 Satd. Flow (perm) 557 1961 1615 509 1767 0 1133 3293 0 735 3315 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 128 7 77 31 Link Speed (mph) 40 35 45 45 Link Distance (ft) 1125 2135 1531 1535 Travel Time (s) 19.2 41.6 23.2 23.3 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr) Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 6% 2% 0% 0% 6% 6% 4% 4% 3% 27% 7% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 89 464 79 81 425 0 89 432 0 56 157 0 Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 7 4 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 8.0 3.0 8.0 3.0 15.0 3.0 15.0 Minimum Split (s) 6.5 14.0 14.0 6.5 14.0 6.5 21.0 6.5 21.0 Total Split (s) 10.6 39.2 39.2 10.4 39.0 10.4 23.9 11.5 25.0 Total Split (%) 12.5% 46.1% 46.1% 12.2% 45.9% 12.2% 28.1% 13.5% 29.4% Yellow Time (s) 3.5 4.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 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 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Act Effct Green (s) 30.5 22.7 22.7 30.2 22.6 26.2 20.0 26.3 18.2 Actuated g/C Ratio 0.44 0.33 0.33 0.44 0.33 0.38 0.29 0.38 0.26 499 Lanes, Volumes, Timings 3: Van Dyke Road & 127th Street 03/10/2023 AMEX 23-030 - Plainfield 3:41 pm 10/20/2021 Existing Morning Peak Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.24 0.72 0.13 0.23 0.73 0.18 0.43 0.16 0.17 Control Delay 11.7 28.4 1.5 11.5 29.5 16.6 21.5 16.7 20.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.7 28.4 1.5 11.5 29.5 16.6 21.5 16.7 20.8 LOS B C A B C B C B C Approach Delay 22.7 26.6 20.7 19.7 Approach LOS C C C B Queue Length 50th (ft) 21 191 0 19 173 25 74 15 24 Queue Length 95th (ft) 38 247 4 35 230 54 116 39 47 Internal Link Dist (ft) 1045 2055 1451 1455 Turn Bay Length (ft) 180 180 250 280 145 Base Capacity (vph) 375 1024 904 364 920 496 1055 371 1012 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.45 0.09 0.22 0.46 0.18 0.41 0.15 0.16 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 69 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 22.8 Intersection LOS: C Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 3: Van Dyke Road & 127th Street 500 HCM 6th TWSC 4: Waterford Boulevard & 127th Street 03/13/2023 AMEX 23-030 - Plainfield 3:41 pm 10/20/2021 Existing Morning Peak Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 526 2 23 271 4 37 Future Vol, veh/h 526 2 23 271 4 37 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 90 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 1 0 13 1 0 5 Mvmt Flow 626 2 27 323 5 44 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 628 0 1004 627 Stage 1 - - - - 627 - Stage 2 - - - - 377 - Critical Hdwy - - 4.23 - 6.4 6.25 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.317 - 3.5 3.345 Pot Cap-1 Maneuver - - 903 - 270 478 Stage 1 - - - - 536 - Stage 2 - - - - 698 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 903 - 262 478 Mov Cap-2 Maneuver - - - - 262 - Stage 1 - - - - 536 - Stage 2 - - - - 677 - Approach EB WB NB HCM Control Delay, s 0 0.7 13.9 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 262 478 - - 903 - HCM Lane V/C Ratio 0.018 0.092 - - 0.03 - HCM Control Delay (s) 19 13.3 - - 9.1 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.1 0.3 - - 0.1 - 501 HCM 6th TWSC 5: 127th Street & Edwards Elmhurst Drive 03/13/2023 AMEX 23-030 - Plainfield 3:41 pm 10/20/2021 Existing Morning Peak Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 58 481 330 74 24 14 Future Vol, veh/h 58 481 330 74 24 14 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - - 0 0 Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 0 00000 Mvmt Flow 69 573 393 88 29 17 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 481 0 - 0 1148 241 Stage 1 - - - - 437 - Stage 2 - - - - 711 - Critical Hdwy 4.1 - - - 6.6 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1092 - - - 208 766 Stage 1 - - - - 624 - Stage 2 - - - - 490 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1092 - - - 195 766 Mov Cap-2 Maneuver - - - - 331 - Stage 1 - - - - 585 - Stage 2 - - - - 490 - Approach EB WB SB HCM Control Delay, s 0.9 0 14.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1092 - - - 331 766 HCM Lane V/C Ratio 0.063 - - - 0.086 0.022 HCM Control Delay (s) 8.5 - - - 16.9 9.8 HCM Lane LOS A - - - C A HCM 95th %tile Q(veh) 0.2 - - - 0.3 0.1 502 HCM 6th TWSC 6: 248th Avenue & Prairie Grove Drive 03/13/2023 AMEX 23-030 - Plainfield 3:41 pm 10/20/2021 Existing Morning Peak Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 1 33 4 2 12 13 216 6 2 138 4 Future Vol, veh/h 25 1 33 4 2 12 13 216 6 2 138 4 Conflicting Peds, #/hr 0 00000001100 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - - 0 - - 125 - - 110 - - 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 0 6 25 000133010 Mvmt Flow 28 1 38 5 2 14 15 245 7 2 157 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 451 447 160 463 446 250 162 0 0 253 0 0 Stage 1 164 164 - 280 280 ------- Stage 2 287 283 - 183 166 ------- Critical Hdwy 7.1 6.5 6.26 7.35 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.35 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.35 5.5 ------- Follow-up Hdwy 3.5 4 3.354 3.725 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 522 509 875 473 510 794 1429 - - 1324 - - Stage 1 843 766 - 679 683 ------- Stage 2 725 681 - 768 765 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 506 502 875 447 503 793 1429 - - 1323 - - Mov Cap-2 Maneuver 506 502 - 447 503 ------- Stage 1 835 764 - 672 675 ------- Stage 2 703 674 - 733 763 ------- Approach EB WB NB SB HCM Control Delay, s 10.7 10.7 0.4 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1429 - - 506 754 447 733 1323 - - HCM Lane V/C Ratio 0.01 - - 0.037 0.064 0.01 0.022 0.002 - - HCM Control Delay (s) 7.5 - - 12.4 10.1 13.1 10 7.7 - - HCM Lane LOS A - -BBBBA - - HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0 0.1 0 - - 503 HCM 6th TWSC 7: 248th Avenue & TCC Access 03/13/2023 AMEX 23-030 - Plainfield 3:41 pm 10/20/2021 Existing Morning Peak Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 3.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 41 62 73 194 131 44 Future Vol, veh/h 41 62 73 194 131 44 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 110 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 00110 Mvmt Flow 43 65 77 204 138 46 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 519 161 184 0 - 0 Stage 1 161 ----- Stage 2 358 ----- 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 521 889 1403 - - - Stage 1 873 ----- Stage 2 712 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 492 889 1403 - - - Mov Cap-2 Maneuver 492 ----- Stage 1 825 ----- Stage 2 712 ----- Approach EB NB SB HCM Control Delay, s 10.8 2.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1403 - 492 889 - - HCM Lane V/C Ratio 0.055 - 0.088 0.073 - - HCM Control Delay (s) 7.7 - 13 9.4 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.2 - 0.3 0.2 - - 504 Capacity Analysis Summary Sheets Year 2023 Base Weekday Evening Peak Hour Conditions 505 Lanes, Volumes, Timings 1: U.S. 30 & 127th Street 03/10/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 11 332 53 153 467 86 28 339 128 111 416 8 Future Volume (vph) 11 332 53 153 467 86 28 339 128 111 416 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 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) 225 0 285 0 225 220 255 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft) 175 175 250 300 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 0.979 0.977 0.850 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1695 0 1787 1853 0 1805 1852 1615 1805 1806 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1805 1695 0 1787 1853 0 1805 1852 1615 1805 1806 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 55 55 Link Distance (ft) 1528 1614 2334 1415 Travel Time (s) 23.2 24.5 28.9 17.5 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 (%) 0% 11% 2% 1% 0% 1% 0% 8% 0% 0% 5% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 12 419 0 166 601 0 30 368 139 121 461 0 Turn Type Prot NA Prot NA Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 10.0 10.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.5 14.5 14.5 16.5 7.5 21.5 21.5 7.5 21.5 Total Split (s) 9.5 51.8 27.7 70.0 11.0 50.5 50.5 20.0 59.5 Total Split (%) 6.3% 34.5% 18.5% 46.7% 7.3% 33.7% 33.7% 13.3% 39.7% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 6.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Act Effct Green (s) 5.2 36.3 17.0 54.9 6.5 34.4 34.4 13.0 46.3 Actuated g/C Ratio 0.04 0.29 0.14 0.44 0.05 0.28 0.28 0.11 0.37 506 Lanes, Volumes, Timings 1: U.S. 30 & 127th Street 03/10/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.16 0.84 0.68 0.73 0.32 0.72 0.31 0.64 0.68 Control Delay 72.5 59.0 68.8 36.7 74.7 50.9 40.1 74.2 41.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.5 59.0 68.8 36.7 74.7 50.9 40.1 74.2 41.9 LOS E E E D E D D E D Approach Delay 59.4 43.7 49.4 48.6 Approach LOS E D D D Queue Length 50th (ft) 10 324 134 380 25 278 92 98 341 Queue Length 95th (ft) 36 #548 236 657 66 439 169 #191 528 Internal Link Dist (ft) 1448 1534 2254 1335 Turn Bay Length (ft) 225 285 225 220 255 Base Capacity (vph) 76 649 350 994 99 688 600 236 809 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.65 0.47 0.60 0.30 0.53 0.23 0.51 0.57 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 123.7 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 49.2 Intersection LOS: D Intersection Capacity Utilization 77.2% 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: U.S. 30 & 127th Street 507 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 03/10/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 3 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 141 455 588 215 142 153 Future Volume (vph) 141 455 588 215 142 153 Ideal Flow (vphpl) 1900 2000 2000 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 90 205 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 100 195 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1787 1961 1980 1615 1805 1615 Flt Permitted 0.183 0.950 Satd. Flow (perm) 344 1961 1980 1579 1805 1577 Right Turn on Red Yes Yes Satd. Flow (RTOR) 253 180 Link Speed (mph) 40 45 45 Link Distance (ft) 406 1540 610 Travel Time (s) 6.9 23.3 9.2 Confl. Peds. (#/hr) 2 2 2 Confl. Bikes (#/hr) Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 2% 1% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 166 535 692 253 167 180 Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 Detector Phase 5 2 6 6 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 15.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 21.0 14.0 14.0 Total Split (s) 16.0 67.0 51.0 51.0 33.0 33.0 Total Split (%) 16.0% 67.0% 51.0% 51.0% 33.0% 33.0% Yellow Time (s) 3.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 0.0 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None None None Act Effct Green (s) 54.3 51.7 37.5 37.5 13.7 13.7 Actuated g/C Ratio 0.70 0.66 0.48 0.48 0.18 0.18 508 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 03/10/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 4 Lane Group EBL EBT WBT WBR SBL SBR v/c Ratio 0.38 0.41 0.73 0.28 0.53 0.42 Control Delay 6.8 7.3 21.8 2.7 37.7 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.8 7.3 21.8 2.7 37.7 8.5 LOS A A C A D A Approach Delay 7.2 16.7 22.6 Approach LOS A B C Queue Length 50th (ft) 22 101 256 0 79 0 Queue Length 95th (ft) 47 174 401 31 138 44 Internal Link Dist (ft) 326 1460 530 Turn Bay Length (ft) 90 205 200 Base Capacity (vph) 479 1554 1183 1045 647 680 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.34 0.58 0.24 0.26 0.26 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 77.8 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 14.4 Intersection LOS: B Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: 127th Street & 248th Avenue 509 Lanes, Volumes, Timings 3: Van Dyke Road & 127th Street 03/10/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 44 438 158 168 621 50 111 187 137 77 271 59 Future Volume (vph) 44 438 158 168 621 50 111 187 137 77 271 59 Ideal Flow (vphpl) 1900 2000 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) 180 180 250 0 280 0 145 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 205 210 190 155 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 1.00 1.00 Frt 0.850 0.989 0.937 0.973 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1980 1615 1787 1877 0 1805 3383 0 1805 3476 0 Flt Permitted 0.154 0.255 0.524 0.531 Satd. Flow (perm) 287 1980 1615 480 1877 0 995 3383 0 1009 3476 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 168 6 146 30 Link Speed (mph) 40 35 45 45 Link Distance (ft) 1125 2135 1531 1535 Travel Time (s) 19.2 41.6 23.2 23.3 Confl. Peds. (#/hr) 1 1 1 1 Confl. Bikes (#/hr) Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 1% 0% 1% 0% 0% 0% 0% 0% 0% 1% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 47 466 168 179 714 0 118 345 0 82 351 0 Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 7 4 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 8.0 3.0 8.0 3.0 15.0 3.0 15.0 Minimum Split (s) 6.5 14.0 14.0 6.5 14.0 6.5 21.0 6.5 21.0 Total Split (s) 9.6 35.2 35.2 11.4 37.0 9.6 23.8 9.6 23.8 Total Split (%) 12.0% 44.0% 44.0% 14.3% 46.3% 12.0% 29.8% 12.0% 29.8% Yellow Time (s) 3.5 4.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 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 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Act Effct Green (s) 33.0 24.3 24.3 37.3 30.4 24.1 16.9 24.1 16.9 Actuated g/C Ratio 0.46 0.34 0.34 0.52 0.42 0.33 0.23 0.33 0.23 510 Lanes, Volumes, Timings 3: Van Dyke Road & 127th Street 03/10/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.18 0.70 0.26 0.46 0.90 0.29 0.38 0.20 0.42 Control Delay 10.7 27.5 4.3 13.5 38.5 18.7 15.8 17.6 24.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.7 27.5 4.3 13.5 38.5 18.7 15.8 17.6 24.8 LOS B C A B D B B B C Approach Delay 20.6 33.5 16.6 23.4 Approach LOS C C B C Queue Length 50th (ft) 10 190 0 43 341 39 43 26 72 Queue Length 95th (ft) 25 290 37 75 #576 74 80 55 112 Internal Link Dist (ft) 1045 2055 1451 1455 Turn Bay Length (ft) 180 180 250 280 145 Base Capacity (vph) 260 823 769 395 832 402 966 406 903 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.57 0.22 0.45 0.86 0.29 0.36 0.20 0.39 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 72.1 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 25.0 Intersection LOS: C Intersection Capacity Utilization 74.4% 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: 3: Van Dyke Road & 127th Street 511 HCM 6th TWSC 4: Waterford Boulevard & 127th Street 03/13/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 559 12 44 697 9 37 Future Vol, veh/h 559 12 44 697 9 37 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 90 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 00103 Mvmt Flow 658 14 52 820 11 44 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 672 0 1589 665 Stage 1 - - - - 665 - Stage 2 - - - - 924 - Critical Hdwy - - 4.1 - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.327 Pot Cap-1 Maneuver - - 928 - 120 458 Stage 1 - - - - 515 - Stage 2 - - - - 390 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 928 - 113 458 Mov Cap-2 Maneuver - - - - 113 - Stage 1 - - - - 515 - Stage 2 - - - - 368 - Approach EB WB NB HCM Control Delay, s 0 0.5 18.9 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 113 458 - - 928 - HCM Lane V/C Ratio 0.094 0.095 - - 0.056 - HCM Control Delay (s) 40.1 13.7 - - 9.1 - HCM Lane LOS E B - - A - HCM 95th %tile Q(veh) 0.3 0.3 - - 0.2 - 512 HCM 6th TWSC 5: 127th Street & Edwards Elmhurst Drive 03/13/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 15 582 757 34 58 46 Future Vol, veh/h 15 582 757 34 58 46 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - - 0 0 Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 0 00000 Mvmt Flow 18 685 891 40 68 54 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 931 0 - 0 1632 466 Stage 1 - - - - 911 - Stage 2 - - - - 721 - Critical Hdwy 4.1 - - - 6.6 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 743 - - - 103 549 Stage 1 - - - - 357 - Stage 2 - - - - 485 - Platoon blocked, % - - - Mov Cap-1 Maneuver 743 - - - 101 549 Mov Cap-2 Maneuver - - - - 229 - Stage 1 - - - - 348 - Stage 2 - - - - 485 - Approach EB WB SB HCM Control Delay, s 0.3 0 20.7 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 743 - - - 229 549 HCM Lane V/C Ratio 0.024 - - - 0.298 0.099 HCM Control Delay (s) 10 - - - 27.3 12.3 HCM Lane LOS A - - - D B HCM 95th %tile Q(veh) 0.1 - - - 1.2 0.3 513 HCM 6th TWSC 6: 248th Avenue & Prairie Grove Drive 03/13/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 0 19 9 0 19 23 291 24 28 237 36 Future Vol, veh/h 13 0 19 9 0 19 23 291 24 28 237 36 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 - - 125 - - 110 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 0 00000010000 Mvmt Flow 15 0 22 11 0 22 27 342 28 33 279 42 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 787 790 300 787 797 356 321 0 0 370 0 0 Stage 1 366 366 - 410 410 ------- Stage 2 421 424 - 377 387 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 312 325 744 312 322 693 1250 - - 1200 - - Stage 1 657 626 - 623 599 ------- Stage 2 614 590 - 649 613 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 291 309 744 291 307 693 1250 - - 1200 - - Mov Cap-2 Maneuver 291 309 - 291 307 ------- Stage 1 643 609 - 609 586 ------- Stage 2 581 577 - 612 596 ------- Approach EB WB NB SB HCM Control Delay, s 13.3 12.8 0.5 0.8 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1250 - - 291 577 291 693 1200 - - HCM Lane V/C Ratio 0.022 - - 0.035 0.048 0.036 0.032 0.027 - - HCM Control Delay (s) 7.9 - - 17.8 11.6 17.8 10.4 8.1 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0.1 0.1 0.1 - - 514 HCM 6th TWSC 7: 248th Avenue & TCC Access 03/13/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 2.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 47 70 65 291 225 40 Future Vol, veh/h 47 70 65 291 225 40 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 110 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 00100 Mvmt Flow 49 74 68 306 237 42 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 700 258 279 0 - 0 Stage 1 258 ----- Stage 2 442 ----- 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 409 786 1295 - - - Stage 1 790 ----- Stage 2 652 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 387 786 1295 - - - Mov Cap-2 Maneuver 387 ----- Stage 1 748 ----- Stage 2 652 ----- Approach EB NB SB HCM Control Delay, s 12.3 1.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1295 - 387 786 - - HCM Lane V/C Ratio 0.053 - 0.128 0.094 - - HCM Control Delay (s) 7.9 - 15.7 10.1 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0.2 - 0.4 0.3 - - 515 Capacity Analysis Summary Sheets Year 2029 No Build Weekday Morning Peak Hour Conditions 516 Lanes, Volumes, Timings 1: U.S. 30 & 127th Street 03/10/2023 AMNB 23-030 - Plainfield 3:41 pm 10/20/2021 No Build Morning Peak Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 389 22 47 195 109 1 365 149 56 324 1 Future Volume (vph) 4 389 22 47 195 109 1 365 149 56 324 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 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) 225 0 285 0 225 220 255 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft) 175 175 250 300 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 0.992 0.946 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1857 0 1770 1687 0 1805 1852 1615 1719 1649 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1805 1857 0 1770 1687 0 1805 1852 1615 1719 1649 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 55 55 Link Distance (ft) 1528 1614 2334 1415 Travel Time (s) 23.2 24.5 28.9 17.5 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 (%) 0% 1% 10% 2% 8% 4% 0% 8% 0% 5% 15% 100% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 4 432 0 49 320 0 1 384 157 59 342 0 Turn Type Prot NA Prot NA Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 10.0 10.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.5 14.5 14.5 24.5 7.5 21.5 21.5 7.5 21.5 Total Split (s) 10.0 56.0 15.0 61.0 10.0 55.0 55.0 14.0 59.0 Total Split (%) 7.1% 40.0% 10.7% 43.6% 7.1% 39.3% 39.3% 10.0% 42.1% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 6.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Act Effct Green (s) 6.4 30.7 11.6 39.8 6.4 33.2 33.2 8.9 41.4 Actuated g/C Ratio 0.06 0.31 0.12 0.40 0.06 0.34 0.34 0.09 0.42 517 Lanes, Volumes, Timings 1: U.S. 30 & 127th Street 03/10/2023 AMNB 23-030 - Plainfield 3:41 pm 10/20/2021 No Build Morning Peak Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.03 0.75 0.24 0.47 0.01 0.62 0.29 0.38 0.50 Control Delay 58.8 42.8 54.8 26.6 59.0 36.7 31.0 60.3 27.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.8 42.8 54.8 26.6 59.0 36.7 31.0 60.3 27.2 LOS E D D C E D C E C Approach Delay 43.0 30.3 35.1 32.1 Approach LOS D C D C Queue Length 50th (ft) 3 258 30 141 1 221 79 37 156 Queue Length 95th (ft) 17 450 87 309 7 394 162 102 342 Internal Link Dist (ft) 1448 1534 2254 1335 Turn Bay Length (ft) 225 285 225 220 255 Base Capacity (vph) 115 1038 216 1004 115 1021 891 190 957 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.42 0.23 0.32 0.01 0.38 0.18 0.31 0.36 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 99.1 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 35.4 Intersection LOS: D Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: U.S. 30 & 127th Street 518 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 03/10/2023 AMNB 23-030 - Plainfield 3:41 pm 10/20/2021 No Build Morning Peak Synchro 11 Report ANB Page 3 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 181 445 311 110 155 56 Future Volume (vph) 181 445 311 110 155 56 Ideal Flow (vphpl) 1900 2000 2000 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 90 205 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 100 195 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1787 1980 1980 1538 1752 1583 Flt Permitted 0.361 0.950 Satd. Flow (perm) 679 1980 1980 1538 1752 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 131 67 Link Speed (mph) 40 45 45 Link Distance (ft) 406 1540 610 Travel Time (s) 6.9 23.3 9.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 1% 1% 5% 3% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 215 530 370 131 185 67 Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 Detector Phase 5 2 6 6 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 15.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 21.0 14.0 14.0 Total Split (s) 31.0 80.0 49.0 49.0 40.0 40.0 Total Split (%) 25.8% 66.7% 40.8% 40.8% 33.3% 33.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.0 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None None None Act Effct Green (s) 39.8 38.2 22.4 22.4 13.6 13.6 Actuated g/C Ratio 0.64 0.61 0.36 0.36 0.22 0.22 519 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 03/10/2023 AMNB 23-030 - Plainfield 3:41 pm 10/20/2021 No Build Morning Peak Synchro 11 Report ANB Page 4 Lane Group EBL EBT WBT WBR SBL SBR v/c Ratio 0.33 0.44 0.52 0.21 0.49 0.17 Control Delay 6.3 7.8 19.7 4.4 28.3 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 7.8 19.7 4.4 28.3 8.2 LOS A A B A C A Approach Delay 7.4 15.7 22.9 Approach LOS A B C Queue Length 50th (ft) 27 86 103 0 59 0 Queue Length 95th (ft) 60 164 204 27 134 27 Internal Link Dist (ft) 326 1460 530 Turn Bay Length (ft) 90 205 200 Base Capacity (vph) 946 1935 1465 1172 1031 959 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.27 0.25 0.11 0.18 0.07 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 62.3 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 12.8 Intersection LOS: B Intersection Capacity Utilization 45.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: 127th Street & 248th Avenue 520 Lanes, Volumes, Timings 3: Van Dyke Road & 127th Street 03/10/2023 AMNB 23-030 - Plainfield 3:41 pm 10/20/2021 No Build Morning Peak Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 90 431 69 80 333 35 77 267 133 49 114 30 Future Volume (vph) 90 431 69 80 333 35 77 267 133 49 114 30 Ideal Flow (vphpl) 1900 2000 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) 180 180 250 0 280 0 145 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 205 210 190 155 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 Frt 0.850 0.986 0.950 0.969 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1703 1961 1615 1805 1767 0 1736 3281 0 1421 3315 0 Flt Permitted 0.292 0.202 0.609 0.412 Satd. Flow (perm) 523 1961 1615 384 1767 0 1113 3281 0 616 3315 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 128 7 92 36 Link Speed (mph) 40 35 45 45 Link Distance (ft) 1125 2135 1531 1535 Travel Time (s) 19.2 41.6 23.2 23.3 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr) Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 6% 2% 0% 0% 6% 6% 4% 4% 3% 27% 7% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 113 539 86 100 460 0 96 500 0 61 181 0 Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 7 4 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 8.0 3.0 8.0 3.0 15.0 3.0 15.0 Minimum Split (s) 6.5 14.0 14.0 6.5 14.0 6.5 21.0 6.5 21.0 Total Split (s) 10.6 39.2 39.2 10.4 39.0 10.4 23.9 11.5 25.0 Total Split (%) 12.5% 46.1% 46.1% 12.2% 45.9% 12.2% 28.1% 13.5% 29.4% Yellow Time (s) 3.5 4.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 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 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Act Effct Green (s) 33.5 25.7 25.7 33.2 25.5 26.2 19.9 26.4 18.3 Actuated g/C Ratio 0.47 0.36 0.36 0.46 0.35 0.36 0.28 0.37 0.25 521 Lanes, Volumes, Timings 3: Van Dyke Road & 127th Street 03/10/2023 AMNB 23-030 - Plainfield 3:41 pm 10/20/2021 No Build Morning Peak Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.31 0.77 0.13 0.32 0.73 0.21 0.51 0.20 0.21 Control Delay 12.2 30.1 1.8 12.4 28.8 18.1 23.5 18.4 21.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.2 30.1 1.8 12.4 28.8 18.1 23.5 18.4 21.7 LOS B C A B C B C B C Approach Delay 24.0 25.9 22.6 20.9 Approach LOS C C C C Queue Length 50th (ft) 27 235 0 24 193 30 95 19 30 Queue Length 95th (ft) 47 296 6 42 253 58 133 41 52 Internal Link Dist (ft) 1045 2055 1451 1455 Turn Bay Length (ft) 180 180 250 280 145 Base Capacity (vph) 369 979 871 324 881 469 1019 325 973 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.55 0.10 0.31 0.52 0.20 0.49 0.19 0.19 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 72 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 23.8 Intersection LOS: C Intersection Capacity Utilization 59.4% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 3: Van Dyke Road & 127th Street 522 HCM 6th TWSC 4: Waterford Boulevard & 127th Street 03/13/2023 AMNB 23-030 - Plainfield 3:41 pm 10/20/2021 No Build Morning Peak Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 589 5 23 344 7 37 Future Vol, veh/h 589 5 23 344 7 37 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 90 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 1 0 13 1 0 5 Mvmt Flow 701 6 27 410 8 44 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 707 0 1168 704 Stage 1 - - - - 704 - Stage 2 - - - - 464 - Critical Hdwy - - 4.23 - 6.4 6.25 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.317 - 3.5 3.345 Pot Cap-1 Maneuver - - 843 - 216 432 Stage 1 - - - - 494 - Stage 2 - - - - 637 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 843 - 209 432 Mov Cap-2 Maneuver - - - - 209 - Stage 1 - - - - 494 - Stage 2 - - - - 617 - Approach EB WB NB HCM Control Delay, s 0 0.6 15.7 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 209 432 - - 843 - HCM Lane V/C Ratio 0.04 0.102 - - 0.032 - HCM Control Delay (s) 22.9 14.3 - - 9.4 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.1 0.3 - - 0.1 - 523 HCM 6th TWSC 5: Vicarage Drive/Edwards Elmhurst Drive & 127th Street 03/13/2023 AMNB 23-030 - Plainfield 3:41 pm 10/20/2021 No Build Morning Peak Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 58 527 15 8 358 74 49 0 39 24 0 14 Future Vol, veh/h 58 527 15 8 358 74 49 0 39 24 0 14 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 145 145 ----0--0 Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 0 00000000000 Mvmt Flow 69 627 18 10 426 88 58 0 46 29 0 17 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 514 0 0 645 0 0 998 1299 627 1287 1273 257 Stage 1 ------765765-490490- Stage 2 ------233534-797783- Critical Hdwy 4.1 - - 4.1 - - 7.3 6.5 6.2 7.3 6.5 6.9 Critical Hdwy Stg 1 ------6.15.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.15.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1062 - - 950 - - 212 163 487 133 169 748 Stage 1 ------399415-534552- Stage 2 ------755528-383407- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1062 - - 950 - - 195 151 487 113 156 748 Mov Cap-2 Maneuver ------296259-224269- Stage 1 ------373388-499546- Stage 2 ------730522-324381- Approach EB WB NB SB HCM Control Delay, s 0.8 0.2 17 18.4 HCM LOS C C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 296 487 1062 - - 950 - - 224 748 HCM Lane V/C Ratio 0.197 0.095 0.065 - - 0.01 - - 0.128 0.022 HCM Control Delay (s) 20.1 13.2 8.6 - - 8.8 - - 23.4 9.9 HCM Lane LOS C B A - - A - - C A HCM 95th %tile Q(veh) 0.7 0.3 0.2 - - 0 - - 0.4 0.1 524 HCM 6th TWSC 6: 248th Avenue & Prairie Grove Drive 03/13/2023 AMNB 23-030 - Plainfield 3:41 pm 10/20/2021 No Build Morning Peak Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 1 33 4 2 12 13 240 6 2 156 4 Future Vol, veh/h 25 1 33 4 2 12 13 240 6 2 156 4 Conflicting Peds, #/hr 0 00000001100 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - - 0 - - 125 - - 110 - - 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 0 6 25 000133010 Mvmt Flow 28 1 38 5 2 14 15 273 7 2 177 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 499 495 180 511 494 278 182 0 0 281 0 0 Stage 1 184 184 - 308 308 ------- Stage 2 315 311 - 203 186 ------- Critical Hdwy 7.1 6.5 6.26 7.35 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.35 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.35 5.5 ------- Follow-up Hdwy 3.5 4 3.354 3.725 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 485 479 853 438 479 766 1405 - - 1293 - - Stage 1 822 751 - 656 664 ------- Stage 2 700 662 - 749 750 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 470 472 853 414 472 765 1405 - - 1292 - - Mov Cap-2 Maneuver 470 472 - 414 472 ------- Stage 1 813 749 - 649 656 ------- Stage 2 678 654 - 714 749 ------- Approach EB WB NB SB HCM Control Delay, s 11.1 11 0.4 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1405 - - 470 723 414 703 1292 - - HCM Lane V/C Ratio 0.011 - - 0.04 0.067 0.011 0.023 0.002 - - HCM Control Delay (s) 7.6 - - 13 10.3 13.8 10.2 7.8 - - HCM Lane LOS A - -BBBBA - - HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0 0.1 0 - - 525 HCM 6th TWSC 7: 248th Avenue & TCC Access 03/13/2023 AMNB 23-030 - Plainfield 3:41 pm 10/20/2021 No Build Morning Peak Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 2.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 41 62 73 218 149 44 Future Vol, veh/h 41 62 73 218 149 44 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 110 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 00110 Mvmt Flow 43 65 77 229 157 46 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 563 180 203 0 - 0 Stage 1 180 ----- Stage 2 383 ----- 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 491 868 1381 - - - Stage 1 856 ----- Stage 2 694 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 464 868 1381 - - - Mov Cap-2 Maneuver 464 ----- Stage 1 808 ----- Stage 2 694 ----- Approach EB NB SB HCM Control Delay, s 11.1 1.9 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1381 - 464 868 - - HCM Lane V/C Ratio 0.056 - 0.093 0.075 - - HCM Control Delay (s) 7.8 - 13.6 9.5 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.2 - 0.3 0.2 - - 526 Capacity Analysis Summary Sheets Year 2029 No Build Weekday Evening Peak Hour Conditions 527 Lanes, Volumes, Timings 1: U.S. 30 & 127th Street 03/10/2023 PMNB 23-030 - Plainfield 10:09 am 11/02/2021 No Build Evening Peak Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 386 58 167 523 115 31 370 140 157 453 9 Future Volume (vph) 12 386 58 167 523 115 31 370 140 157 453 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 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) 225 0 285 0 225 220 255 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft) 175 175 250 300 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 0.980 0.973 0.850 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1695 0 1787 1845 0 1805 1852 1615 1805 1806 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1805 1695 0 1787 1845 0 1805 1852 1615 1805 1806 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 55 55 Link Distance (ft) 1528 1614 2334 1415 Travel Time (s) 23.2 24.5 28.9 17.5 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 (%) 0% 11% 2% 1% 0% 1% 0% 8% 0% 0% 5% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 13 483 0 182 693 0 34 402 152 171 502 0 Turn Type Prot NA Prot NA Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 10.0 10.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.5 14.5 14.5 16.5 7.5 21.5 21.5 7.5 21.5 Total Split (s) 9.5 51.8 27.7 70.0 11.0 50.5 50.5 20.0 59.5 Total Split (%) 6.3% 34.5% 18.5% 46.7% 7.3% 33.7% 33.7% 13.3% 39.7% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 6.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Act Effct Green (s) 5.1 42.7 18.6 62.4 6.3 37.9 37.9 15.4 51.7 Actuated g/C Ratio 0.04 0.31 0.14 0.46 0.05 0.28 0.28 0.11 0.38 528 Lanes, Volumes, Timings 1: U.S. 30 & 127th Street 03/10/2023 PMNB 23-030 - Plainfield 10:09 am 11/02/2021 No Build Evening Peak Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.20 0.91 0.75 0.82 0.41 0.78 0.34 0.85 0.74 Control Delay 76.7 69.4 78.1 43.6 83.2 58.5 43.0 94.8 46.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.7 69.4 78.1 43.6 83.2 58.5 43.0 94.8 46.7 LOS E E E D F E D F D Approach Delay 69.6 50.8 55.9 58.9 Approach LOS E D E E Queue Length 50th (ft) 12 432 165 522 32 345 113 160 423 Queue Length 95th (ft) 38 #686 258 #861 73 486 182 #314 589 Internal Link Dist (ft) 1448 1534 2254 1335 Turn Bay Length (ft) 225 285 225 220 255 Base Capacity (vph) 66 568 307 888 86 604 526 207 713 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.85 0.59 0.78 0.40 0.67 0.29 0.83 0.70 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 136.9 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 57.6 Intersection LOS: E Intersection Capacity Utilization 83.9% 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: U.S. 30 & 127th Street 529 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 03/10/2023 PMNB 23-030 - Plainfield 10:09 am 11/02/2021 No Build Evening Peak Synchro 11 Report ANB Page 3 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 154 546 671 234 155 167 Future Volume (vph) 154 546 671 234 155 167 Ideal Flow (vphpl) 1900 2000 2000 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 90 205 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 100 195 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1787 1961 1980 1615 1805 1615 Flt Permitted 0.126 0.950 Satd. Flow (perm) 237 1961 1980 1579 1805 1577 Right Turn on Red Yes Yes Satd. Flow (RTOR) 251 196 Link Speed (mph) 40 45 45 Link Distance (ft) 406 1540 610 Travel Time (s) 6.9 23.3 9.2 Confl. Peds. (#/hr) 2 2 2 Confl. Bikes (#/hr) Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 2% 1% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 181 642 789 275 182 196 Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 Detector Phase 5 2 6 6 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 15.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 21.0 14.0 14.0 Total Split (s) 16.0 67.0 51.0 51.0 33.0 33.0 Total Split (%) 16.0% 67.0% 51.0% 51.0% 33.0% 33.0% Yellow Time (s) 3.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 0.0 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None None None Act Effct Green (s) 58.8 56.3 41.7 41.7 14.8 14.8 Actuated g/C Ratio 0.71 0.68 0.50 0.50 0.18 0.18 530 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 03/10/2023 PMNB 23-030 - Plainfield 10:09 am 11/02/2021 No Build Evening Peak Synchro 11 Report ANB Page 4 Lane Group EBL EBT WBT WBR SBL SBR v/c Ratio 0.49 0.48 0.80 0.30 0.57 0.44 Control Delay 11.1 8.5 25.7 3.4 39.8 8.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.1 8.5 25.7 3.4 39.8 8.3 LOS B A C A D A Approach Delay 9.0 20.0 23.4 Approach LOS A B C Queue Length 50th (ft) 25 137 331 6 94 0 Queue Length 95th (ft) 69 241 515 42 148 45 Internal Link Dist (ft) 326 1460 530 Turn Bay Length (ft) 90 205 200 Base Capacity (vph) 404 1463 1089 982 596 652 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.44 0.72 0.28 0.31 0.30 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 83.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 16.6 Intersection LOS: B Intersection Capacity Utilization 64.0% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 2: 127th Street & 248th Avenue 531 Lanes, Volumes, Timings 3: Van Dyke Road & 127th Street 03/10/2023 PMNB 23-030 - Plainfield 10:09 am 11/02/2021 No Build Evening Peak Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 57 488 172 210 695 55 121 209 159 84 309 74 Future Volume (vph) 57 488 172 210 695 55 121 209 159 84 309 74 Ideal Flow (vphpl) 1900 2000 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) 180 180 250 0 280 0 145 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 205 210 190 155 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 1.00 1.00 Frt 0.850 0.989 0.935 0.971 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1980 1615 1787 1877 0 1805 3375 0 1805 3468 0 Flt Permitted 0.144 0.213 0.453 0.472 Satd. Flow (perm) 268 1980 1615 401 1877 0 860 3375 0 897 3468 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 183 6 169 34 Link Speed (mph) 40 35 45 45 Link Distance (ft) 1125 2135 1531 1535 Travel Time (s) 19.2 41.6 23.2 23.3 Confl. Peds. (#/hr) 1 1 1 1 Confl. Bikes (#/hr) Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 1% 0% 1% 0% 0% 0% 0% 0% 0% 1% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 61 519 183 223 798 0 129 391 0 89 408 0 Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 7 4 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 8.0 3.0 8.0 3.0 15.0 3.0 15.0 Minimum Split (s) 6.5 14.0 14.0 6.5 14.0 6.5 21.0 6.5 21.0 Total Split (s) 9.6 35.2 35.2 11.4 37.0 9.6 23.8 9.6 23.8 Total Split (%) 12.0% 44.0% 44.0% 14.3% 46.3% 12.0% 29.8% 12.0% 29.8% Yellow Time (s) 3.5 4.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 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 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Act Effct Green (s) 34.7 26.1 26.1 39.0 32.1 24.4 17.2 24.4 17.2 Actuated g/C Ratio 0.47 0.35 0.35 0.53 0.43 0.33 0.23 0.33 0.23 532 Lanes, Volumes, Timings 3: Van Dyke Road & 127th Street 03/10/2023 PMNB 23-030 - Plainfield 10:09 am 11/02/2021 No Build Evening Peak Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.25 0.74 0.27 0.63 0.98 0.36 0.43 0.24 0.49 Control Delay 11.7 29.3 4.1 18.7 52.3 19.9 16.0 18.1 26.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.7 29.3 4.1 18.7 52.3 19.9 16.0 18.1 26.0 LOS B C A B D B B B C Approach Delay 21.9 45.0 17.0 24.6 Approach LOS C D B C Queue Length 50th (ft) 14 219 0 55 ~457 43 48 29 86 Queue Length 95th (ft) 31 332 39 #96 #674 80 88 59 130 Internal Link Dist (ft) 1045 2055 1451 1455 Turn Bay Length (ft) 180 180 250 280 145 Base Capacity (vph) 251 791 755 361 816 361 950 371 871 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.66 0.24 0.62 0.98 0.36 0.41 0.24 0.47 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 74.1 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 29.9 Intersection LOS: C Intersection Capacity Utilization 79.1% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Van Dyke Road & 127th Street 533 HCM 6th TWSC 4: Waterford Boulevard & 127th Street 03/13/2023 PMNB 23-030 - Plainfield 10:09 am 11/02/2021 No Build Evening Peak Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 663 20 44 794 11 37 Future Vol, veh/h 663 20 44 794 11 37 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 90 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 00103 Mvmt Flow 780 24 52 934 13 44 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 804 0 1830 792 Stage 1 - - - - 792 - Stage 2 - - - - 1038 - Critical Hdwy - - 4.1 - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.327 Pot Cap-1 Maneuver - - 829 - 85 388 Stage 1 - - - - 450 - Stage 2 - - - - 344 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 829 - 80 388 Mov Cap-2 Maneuver - - - - 80 - Stage 1 - - - - 450 - Stage 2 - - - - 322 - Approach EB WB NB HCM Control Delay, s 0 0.5 25.3 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 80 388 - - 829 - HCM Lane V/C Ratio 0.162 0.112 - - 0.062 - HCM Control Delay (s) 58.5 15.4 - - 9.6 - HCM Lane LOS F C - - A - HCM 95th %tile Q(veh) 0.5 0.4 - - 0.2 - 534 HCM 6th TWSC 5: Vicarage Drive/Edwards Elmhurst Drive & 127th Street 03/13/2023 PMNB 23-030 - Plainfield 10:09 am 11/02/2021 No Build Evening Peak Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 634 52 30 826 34 33 0 25 58 0 46 Future Vol, veh/h 15 634 52 30 826 34 33 0 25 58 0 46 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 145 145 ----0--0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 0 00000000000 Mvmt Flow 18 746 61 35 972 40 39 0 29 68 0 54 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1012 0 0 807 0 0 1338 1864 746 1889 1905 506 Stage 1 ------782782-1062 1062 - Stage 2 ------5561082 - 827 843 - Critical Hdwy 4.1 - - 4.1 - - 7.3 6.5 6.2 7.3 6.5 6.9 Critical Hdwy Stg 1 ------6.15.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.15.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 693 - - 827 - - 122 74 417 ~ 49 69 517 Stage 1 ------390408-242303- Stage 2 ------488296-369382- Platoon blocked, % - - - - Mov Cap-1 Maneuver 693 - - 827 - - 104 69 417 ~ 43 64 517 Mov Cap-2 Maneuver ------10469-140171- Stage 1 ------380397-236290- Stage 2 ------418284-334372- Approach EB WB NB SB HCM Control Delay, s 0.2 0.3 39.7 35.2 HCM LOS E E Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 104 417 693 - - 827 - - 140 517 HCM Lane V/C Ratio 0.373 0.071 0.025 - - 0.043 - - 0.487 0.105 HCM Control Delay (s) 58.9 14.3 10.3 - - 9.5 - - 53 12.8 HCM Lane LOS F B B - - A - - F B HCM 95th %tile Q(veh) 1.5 0.2 0.1 - - 0.1 - - 2.3 0.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 535 HCM 6th TWSC 6: 248th Avenue & Prairie Grove Drive 03/13/2023 PMNB 23-030 - Plainfield 10:09 am 11/02/2021 No Build Evening Peak Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 0 19 9 0 19 23 323 24 28 264 36 Future Vol, veh/h 13 0 19 9 0 19 23 323 24 28 264 36 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 - - 125 - - 110 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 0 00000010000 Mvmt Flow 15 0 22 11 0 22 27 380 28 33 311 42 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 857 860 332 857 867 394 353 0 0 408 0 0 Stage 1 398 398 - 448 448 ------- Stage 2 459 462 - 409 419 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 280 296 714 280 293 659 1217 - - 1162 - - Stage 1 632 606 - 594 576 ------- Stage 2 586 568 - 623 593 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 260 281 714 261 279 659 1217 - - 1162 - - Mov Cap-2 Maneuver 260 281 - 261 279 ------- Stage 1 618 589 - 581 563 ------- Stage 2 554 556 - 586 576 ------- Approach EB WB NB SB HCM Control Delay, s 14 13.5 0.5 0.7 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1217 - - 260 539 261 659 1162 - - HCM Lane V/C Ratio 0.022 - - 0.039 0.051 0.041 0.034 0.028 - - HCM Control Delay (s) 8 - - 19.4 12 19.4 10.7 8.2 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.2 0.1 0.1 0.1 - - 536 HCM 6th TWSC 7: 248th Avenue & TCC Access 03/13/2023 PMNB 23-030 - Plainfield 10:09 am 11/02/2021 No Build Evening Peak Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 2.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 47 70 65 323 252 40 Future Vol, veh/h 47 70 65 323 252 40 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 110 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 00100 Mvmt Flow 49 74 68 340 265 42 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 762 286 307 0 - 0 Stage 1 286 ----- Stage 2 476 ----- 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 376 758 1265 - - - Stage 1 767 ----- Stage 2 629 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 356 758 1265 - - - Mov Cap-2 Maneuver 356 ----- Stage 1 726 ----- Stage 2 629 ----- Approach EB NB SB HCM Control Delay, s 12.9 1.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1265 - 356 758 - - HCM Lane V/C Ratio 0.054 - 0.139 0.097 - - HCM Control Delay (s) 8 - 16.7 10.3 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0.2 - 0.5 0.3 - - 537 Capacity Analysis Summary Sheets Year 2029 Total Weekday Morning Peak Hour Conditions 538 Lanes, Volumes, Timings 1: U.S. 30 & 127th Street 05/24/2023 AMPR 23-030 - Plainfield 3:41 pm 10/20/2021 Projected Morning Peak Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 391 22 53 198 115 1 365 152 59 324 1 Future Volume (vph) 4 391 22 53 198 115 1 365 152 59 324 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 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) 225 0 285 0 225 220 255 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft) 175 175 250 300 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 0.992 0.945 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1857 0 1770 1685 0 1805 1852 1615 1719 1649 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1805 1857 0 1770 1685 0 1805 1852 1615 1719 1649 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 55 55 Link Distance (ft) 1528 1614 2334 1415 Travel Time (s) 23.2 24.5 28.9 17.5 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 (%) 0% 1% 10% 2% 8% 4% 0% 8% 0% 5% 15% 100% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 4 435 0 56 329 0 1 384 160 62 342 0 Turn Type Prot NA Prot NA Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 10.0 10.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.5 14.5 14.5 24.5 7.5 21.5 21.5 7.5 21.5 Total Split (s) 10.0 56.0 15.0 61.0 10.0 55.0 55.0 14.0 59.0 Total Split (%) 7.1% 40.0% 10.7% 43.6% 7.1% 39.3% 39.3% 10.0% 42.1% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 6.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Act Effct Green (s) 6.4 31.0 11.7 40.1 6.4 33.4 33.4 9.0 41.6 Actuated g/C Ratio 0.06 0.31 0.12 0.40 0.06 0.34 0.34 0.09 0.42 539 Lanes, Volumes, Timings 1: U.S. 30 & 127th Street 05/24/2023 AMPR 23-030 - Plainfield 3:41 pm 10/20/2021 Projected Morning Peak Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.03 0.75 0.27 0.49 0.01 0.62 0.30 0.40 0.50 Control Delay 59.0 43.1 55.6 26.8 60.0 37.0 31.3 61.1 27.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.0 43.1 55.6 26.8 60.0 37.0 31.3 61.1 27.4 LOS E D E C E D C E C Approach Delay 43.2 31.0 35.3 32.6 Approach LOS D C D C Queue Length 50th (ft) 3 262 35 148 1 222 82 39 156 Queue Length 95th (ft) 17 455 97 320 7 395 165 105 344 Internal Link Dist (ft) 1448 1534 2254 1335 Turn Bay Length (ft) 225 285 225 220 255 Base Capacity (vph) 115 1034 215 999 115 1018 887 189 954 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.42 0.26 0.33 0.01 0.38 0.18 0.33 0.36 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 99.7 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 35.7 Intersection LOS: D Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: U.S. 30 & 127th Street 540 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 05/24/2023 AMPR 23-030 - Plainfield 3:41 pm 10/20/2021 Projected Morning Peak Synchro 11 Report ANB Page 3 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 189 445 311 115 165 71 Future Volume (vph) 189 445 311 115 165 71 Ideal Flow (vphpl) 1900 2000 2000 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 90 205 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 100 195 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1787 1980 1980 1538 1752 1583 Flt Permitted 0.358 0.950 Satd. Flow (perm) 673 1980 1980 1538 1752 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 137 85 Link Speed (mph) 40 45 45 Link Distance (ft) 406 1540 610 Travel Time (s) 6.9 23.3 9.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 1% 1% 5% 3% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 225 530 370 137 196 85 Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 Detector Phase 5 2 6 6 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 15.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 21.0 14.0 14.0 Total Split (s) 31.0 80.0 49.0 49.0 40.0 40.0 Total Split (%) 25.8% 66.7% 40.8% 40.8% 33.3% 33.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.0 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None None None Act Effct Green (s) 40.5 38.9 22.6 22.6 14.1 14.1 Actuated g/C Ratio 0.64 0.61 0.36 0.36 0.22 0.22 541 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 05/24/2023 AMPR 23-030 - Plainfield 3:41 pm 10/20/2021 Projected Morning Peak Synchro 11 Report ANB Page 4 Lane Group EBL EBT WBT WBR SBL SBR v/c Ratio 0.35 0.44 0.53 0.22 0.50 0.20 Control Delay 6.6 8.0 20.3 4.4 28.8 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.6 8.0 20.3 4.4 28.8 7.7 LOS A A C A C A Approach Delay 7.6 16.0 22.4 Approach LOS A B C Queue Length 50th (ft) 29 89 106 0 64 0 Queue Length 95th (ft) 65 169 209 29 143 30 Internal Link Dist (ft) 326 1460 530 Turn Bay Length (ft) 90 205 200 Base Capacity (vph) 935 1926 1439 1155 1013 951 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.28 0.26 0.12 0.19 0.09 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 63.5 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 13.1 Intersection LOS: B Intersection Capacity Utilization 46.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: 127th Street & 248th Avenue 542 Lanes, Volumes, Timings 3: Van Dyke Road & 127th Street 05/24/2023 AMPR 23-030 - Plainfield 3:41 pm 10/20/2021 Projected Morning Peak Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 90 438 72 80 336 35 79 267 133 49 114 30 Future Volume (vph) 90 438 72 80 336 35 79 267 133 49 114 30 Ideal Flow (vphpl) 1900 2000 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) 180 180 250 0 280 0 145 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 205 210 190 155 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 1.00 Frt 0.850 0.986 0.950 0.969 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1703 1961 1615 1805 1767 0 1736 3281 0 1421 3315 0 Flt Permitted 0.289 0.194 0.609 0.411 Satd. Flow (perm) 518 1961 1615 369 1767 0 1113 3281 0 614 3315 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 128 7 92 36 Link Speed (mph) 40 35 45 45 Link Distance (ft) 1125 2135 1531 1535 Travel Time (s) 19.2 41.6 23.2 23.3 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr) Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 6% 2% 0% 0% 6% 6% 4% 4% 3% 27% 7% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 113 548 90 100 464 0 99 500 0 61 181 0 Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 7 4 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 8.0 3.0 8.0 3.0 15.0 3.0 15.0 Minimum Split (s) 6.5 14.0 14.0 6.5 14.0 6.5 21.0 6.5 21.0 Total Split (s) 10.6 39.2 39.2 10.4 39.0 10.4 23.9 11.5 25.0 Total Split (%) 12.5% 46.1% 46.1% 12.2% 45.9% 12.2% 28.1% 13.5% 29.4% Yellow Time (s) 3.5 4.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 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 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Act Effct Green (s) 33.7 25.9 25.9 33.4 25.7 26.2 19.9 26.4 18.3 Actuated g/C Ratio 0.47 0.36 0.36 0.46 0.36 0.36 0.28 0.37 0.25 543 Lanes, Volumes, Timings 3: Van Dyke Road & 127th Street 05/24/2023 AMPR 23-030 - Plainfield 3:41 pm 10/20/2021 Projected Morning Peak Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.31 0.78 0.14 0.32 0.73 0.21 0.52 0.20 0.21 Control Delay 12.2 30.5 2.0 12.5 28.8 18.2 23.6 18.4 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.2 30.5 2.0 12.5 28.8 18.2 23.6 18.4 21.8 LOS B C A B C B C B C Approach Delay 24.3 25.9 22.7 20.9 Approach LOS C C C C Queue Length 50th (ft) 27 240 0 24 196 31 95 19 30 Queue Length 95th (ft) 47 302 8 42 256 60 133 41 52 Internal Link Dist (ft) 1045 2055 1451 1455 Turn Bay Length (ft) 180 180 250 280 145 Base Capacity (vph) 368 976 868 319 878 468 1015 324 970 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.56 0.10 0.31 0.53 0.21 0.49 0.19 0.19 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 72.2 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 23.9 Intersection LOS: C Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 3: Van Dyke Road & 127th Street 544 HCM 6th TWSC 4: Waterford Boulevard & 127th Street 05/24/2023 AMPR 23-030 - Plainfield 3:41 pm 10/20/2021 Projected Morning Peak Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 597 5 23 359 7 37 Future Vol, veh/h 597 5 23 359 7 37 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 90 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 1 0 13 1 0 5 Mvmt Flow 711 6 27 427 8 44 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 717 0 1195 714 Stage 1 - - - - 714 - Stage 2 - - - - 481 - Critical Hdwy - - 4.23 - 6.4 6.25 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.317 - 3.5 3.345 Pot Cap-1 Maneuver - - 835 - 208 426 Stage 1 - - - - 489 - Stage 2 - - - - 626 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 835 - 201 426 Mov Cap-2 Maneuver - - - - 201 - Stage 1 - - - - 489 - Stage 2 - - - - 606 - Approach EB WB NB HCM Control Delay, s 0 0.6 15.9 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 201 426 - - 835 - HCM Lane V/C Ratio 0.041 0.103 - - 0.033 - HCM Control Delay (s) 23.7 14.4 - - 9.5 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.1 0.3 - - 0.1 - 545 HCM 6th TWSC 5: Vicarage Drive/Edwards Elmhurst Drive & 127th Street 05/24/2023 AMPR 23-030 - Plainfield 3:41 pm 10/20/2021 Projected Morning Peak Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 58 537 15 8 363 74 49 0 39 24 0 14 Future Vol, veh/h 58 537 15 8 363 74 49 0 39 24 0 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 145 145 - - - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 69 639 18 10 432 88 58 0 46 29 0 17 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 520 0 0 657 0 0 1013 1317 639 1305 1291 260 Stage 1 - - - - - - 777 777 - 496 496 - Stage 2 - - - - - - 236 540 - 809 795 - Critical Hdwy 4.1 - - 4.1 - - 7.3 6.5 6.2 7.3 6.5 6.9 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.5 5.5 - Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1056 - - 940 - - 207 159 480 129 165 745 Stage 1 - - - - - - 393 410 - 529 549 - Stage 2 - - - - - - 752 524 - 377 402 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1056 - - 940 - - 191 147 480 110 153 745 Mov Cap-2 Maneuver - - - - - - 291 255 - 220 265 - Stage 1 - - - - - - 367 383 - 495 543 - Stage 2 - - - - - - 727 518 - 318 376 - Approach EB WB NB SB HCM Control Delay, s 0.8 0.2 17.3 18.7 HCM LOS C C Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 291 480 1056 - - 940 - - 220 745 HCM Lane V/C Ratio 0.2 0.097 0.065 - - 0.01 - - 0.13 0.022 HCM Control Delay (s) 20.4 13.3 8.6 - - 8.9 - - 23.8 9.9 HCM Lane LOS C B A - - A - - C A HCM 95th %tile Q(veh) 0.7 0.3 0.2 - - 0 - - 0.4 0.1 546 HCM 6th TWSC 6: 248th Avenue & Prairie Grove Drive 05/24/2023 AMPR 23-030 - Plainfield 3:41 pm 10/20/2021 Projected Morning Peak Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 1 33 4 2 12 13 245 6 2 158 4 Future Vol, veh/h 25 1 33 4 2 12 13 245 6 2 158 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - - 0 - - 125 - - 110 - - 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 0 6 25 0 0 0 1 33 0 1 0 Mvmt Flow 28 1 38 5 2 14 15 278 7 2 180 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 507 503 183 519 502 283 185 0 0 286 0 0 Stage 1 187 187 - 313 313 - - - - - - - Stage 2 320 316 - 206 189 - - - - - - - Critical Hdwy 7.1 6.5 6.26 7.35 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.35 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.35 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.354 3.725 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 479 474 849 433 474 761 1402 - - 1288 - - Stage 1 819 749 - 651 661 - - - - - - - Stage 2 696 659 - 746 748 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 464 467 849 409 467 760 1402 - - 1287 - - Mov Cap-2 Maneuver 464 467 - 409 467 - - - - - - - Stage 1 810 748 - 644 653 - - - - - - - Stage 2 674 651 - 711 747 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.2 11.1 0.4 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1402 - - 464 718 409 697 1287 - - HCM Lane V/C Ratio 0.011 - - 0.041 0.067 0.011 0.023 0.002 - - HCM Control Delay (s) 7.6 - - 13.1 10.4 13.9 10.3 7.8 - - HCM Lane LOS A - - B B B B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0 0.1 0 - - 547 HCM 6th TWSC 7: 248th Avenue & TCC Access 05/24/2023 AMPR 23-030 - Plainfield 3:41 pm 10/20/2021 Projected Morning Peak Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 41 0 62 18 0 3 73 222 9 1 156 44 Future Vol, veh/h 41 0 62 18 0 3 73 222 9 1 156 44 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 150 - - - - 0 110 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 43 0 65 19 0 3 77 234 9 1 164 46 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 583 586 187 615 605 239 210 0 0 243 0 0 Stage 1 189 189 - 393 393 - - - - - - - Stage 2 394 397 - 222 212 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 427 425 860 406 415 805 1373 - - 1335 - - Stage 1 817 748 - 636 609 - - - - - - - Stage 2 635 607 - 785 731 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 407 401 860 359 391 805 1373 - - 1335 - - Mov Cap-2 Maneuver 407 401 - 359 391 - - - - - - - Stage 1 771 747 - 600 575 - - - - - - - Stage 2 597 573 - 725 730 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.6 14.7 1.9 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1373 - - 407 860 359 805 1335 - - HCM Lane V/C Ratio 0.056 - - 0.106 0.076 0.053 0.004 0.001 - - HCM Control Delay (s) 7.8 - - 14.9 9.5 15.6 9.5 7.7 - - HCM Lane LOS A - - B A C A A - - HCM 95th %tile Q(veh) 0.2 - - 0.4 0.2 0.2 0 0 - - 548 HCM 6th TWSC 8: 248th Avenue & North Site 05/24/2023 AMPR 23-030 - Plainfield 3:41 pm 10/20/2021 Projected Morning Peak Synchro 11 Report ANB Page 5 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 2 262 4 1 194 Future Vol, veh/h 7 2 262 4 1 194 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 185 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 1 0 1 0 Mvmt Flow 7 2 276 4 1 204 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 484 278 0 0 280 0 Stage 1 278 - - - - - Stage 2 206 - - - - - Critical Hdwy 6.4 6.2 - - 4.11 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.209 - Pot Cap-1 Maneuver 545 766 - - 1288 - Stage 1 774 - - - - - Stage 2 833 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 544 766 - - 1288 - Mov Cap-2 Maneuver 544 - - - - - Stage 1 774 - - - - - Stage 2 832 - - - - - Approach WB NB SB HCM Control Delay, s 11.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 581 1288 - HCM Lane V/C Ratio - - 0.016 0.001 - HCM Control Delay (s) - - 11.3 7.8 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.1 0 - 549 Capacity Analysis Summary Sheets Year 2029 Total Weekday Evening Peak Hour Conditions 550 Lanes, Volumes, Timings 1: U.S. 30 & 127th Street 05/24/2023 PMPR 23-030 - Plainfield 10:09 am 11/02/2021 Projected Evening Peak Synchro 11 Report ANB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 389 58 172 525 120 31 370 146 163 453 9 Future Volume (vph) 12 389 58 172 525 120 31 370 146 163 453 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 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) 225 0 285 0 225 220 255 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft) 175 175 250 300 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 0.981 0.972 0.850 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1805 1697 0 1787 1843 0 1805 1852 1615 1805 1806 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1805 1697 0 1787 1843 0 1805 1852 1615 1805 1806 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 55 55 Link Distance (ft) 1528 1614 2334 1415 Travel Time (s) 23.2 24.5 28.9 17.5 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 (%) 0% 11% 2% 1% 0% 1% 0% 8% 0% 0% 5% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 13 486 0 187 701 0 34 402 159 177 502 0 Turn Type Prot NA Prot NA Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 10.0 10.0 3.0 15.0 15.0 3.0 15.0 Minimum Split (s) 7.5 14.5 14.5 16.5 7.5 21.5 21.5 7.5 21.5 Total Split (s) 9.5 51.8 27.7 70.0 11.0 50.5 50.5 20.0 59.5 Total Split (%) 6.3% 34.5% 18.5% 46.7% 7.3% 33.7% 33.7% 13.3% 39.7% Yellow Time (s) 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 4.5 All-Red Time (s) 1.0 2.0 1.0 2.0 1.0 2.0 2.0 1.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 6.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Act Effct Green (s) 5.1 43.0 18.8 62.9 6.3 38.0 38.0 15.7 52.1 Actuated g/C Ratio 0.04 0.31 0.14 0.46 0.05 0.28 0.28 0.11 0.38 551 Lanes, Volumes, Timings 1: U.S. 30 & 127th Street 05/24/2023 PMPR 23-030 - Plainfield 10:09 am 11/02/2021 Projected Evening Peak Synchro 11 Report ANB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.20 0.92 0.77 0.83 0.41 0.79 0.36 0.86 0.74 Control Delay 76.8 70.3 79.5 44.4 83.6 59.0 43.6 96.8 46.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.8 70.3 79.5 44.4 83.6 59.0 43.6 96.8 46.9 LOS E E E D F E D F D Approach Delay 70.5 51.8 56.3 59.9 Approach LOS E D E E Queue Length 50th (ft) 12 438 171 533 32 346 119 167 425 Queue Length 95th (ft) 38 #693 263 #878 73 486 191 #330 589 Internal Link Dist (ft) 1448 1534 2254 1335 Turn Bay Length (ft) 225 285 225 220 255 Base Capacity (vph) 66 565 304 884 86 599 522 205 707 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.86 0.62 0.79 0.40 0.67 0.30 0.86 0.71 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 137.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 58.4 Intersection LOS: E Intersection Capacity Utilization 84.3% 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: U.S. 30 & 127th Street 552 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 05/24/2023 PMPR 23-030 - Plainfield 10:09 am 11/02/2021 Projected Evening Peak Synchro 11 Report ANB Page 3 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 169 546 671 245 163 179 Future Volume (vph) 169 546 671 245 163 179 Ideal Flow (vphpl) 1900 2000 2000 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 90 205 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 100 195 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1787 1961 1980 1615 1805 1615 Flt Permitted 0.122 0.950 Satd. Flow (perm) 229 1961 1980 1579 1805 1577 Right Turn on Red Yes Yes Satd. Flow (RTOR) 263 211 Link Speed (mph) 40 45 45 Link Distance (ft) 406 1540 610 Travel Time (s) 6.9 23.3 9.2 Confl. Peds. (#/hr) 2 2 2 Confl. Bikes (#/hr) Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 2% 1% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 199 642 789 288 192 211 Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 Detector Phase 5 2 6 6 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 15.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 21.0 14.0 14.0 Total Split (s) 16.0 67.0 51.0 51.0 33.0 33.0 Total Split (%) 16.0% 67.0% 51.0% 51.0% 33.0% 33.0% Yellow Time (s) 3.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 0.0 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None None None Act Effct Green (s) 59.4 56.8 41.9 41.9 15.4 15.4 Actuated g/C Ratio 0.70 0.67 0.50 0.50 0.18 0.18 553 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 05/24/2023 PMPR 23-030 - Plainfield 10:09 am 11/02/2021 Projected Evening Peak Synchro 11 Report ANB Page 4 Lane Group EBL EBT WBT WBR SBL SBR v/c Ratio 0.54 0.49 0.80 0.31 0.59 0.46 Control Delay 13.8 8.7 26.6 3.5 40.2 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.8 8.7 26.6 3.5 40.2 8.1 LOS B A C A D A Approach Delay 9.9 20.4 23.4 Approach LOS A C C Queue Length 50th (ft) 29 141 340 7 100 0 Queue Length 95th (ft) 89 247 522 43 156 46 Internal Link Dist (ft) 326 1460 530 Turn Bay Length (ft) 90 205 200 Base Capacity (vph) 396 1443 1075 977 587 656 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.44 0.73 0.29 0.33 0.32 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 84.4 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 17.1 Intersection LOS: B Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 2: 127th Street & 248th Avenue 554 Lanes, Volumes, Timings 3: Van Dyke Road & 127th Street 05/24/2023 PMPR 23-030 - Plainfield 10:09 am 11/02/2021 Projected Evening Peak Synchro 11 Report ANB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 57 494 174 210 703 55 124 209 159 84 309 74 Future Volume (vph) 57 494 174 210 703 55 124 209 159 84 309 74 Ideal Flow (vphpl) 1900 2000 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) 180 180 250 0 280 0 145 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 205 210 190 155 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 1.00 1.00 Frt 0.850 0.989 0.935 0.971 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 1980 1615 1787 1877 0 1805 3375 0 1805 3468 0 Flt Permitted 0.144 0.206 0.452 0.471 Satd. Flow (perm) 268 1980 1615 388 1877 0 858 3375 0 895 3468 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 185 6 169 34 Link Speed (mph) 40 35 45 45 Link Distance (ft) 1125 2135 1531 1535 Travel Time (s) 19.2 41.6 23.2 23.3 Confl. Peds. (#/hr) 1 1 1 1 Confl. Bikes (#/hr) Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 1% 0% 1% 0% 0% 0% 0% 0% 0% 1% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 61 526 185 223 807 0 132 391 0 89 408 0 Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Detector Phase 7 4 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 3.0 8.0 8.0 3.0 8.0 3.0 15.0 3.0 15.0 Minimum Split (s) 6.5 14.0 14.0 6.5 14.0 6.5 21.0 6.5 21.0 Total Split (s) 9.6 35.2 35.2 11.4 37.0 9.6 23.8 9.6 23.8 Total Split (%) 12.0% 44.0% 44.0% 14.3% 46.3% 12.0% 29.8% 12.0% 29.8% Yellow Time (s) 3.5 4.5 4.5 3.5 4.5 3.5 4.5 3.5 4.5 All-Red Time (s) 0.0 1.5 1.5 0.0 1.5 0.0 1.5 0.0 1.5 Lost Time Adjust (s) 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 6.0 3.5 6.0 3.5 6.0 3.5 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Act Effct Green (s) 34.8 26.2 26.2 39.1 32.2 24.4 17.2 24.4 17.2 Actuated g/C Ratio 0.47 0.35 0.35 0.53 0.43 0.33 0.23 0.33 0.23 555 Lanes, Volumes, Timings 3: Van Dyke Road & 127th Street 05/24/2023 PMPR 23-030 - Plainfield 10:09 am 11/02/2021 Projected Evening Peak Synchro 11 Report ANB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.25 0.75 0.27 0.64 0.99 0.37 0.43 0.24 0.49 Control Delay 11.7 29.8 4.1 19.3 54.6 20.1 16.0 18.2 26.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.7 29.8 4.1 19.3 54.6 20.1 16.0 18.2 26.1 LOS B C A B D C B B C Approach Delay 22.2 47.0 17.1 24.6 Approach LOS C D B C Queue Length 50th (ft) 14 223 0 55 ~466 44 48 29 86 Queue Length 95th (ft) 31 338 39 #100 #684 82 88 59 130 Internal Link Dist (ft) 1045 2055 1451 1455 Turn Bay Length (ft) 180 180 250 280 145 Base Capacity (vph) 251 791 756 355 817 361 950 370 870 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.66 0.24 0.63 0.99 0.37 0.41 0.24 0.47 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 74.2 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 30.7 Intersection LOS: C Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Van Dyke Road & 127th Street 556 HCM 6th TWSC 4: Waterford Boulevard & 127th Street 05/24/2023 PMPR 23-030 - Plainfield 10:09 am 11/02/2021 Projected Evening Peak Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 678 20 44 806 11 37 Future Vol, veh/h 678 20 44 806 11 37 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 90 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 0 0 1 0 3 Mvmt Flow 798 24 52 948 13 44 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 822 0 1862 810 Stage 1 - - - - 810 - Stage 2 - - - - 1052 - Critical Hdwy - - 4.1 - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.327 Pot Cap-1 Maneuver - - 816 - 81 378 Stage 1 - - - - 441 - Stage 2 - - - - 339 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 816 - 76 378 Mov Cap-2 Maneuver - - - - 76 - Stage 1 - - - - 441 - Stage 2 - - - - 317 - Approach EB WB NB HCM Control Delay, s 0 0.5 26.3 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 76 378 - - 816 - HCM Lane V/C Ratio 0.17 0.115 - - 0.063 - HCM Control Delay (s) 61.8 15.8 - - 9.7 - HCM Lane LOS F C - - A - HCM 95th %tile Q(veh) 0.6 0.4 - - 0.2 - 557 HCM 6th TWSC 5: Vicarage Drive/Edwards Elmhurst Drive & 127th Street 05/24/2023 PMPR 23-030 - Plainfield 10:09 am 11/02/2021 Projected Evening Peak Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 642 52 30 837 34 33 0 25 58 0 46 Future Vol, veh/h 15 642 52 30 837 34 33 0 25 58 0 46 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - 145 145 - - - - 0 - - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 18 755 61 35 985 40 39 0 29 68 0 54 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1025 0 0 816 0 0 1354 1886 755 1911 1927 513 Stage 1 - - - - - - 791 791 - 1075 1075 - Stage 2 - - - - - - 563 1095 - 836 852 - Critical Hdwy 4.1 - - 4.1 - - 7.3 6.5 6.2 7.3 6.5 6.9 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.5 5.5 - Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 685 - - 820 - - 119 71 412 ~ 47 67 512 Stage 1 - - - - - - 386 404 - 238 298 - Stage 2 - - - - - - 483 292 - 364 379 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 685 - - 820 - - 101 66 412 ~ 41 62 512 Mov Cap-2 Maneuver - - - - - - 101 66 - 137 168 - Stage 1 - - - - - - 376 393 - 232 285 - Stage 2 - - - - - - 414 279 - 329 369 - Approach EB WB NB SB HCM Control Delay, s 0.2 0.3 41.1 36.3 HCM LOS E E Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 101 412 685 - - 820 - - 137 512 HCM Lane V/C Ratio 0.384 0.071 0.026 - - 0.043 - - 0.498 0.106 HCM Control Delay (s) 61.4 14.4 10.4 - - 9.6 - - 54.9 12.9 HCM Lane LOS F B B - - A - - F B HCM 95th %tile Q(veh) 1.6 0.2 0.1 - - 0.1 - - 2.3 0.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 558 HCM 6th TWSC 6: 248th Avenue & Prairie Grove Drive 05/24/2023 PMPR 23-030 - Plainfield 10:09 am 11/02/2021 Projected Evening Peak Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 0 19 9 0 19 23 326 24 28 269 36 Future Vol, veh/h 13 0 19 9 0 19 23 326 24 28 269 36 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - - 0 - - 125 - - 110 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 0 0 Mvmt Flow 15 0 22 11 0 22 27 384 28 33 316 42 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 866 869 337 866 876 398 358 0 0 412 0 0 Stage 1 403 403 - 452 452 - - - - - - - Stage 2 463 466 - 414 424 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 276 292 710 276 290 656 1212 - - 1158 - - Stage 1 628 603 - 591 574 - - - - - - - Stage 2 583 566 - 620 590 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 256 278 710 257 276 656 1212 - - 1158 - - Mov Cap-2 Maneuver 256 278 - 257 276 - - - - - - - Stage 1 614 586 - 578 561 - - - - - - - Stage 2 551 554 - 583 573 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.1 13.6 0.5 0.7 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1212 - - 256 534 257 656 1158 - - HCM Lane V/C Ratio 0.022 - - 0.04 0.051 0.041 0.034 0.028 - - HCM Control Delay (s) 8 - - 19.6 12.1 19.6 10.7 8.2 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.2 0.1 0.1 0.1 - - 559 HCM 6th TWSC 7: 248th Avenue & TCC Access 05/24/2023 PMPR 23-030 - Plainfield 10:09 am 11/02/2021 Projected Evening Peak Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 47 0 70 14 0 2 65 331 18 3 258 40 Future Vol, veh/h 47 0 70 14 0 2 65 331 18 3 258 40 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 150 - - - - 0 110 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 0 0 Mvmt Flow 49 0 74 15 0 2 68 348 19 3 272 42 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 794 802 293 830 814 358 314 0 0 367 0 0 Stage 1 299 299 - 494 494 - - - - - - - Stage 2 495 503 - 336 320 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 308 320 751 292 315 691 1258 - - 1203 - - Stage 1 714 670 - 561 550 - - - - - - - Stage 2 560 545 - 682 656 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 294 302 751 252 297 691 1258 - - 1203 - - Mov Cap-2 Maneuver 294 302 - 252 297 - - - - - - - Stage 1 675 669 - 531 520 - - - - - - - Stage 2 528 516 - 614 655 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.1 18.9 1.3 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1258 - - 294 751 252 691 1203 - - HCM Lane V/C Ratio 0.054 - - 0.168 0.098 0.058 0.003 0.003 - - HCM Control Delay (s) 8 - - 19.7 10.3 20.2 10.2 8 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0.2 - - 0.6 0.3 0.2 0 0 - - 560 HCM 6th TWSC 8: 248th Avenue & North Site 05/24/2023 PMPR 23-030 - Plainfield 10:09 am 11/02/2021 Projected Evening Peak Synchro 11 Report ANB Page 5 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 1 372 8 2 295 Future Vol, veh/h 6 1 372 8 2 295 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 185 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 1 0 0 0 Mvmt Flow 6 1 392 8 2 311 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 711 396 0 0 400 0 Stage 1 396 - - - - - Stage 2 315 - - - - - 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 403 658 - - 1170 - Stage 1 684 - - - - - Stage 2 744 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 402 658 - - 1170 - Mov Cap-2 Maneuver 402 - - - - - Stage 1 684 - - - - - Stage 2 743 - - - - - Approach WB NB SB HCM Control Delay, s 13.6 0 0.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 426 1170 - HCM Lane V/C Ratio - - 0.017 0.002 - HCM Control Delay (s) - - 13.6 8.1 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.1 0 - 561 Capacity Analysis Summary Sheets Year 2023 Base School Morning Peak Hour Conditions 562 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 03/10/2023 AMEX - Sch 23-030 - Plainfield 3:41 pm 10/20/2021 Existing School Morning Peak Synchro 11 Report ANB Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 290 315 122 233 135 89 Future Volume (vph) 290 315 122 233 135 89 Ideal Flow (vphpl) 1900 2000 2000 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 90 205 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 100 195 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1787 1980 1923 1583 1805 1583 Flt Permitted 0.558 0.950 Satd. Flow (perm) 1050 1980 1923 1583 1805 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 424 151 Link Speed (mph) 40 45 45 Link Distance (ft) 1211 1253 610 Travel Time (s) 20.6 19.0 9.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.63 0.84 0.82 0.55 0.62 0.59 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 1% 4% 2% 0% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 460 375 149 424 218 151 Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 Detector Phase 5 2 6 6 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 15.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 21.0 14.0 14.0 Total Split (s) 48.0 115.0 67.0 67.0 35.0 35.0 Total Split (%) 32.0% 76.7% 44.7% 44.7% 23.3% 23.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.0 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None None None Act Effct Green (s) 49.1 47.5 18.6 18.6 14.4 14.4 Actuated g/C Ratio 0.68 0.66 0.26 0.26 0.20 0.20 563 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 03/10/2023 AMEX - Sch 23-030 - Plainfield 3:41 pm 10/20/2021 Existing School Morning Peak Synchro 11 Report ANB Page 2 Lane Group EBL EBT WBT WBR SBL SBR v/c Ratio 0.48 0.29 0.30 0.59 0.61 0.35 Control Delay 7.0 6.0 26.8 6.8 36.9 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.0 6.0 26.8 6.8 36.9 8.1 LOS A A C A D A Approach Delay 6.5 12.0 25.1 Approach LOS A B C Queue Length 50th (ft) 71 58 52 0 85 0 Queue Length 95th (ft) 89 107 117 0 129 5 Internal Link Dist (ft) 1131 1173 530 Turn Bay Length (ft) 90 205 200 Base Capacity (vph) 1239 1980 1652 1419 783 772 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.19 0.09 0.30 0.28 0.20 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 72.4 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 12.2 Intersection LOS: B Intersection Capacity Utilization 47.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: 127th Street & 248th Avenue 564 HCM 6th TWSC 6: 248th Avenue & Prairie Grove Drive 03/14/2023 AMEX - Sch 23-030 - Plainfield 3:41 pm 10/20/2021 Existing School Morning Peak Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 4 27 5 1 40 8 495 2 13 186 18 Future Vol, veh/h 34 4 27 5 1 40 8 495 2 13 186 18 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - - 0 - - 125 - - 110 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 61 50 68 42 25 50 50 58 50 65 57 64 Heavy Vehicles, % 0 0 0 0 0 0 12 1 0 0 1 0 Mvmt Flow 56 8 40 12 4 80 16 853 4 20 326 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1309 1270 340 1292 1282 856 354 0 0 858 0 0 Stage 1 380 380 - 888 888 - - - - - - - Stage 2 929 890 - 404 394 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.22 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.308 - - 2.2 - - Pot Cap-1 Maneuver 138 170 707 141 167 360 1151 - - 791 - - Stage 1 646 617 - 341 365 - - - - - - - Stage 2 324 364 - 627 609 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 102 163 707 124 160 360 1151 - - 790 - - Mov Cap-2 Maneuver 102 163 - 124 160 - - - - - - - Stage 1 637 602 - 336 360 - - - - - - - Stage 2 246 359 - 569 594 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 38.4 21.2 0.1 0.5 HCM LOS E C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1151 - - 102 231 124 340 790 - - HCM Lane V/C Ratio 0.014 - - 0.364 0.287 0.096 0.247 0.025 - - HCM Control Delay (s) 8.2 - - 59.3 26.7 37.1 19 9.7 - - HCM Lane LOS A - - F D E C A - - HCM 95th %tile Q(veh) 0 - - 1.5 1.1 0.3 1 0.1 - - 565 HCM 6th TWSC 7: 248th Avenue & TCC Access 03/14/2023 AMEX - Sch 23-030 - Plainfield 3:41 pm 10/20/2021 Existing School Morning Peak Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 20 29 38 485 195 23 Future Vol, veh/h 20 29 38 485 195 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 110 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 58 57 95 Heavy Vehicles, % 0 0 0 1 1 0 Mvmt Flow 21 31 40 836 342 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1270 354 366 0 - 0 Stage 1 354 - - - - - Stage 2 916 - - - - - 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 187 694 1204 - - - Stage 1 715 - - - - - Stage 2 393 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 181 694 1204 - - - Mov Cap-2 Maneuver 181 - - - - - Stage 1 691 - - - - - Stage 2 393 - - - - - Approach EB NB SB HCM Control Delay, s 17.4 0.4 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1204 - 181 694 - - HCM Lane V/C Ratio 0.033 - 0.116 0.044 - - HCM Control Delay (s) 8.1 - 27.5 10.4 - - HCM Lane LOS A - D B - - HCM 95th %tile Q(veh) 0.1 - 0.4 0.1 - - 566 Capacity Analysis Summary Sheets Year 2023 Base School Afternoon Peak Hour Conditions 567 HCM 6th TWSC 4: Waterford Boulevard & 127th Street 03/13/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 559 12 44 697 9 37 Future Vol, veh/h 559 12 44 697 9 37 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 90 - 0 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 00103 Mvmt Flow 658 14 52 820 11 44 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 672 0 1589 665 Stage 1 - - - - 665 - Stage 2 - - - - 924 - Critical Hdwy - - 4.1 - 6.4 6.23 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.327 Pot Cap-1 Maneuver - - 928 - 120 458 Stage 1 - - - - 515 - Stage 2 - - - - 390 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 928 - 113 458 Mov Cap-2 Maneuver - - - - 113 - Stage 1 - - - - 515 - Stage 2 - - - - 368 - Approach EB WB NB HCM Control Delay, s 0 0.5 18.9 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 113 458 - - 928 - HCM Lane V/C Ratio 0.094 0.095 - - 0.056 - HCM Control Delay (s) 40.1 13.7 - - 9.1 - HCM Lane LOS E B - - A - HCM 95th %tile Q(veh) 0.3 0.3 - - 0.2 - 568 HCM 6th TWSC 5: 127th Street & Edwards Elmhurst Drive 03/13/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 15 582 757 34 58 46 Future Vol, veh/h 15 582 757 34 58 46 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - - 0 0 Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 0 00000 Mvmt Flow 18 685 891 40 68 54 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 931 0 - 0 1632 466 Stage 1 - - - - 911 - Stage 2 - - - - 721 - Critical Hdwy 4.1 - - - 6.6 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 743 - - - 103 549 Stage 1 - - - - 357 - Stage 2 - - - - 485 - Platoon blocked, % - - - Mov Cap-1 Maneuver 743 - - - 101 549 Mov Cap-2 Maneuver - - - - 229 - Stage 1 - - - - 348 - Stage 2 - - - - 485 - Approach EB WB SB HCM Control Delay, s 0.3 0 20.7 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 743 - - - 229 549 HCM Lane V/C Ratio 0.024 - - - 0.298 0.099 HCM Control Delay (s) 10 - - - 27.3 12.3 HCM Lane LOS A - - - D B HCM 95th %tile Q(veh) 0.1 - - - 1.2 0.3 569 HCM 6th TWSC 6: 248th Avenue & Prairie Grove Drive 03/13/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 0 19 9 0 19 23 291 24 28 237 36 Future Vol, veh/h 13 0 19 9 0 19 23 291 24 28 237 36 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 - - 125 - - 110 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 0 00000010000 Mvmt Flow 15 0 22 11 0 22 27 342 28 33 279 42 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 787 790 300 787 797 356 321 0 0 370 0 0 Stage 1 366 366 - 410 410 ------- Stage 2 421 424 - 377 387 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 312 325 744 312 322 693 1250 - - 1200 - - Stage 1 657 626 - 623 599 ------- Stage 2 614 590 - 649 613 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 291 309 744 291 307 693 1250 - - 1200 - - Mov Cap-2 Maneuver 291 309 - 291 307 ------- Stage 1 643 609 - 609 586 ------- Stage 2 581 577 - 612 596 ------- Approach EB WB NB SB HCM Control Delay, s 13.3 12.8 0.5 0.8 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1250 - - 291 577 291 693 1200 - - HCM Lane V/C Ratio 0.022 - - 0.035 0.048 0.036 0.032 0.027 - - HCM Control Delay (s) 7.9 - - 17.8 11.6 17.8 10.4 8.1 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0.1 0.1 0.1 - - 570 HCM 6th TWSC 7: 248th Avenue & TCC Access 03/13/2023 PMEX 23-030 - Plainfield 10:09 am 11/02/2021 Existing Evening Peak Synchro 11 Report ANB Page 4 Intersection Int Delay, s/veh 2.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 47 70 65 291 225 40 Future Vol, veh/h 47 70 65 291 225 40 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 110 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 00100 Mvmt Flow 49 74 68 306 237 42 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 700 258 279 0 - 0 Stage 1 258 ----- Stage 2 442 ----- 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 409 786 1295 - - - Stage 1 790 ----- Stage 2 652 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 387 786 1295 - - - Mov Cap-2 Maneuver 387 ----- Stage 1 748 ----- Stage 2 652 ----- Approach EB NB SB HCM Control Delay, s 12.3 1.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1295 - 387 786 - - HCM Lane V/C Ratio 0.053 - 0.128 0.094 - - HCM Control Delay (s) 7.9 - 15.7 10.1 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0.2 - 0.4 0.3 - - 571 HCM 6th TWSC 6: 248th Avenue & Prairie Grove Drive 03/14/2023 PMEX - Sch 23-030 - Plainfield 10:09 am 11/02/2021 Existing School Evening Peak Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 3 33 1 0 14 22 171 2 16 390 38 Future Vol, veh/h 15 3 33 1 0 14 22 171 2 16 390 38 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 - - 125 - - 110 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 63 75 83 25 25 88 69 82 50 36 46 41 Heavy Vehicles, % 0 060014420010 Mvmt Flow 24 4 40 4 0 16 32 209 4 44 848 93 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1266 1260 895 1280 1304 211 941 0 0 213 0 0 Stage 1 983 983 - 275 275 ------- Stage 2 283 277 - 1005 1029 ------- Critical Hdwy 7.1 6.5 6.26 7.1 6.5 6.34 4.14 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.354 3.5 4 3.426 2.236 - - 2.2 - - Pot Cap-1 Maneuver 147 172 334 144 162 800 720 - - 1369 - - Stage 1 302 329 - 736 686 ------- Stage 2 728 685 - 294 314 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 136 159 334 117 150 800 720 - - 1369 - - Mov Cap-2 Maneuver 136 159 - 117 150 ------- Stage 1 289 318 - 704 656 ------- Stage 2 682 655 - 248 304 ------- Approach EB WB NB SB HCM Control Delay, s 25.6 15.1 1.3 0.3 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 720 - - 136 255 117 800 1369 - - HCM Lane V/C Ratio 0.044 - - 0.117 0.203 0.034 0.02 0.032 - - HCM Control Delay (s) 10.2 - - 34.9 22.7 36.9 9.6 7.7 - - HCM Lane LOS B - - D C E A A - - HCM 95th %tile Q(veh) 0.1 - - 0.4 0.7 0.1 0.1 0.1 - - 572 HCM 6th TWSC 7: 248th Avenue & TCC Access 03/14/2023 PMEX - Sch 23-030 - Plainfield 10:09 am 11/02/2021 Existing School Evening Peak Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 8 13 12 187 416 8 Future Vol, veh/h 8 13 12 187 416 8 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 110 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 82 46 95 Heavy Vehicles, % 0 00100 Mvmt Flow 8 14 13 228 904 8 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1162 908 912 0 - 0 Stage 1 908 ----- Stage 2 254 ----- 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 218 336 755 - - - Stage 1 397 ----- Stage 2 793 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 214 336 755 - - - Mov Cap-2 Maneuver 214 ----- Stage 1 390 ----- Stage 2 793 ----- Approach EB NB SB HCM Control Delay, s 18.6 0.5 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 755 - 214 336 - - HCM Lane V/C Ratio 0.017 - 0.039 0.041 - - HCM Control Delay (s) 9.8 - 22.5 16.2 - - HCM Lane LOS A - C C - - HCM 95th %tile Q(veh) 0.1 - 0.1 0.1 - - 573 Capacity Analysis Summary Sheets Year 2029 Total School Morning Peak Hour Conditions 574 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 05/24/2023 AMPR - Sch 23-030 - Plainfield 3:41 pm 10/20/2021 Projected School Morning Peak Synchro 11 Report ANB Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 319 353 174 257 155 108 Future Volume (vph) 319 353 174 257 155 108 Ideal Flow (vphpl) 1900 2000 2000 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 90 205 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 100 195 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1787 1980 1923 1583 1805 1583 Flt Permitted 0.484 0.950 Satd. Flow (perm) 910 1980 1923 1583 1805 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 467 183 Link Speed (mph) 40 45 45 Link Distance (ft) 912 770 610 Travel Time (s) 15.5 11.7 9.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.63 0.84 0.82 0.55 0.62 0.59 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 1% 1% 4% 2% 0% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 506 420 212 467 250 183 Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 Detector Phase 5 2 6 6 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 15.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 21.0 14.0 14.0 Total Split (s) 31.0 80.0 49.0 49.0 40.0 40.0 Total Split (%) 25.8% 66.7% 40.8% 40.8% 33.3% 33.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.0 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None None None Act Effct Green (s) 51.5 49.9 22.0 22.0 17.0 17.0 Actuated g/C Ratio 0.67 0.64 0.28 0.28 0.22 0.22 575 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 05/24/2023 AMPR - Sch 23-030 - Plainfield 3:41 pm 10/20/2021 Projected School Morning Peak Synchro 11 Report ANB Page 2 Lane Group EBL EBT WBT WBR SBL SBR v/c Ratio 0.58 0.33 0.39 0.60 0.63 0.37 Control Delay 9.5 7.5 26.2 6.0 36.7 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.5 7.5 26.2 6.0 36.7 7.0 LOS A A C A D A Approach Delay 8.6 12.3 24.2 Approach LOS A B C Queue Length 50th (ft) 93 76 85 0 113 0 Queue Length 95th (ft) 125 152 147 0 138 1 Internal Link Dist (ft) 832 690 530 Turn Bay Length (ft) 90 205 200 Base Capacity (vph) 930 1811 1142 1129 853 844 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.23 0.19 0.41 0.29 0.22 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 77.4 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.63 Intersection Signal Delay: 13.1 Intersection LOS: B Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: 127th Street & 248th Avenue 576 HCM 6th TWSC 6: 248th Avenue & Prairie Grove Drive 05/24/2023 AMPR - Sch 23-030 - Plainfield 3:41 pm 10/20/2021 Projected School Morning Peak Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 4 27 5 1 40 8 542 2 13 206 18 Future Vol, veh/h 34 4 27 5 1 40 8 542 2 13 206 18 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - - 0 - - 125 - - 110 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 61 50 68 42 25 50 50 58 50 65 57 64 Heavy Vehicles, % 0 0 0 0 0 0 12 1 0 0 1 0 Mvmt Flow 56 8 40 12 4 80 16 934 4 20 361 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1425 1386 375 1408 1398 937 389 0 0 939 0 0 Stage 1 415 415 - 969 969 - - - - - - - Stage 2 1010 971 - 439 429 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.22 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.308 - - 2.2 - - Pot Cap-1 Maneuver 114 144 676 118 142 324 1117 - - 738 - - Stage 1 619 596 - 307 334 - - - - - - - Stage 2 292 334 - 601 587 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 81 138 676 103 136 324 1117 - - 737 - - Mov Cap-2 Maneuver 81 138 - 103 136 - - - - - - - Stage 1 610 580 - 302 329 - - - - - - - Stage 2 214 329 - 543 571 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 51 24.2 0.1 0.5 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1117 - - 81 192 103 304 737 - - HCM Lane V/C Ratio 0.014 - - 0.459 0.345 0.116 0.276 0.027 - - HCM Control Delay (s) 8.3 - - 82.6 33.3 44.5 21.3 10 - - HCM Lane LOS A - - F D E C B - - HCM 95th %tile Q(veh) 0 - - 1.9 1.4 0.4 1.1 0.1 - - 577 HCM 6th TWSC 7: 248th Avenue & TCC Access /South Site 05/24/2023 AMPR - Sch 23-030 - Plainfield 3:41 pm 10/20/2021 Projected School Morning Peak Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 0 29 13 0 0 38 534 4 0 221 23 Future Vol, veh/h 20 0 29 13 0 0 38 534 4 0 221 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 150 - - - - 0 110 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 58 95 95 57 95 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 21 0 31 14 0 0 40 921 4 0 388 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1403 1405 400 1419 1415 923 412 0 0 925 0 0 Stage 1 400 400 - 1003 1003 - - - - - - - Stage 2 1003 1005 - 416 412 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 118 141 654 115 139 330 1158 - - 747 - - Stage 1 630 605 - 294 322 - - - - - - - Stage 2 294 322 - 618 598 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 115 136 654 107 134 330 1158 - - 747 - - Mov Cap-2 Maneuver 115 136 - 107 134 - - - - - - - Stage 1 608 605 - 284 311 - - - - - - - Stage 2 284 311 - 589 598 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 24 43.5 0.3 0 HCM LOS C E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1158 - - 115 654 107 - 747 - - HCM Lane V/C Ratio 0.035 - - 0.183 0.047 0.128 - - - - HCM Control Delay (s) 8.2 - - 43.2 10.8 43.5 0 0 - - HCM Lane LOS A - - E B E A A - - HCM 95th %tile Q(veh) 0.1 - - 0.6 0.1 0.4 - 0 - - 578 HCM 6th TWSC 8: 248th Avenue & North Site 05/24/2023 AMPR - Sch 23-030 - Plainfield 3:41 pm 10/20/2021 Projected School Morning Peak Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 0 552 2 0 238 Future Vol, veh/h 6 0 552 2 0 238 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 185 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 1 0 0 1 Mvmt Flow 6 0 581 2 0 251 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 833 582 0 0 583 0 Stage 1 582 - - - - - Stage 2 251 - - - - - 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 341 517 - - 1001 - Stage 1 563 - - - - - Stage 2 795 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 341 517 - - 1001 - Mov Cap-2 Maneuver 341 - - - - - Stage 1 563 - - - - - Stage 2 795 - - - - - Approach WB NB SB HCM Control Delay, s 15.8 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 341 1001 - HCM Lane V/C Ratio - - 0.019 - - HCM Control Delay (s) - - 15.8 0 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 0.1 0 - 579 Capacity Analysis Summary Sheets Year 2029 Total School Afternoon Peak Hour Conditions 580 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 05/24/2023 PMPR - Sch 23-030 - Plainfield 10:09 am 11/02/2021 Projected School Evening Peak Synchro 11 Report ANB Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 94 298 305 149 243 247 Future Volume (vph) 94 298 305 149 243 247 Ideal Flow (vphpl) 1900 2000 2000 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 90 205 200 0 Storage Lanes 1 0 1 1 Taper Length (ft) 100 195 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1736 1923 1961 1599 1787 1599 Flt Permitted 0.363 0.950 Satd. Flow (perm) 663 1923 1961 1564 1787 1562 Right Turn on Red Yes Yes Satd. Flow (RTOR) 171 542 Link Speed (mph) 40 45 45 Link Distance (ft) 912 770 610 Travel Time (s) 15.5 11.7 9.2 Confl. Peds. (#/hr) 2 2 2 Confl. Bikes (#/hr) Peak Hour Factor 0.73 0.70 0.87 0.87 0.62 0.41 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 2% 1% 1% 1% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 129 426 351 171 392 602 Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 Detector Phase 5 2 6 6 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 15.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 21.0 14.0 14.0 Total Split (s) 18.0 78.0 60.0 60.0 42.0 42.0 Total Split (%) 15.0% 65.0% 50.0% 50.0% 35.0% 35.0% Yellow Time (s) 3.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 0.0 1.5 1.5 1.5 1.5 1.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None None None Act Effct Green (s) 41.2 38.6 24.7 24.7 24.5 24.5 Actuated g/C Ratio 0.54 0.51 0.33 0.33 0.32 0.32 581 Lanes, Volumes, Timings 2: 127th Street & 248th Avenue 05/24/2023 PMPR - Sch 23-030 - Plainfield 10:09 am 11/02/2021 Projected School Evening Peak Synchro 11 Report ANB Page 2 Lane Group EBL EBT WBT WBR SBL SBR v/c Ratio 0.26 0.44 0.55 0.27 0.68 0.69 Control Delay 11.0 14.1 25.9 5.0 30.1 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.0 14.1 25.9 5.0 30.1 8.2 LOS B B C A C A Approach Delay 13.3 19.1 16.9 Approach LOS B B B Queue Length 50th (ft) 27 116 131 0 155 19 Queue Length 95th (ft) 53 166 253 39 189 0 Internal Link Dist (ft) 832 690 530 Turn Bay Length (ft) 90 205 200 Base Capacity (vph) 577 1733 1460 1208 896 1053 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.25 0.24 0.14 0.44 0.57 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 75.7 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 16.5 Intersection LOS: B Intersection Capacity Utilization 47.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: 127th Street & 248th Avenue 582 HCM 6th TWSC 6: 248th Avenue & Prairie Grove Drive 05/24/2023 PMPR - Sch 23-030 - Plainfield 10:09 am 11/02/2021 Projected School Evening Peak Synchro 11 Report ANB Page 1 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 3 33 1 0 14 22 188 2 16 428 38 Future Vol, veh/h 15 3 33 1 0 14 22 188 2 16 428 38 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 - - 0 - - 125 - - 110 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 63 75 83 25 25 88 69 82 50 36 46 41 Heavy Vehicles, % 0 0 6 0 0 14 4 2 0 0 1 0 Mvmt Flow 24 4 40 4 0 16 32 229 4 44 930 93 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1368 1362 977 1382 1406 231 1023 0 0 233 0 0 Stage 1 1065 1065 - 295 295 - - - - - - - Stage 2 303 297 - 1087 1111 - - - - - - - Critical Hdwy 7.1 6.5 6.26 7.1 6.5 6.34 4.14 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.354 3.5 4 3.426 2.236 - - 2.2 - - Pot Cap-1 Maneuver 125 149 299 122 140 779 671 - - 1346 - - Stage 1 272 302 - 718 673 - - - - - - - Stage 2 711 671 - 264 287 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 115 137 299 97 129 779 671 - - 1346 - - Mov Cap-2 Maneuver 115 137 - 97 129 - - - - - - - Stage 1 259 292 - 684 641 - - - - - - - Stage 2 663 639 - 218 278 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 29.4 16.5 1.3 0.3 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 671 - - 115 224 97 779 1346 - - HCM Lane V/C Ratio 0.048 - - 0.138 0.231 0.041 0.02 0.033 - - HCM Control Delay (s) 10.6 - - 41.3 25.8 43.7 9.7 7.8 - - HCM Lane LOS B - - E D E A A - - HCM 95th %tile Q(veh) 0.1 - - 0.5 0.9 0.1 0.1 0.1 - - 583 HCM 6th TWSC 7: 248th Avenue & TCC Access /South Site 05/24/2023 PMPR - Sch 23-030 - Plainfield 10:09 am 11/02/2021 Projected School Evening Peak Synchro 11 Report ANB Page 2 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 0 13 16 0 0 12 212 19 0 461 8 Future Vol, veh/h 8 0 13 16 0 0 12 212 19 0 461 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 150 - - - - 0 110 - - 0 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 82 95 95 46 95 Heavy Vehicles, % 0 0 0 0 0 0 0 2 0 0 1 0 Mvmt Flow 8 0 14 17 0 0 13 259 20 0 1002 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1301 1311 1006 1308 1305 269 1010 0 0 279 0 0 Stage 1 1006 1006 - 295 295 - - - - - - - Stage 2 295 305 - 1013 1010 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 139 160 295 138 162 775 694 - - 1295 - - Stage 1 293 321 - 718 673 - - - - - - - Stage 2 718 666 - 291 320 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 137 157 295 130 159 775 694 - - 1295 - - Mov Cap-2 Maneuver 137 157 - 130 159 - - - - - - - Stage 1 287 321 - 704 660 - - - - - - - Stage 2 705 653 - 278 320 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 23.6 36.8 0.4 0 HCM LOS C E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 694 - - 137 295 130 - 1295 - - HCM Lane V/C Ratio 0.018 - - 0.061 0.046 0.13 - - - - HCM Control Delay (s) 10.3 - - 33 17.8 36.8 0 0 - - HCM Lane LOS B - - D C E A A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 0.1 0.4 - 0 - - 584 HCM 6th TWSC 8: 248th Avenue & North Site 05/24/2023 PMPR - Sch 23-030 - Plainfield 10:09 am 11/02/2021 Projected School Evening Peak Synchro 11 Report ANB Page 3 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 0 212 8 0 462 Future Vol, veh/h 7 0 212 8 0 462 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 185 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 2 0 0 1 Mvmt Flow 7 0 223 8 0 486 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 713 227 0 0 231 0 Stage 1 227 - - - - - Stage 2 486 - - - - - 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 401 817 - - 1349 - Stage 1 815 - - - - - Stage 2 623 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 401 817 - - 1349 - Mov Cap-2 Maneuver 401 - - - - - Stage 1 815 - - - - - Stage 2 623 - - - - - Approach WB NB SB HCM Control Delay, s 14.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 401 1349 - HCM Lane V/C Ratio - - 0.018 - - HCM Control Delay (s) - - 14.1 0 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.1 0 - 585 Turn Lane Warrants 586 248th Avenue with the North Site Access Drive Right Turn Lane Guidelines AM Peak Hour: (266, 4) PM Peak Hour: (380, 8) 587 248th Avenue with the South Site Access Drive Right Turn Lane Guidelines AM Peak Hour: (231, 9) PM Peak Hour: (349, 18) 588 TO: PRESIDENT ARGOUDELIS and BOARD OF TRUSTEES FROM: JONATHAN PROULX, DIRECTOR OF PLANNING DATE: JUNE 22, 2023 SUBJECT: REPORT TO THE COMMITTEE OF THE WHOLE PLAINFIELD BUSINESS CENTER SUBDIVISION CASE NUMBER 2016-060723.AAA/FP REQUEST: Annexation Agreement Amendment, Final Plat of Subdivision LOCATION: South of 143rd Street, west of Steiner Road APPLICANT: Seefried Industrial Properties ZONING: I-1 PUD COMP. PLAN: Medium Density Residential (2.1 to 3.0 du/ac) DISCUSSION The applicant is seeking final plat approval to create the first development lot for the Plainfield Business Center, a planned industrial park of up to approximately 3.8 million square feet of development, which received approval for annexation and zoning in November of 2022 (Case No. 1974-061022.AA/REZ/SU/SPR/PP). The proposed final plat would create Lot 1 for a proposed cold storage warehouse and distribution facility. Lot 2 would remain for future resubdivision as future phases of the development are proposed. The applicant is also proposing an amendment to the annexation agreement to allow the property to be acquired in phases as opposed to a one-time take-down. The adjacent land uses and zoning are as follows: North: Warehouse/distribution (I-1 PUD) 143rd Street (Major Arterial) South: Unincorporated Agricultural (Will County A1), however Proposed light industrial (requested Village I-1) (Case No. 2013-0512223.AA/SU/REZ/SPR/PP) East: Undeveloped/agricultural (Will County A-1, Comp. Plan B-3) West: Undeveloped/agricultural/approved light industrial (I-1) 589 REPORT TO THE COMMITTEE OF THE WHOLE Page #2 of 3 CASE NUMBER 2016-060723.AAA/FP 6/22/2023 PLAINFIELD BUSINESS CENTER SUBDIVISION ANALYSIS The applicant is requesting approval of a final plat of subdivision to create a development lot for a proposed cold storage warehouse and distribution facility. Lot 1 is approximately 26.2 acres (1,142,254 square feet) and is located on the south side of 13rd Street, in the southeast corner of the overall Plainfield Business Center. Lot 1 is the first development lot of what is planned to be a multi-building industrial park of up to approximately 3.8 million square feet of overall development. The proposed Lot 2 encompasses the remaining land within the Plainfield Business Center. Lot 2 will be resubdivided in the future for each of the subsequent phases or specific developments as they are proposed. Land Use / Land Plan The final plat encompasses approximately 221.3 acres. Lot 1 is 26.2 acres and Lot 2 includes the remainder, or approximately 195.1 acres. Lot 1 has been configured to meet the requirements of the site plan for a specific development proposal for a cold storage warehouse and distribution facility. The site plan for this future development is not part of the current Planning application, which is limited to the subdivision request. However, staff has included the overall site plan for information. Street Alignment / Access / Circulation Vehicular access will come from 143rd Street. Secondary access will come from the industrial lot to the west once it is developed. Provisions for cross-access will be incorporated into the final plat. Stormwater Management/ Dormant Special Services Area The final plat will be subject to final engineering review and approval prior to recording. Stormwater detention is proposed along the southern portion of the lot, consistent with the location shown in the preliminary plat. The stormwater basin is planned to release via a buried pipe extending west to an existing creek channel, where the pipe will “daylight” and discharge at a restricted rate. The offsite outlet is subject to engineering review and approval. An easement for this discharge pipe is shown on the southern 20 feet of Lot 2. Recapture Staff will verify whether there is any recapture due prior to the plat being recorded. The overall Plainfield Business Center project will be served by an extension of sanitary sewer being constructed by others, and payment of the fair-share cost of this sanitary sewer improvement is stipulated in the annexation agreement. This payment is planned to be made concurrently with the first phase of development. CONCLUSION / RECOMMENDATION Staff finds that the proposed final plat is consistent with the development plan contained in the approved annexation agreement, as well as the approved preliminary plat. Furthermore, the final plat meets the requirements of the Subdivision Code and the Zoning Code. Subject to discussion by the Board of Trustees, staff recommends approval. Should the Village Board concur, the following motions are suggested: 590 REPORT TO THE COMMITTEE OF THE WHOLE Page #3 of 3 CASE NUMBER 2016-060723.AAA/FP 6/22/2023 PLAINFIELD BUSINESS CENTER SUBDIVISION I move we recommend approval of the Final Plat of Subdivision of Plainfield Business Center, 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. 591 ONLYONLYEXCEPTION EXCEP T ION LOT 1 143RD STREET STEINER ROADLOT 2 EXCEPTION PROJ. NO.:23.0088-01 1 OF 4 SCALE: 1" = 300'ALTA SURVEYS l TOPOGRAPHY l CONSTRUCTION STAKING2631 GINGER WOODS PARKWAY, STE. 100AURORA, IL 60502PHONE: (630) 820-9100 FAX: (630) 820-7030 EMAIL: ADMIN@CLSURVEYING.COMPLAINFIELD BUSINESS CENTERCLIENTPLAINFIELD , ILPROJECT©FINAL PLAT OF SUBDIVISION ABBREVIATIONS LINE LEGEND LEGEND AREA SUMMARY OF PLAINFIELD BUSINESS CENTER SEE SHEETS 2-3 FOR DETAILS PIN: 06-03-06-300-001 PIN: 06-03-06-300-004 592 EXCEPTION LOT 2 EXCEPTION PROJ. NO.:23.0088-01 2 OF 4 SCALE: 1" = 150'ALTA SURVEYS l TOPOGRAPHY l CONSTRUCTION STAKING2631 GINGER WOODS PARKWAY, STE. 100AURORA, IL 60502PHONE: (630) 820-9100 FAX: (630) 820-7030 EMAIL: ADMIN@CLSURVEYING.COMPLAINFIELD BUSINESS CENTERCLIENTPLAINFIELD , ILPROJECT©FINAL PLAT OF SUBDIVISION OF PLAINFIELD BUSINESS CENTER SEE SHEET 3 PIN: 06-03-06-300-001 PIN: 06-03-06-300-004 593 EXCEPTION EXC EP T ION LOT 1 143RD STREET LOT 2 PROJ. NO.:23.0088-01 3 OF 4 SCALE: 1" = 150'ALTA SURVEYS l TOPOGRAPHY l CONSTRUCTION STAKING2631 GINGER WOODS PARKWAY, STE. 100AURORA, IL 60502PHONE: (630) 820-9100 FAX: (630) 820-7030 EMAIL: ADMIN@CLSURVEYING.COMPLAINFIELD BUSINESS CENTERCLIENTPLAINFIELD , ILPROJECT©FINAL PLAT OF SUBDIVISION OF PLAINFIELD BUSINESS CENTER SEE SHEET 2 P.O.B. P.O.B. PIN: 06-03-06-300-001 PIN: 06-03-06-300-004 ACCESS EASEMENT “” EMERGENCY ACCESS/FIRE DEPARTMENT ACCESS EASEMENT “” 594 WILL COUNTY CLERK’S CERTIFICATEPLAN COMMISSION WILL COUNTY RECORDER’S CERTIFICATE ’ ’ CERTIFICATE AS TO SPECIAL ASSESSMENTS BOARD OF TRUSTEES WILL COUNTY TAX MAPPING CERTIFICATE MORTGAGEE’S CERTIFICATE ’ NOTARY’S CERTIFICATE ’ OWNER'S CERTIFICATE ’ NOTARY'S CERTIFICATE SURVEYOR’S AUTHORIZATION TO RECORD EASEMENT PROVISIONS PROJ. NO.:23.0088-01 4 OF 4 SCALE: NONEALTA SURVEYS l TOPOGRAPHY l CONSTRUCTION STAKING2631 GINGER WOODS PARKWAY, STE. 100AURORA, IL 60502PHONE: (630) 820-9100 FAX: (630) 820-7030 EMAIL: ADMIN@CLSURVEYING.COMPLAINFIELD BUSINESS CENTERCLIENTPLAINFIELD , ILPROJECT©SURVEYOR’S CERTIFICATION FINAL PLAT OF SUBDIVISION OF PLAINFIELD BUSINESS CENTER 595 PROPOSED BUILDING1080' X 360'±383,040 SFFFE = 647.35PROPOSED DETENTIONHWL: 640.50NWL: 635.50BOTTOM: 635.00W. 143RD STREETGENERAL NOTESPARKING SUMMARYPAVING AND CURB LEGEND© BARBER PARTNERS 143RD ST, SOUTH OF DIAGEO DEVELOPMENT PLAINFIELD, IL 60544 NOT FORCONSTRUCTIONC2.0OVERALL SITE PLAN 1-800-892-0123CallBeforeYou DigNORTHKEY MAP596