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O-41-26 Granting a Special Use for a Preliminary Planned Unit Development (PUD) Plan and Plat for Approximately 28.9 Acres Located at 16453 Alba Street in Lemont, IllinoisV VILLAGE OF 'A/Vo"O 418 Main Street ( Lemont, IL 60439 TO: Village Board Meeting FROM: Jamie Tate, Community Development THROUGH: Jason Berry, CEcD, AICP, Economic & Community Development Director SUBJECT: An Ordinance Granting a Special Use for a Preliminary Planned Unit Development (PUD) Plan and Plat for Approximately 28.9 Acres Located at 16453 Alba Street in Lemont, Illinois DATE: August 10, 2026 SUMMARY/BACKGROUND Teton Development, LLC, represented by attorney Vince Rosanova, is requesting approval of a Special Use for a Preliminary Planned Unit Development (PUD) and Preliminary Plat of Subdivision for approximately 28.9 acres located at 16453 Alba Street. The proposed Copper Ridge West development consists of 19 detached single-family homes and 63 attached townhome units on 82 residential lots, together with associated roadways, utilities, stormwater management facilities, open space, and supporting site improvements. The Preliminary PUD includes departures from certain provisions of the Unified Development Ordinance, as identified in the attached ordinance, and is being considered concurrently with a rezoning of the subject property and a Development Agreement. ANALYSIS Comprehensive Plan The subject property is designated Contemporary Neighborhood with a Conservation Overlay on the Future Land Use Map of the Lemont 2030 Comprehensive Plan. Planning & Zoning Commission (PZC) The Planning & Zoning Commission held a public hearing on May 6, 2026, and voted 6-1 to recommend approval of the request. Committee of the Whole (COW) The Committee of the Whole discussed the request on June 15, 2026. Comments raised at the meeting have been incorporated into the PUD ordinance and Development Agreement, as applicable. Consistency with Village Policy Lemont 2030 Comprehensive Plan STAFF RECOMMENDATION Staff recommends approval of the attached ordinance. BOARD ACTION REQUESTED A motion to approve the attached ordinance. ATTACHMENTS An Ordinance Granting a Special Use for a Preliminary Planned Unit Development (PUD) Plan and Plat for Approximately 28.9 Acres Located at 16453 Alba Street in Lemont, Illinois VILLAGE OF LEMONT ORDINANCE NUMBER 0-_%-26 AN ORDINANCE GRANTING A SPECIAL USE FOR A PRELIMINARY PLANNED UNIT DEVELOPMENT (PUD) PLAN AND PLAT FOR APPROXIMATELY 28.9 ACRES LOCATED AT 16453 ALBA STREET, LEMONT, ILLINOIS (Copper Ridge West) JOHN EGOFSKE, Village President CHARLENE M. SMOLLEN, Clerk SAMUEL J. FORZLEY JANELLE KITTRIDGE KEN MCCLAFFERTY KEVIN SHAUGHNESSY RICK SNIEGOWSKI RON STAPLETON Trustees Published in pamphlet form by authority of the Village President and Board of Trustees of the Village of Lemont onq - l o 2026 ORDINANCE NO. O- t 1 -26 AN ORDINANCE GRANTING A SPECIAL USE FOR A PRELIMINARY PLANNED UNIT DEVELOPMENT (PUD) PLAN AND PLAT FOR APPROXIMATELY 28.9 ACRES LOCATED AT 16453 ALBA STREET, LEMONT, ILLINOIS (Copper Ridge West) WHEREAS, Teton Development, LLC, (the "Petitioner"), is the contract purchaser of certain real property commonly known as 16453 Alba Street (PIN# 22-30-303-003), Lemont, Illinois, consisting of approximately 28.9 acres, and legally described in Exhibit A attached hereto and made a part hereof (the "Subject Property"); and WHEREAS, the Petitioner applied pursuant to the provisions of the Lemont, Illinois Municipal Code, Title 17, Unified Development Ordinance ("UDO"), seeking a Special Use for a Preliminary Planned Unit Development (PUD) to construct a residential subdivision consisting of 19 single-family detached homes and 63 attached townhome units on 82 residential lots, consisting of the following (hereinafter referred to as the "Copper Ridge West Preliminary PUD"): 1. Preliminary Site Plan — Overall for Copper Ridge West by DesignTek Engineering, Inc. final revision date of 7/17/2026, attached hereto and incorporated herein as Exhibit B; and 2. Preliminary Landscape Plan by Gary R Weber Associates, Inc. dated 7/17/2026, attached hereto and incorporated herein as Exhibit C; and 3. Preliminary Engineering Plans by DesignTek Engineering, Inc. final revision date of 7/17/2026, attached hereto and incorporated herein as Exhibit D; and 4. Preliminary PUD Plat by DesignTek Engineering, Inc. final revision date of 7/15/2026, attached hereto and incorporated herein as Exhibit E; and 2 5. Copper Ridge West Elevations by Beechen & Dill Homes, dated 5/22/2026, attached hereto and incorporated herein as Exhibit F; and 6. Long-term Monitoring and Maintenance Plan for Copper Ridge West by Gary R. Weber Associates, Inc. dated 4/15/2026, attached hereto and incorporated herein as Exhibit G; and 7. Lot Coverage and Covered Rear Deck/Patio Exhibit by DesignTek Engineering, Inc. dated 4/15/2026, attached hereto and incorporated herein as Exhibit H; and 8. Preliminary Stormwater Management Report for Copper Ridge West by DesignTek Engineering, Inc. dated 2/18/2026 with a revision date of 4/15/2026, attached hereto and incorporated herein as Exhibit I; and 9. Traffic Impact Study by KLOA dated 2/ 17/2026, attached hereto and incorporated here in as Exhibit J; and WHEREAS, the Planning and Zoning Commission of the Village of Lemont, Illinois conducted a public hearing on May 6, 2026, for the Preliminary Planned Unit Development approval request and voted 6-1 to recommend approval of the Preliminary Planned Unit Development (PUD); and WHEREAS, a notice of the aforesaid public hearing was made in the manner provided by law and was published in the Dozily Smithtown, a newspaper of general circulation within the Village; and WHEREAS, the Village President and Board of Trustees have reviewed the matter herein and have determined that the requested Preliminary Planned Unit Development is in the best interest of public health, safety, and welfare of the residents of the Village of Lemont, and hereby adopts the Finding of Facts as set forth in Exhibit K. M NOW THEREFORE, be it ordained by the President and Board of Trustees of the Village of Lemont, Cook, DuPage and Will County, Illinois as follows: SECTION ONE: The foregoing findings and recitals are hereby adopted as Section One of this Ordinance and are incorporated by reference as if set forth verbatim herein. SECTION TWO: A Special Use for a Preliminary Planned Unit Development (PUD) and approval of the Preliminary Plat for the Subject Property are hereby granted as provided and conditioned in this Ordinance. SECTION THREE: Conditions. The Special Use for the Preliminary Planned Unit Development (PUD) shall have the following conditions. 1. General Conditions. Unless otherwise approved by the Village Board, the Subject Property shall be developed and maintained in accordance with the Village Code, the Developer's Agreement approved as on July 27, 2026, the conditions of this Ordinance, and the plans and documents incorporated as Exhibits to this Ordinance. Any substantial deviation from the approved Preliminary Planned Unit Development plans shall require approval of an amendment to this Ordinance in accordance with Chapter 17.08 of the Unified Development Ordinance. 2. Prior to Final Planned Unit Development (PUD) approval, the following plans and documents shall be submitted to the Village for review and approval with a Final PUD Application: a) Final engineering plans; b) Final landscape plan; c) Final tree survey and tree preservation plan; d) Homeowner Association Declarations, and e) Final architectural plans. 3. Specific Conditions. The following specific conditions shall apply: a) Departures from Zoning Standards. The following departures from the Unified Development Ordinance (UDO) are a part of this Preliminary Planned Unit 4 Development and Ordinance: Front Yard Lot Coverage. Section 17.06.030(H) — To allow up to 40 percent lot coverage within the required front yard setback for single-family detached lots only to accommodate three -car driveways, as generally depicted in the approved exhibits; and 2. Rear Yard Setback. Section 17.07.010 and Table 17-07-01 - Section 17.07.010 and Table 17-07-01 — To allow only covered rear patios or covered porches for certain townhome units to encroach a maximum of 14 feet into the required 30-foot rear yard setback, as generally depicted in the approved exhibits. All uncovered patios and decks shall comply with the applicable provisions of the Unified Development Ordinance; and 3. Side Yard Setback. Section 17.07.010 and Table 17-07-01 —To allow a minimum side yard setback of 10 feet in the R-6 District, maintaining a minimum building separation of 20 feet, as generally depicted in the approved exhibits; and 4. Minimum Lot Size. Section 17.07.010 and Table 17-07-01 —To allow lots within the R-5A District with a minimum lot area of approximately 9,600 square feet, as generally depicted in the approved exhibits; and Maximum Lot Coverage. Section 17.07.010 and Table 17-07-01 — To allow lot coverage of up to approximately 81 percent for certain R-6 lots, as generally depicted in the approved exhibits; and 6. Street Right -of -Way Width. Section 17,26.050 and Table 17-26-01 — To allow a 60-foot public right-of-way in lieu of the required 66-foot right-of- way, while maintaining the required pavement width, as generally depicted in the approved exhibits; and 7. Cul-de-Sac Length. Section 17.26.040(C) — To allow a cul-de-sac exceeding 300 lineal feet in length, as generally depicted in the approved exhibits; and 8. Centerline Offset. Section 17.26.050(C) — To allow a centerline offset of approximately 175 feet, as generally depicted in the approved exhibits; and 9. Detention Basin Backslopes and Open Space Grading. Section 17.29.020 — To allow backslopes and side slopes associated with detention berms and open 5 hibits; and space grading of 3:1, as generally depicted in the approved ex o 10. Detention Basin Interior Side Slopes. Section 17.29.020 T allow 4:1 side slopes within the stormwater detention basins between the normal w aer level and high water level, as generally depicted in the approved exhibits, low 11. Naturalized Detention Basin Depth. Section 17.29.0205 oal depicted naturalized detention basin depths exceeding four feet, a generally in the approved exhibits. b) Outstanding Comments. The Petitioner shall address all remaining comments identified during the Preliminary Planned Unit Development review by the Consulting Planner, Village Engineer, Village Arborist, Village Ecologist, Village Plumber, Fire Marshal, and other reviewing agencies, as applicable, prior to Final Planned Unit Development approval. c) Preliminary Plat. The Preliminary Plat approved herein shall be subject to final engineering review and approval by the Village prior to approval and recording of the Final Plat of Subdivision. d) The Final Tree Survey and Tree Preservation Plan shall identify all design, utility -site or adjacent installation, grading, and construction activities that may affect off trees, including trees located on adjacent Village of Lemont property associated with utility extensions. SECTION FOUR: The Preliminary Planned Unit Development (PUD) approval shall lete a lication for Final PUD approval lapse in the event the Petitioner does not file a comp pP wit hin one (1) year of the date of this Ordinance, unless otherwise extended by the President and Board of Trustees of the Village. SECTION FIVE: That the Village Clerk of the Village of Lemont be and is directed reb to publish this Ordinance in pamphlet form, pursuant to the Statutes of the State of Illinois, he y P made and provided. SECTION SIX: That this Ordinance shall be in full force and effect from and after its A passage, approval and publication as provided by law. All ordinances in conflict herewith are hereby repealed to the extent SECTION SEVEN: of such conflict. LEFT INTENTIONALLY BLANK 7 ADOP TED AND APPROVED BY THE PRESIDENT AND BOARD OF TRUSTEES AGE OF LEMONT, COUNTIES OF COOK, WILL, AND DUPAGE, ILLINOIS, OF THE VILL } ON THIS 0 DAY OF 1 20 PRESIDENT AND VILLAGE BOARD MEMBERS: AYES: NAYS: ABSENT: ABSTAIN: Samuel J. Forzley �— Janelle Kittridge Ken McClafferty _— --� Kevin Shaughnessy _.— Rick Sniegowski _-- —' /-- Ron Stapleton --- --- John Egofske, Village President Attest: . LEM Smoen Villa ��Charlen � 7 3 Exhibit A Legal Description LEGAL DESCRIPTIONS FOR RE -ZONING PROPOSED COPPER RIDGE WEST SUBDIVISION SINGLE FAMILY FROM R-1 TO R-5A MULTI -FAMILY LOTS FROM R-1 TO R-6 LEGAL DESCRIPTION OF PROPOSED COPPER RIDGE WEST SUBDIVISION PARCEL ONE THAT PART OF THE WEST HALF OF THE EAST HALF OF THE NORTHWEST QUARTER OF SECTION 30, TOWNSHIP 37 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SAID WEST HALF OF THE EAST HALF OF THE NORTHWEST QUARTER OF SAID SECTION RUNNING THENCE EAST 9.275 CHAINS TO THE SOUTHEAST CORNER THEREOF; RUNNING THENCE NORTH ALONG THE EAST LINE OF SAID WEST HALF OF THE EAST HALF OF THE NORTHWEST QUARTER OF SAID SECTION, 16.10 CHAINS; RUNNING THENCE SOUTHWESTERLY TO THE WEST LINE OF SAID WEST HALF OF THE EAST HALF OF THE NORTHWEST QUARTER OF SAID SECTION AT A POINT DISTANT 10.90 CHAINS NORTH OF POINT OF BEGINNING; AND RUNNING THENCE SOUTH ON THE WEST LINE OF SAID WEST HALF OF THE EAST HALF OF THE NORTHWEST QUARTER OF SAID SECTION TO PLACE OF BEGINNING, (EXCEPT THAT PART THEREOF LYING SOUTHWESTERLY OF A LINE DESCRIBED AS BEGINNING AT A POINT IN THE WEST LINE OF THE WEST HALF OF THE EAST HALF OF SAID NORTHWEST QUARTER DISTANT NORTHERLY 233.03 FEET FROM THE SOUTHWEST CORNER OF SAID WEST HALF; THENCE SOUTHEASTERLY 272.02 FEET MORE OR LESS TO A POINT OF TERMINATION IN THE SOUTH LINE OF THE WEST HALF OF THE EAST HALF OF SAID NORTHWEST QUARTER, BEING 140.07 FEET EASTERLY FROM THE SOUTHWEST CORNER OF SAID WEST HALF AND ALSO 1084.23 FEET WESTERLY FROM THE SOUTHEAST CORNER OF SAID NORTHWEST QUARTER), ALL IN COOK COUNTY, ILLINOIS. PARCEL TWO THAT PART OF THE EAST HALF OF THE SOUTHWEST QUARTER OF SECTION 30, TOWNSHIP 37 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, LYING NORTHEASTERLY OF A LINE DESCRIBED AS BEGINNING AT A POINT IN THE NORTH LINE OF SAID SOUTHWEST QUARTER DISTANCE WESTERLY 1084.23 FEET FROM THE NORTHEAST CORNER OF SAID SOUTHWEST QUARTER; THENCE SOUTHEASTERLY 2106.13 FEET MORE OR LESS TO A POINT OF TERMINATION IN THE EAST LINE OF SAID SOUTHWEST QUARTER DISTANT SOUTHERLY 1804.23 FEET FROM THE NORTHEAST CORNER OF SAID SOUTHWEST QUARTER, ALL IN COOK COUNTY, ILLINOIS. EXCEPTING THEREFROM, THE FOLLOWING THAT PART OF THE EAST HALF OF SECTION 30, TOWNSHIP 37 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, ALL IN COOK COUNTY, ILLINOIS MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE WEST QUARTER CORNER OF SAID SECTION 30; THENCE SOUTH 88 DEGREES 39 MINUTES 53 SECONDS WEST, ALONG THE NORTH LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 30, A DISTANCE OF 1223.86 FEET TO THE WEST LINE OF THE EAST HALF OF THE NORTHWEST QUARTER OF SAID SECTION 30; THENCE NORTH 01 DEGREES 23 MINUTES 02 SECONDS WEST, ALONG SAID WEST LINE 233.03 FEET TO THE POINT OF BEGINNING; THENCE CONTINUING NORTH 01 DEGREES 23 MINUTES 02 SECONDS WEST, ALONG SAID WEST LINE 203.21 FEET; THENCE SOUTH 38 DEGREES 01 MINUTES 35 SECONDS EAST, 1128.70 FEET; THENCE SOUTH 45 DEGREES 55 MINUTES 10 SECONDS WEST, 220.34 FEET; THENCE NORTH 32 DEGREES 22 MINUTES 35 SECONDS WEST, 721.74 FEET TO SAID NORTH LINE; THENCE CONTINUING NORTH 32 DEGREES 22 MINUTES 35 SECONDS WEST, 271.98 FEET TO THE POINT OF BEGINNING, IN COOK COUNTY, ILLINOIS. ALSO EXCEPTING THEREFROM, THE FOLLOWING THAT PART OF THE EAST HALF OF THE SOUTHWEST QUARTER OF SECTION 30, TOWNSHIP 37 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, ALL IN COOK COUNTY, ILLINOIS MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTH QUARTER CORNER OF SAID SECTION 30; THENCE SOUTH 88 DEGREES 45 MINUTES 45 SECONDS WEST ALONG THE SOUTH LINE OF SAID SOUTHWEST QUARTER 66.00 FEET; THENCE NORTH 01 DEGREES 16 MINUTES 09 SECONDS WEST, 954.64 FEET; THENCE NORTH 32 DEGREES 22 MINUTES 35 SECONDS WEST 1260.23 FEET; THENCE SOUTH 37 DEGREES 27 MINUTES 12 SECONDS EAST 1214.61 FEET TO THE EAST LINE OF SAID SOUTHWEST QUARTER; THENCE SOUTH 01 DEGREES 16 MINUTES 09 SECONDS EAST, ALONG SAID EAST LINE 1053.34 FEET TO THE POINT OF BEGINNING, IN COOK COUNTY, ILLINOIS. PROPOSED SINGLE FAMILY SF LOTS 1-19) THAT PART OF THE SOUTHWEST QUARTER OF SECTION 30, TOWNSHIP 37 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, IN COOK COUNTY, ILLINOIS, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF THE SOUTHWEST QUARTER OF SAID SECTION 30; THENCE SOUTH 88 DEGREES 41 MINUTES 16 SECONDS WEST, ALONG THE NORTH LINE OF SAID SOUTHWEST QUARTER; 469.41 FEET TO THE POINT OF BEGINNING; THENCE SOUTH 38 DEGREES 01 MINUTES 35 SECONDS EAST, 57.63 FEET; THENCE 39 DEGREES 41 MINUTES 08 SECONDS EAST, 72.80 FEET; THENCE SOUTH 74 DEGREES 53 MINUTES 21 SECONDS EAST, 61.03 FEET; THENCE NORTH 88 DEGREES 36 MINUTES 39 SECONDS EAST, 61.05 FEET; THENCE SOUTH 80 DEGREES 05 MINUTES 35 SECONDS EAST, 88.21 FEET; THENCE SOUTH 58 DEGREES 00 MINUTES 40 SECONDS EAST, 117.07 FEET; THENCE SOUTH 35 DEGREES 55 MINUTES 45 SECONDS EAST, 151.80 FEET TO THE EAST LINE OF SAID SOUTHWEST QUARTER; THENCE SOUTH 01 DEGREES 23 MINUTES 21 SECONDS EAST, ALONG SAID EAST LINE, 1008.40 FEET; THENCE SOUTH 82 DEGREES 27 MINUTES 22 SECONDS WEST, 106.41 FEET TO A POINT ON A NON -TANGENT CURVE; THENCE NORTHERLY ALONG A CURVE, CONCAVE TO THE EAST, HAVING A RADIUS OF 120.00 FEET, AN ARC DISTANCE OF 58.98 FEET TO A POINT OF TANGENCY; THENCE NORTH 01 DEGREES 23 MINUTES 21 SECONDS WEST, 869.90 FEET TO THE POINT OF A TANGENTIAL CURVE; THENCE NORTHWESTERLY ALONG A CURVE CONCAVE TO THE SOUTHWEST, HAVING A RADIUS OF 180.00 FEET, AN ARC DISTANCE OF 282.74 FEET TO THE POINT OF TANGENCY; THENCE SOUTH 88 DEGREES 36 MINUTES 39 SECONDS WEST, 41.95 FEET TO A POINT OF CURVATURE; THENCE NORTHWESTERLY ALONG A CURVE CONCAVE TO THE NORTHEAST, HAVING A RADIUS OF 195.00 FEET, ARC DISTANCE OF 181.61 FEET TO A POINT OF TANGENCY; THENCE NORTH 38 DEGREES 01 MINUTES 35 SECONDS WEST, 197.94 FEET; THENCE NORTH 51 DEGREES 58 MINUTES 25 SECONDS EAST, 5.76 FEET TO THE NORTH LINE OF THE SOUTHWEST QUARTER OF SAID SECTION 30; THENCE NORTH 88 DEGREES 41 MINUTES 16 SECONDS EAST, ALONG SAID NORTH LINE, 142.51 FEET TO THE POINT OF BEGINNING. PROPOSED MULTI -FAMILY MF #1 (LOTS 20-23 THAT PART OF THE WEST HALF OF THE NORTHWEST QUARTER OF SECTION 30, TOWNSHIP 37 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, IN COOK COUNTY, ILLINOIS, DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHEAST CORNER OF THE NORTHWEST QUARTER OF SAID SECTION 30; THENCE SOUTH 88 DEGREES 41 MINUTES 16 SECONDS WEST, ALONG THE SOUTH LINE OF SAID NORTHWEST QUARTER; 611.91 FEET TO THE SOUTHEAST CORNER OF THE WEST HALF OF SAID NORTHWEST QUARTER; THENCE NORTH 01 DEGREES 25 MINUTES 13 SECONDS EAST, ALONG THE EAST LINE OF THE WEST HALF OF SAID NORTHWEST QUARTER, 159.91 FEET TO THE POINT OF BEGINNING; THENCE SOUTH 81 DEGREES 49 MINUTES 37 SECONDS WEST, 116.59 FEET; THENCE NORTH 38 DEGREES 01 MINUTES 35 SECONDS WEST, 64.79 FEET TO THE POINT OF A TANGENTIAL CURVE; THENCE NORTH ALONG A CURVE CONCAVE TO THE EAST, HAVING A RADIUS OF 10.00 FEET, AN ARC DISTANCE OF 14.59 FEET TO THE POINT OF A REVERSE CURVE; THENCE NORTHERLY ALONG A CURVE CONCAVE TO THE WEST, HAVING A RADIUS OF 62.00 FEET, AN ARC DISTANCE OF 88.94 FEET; THENCE NORTH 53 DEGREES 24 MINUTES 13 SECONDS EAST, 16.26 FEET; THENCE NORTH 81 DEGREES 49 MINUTES 37 SECONDS EAST, 132.43 FEET TO THE EAST LINE OF THE WEST HALF OF SAID NORTHWEST QUARTER; THENCE SOUTH 01 DEGREES 25 MINUTES 13 SECONDS EAST, ALONG SAID EAST LINE. 157.59 FEET TO THE POINT OF BEGINNING. PROPOSED MULTI -FAMILY MF #2 (LOTS 24-27) THAT PART OF THE WEST HALF OF THE NORTHWEST QUARTER OF SECTION 30, TOWNSHIP 37 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, IN COOK COUNTY, ILLINOIS, DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHEAST CORNER OF THE NORTHWEST QUARTER OF SAID SECTION 30; THENCE SOUTH 88 DEGREES 41 MINUTES 16 SECONDS WEST, ALONG THE SOUTH LINE OF SAID NORTHWEST QUARTER; 611.91 FEET TO THE SOUTHEAST CORNER OF THE WEST HALF OF SAID NORTHWEST QUARTER; THENCE NORTH 01 DEGREES 25 MINUTES 13 SECONDS EAST, ALONG THE EAST LINE OF THE WEST HALF OF SAID NORTHWEST QUARTER, 159.91 FEET; THENCE SOUTH 81 DEGREES 49 MINUTES 37 SECONDS WEST, 116.59 FEET; THENCE NORTH 38 DEGREES 01 MINUTES 35 SECONDS WEST, 64.79 FEET TO THE POINT OF A TANGENTIAL CURVE; THENCE NORTH ALONG A CURVE CONCAVE TO THE EAST, HAVING A RADIUS OF 10.00 FEET, AN ARC DISTANCE OF 14.59 FEET TO THE POINT OF A REVERSE CURVE; THENCE NORTHERLY ALONG A CURVE CONCAVE TO THE WEST, HAVING A RADIUS OF 62.00 FEET, AN ARC DISTANCE OF 108.95 FEET TO THE POINT OF BEGINNING; THENCE CONTINUING WESTERLY ALONG SAID DESCRIBED CURVE, CONCAVE TO THE SOUTH, AN ARC DISTANCE OF 120.94 FEET; THENCE NORTH 76 DEGREES 50 MINUTES 28 SECONDS WEST, 36.88 FEET; THENCE NORTH 38 DEGREES 01 MINUTES 35 SECONDS WEST, 105.38 FEET; THENCE NORTH 51 DEGREES 58 MINUTES 25 SECONDS EAST, 156.51 FEET; THENCE SOUTH 38 DEGREES 01 MINUTES 35 SECONDS EAST, 153.43 FEET; THENCE SOUTH 34 DEGREES 55 MINUTES 15 SECONDS WEST, 36.87 FEET TO THE POINT OF BEGINNING. PROPOSED MULTI -FAMILY MF #3 (LOTS 28-82) THAT PART OF THE WEST HALF OF THE NORTHWEST QUARTER AND PART OF THE SOUTHWEST QUARTER OF SECTION 30, TOWNSHIP 37 NORTH, RANGE 11 EAST OF THE THIRD PRINCIPAL MERIDIAN, IN COOK COUNTY, ILLINOIS, DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHEAST CORNER OF THE NORTHWEST QUARTER OF SAID SECTION 30; THENCE SOUTH 88 DEGREES 41 MINUTES 16 SECONDS WEST, ALONG THE SOUTH LINE OF SAID NORTHWEST QUARTER; 611.91 FEET TO THE SOUTHEAST CORNER OF THE WEST HALF OF SAID NORTHWEST QUARTER; THENCE NORTH 01 DEGREES 25 MINUTES 13 SECONDS EAST, ALONG THE EAST LINE OF THE WEST HALF OF SAID NORTHWEST QUARTER, 159.91 FEET; THENCE SOUTH 81 DEGREES 49 MINUTES 37 SECONDS WEST, 116.59 FEET; THENCE NORTH 38 DEGREES 01 MINUTES 35 SECONDS WEST, 64.79 FEET TO THE POINT OF A TANGENTIAL CURVE; THENCE NORTH ALONG A CURVE CONCAVE TO THE EAST, HAVING A RADIUS OF 10.00 FEET, AN ARC DISTANCE OF 14.59 FEET TO THE POINT OF A REVERSE CURVE; THENCE NORTHERLY, WESTERLY AND SOUTHERLY ALONG A CURVE CONCAVE TO THE SOUTH, HAVING A RADIUS OF 62.00 FEET, AN ARC DISTANCE OF 249.90 FEET TO THE POINT OF BEGINNING; THENCE CONTINUING SOUTHERLY ALONG SAID DESCRIBED CURVE, CONCAVE TO THE EAST, AN ARC DISTANCE OF 35.38 FEET TO THE POINT OF TANGENCY; THENCE SOUTH 38 DEGREES 01 MINUTES 35 SECONDS EAST, 520.69 FEET TO THE POINT OF A TANGENTIAL CURVE; THENCE SOUTHEASTERLY ALONG A CURVE CONCAVE TO THE NORTHEAST, HAVING A RADIUS OF 255.00 FEET, AN ARC DISTANCE OF 141.75 FEET TO A NON -TANGENT POINT; THENCE SOUTH 13 DEGREES 22 MINUTES 02 SECONDS WEST, 235.97 FEET TO THE POINT OF A TANGENTIAL CURVE; THENCE SOUTHERLY ALONG A CURVE CONCAVE TO THE EAST, HAVING A RADIUS OF 180.00 FEET, AN ARC DISTANCE OF 159.66 FEET TO THE POINT OF TANGENCY; THENCE SOUTH 37 DEGREES 27 MINUTES 12 SECONDS EAST, 74.52 FEET TO THE POINT OF A TANGENTIAL CURVE; THENCE EASTERLY, NORTHERLY AND WESTERLY ALONG A CURVE CONCAVE TO THE WEST, HAVING AN RADIUS OF 62.00 FEET, AN ARC DISTANCE OF 285.27 FEET TO THE POINT OF A REVERSE CURVE; THENCE WESTERLY ALONG A CURVE CONCAVE TO THE NORTH, HAVING A RADIUS OF 10.00 FEET, AN ARC DISTANCE OF 14.32 FEET TO THE POINT OF A COMPOUND CURVE; THENCE NORTHERLY ALONG A CURVE CONCAVE TO THE EAST, HAVING A RADIUS OF 120.00 FEET, AN ARC DISTANCE OF 109.68 FEET TO THE POINT OF TANGENCY; THENCE NORTH 13 DEGREES 22 MINUTES 02 SECONDS EAST, 235.97 FEET TO A NON -TANGENT CURVE; THENCE EAST ALONG A CURVE CONCAVE TO THE NORTH, HAVING A RADIUS OF 255.00 FEET, AN ARC DISTANCE OF 35.61 FEET TO THE POINT OF TANGENCY; THENCE NORTH 88 DEGREES 36 MINUTES 39 SECONDS EAST, 41.95 FEET TO THE POINT OF A TANGENTIAL CURVE; THENCE SOUTHEASTERLY ALONG A CURVE CONCAVE TO THE SOUTHWEST, HAVING A RADIUS OF 120.00 FEET, AN ARC DISTANCE OF 188.50 FEET TO THE POINT OF TANGENCY; THENCE SOUTH 01 DEGREE 23 MINUTES 21 SECONDS EAST, 755.26 FEET; THENCE SOUTH 88 DEGREES 36 MINUTES 39 SECONDS WEST, 113.79 FEET; THENCE NORTH 37 DEGREES 27 MINUTES 12 SECONDS WEST, 17.00 FEET; THENCE NORTH 00 DEGREES 20 MINUTES 59 SECONDS EAST, 86.67 FEET; THENCE NORTH 01 DEGREE 23 MINUTES 21 SECONDS WEST, 204.70 FEET; THENCE SOUTH 88 DEGREES 36 MINUTES 39 SECONDS WEST, 105.50 FEET; THENCE NORTH 01 DEGREE 23 MINUTES 21 SECONDS WEST, 95.46 FEET; THENCE SOUTH 52 DEGREES 32 MINUTES 48 SECONDS WEST, 104.55 FEET; THENCE NORTH 37 DEGREES 27 MINUTES 12 SECONDS WEST, 156.38 FEET; THENCE NORTH 52 DEGREES 32 MINUTES 48 SECONDS EAST, 6.78 FEET; THENCE NORTH 37 DEGREES 27 MINUTES 12 SECONDS WEST, 157.93 FEET TO THE RIGHT-OF-WAY LINE OF THE ILLINOIS STATE TOLL HIGHWAY AUTHORTY I-355 PER FINAL JUDGEMENT ORDER NO. 961-50625; THENCE NORTH 45 DEGREES 55 MINUTES 10 SECONDS EAST, ALONG SAID RIGHT-OF-WAY LINE, 162.92 FEET; THENCE NORTH 38 DEGREES 01 MINUTES 35 SECONDS WEST, 72.39 FEET; THENCE NORTH 13 DEGREES 15 MINUTES 43 SECONDS EAST, 147.60 FEET; THENCE SOUTH 51 DEGREES 58 MINUTES 25 SECONDS WEST, 71.34 FEET; THENCE NORTH 38 DEGREES 01 MINUTES 35 SECONDS WEST, 625.26 FEET; THENCE NORTH 51 DEGREES 58 MINUTES 25 SECONDS EAST 97.81 FEET; THENCE NORTH 84 DEGREES 40 MINUTES 24 SECONDS EAST, 39.43 FEET TO THE POINT OF BEGINNING. I HOMAN Win O NMI IM11 A costs! N into! I I AIR 0411 W"S a Map SAM wag hit Elf - cm, AMW M J MM MT I 2*09 SIONMI '-1""31 ..... .9I 'ONI 'sww ilia V N3H0338 80J ).ms: 31LLL ONVI SdSN/VilY s30..�... ^S Ai 504, H him 1 11 11 ONO 1 1 1 1 1 1 ail, H1111h Ho 1 loss I C11 i I A. I -a" HMO 9MMMU cz SA --- — --- Av. Exhibit B Preliminary Site Plan 10 PRELIMINARY SITE PLAN - OVERALL FOR COPPER RIDGE WEST LEMONT, ILLINOIS ' PROJECT I�LOCATION LOCATION MAP NOT TO SCALE SITE AREA DATA - UNIT COUNTS AND ACREAGE gGlaN ill Towurc (NTvBEk ) syB.S9. �n(0ruu se.u4 a sTOw wnTmY v, sxa� A NxoLwL6xmk a loxx `pna7 s_11 m. rr WT I.i 0laxx m.kck WT 'IT 910'O+ sDwu s sTmu wnrtx). GRAPHIC SCALE SITE DATA OROSS AREA: 1,259,755 S.F. IXt 20.92 A[REs BASIS OF BEARING [ IA51s of 8E/,MROS i8 THE LLNQS STATE PLANE sYSTEIA -EAST (ZONE PARCEL IDENTIFICATION NUMBERS 22-30-303-003-0000 TYPICAL SINGLE FAMILY LOT DETAIL Na o �- , ° xN x6 D ,a 6.sL J •,• • W -� J 2i 9 ,w ,Ue M. v. ro 76 wrrE IT R-5A ZONING REQUIREMENTS -_L $••� TYPICAL MULTI -FAMILY sixcL6 �9wLr LD.s �9 j c� � - _ LOT DETAIL iR6T'T6-� ratio N.D.w. waOTH fis w ' - m• J �__ urx,ss xorzD - ulx. LOTaREwr6N UN. 39o05F -Ol- LOTCovEBAOL 1".. S5.1 � -I 61 W h�UOx oO� SUMMARY TABLE OF %,� m j_`•=1 I o,HL6 `°' "'"R6I ,0 6. �� R-5ALOT SIZES 10.104 i ° 023 z R-6 SUMMARY TABLE OF LOT SIZES (INDIVIDUAL) 1. •••e•• w• _ice n - J°"°1M5E w 6sL. xx NO1p 9600 0.22 5 9.600 0.22 9,600 0.22 9.60D 0.22 IS7,926 6.733 0.15 ] 080 0.10 0.09 O16 - , 0• --- ---L� --- 9.600 0 9 9.600 0.22 25 A. J,818 - P. LEwE,18`iTmO 91mr`Sv e0uepwr. 10 9.600 0.22 I 11 O,6J5 0.22 2 t,"1 0.27 26 z8 29 3,306 8,200 0.14 6.050 0.14 5.593 , • - [ Mn°>` oaui % wwrw0 To 7.6 wme IT E `s lr: l o2e i° a:o13 6.1a b LOT DETAILS 18 10,107 ,23 t16 17 t2.0.28 IB 10.528 0.24 !2272 938. ..'S t 6.191 32 3J 3 6 l6 .14 0''93 8,0]32.14 6.073 cj , • ,. - - - R-6 ZONING REQUIREMENTS 37 is w 3.31 1.11'O• 107y$o. fr4 6,073 0.19 3,393 0.068). - �•. -- I - 1 ILTi-Fn LOTS. �^ - REOuiREO - TS vax0 12 w 44 45 46 40 49 50 51 � 3 00 j.171 0121 3,39J 0.08 3,392 9.226 0.21 1 501 0.26 4.575 3,977 0.09 6,1241 ' ----------- I O.w. YBDTH 1 ix LOTAxEA aEN uxi 9090 SF .T3ee sF LOT COVENACE 65x 619z o5v, SJ S5 57 58 69 3.418 O.OB 5.1 5 M14 6,238 0.14 0,9]8 0.21 10.418 0.24 i:7a5 o:a099 11 .. - -----6TREET--- SUMMARY TABLE FOR 9,757 0.2z a,gso _ - ----- -�. - R-6 LOT SIZES PER BLDG. 1 ni5 a tacasl J 64 11.14 \ , •, _ /' BLOC. 1 _7r 20-23 2 ,045 Os0 2 24-27 21.093 048 3 28-31 1210.932 41 6> 307 0.00 B] O:aB 9� I D� 13 I I 16.932 5 43) - 19,029 043 3 25.117 0 60 7o 71 72 J J.38] 000 8,073 W. 6,0743 0.1♦ ,,."...: - 8 1 26.294 9 2-55 9.196 0.44 10 - 15.t90 27.82 O.fi4 74 713.393 76 0.06 6.0)4 044 J i \ Il - 12 - 25.454 O.SB 13 15 So t%751 OAS 043 IB 10,933 043 77 70 79 80 6.074 O.i4 3.393 0.1e CALL 3.6]93 0.00 I-800-892-0123 or 811 'J � ,11 TOTALS 6] L17 UlS S 9921 ge6 Ls 346'4-4 S21 4 6 T111.1111111 .Luti 1 9ROEDT H F A W uD.: xs-oon DESIGNTEK ENGINEERING. INC. °^'�•�IG^� '-`^ '` `•'��^" PRELIMINARY SITE PLAN REVISIONS TETON DEVELOPMENT, LLC OF -' DmeD2-2o m: D,9°6 6D6 DEI 9930W MOBenA.luixois60448 O 190,H s1NEET. S. IL poe)326-a961 FAx.17081326 a962 FOR COPPER RIDGE WEST LEMONT, ILLINOIS - - 565 VILLAGE CENTER DRIVE - - BURR RIDGE, ILLINOIS 60527 3 D,oxx B Ns CM1ec9etl By. SOS ILPROF LIC.No.: IB4-003?40 (630) 920-9430 PRELIMINARY SITE PLAN - OVERALL •; • •1: Pille I A La> m:IT r LOT t.. >OTT 1 TV 1, LOT �. LOT ¢nr.I 6TL6T a TYPICAL SINGLE FAMILY LOT DETAIL wasE x6TTa 5� `I' oo�'r � I 91,RRKSE x6�9 ' 9RRR. x P � I L9T , I I �9 afiL 1tl esL. LOT L. 0 usw«T a ss1RA«s PT�.fu uxuss a xaLw6ur. a arc rw9 rs.�rs aa1. 96 .warwaO10m ].. w6r TYPICAL MULTI -FAMILY LOT DETAIL s»aRw px�oY6 '. 1rc a9.L I I --- ----� --- » 9« rxR6 rx9Llaxrs a,u. wL x1«o,=L„ T9 ].5 »4AE rRT 1 � Call aA I, zany it arwu � 1 IL L 1- 0-992 (I' orx I PRELIMINARY SITE PLAN - SOUTH FOR COPPER RIDGE WEST LEMONT, ILLINOIS ' SITE AREA DATA - UNIT COUNTS AND ACREAGE a (rOnm6k rl06xo unamA srary -11, GRAPHIC SCALE I IT LO To aw svAaS u.cs a sr«a wArzRk �n meal 1� R-6 ZONING REQUIREMENTS R-5A ZONING REQUIREMENTS imto- AL 11 IT 21 all SUMMARY TABLE OF SUMMARY TABLE OF R-6 LOT SIZES (INDIVIDUAL) R-5A LOT SIZES 52 6,140 0.1 1 10.104 0.23 53 3,418 0.008 } 9.800 0.22 54 ,418 0. B 59,600 0.22 55 .175 0.11 9,600 0.22 M. 58 ,. 1 9,800 57 5,930.P1 5 9,800 31 69 8,0]4 0.14 7 9,800 0.22 ]0 3,393 0.08 9,800 0.22 ]1 0.08 9 9,600 0.22 ]3 0.14 o.ob SUMMARY TABLE FOR 75 0.14 R-6 LOT SIZES (PER BLDG.) ] 504 0.14 BLpc. L4IS. y��(��6T' 2v IACREf i8 3,393 0.06 20-23 0 0.50 s 3.193 0.00 2 24-z7 21,043 040 800 6:.0 2 N., J 20-31 16.909 O.s3 fi,112 p.l' 32-J5 ,932 0.43 02 6.132 5 36-J9 043 40-43 19.029 0.43 ] 44-47 25.117 0.. 9 52-15 19146 0.44 44 10 56-5] 5,194 0.5 11 50-81 2).8z4 0.84 13 62-14 25.454 0.50 69-12 18933 a ] 15 >-80 8.933 3 TOTALS 6TLOTS 3d6.921 ]�96 1---9i-AL.BA---$TN86i _._. _-.-_. -. -k LOT DETAILS 2 PROYCT IN ORYAnON DESIGNTEK ENGINEERING. INC. PRELIMINARY P.U.D. TETON DEVELOPMENT, LLC REM IONS OF 993O W. 1901n 5111111. S11I1 L MORfinA. aul.ols 6oana poe1326-4961 FOR COPPER RIDGE WEST 565 VILLAGE CENTER DRIVE BURR RIDGE, IS 60527 m1•:oz-zo-zoz6 6»I969r 565 DEI FAx:00813264962 O„ LEMONT, ILLINOIS 3 w4w6 e>• asrw (630) 920-920-9430 cn,os4a Be s6s PRELIMINARY SITE PLAN - SOUTH PRELIMINARY SITE PLAN - NORTH FOR COPPER RIDGE WEST LEMONT, ILLINOIS ' /-- SITE AREA DATA - UNIT COUNTS AND ACREAGE R. cE (OE,uM 1: I �a (ru,uxk� GRAPHIC SCALE WWT IT m ` ( ��a smnu w.rznL 1-1 I�YYi� R-6 ZONING REQUIREMENTS R-5A ZONING REQUIREMENTS nBo 111E66 66 «.ow1Mll D,« a,D o6 60 SUMMARY TABLE OF SUMMARY TABLE OF R-6 LOT SIZES (INDIVIDUAL) R-5A LOT SIZES D 20 8733 O.Is Ia22 21 4,11 0.10 I1 9;800 0.22 22 3,880 009 12 10.635 0.24 23 2 0.18 13 II.195 .21 24 "'Et 0.,0 > 0.26 r - 25 .OB 11,31> f1,2 28 ].308 0- 1. 0.10> 0.. 27 6,200 a10. 17 6 0.28 3 29 J. 9} 0.08 19 12,21z O.zO J.383 008 32 6.0]J 0.14 3.39J 0.0. SUMMARY TABLE FOR 11 e;o]i 00.14 - R-6 LOT SIZES (PER BLDG.) 36 6.0]3 0014 �, M2 J] }J9S 08 BI11O. Lo,s3 SIiE21 Ba5i1 92E0fBE1 JB 3393 008 4- 7 28909 048 ]9 B,D]3 0.14 y II b ' 35 t932 043 4} 3393 000 5 36 39 1.. 9032 0AJ 0.43 8 4 ] 2. 1> as0 I,. 44 ],393 0.00 9 12-59 28.2 9�F 0.8, 48 J 392 0.m 10 ) 9i 226 0.21 1> 824 \\ 58 et 084 1 c9 �5]51 71 00. 09 '2 8214 25454 OS • R 51 6.— 014 IS ]3->6 to 9j3 043 \ (\ p{ \ 56 10.0.i8 01141 0.209 43 61 9.]5] 0.2693LLOTS 92 SILL 4. / 62 0.20 BJ .955 D.11 ,900 80. 1100.16 p ss. 6B ` 01�4 E..4II •� O alP ,�e ...c t "9' 1;�P V1 _ y4 T3'PIC, L SINGLE FAMILY ¢ ow _O7"r 9u y �t >-y oeo snox naen p� o mxrsE xotm--- �O ,Pay � \ ;°„u , \ �xw.� ♦ �t� oI« 0LOT 6,� I,or0�9rB6,� s -JL - -- LOT 14 e to TYPICAL MULTIFAMILY LOT DETAIL L Taon rR6 L% � wo 9 D 6J boo ono I «a «9 « / °T V o caR i4; v I I rw ny LOT 10 II � I r.a J_ LOI 11 EnsEuwr s zsla al6,mNcu ura u Ba..0 ' IV C':\LL 1 Y00 bY? BI2t o,111 -Q y�y a� q,> , \ AT ~ > T A unu,issni11v"aaGvorssco no eE uiaEn"..a¢oio ].s w1Dx e6r 9�� r Is� LOT DETAILS 3 vOEci uYORMABM DESIGNTEK ENGINEERING. INC. PRELIMINARY SITE PLAN REV SIONS Projad No.: zs-00O >,..">'�°^"->^>�rF.•""�""^•� TON DEVELOPMENT, LLC kdr p = go' 993O W. 190re SNEe1. 3CIre L «� FOR _ _ Do19: oz-zo-zo MOKEnn.Ium0,560448 565 VILLAGE CENTER DRIVE OF 2 O aoe)32e-49e1 COPPER RIDGE WEST BURR RIDGE, ILLINOIS 60527 Dnign By. SDB e t Fn—...326-4962 LEMONT. ILLINOIS 3 Drow,> B>• Nsrd D � • (630) 920-9430 CM1ecked By. SD6 IL P80E-U-No: 184-003740 PRELIMINARY SITE PLAN — NORTH Exhibit C Preliminary Landscaping Plans 11 r-4 ` r7 I W . rH v� �I U a 1wdd.l�IImlu IllI NVId 3dVOSaNVI llVU3AO $ a � x33 e s NVId 3dVOSONtlI ALItlNIWll321d SIONIIII-INOW31 J _- S2;J= 3JaRi M3ddOO p a MM. a 8Rm°m� tom �m J 3 M H LU znoa<�� Z a. o= Aso =off •.; � °m° pup 3 w 6 a I— g Yua Aga x�n �g y6� � so �geso fi $5Y o3V g § S fn ms6YY a = Sr soy gar §g s�o _o H z u G Z 6 E g6e gm ° W i �� 6 6 �yY Y g §5 tll E 68 Slg a otg. y6 sa 6p _ w ;fr as og g 6= Y sya s% zz �k as o °. 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PRELIMINARY ENGINEERING: TREE PLAN NORTH Exhibit E Preliminary PUD Plat 13 R-5A ZONING REQUIREMENTS s �or.E �DD,«,AB9 n6 LDT DD°SUMMARY R-5A LaT SIZES toss o °oo:ii 9.fioo o:zz 4 9,fioo 2z 9.fi 0 0.22 6 9.60o 0.32 ] 9,600 0.22 8 9,600 0.22 9 9.800 0.22 10 9.800 0.22 95 D.2] 4 111•117 0.28 6 10.10] O.R3 11j 12.116 0.28 IB 0.520 0.24 TOTAL 19t 8 R-6 ZONING REQUIREMENT MOUILhFAMLV LOTS '3 PRELIMINARY P.U.D. - OVERALL COPPERFOR RIDGE WEST LEMONT, ILLINOIS SUMMARY `/\••'// "'� R 6 LOT SIZES (INDIVIDUAL) 21 14:7os °oo:io I �� xz 3,efio .o9 225 ; a:oa J 00 29 3'.SB 0.08 ? w•.. 30 3.393 0.00 ♦ `k' 31 6.0733,23 6AJ3 34 1.337 004 J 3g 6.073 0.14 }e 3,393 0.o.00 J,393 S 49 6.- 0.14 h i 0 80J3 (. .a.. 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TETON DEVELOPMENT, LLC FOR 565 VILLAGE CENTER DRIVE 993owf 19oTns,Nec,.s�IttL COPPER RIDGE WEST BURR RIDGE, ILLINOIS 60527 MOxtna. LLL1n'01560446 ILUNOIS 630 920-9430 DE�ooe)326-4961 LEMONT, Fax:'7o81326-4962 ooCl InnINARY P.U.D. - OVERALL m n SII LOT,6 LOT ,m em II al LOT L .I AT TYPICALSIB OTC - I i I for I I past or uxs _L o scour . s6re].aslw�aL a wacwsm m ] s waer wLr 21 �� nxs"°0.wi auu`"°Poss°swL e`x,<cs TYPICAL MULTI -FAMILY LOTS -, 1-7 -1 -L-r O0 I a wsT xsw I LO 9 BL Wass i 1 �o• s. w �pxfi.sls. II. 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LIc No184-003 40 PRFI IMINARY P.U.D. - SOUTH i PRELIMINARY P.U.D. -NORTH FOR ' COPPER RIDGE WEST LEMONT, ILLINOIS SITE AREA DATA - UNIT COUNTS AND ACREAGE °ucc loc+0aa4^l Z GRAPHIC SCALE LOT A 4IT D o°1�il� s+rax w4�1 • !' " i:x e e� R-6 ZONING REQUIREMENTS R-5A ZONING REQUIREMENTS l-• ae5" 4 six°IB+.uxx1D,9 , Wl"10T6 _ No `oaSUMMARY.TABLE OF65* LOTooSUMMARY R 6 LOT SIZE AL) R-SA L_ OT. SIZES 10 9,600 0.22 20 s.]33 0.15 II 9.fi00 0.22 ,30} 0.10 12 It,]95 0.T7 „e1""issO1"1 q2 3,860 0.09 13 23 6,920 0.16 1 11,317 0.26 0.16 5 1.W 0.28 '- 3,616 0.08 16 10.107 0.9 a� TO J,360 0.0B 17 1111 1. 10,520 0.2t B,200 0.14 19 12,212 0.28 26 3 29 30 OOB 6} 014 ` 3] •r �' i°s s;o71 0.04 SUMMARY TABLE FOR 073 0.1. R 6 LOT SIZES (PER BLDGJ i,393 o.De �/� 1 5ZEo cRD 3.3,39 0As BIDG. !D� 20- 321.045 0. 0 39 6,0>} 0.14 2 24-27 21,Oa1 0.9] 40 3,393 0.08 3 2�35 18932 0.! 3.393 00.00 5-39 18.a32 0.13 q3 8,1]O -1 6 _ 3 29 0.50 ry \ 9.106 4 125,11] 0..850 4AM0LB51 2169.219I48 D O^TA 555 0.44 5.19! 0. 4.028 561 W 21.B2! 06 49 0'1 I? 6-4 25,451 64 .tq - wa 50 •bC9A S�¢ syu. < ` w'>� 55IJ6.1411 IS -00 I9&.79]5 0 0.24 14 69-7833 001433 • I6 y '5.14S I. 7 \ / § ra a • f aa�_ ��\qA CxDMT 222* ,AS20 ey 85o 195 ii 1'90 ' B5 6�7..5�>5 36452�1 7.96 86 3.393 0.08 87 B J.391 00.14 B.D]3 A \ 4• �oT 20 \ a b 95 M1°, $ • \\ fir"` .� y \\♦ y�O' 0„ �t45 .� �ev'•gd>S 9EOICA.T�101�ABEA - t c TYPICAL s1NdLV LOr i 1. k bed our0or0 o0 4r1 9 B �x4 9 s b, v LIT 19 s P\ \_ s L°T, , - j fi r LOT14 \ AL BA ° LOT 13 v \ ,1 ewsc94xr . ssre.u5,.wcwE 4scn ,u zs w11wc we. 'E^ '" ' n r A % \fa .) ° TYPICALMULTI-FAMILY 6or +a �x LOTS0,41 LOT �/ 'a l IAT et II �. W $ Ia I L.T11 LOT .7 1 w,. LOT6. Itl e.s. 1 oU,LO ,L LOT 9 71 E�"��6"°E•9+^zzµ E n;"> �o`M1OR CONTINUATION SEE SHEET z ! REVISIONS LOTLOT D® - - PRELIMINARY P.U.D TETON DEVELOPMENT, LLC PROYei iNfgB,.4n0x DESIGNTEK ENGINEERING. INC. FOR 565 VILLAGE CENTER DRIVE 3 pr4pclNo.:25 Mgg30WN1901NSINt604 ItLu ILLINOIS 60527 xa.:r=fiD• Molct.n. B.unals 6oaae COPPER RIDGE WEST BURR RIDGE, OF Dm.:D2-zD-zo2a D_4� aoer3z6-a-49 LEMONT, ILLINOIS (630) 920-9430 Dealgn By. 505 �E, Fax' 1�, ... 4962 3 D-*" By. NSM LPaoF c No 184-0037a0 CBecxetl By. SDS PpF11MINARY P.U.D. - NORTH Exhibit F Elevations 14 c 0 (3) w �L I Q LA c 0 w IL Q. m A c 0 c6 a� w z 0 c L L M 55 c 0 cz w I 0 L Lo- a ZE LN A li A C 0 co > W 1 Y ml f y3m I i a L�.Ii1J 'MEM ¢ �Aii �Y N _U L z t O p 0O ■ U u � ■ m} �.bL m ! . a J 1 1 0 9 as i 1 CD a) U U V (d a) > Z m O U C/) O co CO co U i co ° y= ) _O '. 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Exhibit G Long -Term Monitoring and Maintenance Plan 15 LONG-TERM MONITORING AND MAINTENANCE PLAN COPPER RIDGE WEST LEMONT, IL 04/15/2026 Prepared by: GR Gary R. Weber Associates, Inc. 402 W. Liberty Drive Wheaton, Illinois 60187 (630) 668-7197 Page 1 of 7 LONG TERM MAINTENANCE PLAN INTRODUCTION: Open space areas within the property into two major categories; 1) Traditional Landscape Areas, 2) Naturalized Stormwater and Native Landscape Areas. A general Maintenance Schedule has been prepared for each of these areas as guidance for the owner. It is recommended to have the open space areas evaluated by a third -party professional to ensure that maintenance standards are upheld per the approved landscape plan and that maintenance costs are managed through an annual contracting and bidding process. All work shall be completed by a qualified professional. The owner, tenant, and their agent, if any, shall be jointly and severally responsible for the maintenance of all landscaping required by this ordinance or preserved under the provisions of this ordinance in good condition so as to present a healthy, neat, and orderly appearance. Specifically: 1. All plant growth in landscaped areas shall be controlled by pruning, trimming, or other suitable methods so that plant materials do not interfere with public utilities, restrict pedestrian or vehicular access, or otherwise constitute a traffic hazard; and 2. All planted areas shall be maintained in a relatively weed -free condition and clear of undergrowth; and 3. All trees, shrubs, ground covers, and other plant materials must be replaced if they die or become unhealthy because of accidents, drainage problems, disease, or other causes. PART 1— TRADITIONAL LANDSCAPE AREAS The Traditional Landscape Areas shall be maintained by the installer until approved by the landscape architect, after which the Traditional Landscape Areas shall be maintained by the Owner. Basic maintenance is required in order to preserve the aesthetic value on a long-term basis. The table below outlines recommended annual maintenance activities. The maintenance standards for these activities are defined in Part 3 below. Tnhla 1 Rarnmmandarl Annual Mnintananra fnr Traditinnal I_andsranP Areas TASK - VISITS APR MAY JUN JUL AUG SEP OCT NOV Notes 1.1 SPRING / FALL CLEAN-UP RAKING X X X X Spring Cleanup be completed no later than 45 days from the start of contract. Fall Cleanup to be completed by the end of the contract. DEBRIS REMOVAL X X X X MULCH CULTIVATION X X X X PLANT MONITORING X X X X 1.2 LAWN MAINTENANCE MOWING X X X X X X X X All turf to be cut on weekly basis or as TRIMMING X X X X X X X X EDGING X X X Page 2 of 7 necessary. Edging CLEAN-UP X X X X X X X X twice/year. 1.3 LAWN CARE FERTILIZATION X X x Turf to be reviewed by a qualified professional in CRABGRASS CONTROL X late spring to determine if further treatments BROADLEAF WEED CONTROL x x are necessary. TASK - VISITS APR MAY JUN JUL AUG SEP OCT NOV Notes 1.4 SHRUB MAINTENANCE PRUNING AND TRIMMING x x Methods and timing of trimming shall conform to standard horticultural practices. FERTILIZATION X BED MAINTENANCE X X X X X X X X 1.5 TREE MAINTENANCE PRUNING x x Methods and timing of trimming shall conform to standard horticultural practices. FERTILIZATION X TREE RING MAINTENANCE X X x 1.6 GROUND COVER AND PERENNIAL FLOWER MAINTENANCE PRUNING AND TRIMMING x x Groundcover trimmed twice per season. Perennials trimmed/removed in fall. FERTILIZATION X BED MAINTENANCE X X X X X X X X PART 2 — NATURALIZED STORMWATER AND NATIVE LANDSCAPE AREAS The Naturalized Stormwater and Native Landscape Areas consist of constructed stormwater basins and naturalized buffer areas as shown on the Landscape Plan. Short-term maintenance performed by the initial landscape contractor includes all work outlined in plan specifications to install and establish the native areas. Performance standards included in the Plan should be achieved prior to turn -over. The Owner shall be responsible for the contracting maintenance of the Naturalized Areas in perpetuity once performance standards are met. Basic maintenance is required in order to preserve the aesthetic value and function of the naturalized areas on a long-term basis. The table below outlines recommended annual maintenance activities which may be applicable to the site. The maintenance standards are defined in Part 2 and 3 below. Table 2. Recommended Annual Maintenance for Naturalized Stormwater and Native Landscape Areas Task I APR I MAY I JUN I JUL I AUG I SEP I OCT I NOV I Notes Page 3 of 7 2.1 General Maintenance / Clean Up Site is assessed in SITE ASSESSMENT X spring/fall to determine X any changes or repairs needed. Removal of windblown DEBRIS REMOVAL X X X debris. Removal of INLET/OUTLET CLEANING X X X X accumulated sediments in structures. Task I APR MAY JUN JUL AUG SEP OCT NOV Notes 2.2 Vegetation Maintenance Spot spray as WEED CONTROL X X necessary. As necessary with NATIVE OVERSEEDING dormant seeding preferred Side slopes should be SIDE SLOPE MOWING X mown mid -May CATTAIL TREATMENT Can be removed in AND REMOVAL X X X winter during ice -over ALGAE TREATMENT AND As necessary REMOVAL PRESCRIBED BURNS X X X X PART 3 - Long Term Management Requirements 3.1 Undesirable plant species will be controlled (as necessary) by mowing (including weed whipping), hand pulling, and/or spot herbicide application. Undesirable plant species consist of non-native, invasive species. As the planted areas mature, required supplemental management will be significantly reduced. The plant communities will stabilize and be effectively managed through seasonal management. Mechanical Control: Mowing to prevent seed set of undesirable species and spot herbicide application are recommended when and where applicable. The timing and height of the mow depends on the species being controlled but typically is between 6-12 inches high. Contractor will use a rotary or flail mower to chop the cut material into fine pieces that will not smother Page 4 of 7 native plants. Hand pulling or digging of these species and woody undesirables can provide control if there are fewer than 100 plants. • Chemical Control: Herbicides will be limited to specific problem areas with a dominance of plant species that do not respond well to prescribed burning and/or mechanical control measures. Herbicides shall be selectively applied by Illinois Department of Agriculture licensed operators or applicators. Only species for which mechanical controls are not appropriate should receive treatment with herbicides. Insecticides and Fungicides are not to be used. • Overseeding is recommended to improve vegetative coverage by native species as necessary and increase coverage of particular species (i.e. increase flowers/forbs). Any area greater than 0.25 square -meter in size devoid of vegetation should be overseeded. Rake the soil to loosen and remove debris to ensure seed -to -soil contact. In emergent areas, re -planting should occur if half the emergent zone does not establish or survive. 3.2 Site assessments shall occur annually (or as needed) to document the success of the native communities. 3.3 The Native Basins shall meet the following approved performance standards for the life of the development." 1. A minimum of 75% of the planted species in the low -profile prairie and wet meadow, planting zones shall be alive and apparent. The emergent planting zone shall contain at least 50% coverage by native species. 2. There shall be no significant areas (greater than one square meter) on side slopes which are devoid of vegetation. The basin side slopes shall not contain significant rills or gullies and the basin shoreline shall not be severely cut as a result of erosion. 3. No more than 25%of any specific plant community shall be dominated by the following non-native or weedy species: Reed Canary Grass (Phalaris arundinacea), White Sweet Clover (Melilotus alba), Kentucky Blue Grass (Poo pratensis), Purple Loosestrife (Lythrum salicaria), Sandbar Willow (Salix interior), Common Reed (Phragmites, Australis), Thistle sp (Cirsium), or Teasel (Dipsaucus sp.) 4. Typha sp. will be managed to no greater that 50% of the emergent area. PART 4 - Maintenance Standards Algae Treatment / Removal: Algae shall be chemically treated or raked by a qualified professional. Bed Maintenance: Dead or injured limbs shall be removed from shrubs and trees as necessary. Debris shall be removed from beds and disposed of offsite. Cattail Removal: Cattails will be left to stand until complete die -off is observed. At that time, cattails can be cut and removed from the site. This task is typically performed during the winter in ice over conditions in order to prevent damage to the side slopes. Page 5 of 7 Cattail Treatment: Cattails shall be treated with an aquatic safe version of glyophosphate herbicide (such as RodeoTM) towards the end of the growing season (August or September) so that the herbicide will translocate into the roots and effectively prevents regrowth. Clean Up (Traditional): Clippings shall be removed from all paved surfaces. Debris shall be collected and disposed of offsite. Debris Removal: The removal and legal disposal of wind-blown refuse from the open spaces. Edging: Turf areas adjacent to walks, driveways and curbing will be mechanically edged monthly in a uniform manner. Shrub beds and tree rings shall be neatly and uniformly edged twice per year. Fertilization: Fertilizer program shall be reviewed and adjusted annually to match site needs. Flags shall be posted throughout community following each application and removed as directed by the product label. Inlet/Outlet Cleaning: Refuse, lawn clippings, and sediment carried by stormwater runoff shall be removed from the flared end sections associated with inlet and outlet storm structures. Mowing (Native): Common Areas should be mowed at a height of 6" in mid -May to control annual weeds. Mowing height and frequency may be seasonally adjusted depending upon weather conditions in order to control annual weeds. Mowing (Traditional): Turf shall be mowed weekly to a height of 3" from April through November, or as needed. No more than 1/3 of the grass blade is to be removed per cutting. Mowing height may be seasonally adjusted depending upon weather conditions in order to reduce stress and promote healthy turf. Mowing patterns shall be altered on a weekly basis wherever possible. Plant Monitoring: All traditional landscape plantings shall be evaluated twice per year to determine if any plants are dead or in poor health. The Homeowner's Association shall be notified of any recommended action with the estimated costs of the work. Prescribed Burn: A prescribed burn shall be completed by an Illinois Prescribed Burn Manager. A program shall be submitted to the Homeowner's Association for approval prior to any action. No prescribed burn shall be competed within close proximity of a residence. Pruning (Perennials, Grasses, & Groundcovers): Grasses shall be trimmed back in early spring. Groundcover shall be trimmed twice per year to maintain a neat appearance. All pruning debris shall be disposed of offsite. Pruning (Shrubs): Shrubs shall be shaped and thinned to allow for its natural form and habit. Shrubs will be pruned two times per year so as not to interfere with flowering. Pruning (Trees): All shade and ornamental trees shall be pruned or evaluated for pruning at least once per year. Light pruning and the removal of deadwood can be done during the latter part of the growing season. If more extensive pruning is necessary, winter pruning is preferred. The purpose is to maintain proper form, remove dead wood and to promote overall tree health. Pruning shall conform to standard horticultural practices and be done in such a way as to not interfere with blooming of ornamental trees. Page 6 of 7 Trees over 6" in DBH will not be pruned other than removal of low branches hazardous to pedestrian traffic or any sucker growth that may occur. Side Slope Mowing: The side slopes of the basin are planted with a native seed mix. The side slopes should be mowed at a height of 6" in mid -May to control annual weeds. Mowing height and frequency may be seasonally adjusted depending upon weather conditions in order to control annual weeds and promote the establishment of native vegetation. Site Assessment: A site assessment consists of an on -site inspection to evaluate the condition of the vegetation, inlets, outlets, and any erosion problems. The assessment includes a brief report outlining the overall basin condition and any necessary actions (i.e. gully repair, over seeding, etc.) that may be outside of the standard maintenance program. Tree Ring, Edging, and Mulch Maintenance: All tree rings containing soil or mulch shall be cultivated and edged three (3) times per year to maintain a fresh appearance. Mulch shall be added as necessary and kept 3" form tree trunks and shall not be mounded. Tree rings shall be kept weed and free through hand weeding and/or spot spraying. A granular pre -emergent herbicide may be used to aid in weed control. Any tree suckers or seedlings should also be removed from tree rings. Weed Control: Annual weeds and perennial weeds can be spot sprayed as necessary as determined by annual site assessment. Part 5 - Prohibited Activities This section outlines various activities restricted or prohibited within areas of naturalized landscaping except as needed to achieve and maintain a naturalized landscape consistent with the approved plan as directed by a natural landscape maintenance specialist. • Dumping of yard waste or debris • Replacement of approved vegetation with non -approved materials or non-native vegetation • Construction or placement of structures including but not limited sheds, signs, playgrounds, patios, etc • Mowing other than for meeting specific management goals • Removal or destruction of trees or plants, draining, plowing, removal of topsoil, or other materials Page 7 of 7 Exhibit H Lot Coverage Exhibit 16 li L. L. L. W L. L. L� . ZU nI vLL N N6 N N Nui 6<v V)n Z z 5 o aON cn NO�p < ON N wi U O� M�OON 0Oe0 O N I N Q z ZM 4 d M a0 a0 N M II M Z j �' _ i o Q w Oi d U N N M �. 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CONSULTING AVD SITE DESIGN ENGINEERS 9930 W. 190"' STREET. SUITE L MoKENX ILLINOIS 60448 PHONE: (708) 326-4961 Fax: (708) 326-4962 PRELIMINARY STORAMWATER MANAGEMENT REPORT FOR COPPER RIDGE WEST LEMONT, ILLINOIS Submittal #2 Prepared For: Teton Development, LLC 1536 128th Street Lemont, Illinois 60439 (630) 920-9430 February 18, 2026 Revised April 15, 2026 TABLE OF CONTENTS Summary Volume Control: Required & Provided Calculations Detention• Composite CN Calculations — Entire Proposed Site Adjusted CN Calculations — Entire Proposed Site Tc Calculations — Area Tributary to Pond 01 Proposed Stage Storage Table — Pond 01 Proposed Detention Volume Tc Calculations — Area Tributary to Pond 02 Proposed Stage Storage Table — Pond 02 Proposed Detention Volume TR20 Input & Output — Detention Model for Ponds 01 & 02 SUMMARY Copper Ridge West is a 28.92-acre parcel in total area. Of the 28.92 acres, 0.16 acres will be dedicated to the ROW of 143rd Street to the north, 0.02 acres will be dedicated to the ROW of Wolf Road to the west, and 1.45 acres will be Outlots (open space / stormwater management). Of the 28.92 acres, 22.8 acres will drain to the stormwater management facilities being proposed on Outlot A (Pond 01) in the north area of the site and Outlot D (Pond 02) in the northeast area of the site. Areas not tributary to the detention basin will be listed in Schedule K of the MWRDGC forms and will be planted with native vegetation. The proposed scope of the project includes 17 multi -family lots and 19 single-family lots, for a total of 82 units. The project is located at 16453 Alba Street. FIRM maps indicate that no regulatory floodplain exists on the site, or immediately adjacent to the site. VCBMP: There are two stormwater management facilities being proposed. The total proposed impervious area within the development is 10.07 acres and the required MWRD volume control storage has been calculated to be 0.84 ac-ft. This volume is proposed as surface storage in both facilities. Pond 01 (elevations 701.00-702.00) is proposed to have a volume of 0.36 ac-ft, and Pond 02 (elevations 684.00-685.00) is proposed to have a volume of 0.48 ac-ft, for a total proposed surface storage volume of 0.84 ac-ft. Detailed breakdowns per facility will be provided at time of final engineering. DETENTION: Pond 01 in Outlot D requires storage in the amount of 3.35 ac-ft with a tributary area of 8.99 acres, this occurs at a HWL of 707.68. The pond has a 1.35 cfs allowable release rate for the 100-year event, as designed the release rate will be 1.33 cfs. Pond 02 in Outlot A requires storage in the amount of 5.21 ac-ft with a tributary area of 13.81 acres, this occurs at a HWL of 689.73. The pond has a 2.07 cfs allowable release rate for the 100-year event, as designed the release rate will be 2.05 cfs. Design is based on MWRDGC WMO requirements. Calculated curve number for areas tributary to the basins was determined to be 86. The adjusted curve number of 82 was used for detention sizing requirements. Weir will be sized to convey the peak inflow into the facility including any offsite flows. The weirs will be sized in accordance with the MWRDGC WMO and appropriate Village of Lemont UDO sections. Typically, weir flow and weir length will be predicated on a maximum overflow of one foot, with the weir length being sized to maintain that maximum depth of flow. Separate CN's will be calculated for each basin and each basin modelled accordingly as part of the final storm water design and report. DISHARGE AND OFFSITE IMPACTS: All storm water facilities will be designed in accordance with MWRDGC WMO and Village of Lemont UDO requirements. Storm water will discharge at the existing natural drainage points from the site. Both storm water facilities will discharge to the natural existing ravines located onsite. These ravines currently collect all storm water runoff from the existing property. No discharges will be directed toward Illinois Toll Road I-355. Analysis of existing versus proposed discharges will be provided as needed during final design. It is anticipated that all peak discharges from the site will be reduced due to the required storm water discharge rate of 0.15 cfs/acre being met as part of the Final design. This will ultimately reduce the peak runoff from the site to rates that are below existing, thereby negating any possible negative impacts to downstream properties. VOLUME CONTROL: Copper Ridge West - Lemont, IL 2026-02-19 VOLUME CONTROL CALCULATIONS - VOLUME REQUIRED New Impervious Area 10.07 Acres New Impervious Area 438768.00 Sq-Ft Volume Required 1 inch/sq-ft Volume (Cu-ft) 36564.00 Cu-Ft Volume (ac-ft) 0.84 Ac-Ft VOLUME CONTROL CALCULATIONS - VOLUME PROVIDED Pond 01 Avg Area 696.00 & 696.60 Contours 15780.50 Sq-Ft Excludes sedimentation area - Depth > 1.0' Pond Bottom Elevation 701.00 Outlet Elevation 702.00 Depth of VCBMP 1.00 Volume 15780.50 Cu-Ft Volume Provided (Ac-Ft) 0.36 Ac-Ft Pond 02 Avg Area 696.00 & 696.60 Contours 20833.50 Sq-Ft Excludes sedimentation area - Depth > 1.0' Pond Bottom Elevation 683.00 Outlet Elevation 684.00 Depth of VCBMP 1.00 Volume 20833.50 Cu-Ft Volume Provide 0.48 Ac-Ft Total Volume Provided (Ac-Ft) 0.84 Ac-Ft L.\Projects\2025\25-0017\Engineering\Storm WaterOetention\25-0017 Final Volume Control Calcs based on CN Table (1).xlsSummary Table Rev 02-16-26 DETENTION: Worksheet 2: Runoff Curve Number Copper Ridge West DEI Project No. 21-00 11 Project: Copper Ridge West By: AJS Date: 2/19/2026 Location: Lemont, Illinois Conditions (i.e. Present / Developed) Revised: Runoff Curve Number (CN) Chkd: SIDS Date: 2/19/2026 Total Site CN - tributary to Detention Areas Soil Name and Hydrologic Group (Appendix A) Cover Description (cover type, treatment, and hydrologic condition; percent impervious; unconnected/connected impervious area ratio) CN* Area � acres ❑ mi 2 ElRio Product of CN x Area N 2 0 CV LM ii CV LL C Roads & Curbs 98 3.085 302.313 Sidewalks and Driveway Aprons C PERVIOUS 74 11.655 862.477 C Path in Park 98 0.015 1.438 C Single Family Lots - Based on 55% Coverage 98 2.477 242.762 C Multi -Family Lots 98 4.496 440.615 Buildings, Decks, Driveways & Walks C INWL 1 100 1.072 107.218 Totals = 22.800 1,956.822 Use only one CN source per line. CN (weighted) _ total product total area 1,956.82 = 85.826 ; 22.8000 L:\Projects\2025\25-0017\Engineering\Storm Water\Detention\25-0017 CN Tables.xls use CN = 86 ADJUSTED COMPOSITE RUNOFF CURVE NUMBER (CNADJ ) PROJECT: Copper Ridge West PERMIT NUMBER: LOCATION: Lemont, IL DATE: 2/19/2026 DEVELOPMENT INFORMTION 1. Area Detained, A 2. Total Impervious Area 3. Composite CN 4. Volume Control Storage Provided, VCP 5. Depth of Rainfall, P acres acres ac-ft inches RUNOFF VOLUME (NRCS EQUATIONS) 6. Maximum Retention, S 1000 S CN — 10 7. Runoff Depth, QD _ (P — 0.2S)2 QD (P + 0.8S) 1 8. Runoff Volume, VR VR = QDA 121n ft VOLUME CONTROL STORAGE inches inches a c-ft 9. Volume Control Storage Required, VCR 0.839 ac-ft 10. Additional Volume Control Storage Provided 0.001 ac-ft ADJUSTED RUNOFF VOLUME 11, Adjusted Runoff Volume, VADI VADJ = VR — VCP 12. Adjusted Runoff Depth, QADJ 13. Adjusted Maximum Retention, SADJ a c-ft inches inches ADJUSTED COMPOSITE RUNOFF CURVE NUMBER 14. Adjusted Runoff Curve Number, CNADJ 82.33 Worksheet 3: Time of Concentration (TJ or Travel Time (Td Project: Copper Ridge West By: AJS Date: 2/12/2026 Location: Lemont Chkd: SDS Date: 2/12/2026 Conditions (i.e. Present / Developed) Proposed - Area Tributary to Pond 01 NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet Flow: (Applicable to T, only) Segment ID AB 1 Surface Description (Table 3-1)................................ grass 2 Manning's Roughness Coeff., 'n' (Table 3-1)............... 0.24 3 Flow Length, L (Total < 300 ft)................................. ft 100 4 Two-year, 24-hour Rainfall, P2................................. in 3.34 3.34 5 Land slope, S....................................................... ft / ft 0 .020 0 .020 6 Tt = 0.007 (nL)0.8 Compute Tt ............ hr 0.23 +1 0.00 PZ,,..,S Shallow Concentrated Flow: Segment ID CD 7 Surface Description (paved or unpaved) .................... unpaved 8 Flow Length, L..................................................... ft 0 9 Watercourse slope, S............................................ ft / ft 0.0200 0.0200 10 Average Velocity, V (Figure 3-1) .............................. ft / s 11 Tt = L / 3600V Compute Tt ............ hr 0.00 + Channel Flow: Segment ID 12 Cross Sectional Flow Area, a .................................. ft2 13 Wetted Perimeter, pW............................................ ft 14 Hydraulic Radius, R = a/pw..................................... ft 15 Channel Slope, S................................................. ft / ft 16 Manning's Roughness Coeff.,'n ............................... 17 V = [1.49R213S1i21/n............................................... ft / s 3 3 18 Flow Length, L..................................................... ft 1144 0 19 Tt = L / 3600V Compute Tt ............ hr 0.11 + 20 Watershed or Subarea Tc or Tt (add Tt in steps 6, 11, and 19)............................ hr 0.34 L:\Projects\2025\25-0017\Engineering\Storm Water\Detention\[25-0017 Tc Ca1c.x1s]PE POND 01 25-02-12 STAGE - STORAGE - DISCHARGE TABLES (Pond 01) (Copper Ridge West - Lemont DEI Project No. 25-00171 Date: 02/10126 Revised: 1) Tributary Areas: Onsife Tributary Area: 8.99 acres = 0.0140 square miles Offsite Tributary Area: acres = 0.0000 square miles Total Tributary Area: 8.99 acres = 0.0140 square miles 2) Curve Numbers: See attached Worksheet 2 for each area. 3) Time of Concentration: See attached Worksheet 3 for each area. 4)Proposed Discharge: Notes Elevation 2-yr Flow (cfs) 100-yr Flow (cfs) Flow (cfs) Flow (cfs) RESTRICTOR INV 701.70 _ 0.00 NWL 702.00 0.00 _ _ 0.18. _ _ 0.18 703.00 0.00 _ _ _ 0.58 _ _ _ _ 0.58 704.00 0.00 _ 0.80 0.80 705.00 0.00 0.97 _ _ 0.97 706.00 _ 0.00 1.12 _ 1.12 707.00 0.00 1.25 1.25 HWL 707.68 0.00 1.33 1,33 708.00 0.00 1.37 1.37 WEIR 708.50 0.00 1_42 0.00 1.42 709.00 0.00 1.47 31.82 33.29 Allowable Release Rates: 2-year = 0.36 cfs (at 0.04 cfs / acre) 100-year = 1.35 cfs (at 0.15 cfs I acre) Orifice Flow (2-year) C = 0.61 Invert of Orifice = 701.70 Dia.= 0.0000 inches Centerline of Orifice = 701.70 Area = 0.000 sq. feet Orifice Flaw (100-yearn C = 0.61 Invert of Orifice = 701.70 Die.= 4.5500 inches Centerline of Orifice = 701.89 Area = 0.113 sq. feet Weir Flow (rectangular): C = 3.0 Length = 30 feet Elevation = 708.50 5) Pond Storage: rona arorage Notes Pond Elev. (Ft.) Area (SF) Depth (Ft.) Vol. (CF) Vol. (Ac. Ft.) Cumulative Vol. (Ac. Ft.) VC Bottom 701.00 14,420 0.00 701.20 14,964 0.2 2,938 0.07 0.07 701.30 15.236 0.1 1,510 0.03 0.10 701.40 15,508 0.1 1,537 0.04 0.14 701.50 15, 881 . 0.1 1,564 0.04 0.17 VC HWL 702.00 17,141 0.5 8,228 0.19 0.36 NWL --- 702.00 17, 141 --- -- -_- 000 - - - 703.00 19,962 1.0 18,534 043 043_. 704.00 22,884 1,0 _. 21,40fi 0.49 0.92 705.00 ---25.907 -- 1.0 -- 24.380 0.56 1.48 706.00 29,030 1.0 27,454 0.63 211 707.00 32,254 1.0 30,628 0.70 2.81 i HWL 707.68 36,820 0.7 23,468 0.54 335 708.00 38,968 0.3 12,124 0.28 3.63 708.50 40,695 0.5 19,914 0.46 4.08 709.00 43,058 0.5 20,935 048 4.56 L\Pronects\202512500171EngineeringlStorm Water\Detention\25-0017 Stage Storage Discharge Table.xlse.99 Pond 01 2025-02-12 Worksheet 3: Time of Concentration (TJ or Travel Time (Td Project: Copper Ridge West By: AJS Date: 2/12/2026 Location: Lemont Chkd: SDS Date: 2/12/2026 Conditions (i.e. Present / Developed) Proposed - Area Tributary to Pond 02 NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet Flow: (Applicable to T. only) Segment ID AB 1 Surface Description (Table 3-1)................................ grass 2 Manning's Roughness Coeff., 'n' (Table 3-1)............... 0.24 3 Flow Length, L (Total < 300 ft)................................. ft 100 4 Two-year, 24-hour Rainfall, P2................................. in 3.34 3.34 5 Land slope, S...................................................... ft / ft .020 0 .020 0 0 6 Tt = 0.007 (nL)0" Compute Tt ............ hr 0.23 + 0.00 Pz " S" Shallow Concentrated Flow: Segment ID CD 7 Surface Description (paved or unpaved) .................... unpaved 8 Flow Length, L..................................................... ft 0 9 Watercourse slope, S............................................ ft / ft 0.0200 0.0200 10 Average Velocity, V (Figure 3-1) .............................. ft / s 2.3 2.3 11 Tt = L / 3600V Compute Tt ............ hr 0.00 + Channel Flow: Segment ID 12 Cross Sectional Flow Area, a .................................. ft2 13 Wetted Perimeter, pW............................................ ft 14 Hydraulic Radius, R = a/pw..................................... ft 15 Channel Slope, S................................................. ft / ft 16 Manning's Roughness Coeff.,'n ............................... 17 V = [1.49R"'S1i21/n............................................... ft / s 3 3 18 Flow Length, L..................................................... ft 1354 0 19 Tt = L / 3600V Compute Tt ............ hr 0.13 + 0.00 = 0.13 20 Watershed or Subarea TC or Tt (add Tt in steps 6, 11, and 19)............................ hrl 0.36 L:\Projects\2025\25-0017\Engineering\Storm Water\Detention\[25-0017 Tc CalcAsIPE POND 02 25-02-12 STAGE - STORAGE - DISCHARGE TABLES (Pond 02) (Copper Ridge West - Lemont DEI Project No, 25-00171 Date: 02/10126 Revised: 1) Tributary Areas: Onsite Tributary Area: 13.81 acres = 0.0216 square miles Offsile Tributary Area: 0.00 acres = 0.0000 square miles Total Tributary Area: 13.81 acres = 0.0216 square miles 2) Curve Numbers: See attached Worksheet 2 for each area. 3) Time of Concentration: See attached Worksheel 3 for each area. 4) Proposed Discharge: Notes Elevation 2-yr Flow (cfs) 100-yr Flow (cfs) Flow (cfs) Flow (cfs) RESTRICTOR INV 683.71 0.00 _ NWL 684.00 0.00_ 0.20 0.20 _ 685.00 0.00 0.88 _ _ 0.88 686.00 _ _ 0.00 1.22 _ _ 122 687.00 0.00 _ 1.49 1.49 _ 688.00 0.00 _ 1.72 1.72 689.00 0.00 1.92 1.92 HWL 689.73 0.00 _ _ _ 2.05 _ 2.05 _ 690.00 0.00 _ 2.10 2.10 690.50 0.00 _ 2.18 0.00 2.18 691.00 _ _ 0.00 2.26 31.82 34.08 Allowable Release Rates: 2-year = 0.55 cfs (at 0.04 cfs / acre) 100-year = 2.07 cfs (at 0.15 cfs / acre) Orifice Flow (2-year) C = 0.61 Invert of Orifice = 683.71 Dia.= 0.0000 inches Centerline of Orifice = 683.71 Area = 0,000 sq. feet Orifice Flow (100-year) C = 0.61 Invert of Orifice = 683.71 Dia.= 5.6500 inches Centerline of Orifice = 683.95 Area = 0.174 sq. feet Weir Flow (reclancular): C = 3.0 Length = 30 feet Elevation = 690.50 5) Pond Storage: rona amrage Notes Pond Elev. (Ft.) Area (SF) Depth (Ft.) Vol. (CF) Vol. (Ac. Ft.) Cumulative Vol. (Ac. Ft.) VC Bottom 683.00 12.104 0.00 683.20 15.596 0.2 2,763 0.06 0.06 683.30 17,342 0.1 1,646 0.04 0.10 683.40 19,088 0.1 1.821 0.04 0.14 683.50 20S34 0.1 1,995 0.05 0.19 VC HWL 684.00 29.563 0.5 12,536 0.29 0.48 NWL 684.00 29.563 0.00 685.00 -32908 1.0 31.221 0.72 0.72 686.00 36,363 1.0 34,621 0.79 1.51 687.00 39.945 1.0 38.140 0.88 2.39 688.00 43,654 1.0 r 41,786 096 3.35 689.00_ 47,485 __._. _ 1.0 __-5 45,56 1 OS 4.39 HWL 689.73 50,369 0.7 35,711 0.82 5.21 690.00 51,435 0.3 13,743 0.32 5.53 690.50 53,440 0.5 26,217 0.60 6.13 l- 691.00 55.444 __- - 0.5 ' T-'- 27,219 0 62 6 75 UProjeclsl2025125.00I AiEngin..nng\Sturm W.sADelenli.rV5-0017 Slag. Storage Discharge T&k.103.81 Pond 022025-02-12 * * TR 20 SIN x HMVersion 3.40 * TR 20 * Date 2/12/** x * Time ;7:50:50 * Project Formulation Hydrology * Input file PEPONDS3.t20 * Output file PEPONDS3.ou� 25-0017 Copper Ridge West Pond Sizing xxxxxxx xxxxxx xxxxx xxxxx x x x x x x xx x x x x x x x x xxxxxx x x x x x x x x x x x x x x x xx x x x x xxxxxxx xxxxx ........................................... ........................................... ........................................... ........................................... ... Full Microcomputer Implementation ... by ... Haestad Methods, Inc. ... ........................................... ........................................... ........................................... ........................................... 37 Brookside Road * Waterbury, Connecticut 06108 * (203) 755-1666 LIST OF INPUT DATA FOR TR-20 HYDROLOGY****************** JOB TR-20 SUMMARY NOPLOTS TITLE COPPER RIDGE WEST - PRELIMINARY ENGINEERING PONDS TITLE File: L:\TR20\25-0017\PEP0NDS3 02/12/26 5 RAINFL 6 0.04161 8 0.00 0.0836 0.1773 0.2811 0.3833 Huff 8 0.4745 0.5550 0.6225 0.6722 0.7082 1st 8 0.7417 0.7697 0.7981 0.8255 0.8518 Quart. 8 0.8740 0.8947 0.9117 0.9270 0.9403 8 0.9536 0.9656 0.9774 0.9885 1.00 9 ENDTBL 5 RAINFL 7 0.04167 8 0.00 0.0229 0.0482 0.0778 0.1133 Huff 8 0.1579 0.2139 0.2841 0.3644 0.4529 2nd 8 0.5435 0.6238 0.6976 0.7548 0.8038 Quart. 8 0.8470 0.8781 0.9022 0.9217 0.9381 8 0.9529 0.9657 0.9774 0.9884 1.00 9 ENDTBL 5 RAINFL 8 0.04167 8 0.00 0.0203 0.0431 0.0667 0.0912 Huff 8 0.117i 0.1436 0.1691 0.1964 0.2278 3rd 8 0.2633 0.3093 0.3635 0.4392 0.5211 Quart. 8 0.6102 0.6989 0.7819 0.8492 0.8974 8 0.9311 0.9534 0.9706 0.9856 1.00 9 ENDTBL 5 RAINFL 9 0.04167 8 0.00 0.0231 0.0479 0.0712 0.0978 Huff 8 0.1253 0.1523 0.1791 0.2033 0.2283 4th 8 0.2541 0.2835 0.3125 0.3390 0.3633 Quart. 8 0.3861 0.4124 0.4508 0.5129 0.5931 8 0.6919 0.8005 0.8971 0.9604 1.00 9 ENDTBL 3 STRUCT O1 8 701.70 0.00 0.00 INV 8 702.00 0.18 0.01 NWL 8 703.00 0.58 0.43 B 704.00 0.80 0.92 8 705.00 0.97 1.48 8 706.00 1.12 2.11 8 707.00 1.25 2.81 8 737.68 1.33 3.33 HWL 8 708.00 1.37 3.63 8 708.5C 1.42 4.08 WEIR 8 709.00 1.47 4.56 9 ENDTBL 3 STRUCT 02 8 633.71 0.00 0.00 INV 8 684.00 0.20 0.01 NWL 8 685.00 0.88 0.72 B 686.00 '_.22 1.51 8 687.00 1.49 2.39 8 688.00 1.72 3.35 8 689.00 1.92 4.39 8 689.73 2.05 5.21 HWL 8 690.00 2.10 3.53 8 690.50 2.18 6.13 8 691.00 2.26 6.75 9 ENDTBL 6 RUNOFF 1 001 1 0.0140 82 0.341 1 1 1 1 ONSITE 6 RESVOR 2 oil 1 2 701.7C 1 1__ 1 1 P0ND01 6 RUNOFF 1 002 3 0.0216 82 0.361 1 "i 1 1 ONSIT_ED 6 RESVOR 2 02 3 4 683.71 1 1 1 1 1 1 POND02 ENDATA 7 LIST 7 1NCREM 6 0.5 7 COMPUT 7 001 02 1.30 1.06 2 01 01 1yr-1hr ENDCMP 1 7 COMPUT 1 001 02 1.61 2.06 2 02 01 lyr-2hr ENDCMP 1 7 COMPUT 7 001 02 1.77 3.06 2 03 01 lyr-3hr ENDCMP 1 7 COMPUT 7 001 02 2.08 6.06 2 06 01 1yr-6hr ENDCMP 1 7 COMPUT 7 001 02 2.41 12.07 2 12 01 lyr-12hr ENDCMP 1 7 COMPUT 1 001 02 2.77 24.08 2 24 01 lyr-24hr ENDCMP 1 7 COMPUT 7 001 02 3.04 48.09 2 48 01 lyr-48hr ENDCMP 1 7 COMPUT 7 001 02 1.51 1.06 2 01 02 2yr-lhr ENDCMP 1 7 COMPUT 7 001 02 1.94 2.06 2 02 02 2yr-2hr ENDCMP 1 7 COMPUT 7 001 02 2.14 3.06 2 03 02 2yr-3hr 6.06 2 06 02 2yr-6hr ENDCMP 1 2.51 7 COMPUT 7 001 02 12.07 2 12 02 2y r-12hr ENDCMP 1 2.91 7 COMPDT 7 001 02 24.08 2 24 02 2y r-29hr ENDCMP 1 3.34 7 COMPUT 7 001 02 48.09 2 48 02 2yr-48hr ENDCMP 1 3.66 7 COMPUT 7 001 02 1.06 2 O1 OS Syr-lhx ENDCMP 1 2.02 7 COMPUT 7 001 02 2.06 2 02 05 Syr-2hr ENDCMP 1 249 7 COMPUT 7 001 02 3.06 2 03 OS 5yr-3hr ENDCMP 1 2.75 7 COMPUTC2 7 001 6.06 2 06 05 5yr-6hr ENDCMP 1 3.23 7 COMPUT 7 001 02 2 12 OS 5yr-12hr ENDCMP 1 374 12.07 7 COMPOT 7 001 02 24.08 2 24 05 5yr-29hr ENDCMP 1 4.30 7 COMPUT 7 001 02 48.09 2 48 05 5yr-48hr ENDCMP 1 4.71 7 COMPUT 7 001 02 1.06 2 O1 10 l0yr-lhr ENDCMP 1 2.42 7 COMPUT 7 001 02 2.06 2 02 10 l0yr-2hr ENDCMP 1 2.99 7 COMPUT 7 001 02 3.06 2 0.3 10 l0yr-3hr ENDCMP 1 3.30 7 COMPUT 7 001 02 6.06 2 06 10 l0yr-6hr ENDCMP 1 3.86 7 COMPUT 7 001 02 12.01 2 12 10 10yr12hr ENDCMP 1 4.48 7 COMPUT 7 001 02 24.08 2 24 10 10yr24hr ENDCMP 1 5.15 7 COMPUT 7 001 02 48.09 2 48 10 10yr48hr ENDCMP 1 5.62 7 COMPUT 7 001 02 1.06 2 O1 50 50yr-lhr ENDCMP 1 353 7 COMPUT 7 001 02 2.06 2 02 50 50yr-2hr ENDCMP 1 4.35 7 COMPUT 7 001 C2 3.06 2 03 50 50yx-3hr ENDCMP 1 4.80 7 COMPUT 7 001 02 6.06 2 06 50 50yr-6hr ENDCMP 1 5.63 7 COMPUT 7 001 02 12.07 2 12 50 50yr12hr ENDCMP 1 6.53 7 COMPUT 7 001 02 24.08 2 24 50 50yr24hr ENDCMP 1 7.50 7 COMPUT 7 001 02 48.09 2 48 50 50yr48hr ENDCMP 1 8.13 7 COMPUT 7 001 02 1.06 2 01 99 100y-1hx ENDCMP1 4.03 7 COMPUT 7 001 02 2.06 2 02 99 lOCy-2hr ENDCMP 1 4.97 7 COMPUT 7 001 02 3.06 2 03 99 100y-3hr ENDCMP 1 5.49 7 COMPUT 7 001 02 6.06 2 06 99 100y-6hr ENDCMP 1 6.43 7 COMPUT 7 001 02 12.07 2 12 99 i00y 12hr ENDCMP 1 7.46 7 COMPUT 7 001 02 24.08 2 24 99 100y24hr ENDCMP 1 8.57 7 COMPUT 7 001 02 48.09 2 48 99 100y48hr ENDCMP 1 9.28 7 COMPUT 1 001 02 ENDCMP 1 EN DJOB 2 ,******- - END OF 80-80 LIST* *.*x*** JOB 1 SUMMARY PAGE 101 RIDGE WEST - PRELIMINARY ENGINEERING0PONDDS COPPER TR20 XEQ 2/-2/-- File: L:\TR20\25-OOi7\PEPONDS3 REV 09/O1/83 CONTROL INSTRUCTIONS IN THE ORDER PERFORMED FLAT TOP HYDROGRAPH TIME AND RATE (C FS) VALUES N DICATES A 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE POINT.) SUMMARY TABLE AFTER THE PEAK DISCHARGE (A STAR(*) INDICATES A HYDROGRAPH WITH PEAK AS LAST PEAK DISCHARGE A QUESTION MARK(.) ------RATE ---------- PRECIPITATION _ RUNOFF ---------------- RAIN ANTEC MAIN ------------------- ELEVATION TIME RATE (CSM) STANDARD --- SECTION/ DRAINAGE TABLE MOIST TIME AMOUNT DURATION AMOUNT (FT) (HR) (CFS) STRUCTURE CONTROL # COND INCREM BEGIN AREA (HR) IN (HRI (IN) ( ) ID OPERATION (HR) (gQ MI) --_ ,65 2.B6 204.1 23.7 ALTERNATE STORM 1 1.30 1.00 •27 1.50? 702.38 .33? 193.9 .50 .0 1 RUNOFF .Oi 6 2 0 2 .50 27 4.18 i.30 i.00 --- .6$ 1 00 •28 1.50? ,44? 20.5 X gECTION 6 1 RESVOR .Oi .50 .0 2 1.30 .27 684.36 1.0XSECT0 STRUCTURE 02 6 2 RUNOFF 2 .50 •0 1.30 STRUCTURE RESVOR •02 6 STRUCTURE 2 194.8 ALTERNATE 2 STORM 1 -- 1.08 2 00 .38 702.54 2.73 .90? 2$.2 197.5 .50 .0 1 RUNOFF .O1 6 2 0 2 ,.61 .90 1,09 _.61 2.00 --- 1.09 00 .3$ 9.27 .55'. 25.5 .50 XSECTION 6 1 RESVOR .01 .50 .0 2 2 1.61 .39 684.51 2,50? 2.00 STRUCTURE 02 6 2 RUNOFF •50 .0 2 1.61 XSFCTiN ,02 6 STRUCTURE 2 RESVOR 222.3 STORM 1 ALTERNATE 3 0 .46 --- 1.i2 1.77 3.00 2 65 3.50? 70 3.11 .44? 31.5 219.5 6 2 .50 1 RUNOFF 01 .0 .0 2 5 3.00 .50 1.2 1.77 .46 --- 1 3.00 3.50? 4.74 ,62? 28.9 X SECTION 6 •0 STRUCTURE 1 RESVOR Ol 6 2 .50 i 77 1.77 3.00 .50 684.62 02 .50 .0 XSECTION 2 RUNOFF 6 2 STRUCTURE 2 RESVOR .02 2.35 167.7 STORM ALTERNATE 6 y .70 --- 1.71 0 2 0$ 6.00 702 79 6.00? .50? 35.5 166.9 6 2 .50 6.00 .70 RUNOFF .01 .50 .0 2.08 .70 --- 1.72 1 2 6.00 6.00? 3.61 ,72' 33.4 XSECT'ION .01 6 2 .50 1 RESVOR 0 2.08 6.00 ,70 684.77 STRUCTURE 6 2 R:,JNOFE .02 .50 ,0 2 2.08 XSECTION 02 6 STRUCTURE 2 RESVOR 133.2 ALTERNATE 12 STORM i .93 -- �•18 0 2.41 12.00 702.94 9.00? 1.86 .55? 39.6 133.0 7 2 ,.50 12,00 .94 5.78 2.91 --_ 2.87 37.5 1 RUNOFF •01 .50 XSECTION 0-, 7 2 .0 .93 0 2.41 i2.00 9.50? 684.9C .81? 7 2 •50 STRUCTURE 1 RESVOR 02 2.41 12.00 .94 XSEC"_'ION 2 RUNOFF 02 7 2 .50 .0 STRUCTURE 2 RESVOR 1.40 10C.3 ALTERNATE 24 STORM 1 1.19 __- 16.00 0 2.77 24.00 703.05 20.00? •59' 42.1 101.3 8 2 .50 1 RUDIOFF .01 .50 2 24.00 _.20 ,�5.82 .0 2.77 _.19 --- 24.00 20.00? 2.19 .89? 41.0 XSECTION .01 8 STRUCTURE ' RESVOR 8 2 ,50 .0 2,77 635.02 2.77 24.00 ,,,20 RUNOFF •02 50 XSECTION 2 02 8 2 ,0 STRUCTURE 2 RESVOR 1.07 76.5 ALTERNATE 48 STORM - 48 00 1.41 -- 42.00 3.04 702.96 46.00? .56? 40.3 ,.65 76.5 .50 •01 9 2 i RUNOFF 2 .5C .0 1.41 0 3.O4 48.00 .--- 42.00 48.00 141 46.SC? - .85? 39.4 XSECTION 9 RESVOR •0i STRUCTURE 1 9 2 .50 .0 3.04 634.96 3.04 48.00 1.41 . 02 XSECTION 2 RUNOFF 9 2 .50 0 STRUCTURE 2 RESVOR .02 4.83 345.0 ALTERNATE 1 STORM 2 --- .61 1.00 .47 1.57 702.65 1.50? .44? 31.3 328.9 .30 ,01 6 2 1 RUNOFF 2 .50 .0 .93 1.57 1.00 --- .63 •0 .45 i.00 L.50? 7.10 •617 28.1 XSECTION .01 6 1 RESVOR 2 .50 0 1.57 .43 584.00 STRUCTURE C2 6 2 RUNOFF 2 .50 0 1,57 �,00 XSFCTION STRUCTURE 2 RESVOR 02 6 282.5 ALTERNATE 2 STORM 2 _-- 1.02 1.94 2.00 .60 702.87 3.95 .53? 37.6 287.1 .01 6 2 .50 1 RUNOFF .50 2 .0 1.94 2.00 .60 1.04 .59 --- 1.09 2.00 2.50? 6.20 •75' 34.8 XSECTION .O1 6 STRUCTURE 1 RE5VCR 6 2 •SC .0 1.94 1.99 2.00 .60 684.81 •02 XSECTION 2 RUNOFF 6 2 .50 .0 STRUCTURE 2 RE SVOR .02 4.70 335.1 ALTERNATE 3 STORM 2 __ 1.09 3.00 .68 - 2.14 703.00 3.50? .58? `(1.5 333.1 .50 01 6 2 ? RUNOFF 2 .50 .0 .79 2.19 3.00 --- 1.10 •0 .68 3.00 3.50? 7.20 .84? 39.1 6 XSECTION RESVOR •01 50 1 2 •p 2.14 74 084.95 3.00 STRUCTURE 02 6 2 .50 2 RUNOFF 0 2.14 XSECTION 6 RESVOR .02 STRUCTURE 2 2 - _ 1.65 3.44 245.8 44.3 ALTERNATE 6 STORM 1.00 6.00 2.51 703.18 6.00? .62? 245.1 01 6 2 50 .0 1.01 2.51 6.00 --_ 1.67 5.29 42.8 . XSECTION 1 RUNOFF 6 2 01 ,50 ,p 2.51 6.00 1.00 685.13 6.00? .92? STRUCTURE 1 RESVOR 6 2 .50 ,0 2.51 6.00 1,01 .02 XSECTION 2 RUNOFF 02 6 2 ,50 .0 STRUCTURE 2 RESVOR 180.9 ALTERNATE 12 STORM 2 12.00 i.31 --- 5.50 2.53 9.50? .66? 47.1 7 2 .50 .0 2.91 703.36 12,00 1.31 5.56 3.99 180.2 .01 XSECTION 1 RUNOFF 7 2 O1 .50 •p 2.91 -- 2.91 12 00 1.31 - 9.50? .98. 45.5 STRUCTURE 1 RUNOFFESVOR 02 7 2 .50 .0 0 2.91 12.00 1.31 685.30 XSECTION 2 RUNOFF 02 7 2 .50 STRUCTURE 2 RESVOR 133.8 ALTERNATE 24 STORM 2 3.34 24.00 1.64 -- 16.80 1.87 2C.00? .69? 49.1 133.E 8 2 50 .0 703.49 3.34 24.00 L 65 --- --- i6.80 2.89 47.8 .01 2 XSECTION 1 RUNOFF 0i g .50 .0 0 3 34 24.00 1.64 685.95 20.31 i.03 STRUCTURE 1 RUNOFF 8 2 .50 3.34 29 00 1.65 XSECTION 2 RUNOFF 2 8 .50 .0 .02 STRUCTURE 2 RESVOR ,02 99.3 ALTERNATE 48 STORM 2 p 3.66 48.00 1.91 --- 703.35 42.00 46.50? 1.39 .66? 46.9 99.3 _ 9 2 .50 98.00 1.91 3.66 -__ 42.00 2.15 46.2 XSECTION 1 RUNOFF •01 2 9 ,50 .0 3.66 98.00 1•91 685.35 46.50? 1.00. .01 STRUCTURE 1 RESVOR 02 9 2 .50 ,0 3.66 98 00 1.91 RUNOFF 2 XSECTION 2 02 9 50 .0 STRUCTURE 2 RESVOR 625.8 ALTERNATE I STORM 5 1.00 .82 .59 1.50? 8.76 .61? 43,6 2 .50 .0 2.02 74 703.14 1.00 13.03 603.1 01 6 XSECTION 1 RUNOFF 6 2 ,50 .0 2.02 -__ 2.02 l,pp .81 685.06 '60 1.50? .90? 41'7 .0", 2 STRUCTURE 1 RESVOR 02 6 .50 ,0 p 2.02 1.00 ,74 XSECTION 2 RUNOFF 6 2 02 .50 STRUCTURE 2 RESVOR 498.0 ALTERNATE 2 STORM 5 2.49 2.00 1,01 --- .91 2.50? 6.27 68? 48.3 6 2 50 .0 703.44 2.49 2.00 1.00 --- ,95 9.80 453.8 46.2 .O1 1 RUNOFF 2 XSECTION 0i 6 .50 •C p 2 49 2.00 1 0C 685.35 2.50? 1.00? STRUCTURE 1 RESVOR 6 2 .50 2.49 2.00 .99 RUNOFF .02 2 XSECTION 2 02 6 .50 .0 STRUCTURE 2 RESVOR 590.E ALTERNATE 3 STORM 5 2.75 3.00 1.10 - 1.06 3.50? 7.57 .71? 51.0 6 2 .50 .0 2'75 3.00 1.18 703.61 1.07 1i.65 539.2 ,O1 i RUNOFF 2 XSECTION 0i 6 .SC .0 0 1.10 --- 2.15 3.00 685.53 3.41 1.06 49.1 STRUCTURE 1 RESVOR 6 2 .5C 3.00 1.18 2.75 .02 RUNOFF 2 50 .0 XSECTION 2 02 6 STRUCTURE 2 RESVOR 389.8 ALTERNATE 6 STORM 5 3 23 6.00 1.54 --- 1.58 6.00? 5.46 .7g? 55.4 6 2 .50 p 3.23 6.00 1.56 703.89 1.60 8.40 389.0 .O1 XSECTION 1 RUNOFF 01 b 2 .50 ,0 ___ 0 3.23 6.00 i.59 685.81 6.09 1.15 53.5 STRUCTURE 1 RESVOR 6 2 .50 3.23 6.00 1.56 RUNOFF .02 XSECTION 2 02 6 2 50 ,0 STRUCTURE 2 RESVOR 277.9 ALTERNATE 12 STORM 5 3.74 12.00 1.98 --- � 5._9 10.00? 3.88 ,82? 58.7 7 2 .50 0 12.00 1.99 709.13 3.74 --- 5.20 5,98 276.7 51.1 1 RU11OFF .0i XSECTION 01 7 2 .50 .0 3.74 12.00 1•98 686.05 10.00* 1.23` STRUCTURE 1 RESVOR 7 2 ,50 •C i.99 3.7q 12.00 .02 XSECTION 2 RUNOFF 02 7 2 .50 .0 STRUCTURE 2 RESVOR 191.3 ALTERNATE 24 STORM 5 _ 24.00 2.45 - 4.30 704.30 '_b.00 20.50? 2.68 .85? 60.7 191.1 p, 8 2 .70 .0 p 4.30 24.00 2.46 __ 16.00 4.13 59.5 XSECTION 1 RUNOFF 8 2 .50 24.00 2.45 4.30 686.24 20.50* 1.28* .01 STRUCTURE 1 RUNOFFESVOR 02 8 2 .50 .0 4.30 24.00 2.46 XSECTION 2 RUNOFF 8 2 _50 •C STRUCTURE 2 RESVOR .02 138.2 ALTERNATE 98 STORK 5 0 4 71 48.00 2.81 --- 704-10 42.00 g6.50? 1.93 .82' 58.3 138.2 9 2 'S0 98.00 2.82 4.71 42.00 2,98 57.4 XSECTION 1 RUNOFF .O1 9 7_ 50 .0 9.71 48.00 2.81 686.08 46.50* 1.24* .Oi STRUCTURE 1 RESVOR 9 2 .50 .0 2 82 4.71 98.00 .02 XSECTION 2 RUNOFF D2 9 2 .50 .0 STRUCTURE 2 RESVOR 910.0 ALTERNATE 1 STORM i0 2.42 1 00 1.17 --- J8 1.50? 12 74 0 50.6 .06' 6 2 .50 .0 i.05 703.58 1.00 59 19.06 882.5 O1 XSECTION 1 RUNOFF pl 6 2 •50 p 2.42 1.00 1.16 - 2.42 685.50 1.68 1.05 48'7 STRUCTURE 1 RUNOFFESVOR 02 6 2 .50 .0 0 2.42 1.00 1.05 XSECTION 2 RUNOFF 6 2 .50 STRUCTURE 2 RESVOR .02 653.2 ALTERNATE 2 STORM 10 2.00 1.94 --- ,78 2.50? 8.73 80? 57.2 6 2 •50 ,0 2.99 2.00 1.40 704_00 13.48 623.9 RUNOFF .01 XSECTION I 01 6 2 .50 .0 2.99 41 p 2 99 2.00 685.88 .86 2.56 1.18 54.6 STRUCTURE 1 RESVOR 6 2 .50 2.99 2 00 1.39 RUNOFF .02 XSECTION 2 02 6 2 .50 .0 STRUCTURE 2 RESVOR 1.04 10.33 739.2 59.6 ALTERNATE 3 STORM 10 --- .83? 3.30 3.00 1.62 3,50? 704.20 15.94 738.2 RUNOFF .01 6 •50 .0 2 p 2 •70 1,62 3.30 3.00 ___ 1.05 3.00 1.53 3.44 1.25 57.8 1 6 RESVOR •0` •0 2 3.30 3.00 1.62 686.10 STRUCTURE STRUCTURE 1 ,02 y RUNOFF .50 2 .50 0 3.30 XSECTION 2 6 STRUCTURE 2 RESVOR 02 7.35 525.1 ALTERNATE 6 STORM 10 --- 1.54 3.86 6.00 2•09 6.00? 70-.50 .89' 63.2 521.3 6 .50 .0 2 p 2.08 11.33 3.86 6.00 ___ 1.55 2.04 1.33 61,'c .O1 XSECTION 1 RUNOFF 6 .Ol 2 .50 .0 6.00 6.15 3.86 2.08 686.41 STRUCTURE i RESVOR 6 2 .50 3,86 6.00 2 RUNOFF •02 XSECTION 02 6 2 .50 •0 STRUCTURE 2 RESVOR 10 364.6 S.94 ALTERNATE 12 STORM 10 p ___ 5,14 2.62 q•qg 12.00 704 81 10.50? "86 67.0 363.7 7 2 .50 4.48 12.00 2.63 5.15 2,61 --- 7.86 1.41* 65.5 RUNOFF •Ol XSECTION 1 0.1 7 2 .50 .0 0 4.48 12.00 686.72 10.50* 2.62 STRUCTURE 1 RESVOR 7 2 •J0 4.48 i2.00 2 RUNOFF •02 XSECTION 7 2 .50 •0 STRUCTURE 2 RESVOR ,02 242.6 3.91 ALTERNATE 29 STORM 10 0 3.20 --- 16.00 5,15 24.00 705.02 26.00? ,9.7? 69.4 268.4 8 2 50 24.00 3.21 16.00 5.15 3.20 --- 5.24 1.48* 6S'4 .01 X SECTION 1 RUNOFF 01 8 ,50 ,p 2 0 5,15 29.00 686.96 20.50* 3.21 STRUCTURE 1 RESVOR 8 2 .50 5.15 24.00 ,02 XSECTION 2 RUNOFF 02 8 2 ,50 .0 STRUCTURE 2 RESVOR 41 171.8 2.93 ALTERNATE 98 STORM 10 0 3.63 -- 92.00 5,62 98.00 704.74 97.00? ,93? 66.1 3.71 171.8 9 2 .50 48.00 3.64 42.00 5.62 3.63 --- 1.41* 65.9 XSECTION 1 RUNOFF .O1 9 2 .50 .0 5.62 48.00 686 11 47.00* 3.64 .01 STRUCTURE 1 RESVOR 9 2 .50 .0 5.62 48.00 .02 XSECTION 2 RUNOFF 02 9 2 •50 .0 STRUCTURE 2 RESVOR 25.19 1799.4 ALTERNATE 1 STORM 50 2.27 --- ,57 0 3.53 1.00 704.84 1.50? .991 67.3 1765.8 31.43 RUNOFF .01 5 2 .50 2 .5C 0 3.53 1.00 1.99 2.26 --- 57 1,00 1.70 66.0 ^ mi0N 6 XSsC_` .01 1 RESVOR 2 .J0 .0 3.53 2.00 686.76 1.00 STRUCTURE 02 6 2 RUNOFF 2 .50 0 3.53 XSECTION STRUCTURE Z RESVOR 02 6 19.33 1381.0 ALTERNATE 2 STORM 50 ___ .67 4.35 2.00 2.59 2.58 705.46 04 74.2 28.50 1319.4 8.50 RUNOFF .01 .50 6 2 2 .50 .p 2,59 p 4.35 2.00 --- .70 2.00 2.68 2.60 1.57 72.6 XSECTION 1 1 RESVOR .01 6 2 .50 4 35 •0 2.57 687.34 2.00 STRUCTURE 02 2 RUNOFF 6 2 .50 0 4.35 XSECTION 02 STRUCTURE 2 RESVOR 6 18.37 1311.9 ALTERNATE 3 STORM 50 2.84 --- 1.00 p q 80' 3.00 705 75 3.49 1.08 17.4 28.93 1316.1 RUNOFF .01 6 2 .50 2 .50 4.80 3.00 2.94 1.01 •0 2.82 7.- 3.00 3.50 .64 75.9 XSECT.ION .0i ' RESVOR 6 2 .50 0 9.80 687.65 3.00 2.93 STRUCTURE � .p2 2 RUNOFF 6 2 ,50 •p 4.80 XSECTION 02 STRUCTURE 2 RESVOR 6 933.1 11.15 ALTERNATE 6 STORM SC AL_^ --- 6,24 6.00 3•64 6 29 p 5.63 706:19 0.15 81.8 20.13 93'_.7 1 RUNOFF .01 6 2 .70 2 .50 6.00 3.64 - 1.45 ,0 5.63 3.57 -- 6.00 6,26 1.15 8C.8 XSECTION 01 RESVOR 6 2 0 5.63 688.13 6.00 3.64 STRUCTURE 1 2 .02 RUNOFF .SC 6 2 .50 .0 5.63 XSECTION •02 STRUCTURE 2 RESVOR 6 8.59 613.6 AL"_'ERNATE 12 STORM 50 4.47 --- 5,05 0 6.53 12•C0 706.63 11.78 1.20 85.9 13.23 612.3 7 2 .50 6.53 12.00 4•49 5.06 4.47 -- 1.84 85.1 RUNOFF .01 XSECTION 01 1 7 2 .50 ,0 0 6.53 12.00 688 59 11.79 4•G8 STRUCTURE � RESVOR 7 2 'yC 6.53 12,00 .02 XSECTION 2 RUNOFF 02 7 2 .50 .0 STRUCTURE 2 RESVOR 5.38 384.4 ALTERNATE 2q STORM 50 --_ i6.00 5.37 p 7 5p 24.00 706.90 21.50* 84.2 384.2 8 2 .J0 24.00 5•39 - 16.00 7'�0 5.37 -- 8.24* 8.30 1.90* 87.9 .Oi XSECTION 1 RUNOFF 01 8 2 .50 .0 7.50 24.00 688 89 21.50* 5.38 1 RESVOR STRUCTURE 02 2 .50 8 •0 24.00 p 7.50 XSECTION 2 RUNOFF 02 8 2 SC STRUCTURE 2 RESVOR 3.69 263.9 ALTERNATE qg STORM 50 5,97 -- 42.00 0 8.13 48.00 706.97 47.91 1.18 89.9 263.9 01 9 2 •50 48.00 5•98 42.00 8.13 --- 5.70 1.81 84.0 XSECTION 1 RUNOFF .01 9 2 50 .0 5.97 0 8.13 48.00 688.97 47.92 STRUCTURE 1 RESVOR 9 2 .50 8.13 48.00 5.98 XSECTION 2 RUNOFF •02 2 .50 9 .0 STRUCTURE 2 RESVOR .02 31.22 2230.2 ALTERNATE 1 STORM 99 --- .56 p q,03 1.00 2.79 1 10 705•90 1.03 73.6 2195.9 2 .50 6 1.00 2.44 ,57 4.03 -- 43.43 -� .O1 XSECTION 1 RUNOFF 01 6 2 .50 .0 2,79 4.03 1.00 RESVOR STRUCTURE 1 02 2 .50 6 •0 XSECTION 2 RUNOFF 2.45 687.32 1.71 1.56 72.9 .02 6 2 50 .0 4.03 1.00 STRUCTURE 2 RESVOR STORM 99 --- .65 24.46 1746.8 ALTERNATE 2 4 91 2.00 3.36 2 60 1.13 81.0 6 2 .50 .0 3 17 706.10 1669.1 01 50 p 4.97 2.00 --- y7 35.05 XSECTION 1 RUNOFF 01 6 2 4.97 2 00 3.3p 1.72 79.6 STRUCTURE i RESVOR 2 .50 •p 3.14 687.99 2 61 RUNOFF .02 6 ,p 4.97 2.00 XSECTION 2 02 6 2 •�0 STRUCTURE 2 RESVOR 96 22 20 1586.0 ALTERNATE 3 STORM 99 3 48 --- 18 84.0 .50 .0 5.49 3.00 706.43 3.51 .01 6 2 5.49 3.00 3.58 .99 39.39 1592.1 XSECTION "1 RUNOFF 6 2 .50 •p 3.46 --- 82.8 RESVOR •0i .50 .0 5.99 3.00 3.52 1.79 STRUCTURE 1 02 6 2 5.49 3.00 3.56 688.34 XSECTION 2 RUNOFF 6 2 ,50 •0 STRUCTURE 2 RESVOR 02 STORM 99 __- 1.39 15.77 1126.2 ALTERNATE 6 p 6,43 6.00 4.31 '.24 88.5 2 .5C 4.38 706.92 1.42 1124.2 .01 6 ,p 6.43 6.00 --- 1.42 29.28 XSECTION 1 RUNOFF O1 6 2 .50 6.00 4.30 1.90 87.7 STRUCTURE 1 RE SVOR 2 Sp ,0 6•43 688.88 6.30 .02 6 ,0 6.43 6.00 4.38 XSECTION 2 RUNOFF 6 2 ,50 STRUCTURE 2 RESVOR 02 STORM 99 5.03 10.19 727.8 ALTERNATE i2 7 46 12 00 5.34 1.30 92.6 7 2 .50 •0 5.36 707.40 15.04 726.5 1 RUNOFF •01 .50 .0 1.46 12.00 --- 5.04 15.69 XSECTION 0� 7 2 7.96 i2.00 5.33 1.99 92.2 STRUCTURE 1 RESVOR 7 2 .50 •0 5.35 689.40 11.86 .02 .50 ,0 7.46 12.00 XSECTION 2 RUNOFF 02 7 2 STRUCTURE 2 RESVOR 16.00 6.28 448.5 ALTERNATE 24 STORM 99 24.00 6.38 1.33` 95.0 2 .50 .0 8.57 707.68 21.50* 448.3 Ol 8 ,0 8.57 24.00 6.38 --- '_6.00 9.68 XSECTION 1 RGNOEF 01 8 2 ,50 24 pp 6.38 2.0 5* 94.9 RESVOR 2 .SC ,0 8.57 6.40 689.73 21.30* STRUCTURE 1 XSECTION 2 RUNOFF 02 802 8 2 .50 ,p 8.57 29.00 STRUCTURE 2 RESVOR 4.26 305.7 ALTERNATE 48 STORM 99 7 07 42.00 91.2 .50 .0 9.28 48.00 97.a7 1.60 9 2 ,p 9.28 48.00 7.08 7C7.23 6,60 305.7 RUNOFF •C1 50 --- 42.00 STRUCTURE 1 .01 9 2 9.28 48.00 7.07 1,97 91.2 STRUCTURE 1 RESVOR 2 ,Sp .0 7 Og 689.28 47'g7 02 9 ,p 9.28 48.00 XSECTION 2 RUNOFF 02 9 2 .50 STRUCTURE 2 RESVOR JOB 1 SUMMARY PRELIMINARY ENGINEERING PONDS PAGE 107 COPPER TR20 XEQ 2/12/ " RIDGE WEST L:\TR20\25-0017\PEPONDS3 - C2/12/26 File: REV 09/01/83 STRUCTURES FOR ALL STORMS AND ALTERNATES 3 - DISCHARGE (CFS) AT XSECTIONS AND SUMMARY TABLE XSECTION/ DRAINAGE STORM NUMBERS ...... .... 10 50 99 AREA STRUCTURE 1 2 5 ID (SQ MI) STRUCTURE 2 02 1.05 1.43 1.56 ALTERNATE 1 .44 .61 •75 .90 1.00 1.18 1.64 1.64 1.72 =•79 ALTERNATE 2 ,55 62 .84 1.06 1.25 1.33 1.75 1.90 ALTERNATE 3 .72 .92 1.13 1.41 1.89 1.99 ALTERNATE 6 .81 .98 1.23 ALTERNATE 12 1 48 1.90 2.05 .89 1.03 1.28 1.91 1.81 1.91 ALTERNATE 29 ,85 1.00 1.24 ALTERNATE 48 STRUCTURE 1 01 ,99 1.03 .33 .44 • 61 ,71 1.04 1.13 ALTERNATE 1 .40 .53 •68 .80 1.08 1.18 ALTERNATE 2 ,44 •56 .71 .89 1.15 1.29 ALTERNATE 3 .50 .62 •18 .gg 1.20 i.30 ALTERNATE 6 •55 .66 .82 .94 ALTERNATE 12 97 i 29 1.33 .59 .69 .85 1.18 1.28 ALTERNATE 24 •56 .66 .82 .93 ALTERNATE 48 XSECTION 1 01 12.74 25.19 31.22 2.86 4.83 8.76 8.73 19.33 24.46 ALTERNATE 1 2.73 3.95 6.27 10.33 18.37 22.20 ALTERNATE 2 3.11 4.70 7.51 7.35 13.06 15.77 ALTERNATE 3 2.35 3.44 5 96 5.10 8.59 10.19 ALTERNATE 6 1.86 2.53 3.88 ALTERNATE 12 3 qp 5.38 6.28 1.40 1.87 2.68 2-41 3,69 4.28 ALTERNATE 24 1 07 1.39 1.93 ALTERNATE 48 XSECTION 2 •02 19.06 47.43 4.18 7 10 19.80 13.98 28.50 36.05 ALTERNATE 1 4.27 6.20 9.80 15.94 28.43 34.39 ALTERNATE 2 4.34 7.20 11.65 11.33 20.1 3 24•28 ALTERNATE 3 3.61 5.29 8.40 7.86 13.23 15.69 ALTERNATE 6 7,87 3.89 5 98 ALTERNATE 12 5 24 8.30 9.68 2.19 2.89 4.13 3.71 5 70 6.60 ALTERNATE 29 1.65 2.15 2.98 ALTERNATE 48 END OF 1 JOBS IN THIS RUN Stop - Program terminated. PRELIMINARY ENGINEERING TETON DEVELOPMENT, LLC Pq CT�xfCFMA— DESIGNTEKENGINEERING.INC. FOR 565 VILLAGE CENTER DRIVE 1 P,epel ao iw e9sow ieorMs eerT s rr ^ BURR RIDGE. t MarcenA.ILuno1s6o4_ COPPER RIDGE WEST IL 60527 DEI 081326 4961 (630) 920-9430 OF 02 i6-2 oelsze asez LEMONY, ILLINOIS Oea"ign By s5 Exhibit J Traffic Impact Study 18 .ram ; X AMR41 `� SITE r " NNN i id 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 residential development to be located in Lemont, Illinois. The site, which is currently vacant, is located on the east side of I-355 north of 127`h Street. As proposed, the development is to contain 19 single- family units and 63 townhome units for a total of 82 units. Access will be provided via the extension of Alba Street, which is under stop sign control at its "T' intersection with Timberline Drive, into the development. 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 the 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 -generated 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 the 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: l . Existing Conditions — Analyze the capacity of the existing roadway system using existing peals hour traffic volumes in the surrounding area. 2. Year 2031 No- Build Conditions — Analyze the capacity of the future roadway system using the projected traffic volumes that include the existing traffic volumes and ambient traffic growth. Year 2031 Projected Conditions — Analyze the capacity of the fixture roadway system using the projected traffic volumes that include the existing traffic volumes, ambient traffic growth, and the traffic estimated to be generated by the full buildout of the proposed development. Residential Development �� Lemont, Illinois 1 U U LL = . U Parker Rd � iA � # Derby Rd G E -C O a) U W to N L W N ,� cnn N r 0 0 I o State St O'F $ , H = .v ,s p CL C O h •r O " LL E c F aiO U C,J - p1 U 4- O U �Q) / O a a' � N C r C Lu -A 1 J Dr u _L, v O o L w nil N 73 The following provides a detailed description of the physical characteristics of the roadways including geometry and traffic control, adjacent land uses, and peak hour traffic flows along area roadways. Site Location The site, which is currently vacant, is located on the east side of I-355 north of 127" Street in Lemont, Illinois. The site is bounded by 1-355 to the west, Lemont Water Department and Wheel 2 Wheel LLC to the north, and Lemont Township Heritage Woodland Sanctuary Park to the east. Additionally, Lemont Township Community Center is located to the southeast of the site. Residential uses in the vicinity of the site are located to the east of Timberline Drive and south of New Avenue. Existing Roadway System Characteristics The characteristics of the existing roadways that surround the proposed development are illustrated in Figure 3 and described below. 127" Street is an east -west major collector roadway that provides one travel lane in each direction. At its signalized intersection with Timberline Drive, 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 shared through/right-turn lane on the westbound approach. High visibility crosswalks and pedestrian signals are provided on the north, south, and east legs of this intersection. 127th Street includes an on -ramp and off -ramp connection to I-355 located approximately 0.3 miles west of Timberline Drive. 127th Street is under the jurisdiction of the Village of Lemont, carries an Annual Average Daily Traffic (AADT) volume of 5,500 vehicles (Illinois Department of Transportation [IDOT] 2022), and a posted speed limit of 35 miles per hour. Timberline Drive is a north -south local roadway that provides one travel lane in each direction. At its unsignalized intersection with 127' Street, Timberline Drive provides an exclusive left -turn lane and a shared through/right-turn lane on both approaches. At its unsignalized intersections with Alba Street and New Avenue, Timberline Drive does not provide any exclusive turn lanes. Timberline Drive is under the jurisdiction of the Village of Lemont and has a posted speed limit of 20 miles per hour. Nevv Avenue is an east -west minor arterial roadway that provides one travel lane in each direction. At its unsignalized intersection with Timberline Drive, New Avenue does not provide any exclusive turn lane. New Avenue is under the jurisdiction of IDOT. In the vicinity of the site, New Avenue carries an AADT volume of 6,050 vehicles (IDOT 2020) and has a posted speed limit of 40 miles per hour. Residential Development KLO�i� Lemont, Illinois 4 APO SITC RESIDENTIAL Residential Development Lemont, Illinois TRUCKS 40VI. OVER +S t"'NE 7 TON -A" - .F t_•/if v� VE .� NOT TO SCALE �TRUCKS LEGEND 40 OVER 7 TONS -► - TRAVEL LANE 20 TRAFFIC SIGNAL s STOP SIGN XX - SPEED LIMIT SIGN RESIDENTIAL 20 ETIMBERLINE DRIVE @ ALBA STREET Ell PEPPER'S LEMONT AUTO CARET � CR00 5 20 ® - NO PARKING 20 - SCHOOL SPEED LIMIT SIGN 30 PARK SPEED LIMIT SIGN ® NO LEFT TURN SIGN ® NO RIGHT TURN SIGN 20 HIGH VISIBILITY CROSSWALK unnnu RESIDENTIAL TRUCKS OVER 7 TONS ill 111 ® �♦� [M00 2 1 111 111 0 TRUCKS OVER 7 TONS , DRIVE ©TIMBERLINE @ 127TH STREET fRESENIUS h KIDNEY CARE cxo © 20 w 35 z_ J W W 15 g OLD QUARRY MIDDLE SCHOOL Existing Roadway Characteristics Job No 25-316 Figure: 3 5 Alba Street is an east -west local roadway that extends west from Timberline Drive and serves the Lemont Township Community Center and the Lemont Township Heritage Woodland Sanctuary Park providing one travel lane in each direction. At its unsignalized intersection with Timberline Drive, Alba Street provides a shared left-turn/right-turn lane and a high visibility crosswalk on the west leg. Alba Street is under the jurisdiction of the Village of Lemont. Existing Traffic Volumes In order to determine current traffic conditions within the study area, KLOA, Inc. conducted peak period traffic counts utilizing Miovision Scout Collection Units at the following intersections: Timberline Drive with 1271h Street Timberline Drive with Alba Street Timberline Drive with New Avenue The counts were conducted on Tuesday, November 4, 2025 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 weekday morning peak hour generally occurs between 7:00 A.M. and 8:00 A.M. and the weekday evening peals hour generally occurs between 4:00 P.M. to 5:00 P.M. Figure 4 illustrates the existing traffic volumes. Copies of the traffic count sheets are included in the Appendix. It should be noted that the Old Quarry Middle School is served by the south leg of the intersection of 127`h Street with Timberline Drive. According to the school website, the arrival period begins at 7:20 A.M. and dismissal begins at 2:30 P.M. As such, the weekday morning peak hour overlaps with the school arrival period. It should be noted that supplemental counts were conducted from 2:00 P.M. to 4:00 P.M. to determine the traffic volumes during the school dismissal period. The results of these counts indicated that the traffic volumes at the intersection of 1271h Street with Timberline Drive were approximately 16 percent lower than the volumes during the weekday evening peak hour. As such, the weekday evening peak period was utilized to provide a worst -case analysis. Crash Data Summary KLOA, Inc. obtained crash data' for the most recent available five years (2020 to 2024) for the intersections within the study area. A review of the crash data showed that all three intersections experienced an average of less than one crash per year. Further, no fatalities were observed during the study period. [DOT 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). Residential Development KLO�� Lemont, Illinois 6 LEGEND 00 -AM PEAK HOUR (7:00-9=8:00 AM) r 219 �AAA�- NEW (00) - PM PEAK HOUR (4:00-5:00 PM) ; / 29 ir VE i . NOT TO SCALE RTF Residential Development Lemont, Illinois 1� -o ti ALBA TREET .) 1 4 58 (67) -? 411 (532) 51 (20) --, Existing Traffic Volumes L, M_ r� 00 N Q.. 2 (8) 00 2 (7) J TIMBERLINE DRIVE @ ALBA STREET t— 23 (45) 373 (432) r 140 (60) KLO Job No: 25-316 Figure: 4 7 To evaluate the impact of the subject development on the area roadway system, it was necessary to quantify the number of vehicle trips the site will generate during the peak hours and determine the directions from which the proposed traffic will approach and depart the site. Proposed Site and Development Plan As proposed, the development will consist of approximately 82 units including 19 single-family units and 63 townhome units. Access to the development will be provided via the extension of Alba Street north into the development. Similar to the existing cross section of Alba Street, the extension will provide one travel lane in each direction. A site plan illustrating the proposed development is included in the Appendix. Directional Distribution The directional distribution of how traffic will approach and depart the site was estimated based on the general travel patterns through the study area derived from the peak hour traffic volumes and the location of the access drives to the site. Figure 5 shows the established directional distribution for the site in addition to the distances, measured in feet, between the study area intersections and proposed access drives. Peak Hour Traffic Volumes The volume of peak hour trips estimated to be generated by the proposed development was based on vehicle trip generation rates contained in Trip Generation Manual, 12' Edition, published by the Institute of Transportation Engineers (ITE). It should be noted that although the 63 townhome units are targeted for active adults, in order to provide a conservative analysis, the "Single -Family Attached Housing" (Land -Use Code 215) rate was used for the townhome units. The "Single - Family Detached Housing" (Land -Use Code 210) rate was used for the 19 single-family units. Table 1 summarizes the trips projected to be generated by the proposed development during the weekday morning and weekday evening peak hours as well as on a daily basis. A copy of the ITE trip generation sheet is included in the Appendix. Residential Development �� Lemont, Illinois 8 LEGEND Residential Development Lemont, Illinois Directional Distribution TO SCALE KLO Kei�ip,Li n�l9rcn.p'I lari Aliooir.i,l i�c. Jon No: 25-316 Figure: 5 9 Table 1 ESTIMATED PEAK HOUR TRIP GENERATION 210 Single -Family Detached 5 13 18 13 8 21 210 210 420 Housing — 19 Units 215 Single -Family Attached 5 17 22 16 12 28 208 208 416 Housing — 63 Units Total New Trips 10 30 40 29 20 49 418 418 836 Residential Development �� Lemont, Illinois 10 The total projected traffic volumes take into consideration the existing traffic volumes, increase in background traffic due to growth, and the traffic estimated to be generated by the proposed development. Development Traffic Assignment The estimated weekday morning and weekday 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). Figure 6 illustrates the traffic assignment for the proposed development. Background (No -Build) Traffic Conditions The existing traffic volumes (Figure 4) were increased by a regional growth factor to account for the increase in existing traffic related to regional growth in the area (i.e., not attributable to any particular planned development). Based on AADT projections provided by the Chicago Metropolitan Agency for Planning (CMAP), the existing traffic volumes are projected to increase by a compound annual growth rate of approximately 0.92 percent per year. As such, traffic volumes were increased by six percent to represent Year 2031 (buildout plus five years) conditions. A copy of the CMAP projections letter is included in the Appendix. Figure 7 illustrates the Year 2031 no -build traffic volumes. Year 2031 Total Projected Traffic Volumes The new development -generated traffic (Figures 6) was added to the Year 2031 no -build traffic volumes (Figure 7) to determine the Year 2031 total projected traffic volumes as illustrated in Figure 8. Residential De>>elopmertt �� Lemont, Illinois 11 LEGEND 00 -AM PEAK HOUR (7:00-9=8:00 AM) (00) - PM PEAK HOUR (4:00-5:00 PM) R Residential Development Lemont. Illinois �► �— 3 (7) 6 (17) --+ w Site -Generated Traffic Volumes NOT TO SCALE 4 (3) —? 9 26 (17) ay A TIMBERLINE DRIVE ae ALBA STREET KLO Kepi �,Li nr�prcn,0'1-1, ro Aliooco,lcc. Job No: 25-316 Figure: 6 12 LEGEND 00 -AM PEAK HOUR (7:00-9=8:00 AM) 2g5 iA1Uj S (00) - PM PEAK HOUR (4:00-5:00 PM)�� '31 t65� Y'Sr r' NOT TO SCALE 0pq rn O'1 rn I -T M .) 1 �► 436 (564) -4, 54 (21) --* A TIMBERLINE DRIVE @ ALBA STREET t 24 (48) f— 395 (458) r 148 (64) 64IN Residential Development Year 2031 No -Build Traffic Volumes Lemont, Illinois KLO Job No:25-316 Figure: 7 13 LEGEND 00 -AM PEAK HOUR (7:00-9=8:00 AM) (00) - PM PEAK HOUR (4:00-5:00 PM) Olt" Residential Development Lemont, Illinois 295 tA111.�-��_ �2 t101 V ENU Year 2031 Total Traffic Volumes NOT TO SCALE KLO Job No: 25-316 Figure: 8 14 The following provides an evaluation conducted for the weekday morning and weekday evening peak hours. The analysis includes conducting capacity analyses to determine how well the roadway system and access drives are projected to operate and whether any roadway improvements or modifications are required. Traffic Analyses Roadway and adjacent or nearby intersection analyses were performed for the weekday morning and weekday evening peak hours for the existing, Year 2031 no -build, and Year 2031 total projected conditions. The traffic analyses were performed using the methodologies outlined in the Transportation Research Board's Highway Capacity Manual (HCM), 71h Edition and analyzed using Synchro/SimTraffic 12 software. The analysis for the traffic -signal controlled intersection was accomplished using field measured cycle lengths and phasings to determine the average overall vehicle delay and levels of service. The analysis 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 (including 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 (LOS), which is assigned a letter from A to F based on the average control delay experienced by vehicles passing through the intersection. The Highway Capacity Manual definitions for levels of service and the corresponding control delay for signalized intersections and unsignalized intersections are included in the Appendix of this report. Summaries of the traffic analysis results showing the level of service and overall intersection delay (measured in seconds) for the existing, Year 2031 no -build, and Year 2031 total projected conditions are presented in Tables 2 through 5. A discussion of each intersection follows. Summary sheets for the capacity analyses are included in the Appendix. Residential Development �� Leniont, Illinois 15 • I U O O M M U - CQ O� U O kn 00 00 M p O rq _ U U U U U U QM �O L1M GAO Q� 0^- a1 M U N h Oa ON N OC U N r- W 00 Oo U N O M M M M M I M I I U I U I U I U U U i CQ p� Q oOo d Oa � V) Q oo "p d o Q N Q N d o d N th C! I tc oo d 00 I � °° �- `� 00 I I I dM Q d do QO� d �F a� 1 w w v w w w �-1:j o� �E lu aQ ce,N Table 3 CAPACITY ANALYSIS RESULTS — EXISTING CONDITIONS — UNSIGNALIZED Timberline Drive with New Avenue' • Northbound Approach B 12.7 B 12.5 • Westbound Left Turn A 8.2 A 8.2 Timberline Drive with Alba Street' • Eastbound Approach B 10.2 A 9.7 • Northbound Left Turn A 7.7 A 7.5 LOS = Level of Service 1 —One-way stop control Delav is measured in seconds. Table 4 CAPACITY ANALYSIS RESULTS — YEAR 2031 NO -BUILD CONDITIONS — UNSIGNALIZED Timberline Drive with New Avenue' • Northbound Approach B 132 B 12.9 • Westbound Left Turn A 8.3 A 8.3 Timberline Drive with Alba Street' • Eastbound Approach B 10.4 A 9.7 • Northbound Left Turn A 7.7 A 7.5 LOS = Level of Service l —One-way stop control Delav is measured in seconds. Residential Development �� Letnont. Illinois 17 Table 5 CAPACITY ANALYSIS RESULTS YEAR 2031 PROJECTED CONDITIONS — UNSIGNALIZED Timberline Drive with New Avenue' • Northbound Approach B 13.2 B 12.9 • Westbound Left Turn A 8.3 A 8.3 Timberline Drive with Alba Street' • Eastbound Approach B 10.3 A 9.8 • Northbound Left Turn A 7.8 A 7.6 LOS = Level of Service 1 —One-way stop control Delav is measured in seconds. Resiclential Development �� Lemont, Illinois 18 Discussion and Recommendations The following is an evaluation of the analyzed intersections based on the projected traffic volumes and the capacity analyses performed. Timberline Drive with 1271i Street The results of the capacity analyses indicate the following: • This intersection currently operates at LOS B during the weekday morning peak hour and LOS A during the weekday evening peak hour. • The eastbound and westbound approaches and movements currently operate at LOS B or better during both peals hours. • The northbound and southbound approaches currently operate at LOS C during both peak hours. • The northbound and southbound left -turn movements currently operate at LOS D during both peals hours. This is a result of the movements operating under a permitted phase only. Under Year 2031 no -build conditions, this intersection and the critical movements are projected to continue to operate at existing level of service during the peak hours. Under Year 2031 total projected conditions, this intersection is projected to continue to operate at existing levels of service during both peak hours. The critical movements are projected to continue to operate at existing level of service except for the northbound left -turn movement during the weekday morning peak hour which is projected to operate at LOS E. Like existing conditions, this is a result of the northbound and southbound left -turn movements operating under a permitted phase only. Further, the southbound 95" percentile queues are not projected to extend to Alba Street. As such, this intersection has sufficient reserve capacity to accommodate the traffic estimated to be generated by the proposed development and no roadway or traffic control improvements are required. Timberline Drive with New Avenue The results of the capacity analyses indicate that the northbound approach currently operates at LOS B during both peak hours and the westbound left -turn movement currently operates at LOS A during both peak hours. Under Year 2031 no -build and total projected conditions, the northbound approach and westbound left -turn movement are projected to continue to operate at existing levels of service. As such, this intersection has sufficient reserve capacity to accommodate the traffic estimated to be generated by the proposed development and no roadway or traffic control improvements are required. Residential Development �� Lemont, Illinois 19 Timberline Drive with Alba Street The results of the capacity analyses indicate that the eastbound approach currently operates at LOS B during the weekday morning peak hour and LOS A during the weekday evening peak hour. The northbound left -turn movement currently operates at LOS A during both peals hours. Under Year 2031 no -build conditions, the eastbound approach and northbound left -turn are projected to continue operating at existing levels of service. Under Year 2031 total projected conditions, the eastbound approach is projected to operate at LOS B during both peak hours. The northbound left -turn movements is projected to continue to operate at the existing LOS A during both 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 or traffic control improvements are required. Alba Street Extension As previously mentioned, access to the site will be provided via the extension of Alba Street north into the site. As discussed previously, the proposed development is estimated to generate approximately 90 to 100 cars during the peals hours which averages approximately one trip every 35 to 40 seconds. This low frequency of two-way traffic can be adequately accommodated by the proposed extension. The roadway extension between its current location to the first internal intersection is proposed to be 27 feet wide, which will be sufficient in ensuring adequate access is available at all times. The proposed single point of access to serve the 82 residential homes is consistent with similar developments within the community and is adequate to accommodate the anticipated traffic volumes. For example, the Copper Ridge residential development operates with a single access point serving approximately 79 homes without operational concerns. Based on the projected traffic generation and the low frequency of peak hour trips, one access drive is sufficient to safely and efficiently serve the development. In addition, Beechen & Dill Homes will be making improvements to the existing Alba Street corridor, including widening of the pavement section, installation of curb and gutter, and repaving. These enhancements will improve the overall condition and functionality of Alba Street while providing safe and reliable access to the proposed development. Residential Development �� Lemont. Illinois 20 Based on existing conditions and the traffic capacity analyses for the full buildout of the development, the findings and recommendations of this study are outlined below: • The site will be developed with 82 units containing 19 single-family units and 63 townhome units. • The roadway system has sufficient capacity to accommodate the traffic estimated to be generated by the proposed development and no roadway improvements or traffic control modifications are required. • Access to the residential development will be provided via the extension of Alba Street north into the development. • The proposed 27-foot-wide roadway extension of Alba Street between its existing terminus to the first internal intersection will be sufficient in ensuring adequate access to the site. Residential Dei�eloprnent KL0�1� Lemont, Illinois 21 Appendix Traffic Count Summary Sheets Site Plan ITE Trip Generation Sheets CMAP 2050 Projections Letter Level of Service Criteria Capacity Analysis Summary Sheets Traffic Count Summary Sheets C O �CC C L am N 0 0 — Z U �° Z �U m� o�.i. m L) U) (n M U O U CO O C CD O N NV mO O - O Y O'er N� m N p N N (6 d � N C p5 CD O N J O) J OOT �O E _W 3 Y U) n 0 � 7 W c a) E �N Z OCZ �UVtm L) cA cn d E W U U O U CO O C a3 V y O QU) 0) N �= C p , JLO CO mn O O U'3 E00 co 0 1-0 OMl W O (Mp tMp M O) tOD �f) N O` (V r 0 0 0 H M O r t0 [O M m O N� O fV O O Q La o a � C E � F z O o r w JV N (O V Oo N c00 O O `- 6 O p 0 C � O O M. O Q - a m c Q 0 r 0 � •- H h r 0� t0 N p� M � N W O N M N 0 Z j > O o F � O o 0 0 0 p p 0 o 0 0 0 O O m w r w r •- 0 o � m m � 0 M�� a v 0 Q a 0 0 Z w N N r O p v r m Q M O O] M O 0 0 E F � o 0 0 0 0 0 0 0 o 0 0 0 y a a CO m Q Q Q Q O M 7N I- O` LL O a J J m m a N N N C, N s N N 2 / a\ 6) \§ \j k\ !� 7 \c �� I �\ 0 | `ƒ C ! \\ \\ $ #2 (2 «° n = , 7 E0 })/§G3yi[§\g/°S°za:=». !CL }/ \§2`:�3;r:g' \){$ ;) §#}$\§]\)7]()! / § -, , , _--�:!!! ,///\\f > \ / \ c! L'� }R;m:¥:%ma@q[27`!`;-3,;.. » /m2m:7Rlge;§'RLqcl uj 75fw �))I)o �=G«e ? 26 li22f\2])�kG! Sl;kia6666 ��=f3%` --- _ {)< &\)% . C 04 N N O � N E v F O N N Y N Z C,— aN 00.� �N cncn E °D U U O U CO O C _O O N co It NO O 'j N�Y` O(0 V Q co U ` (6 d' = N N r � �8 c� T J Lo C 0) O 6 ELo Eoo i Y0) N n 0 � CO O (0 O N M Q a K - c of o p N 'o E F N C � O p H N M N N N O W M O O O m O p p N p p p O O p O d O Q v a � a c c r O E ° F z n 7 O p m Q a S a rn o o N o o uoi N o 0 0 0 0 0 0 0 0 - w �- p O N O O � o p O N 0 O 0 0 p 0 0 0 0 0 E F 7 0 0 0 0 0 0 O 0 0 0 O O Q Q Q Q m J v s Y 0 ° o O m=« m J uvi J ° 7 N Q _ � ° > Q m ¢ mca 2�\2 ZOOZ C) E 4j m 2=A} 0 Co 3i/a. a\ \§ \o \ \\ \ /CO i \\ \n \ C ei f �\ \j �$ o fLO $_ %° )� «\ cd \ 0 q \ «)n E. , < � \\ \\ t\\ »- £ f \ /\ \\ $ 72 _ % $ 7\ R. u7 M M N O N C C O O ry O m r r O O . QH E N 3 O N O d M + LO rn� O L � a Of rn c0 O O ti OOi (�O N CV O � N O N N m n d � o 0 5 0 O r M 0 0 a u? ,n rn a N o 0 E N L rn M o M ri o a rn e o H r N � E M N V cu ZO OOp 0 p � p Z UDZ U �O o Om � @ U{-(i) (T o C 0 0 00 p p O O O 7 cp O O O r rn O M N rn M p O N O O O O O O O Q� N ' O a M o 0 0 MO c0 N O O O O O O v GQ c_ o 9 O o O 0 0 0 O O O O O 1� N O N (O NO N OE H E A V M N M M N MO M O O O p O O O O c _ c) O C �p (6 J Q a y O N Y L E o 0 0 0 o p o 0 0 0 0 �° in Q _ U) -o (0 O 7 O `I' _ O c 0.5 N Y V C *14g 7 "r, =o COO a o o p I� 0 O O M O tM0 N O 0 0 Ol N V rn N `- �� Y N� O� � r C O a O M N� h rn c0 rn O rn a0 rn M tp N � M rn J 7 ao o v M r4 d o a 0 0 CO rn N N` M rn 0 00 O p O O C L_ O r OR O N p O O N ` M N N l0 7 N N O p W J 7 y � a j= 3 a o 0 U O U O m� d� o m 0 C O M .�C Q � C L a .++ (n + O N 1O N N t m Q o v o p o d o r a o 0 0 0 0 e o p + o _ E (° a N v v o r N o o o 0 CO O N O O Q O O O O O N m m M m O1 M O V O Z O@ Z N J :3CiNOO U�2A(nd o 0 0 E o 0 0 o p o F-0 0 o p o 0 0 0 0 O O m r M O a Q F- 0 m 0 a m o 0 0 0 ` C ` I1 C O O O Q O Z 2 0 0 1- y= d 0 o0 E O rn 0 r r o 0 0 ,., r �6 M g m v O o m J r `n v o rn O U Li` C LOO Q 0 1 @d' . E o 0 0 0 0 0 o 0— N Y Fes- p o 0 o p o 0 0 5 N� Q N O o .a @ N -p d> fy) @ p @0 O @ rn =O .- 9 a ^, y5 C 77 J JLO Ccm LO W G Y Or S 0 r N o N O M O O O N 3 N m m O CN'i O N Q7 Q m •� N m N QI M r o O O O O O O � O to M N O? OR Q F O N a p 0 m o 0 0 0 00 0 0 K o o N ccq m $ o o n W L e M m o m m r v o m m o o m o` y N O J O ' c O O O O O O O p 0 y E a s . m N~ m Q r Tin a s ¢, a 5" m x rnJ R. V 0 O. C o tpn_ H O M r d C � O ' a a O O O i0 O O N Vl O O O N m � co� O O N N � 100 O N y C) c z rn o o O o 0 N N O M N O O O C,4 O E M t` F N _ M o M (O -p � O cOCm .. O N M` O Q7 � V M r M rm o@ VNUJCL E 0 0 0 0 0 0 0 0 0 o O o 0 F- o 0 0 0 0 � O rn o 0 0 0 0 6cy V O Wr N � a� o O C 0 0 0 D C Ol a L CO o r r O N N O Q r M W N r OL a OI c O . ci p Cl E O J O M O p O O O) O N O O O O O 00 O o O q COO LOCd C Q o 0 0 0 0 0 0 0 0 0 0 0 0 CO N (AD 5 O'j O Y � N O m v o m27 c QOi "O > 01 C �' Ji0 CCO f&, Olt- E O o O oor- L mM O M Ol O N Q r N M F- O) O O O O O N M M r ry O O O J O O O O r N N r m N (O r0 O O O O mN 6- V r ` Or] N N V Oj a M O O, M O O 9 p C C a 0 0 ap o ao ao 00 o Q o 00 0 o O o a o: N C 10 m o w m m o iv ro m M r rn W L t0 W Ol O) H s� O M e " N J 0 0 0 0 0 0 0 F- 0 0 0 0 0 0 a N 3 a o 0 K d a 10 O O N L a °' a a o �° rn� m �� @ 4 o m N .a a m o UI 1" m N N N O C p 60 N N M N O Ol O � Ot O Q F- � O ' � � 9 _ a • E o O 00 O NO O N O O Q N @ Ln 3 C po 0 0 F" �- CC G dN N Z Z N O r M r N 0 O O O O O M O M M p M 0 O J cU�a) rn p y0 l0 c)cncna 0 0 o o F p 0 0 0 0 pO D O p p ti p p p p Q i- N O O a _ O N N p O O O O O o r G O a rn N� r r o o G � K 5 o p o E Z p m M o o Cn04 co O N O N M N M M m O U U (� J (D Q o 0 (0 d U) C E o 4 0 0 0 0 0 00 2 00 O'7 bl o o p o 0 0 o 7 � p M O.g N O 0 o C m co O �LO O� O N N N N N p p 0 O O O N �)GO C a Q% GQ r.- O 9 OI M r (O M M of M r > Q1 U) d y O O i s SO y iy G f n 3 � Mr O r V N M N M UI O O � p M Ol t W O O M 000 M o r O O •� r 0 N N p O O p O O J C O O O p p , O O 7 p p 0 0 0 p p � F 7 O W M V r p1� M M O O O dB Qo V ) v N a p 0 4 0 0 0 0 0 0 N 0 ao p o 0 0 t � O_f N O O y C � O $ n N r 0 m 0 0 N O O LU L Ol O H Of M 00 Q O O O p O O J L 0 0 0 0 0 0 0 0 � a N � C 2 ✓ CL ry C E CL a i= a °" UI Site Plan � m� W 0 100, 200' 400' NORTH SCALE: 1 "=200' LEMONT WATI DEPARTMEN BRIARCLIFF ESTATES z z z i� SITE DATA LAND USE SINGLE FAMILY (80'W x 120'D) FRONT -LOADED TOWI DETENTION / OPEN P ....,.,.- R.O.W. LENGTH - 2,728 L.F. ITE Trip Generation Sheets Single -Family Detached Housing (210) Vehicle Trip Ends vs: Dwelling Units On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 155 Avg. Num. of Dwelling Units: 261 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 9.09 3.47 - 23.80 2.29 Data Plot and Equation H H 30000 20000 10000 X X 0 a 1000 X = Number of Dwelling Units X Study Site Fitted Curve Fitted Curve Equation: T = 8.07(X) + 265.45 2000 - - - - - Average Rate RI= 0.94 3000 its General Urban/Suburban and Rural (Land Uses 000-399) 231 Single -Family Detached Housing (210) 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: 153 Avg. Num. of Dwelling Units: 239 Directional Distribution: 27% entering, 73% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.70 0.22 - 2.27 0.26 Data Plot and Equation 2000 w a F 1000 h zxxx�X' x X BS x x x X ' X X 0 0 1000 X = Number of Dwelling Units X Study Site Fitted Curve Fitted Curve Equation: T = 0.67(X) + 5.59 2000 - - - - - Average Rate R'= 0.89 xl 3000 232 Trip Generation Manual, 12th Edition • Volume 3 RE Single -Family Detached Housing (210) 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: 166 Avg. Num. of Dwelling Units: 266 Directional Distribution: 62% entering, 38% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.93 0.35 - 2.98 0.33 Data Plot and Equation a W Q. H H 3000 2000 1000 X X X X X ° 0 1000 2000 X = Number of Dwelling Units X Study Site Fitted Curve - - - - - Average Rate Fitted Curve Equation: Ln(T) = 0.92 Ln(X) + 0.33 RI= 0.90 3000 W� General Urban/Suburban and Rural (Land Uses 000-399) 233 Single -Family Attached Housing (215) Vehicle Trip Ends vs: Dwelling Units On a: Weekday Setting/Location Number of Studies Avg. Num. of Dwelling Units Directional Distribution Vehicle Trip Generation per Dwelling Unit General Urban/Suburban 11 84 50% entering, 50% exiting Average Rate Range of Rates Standard Deviation 6.57 4.80 - 8.45 1.28 Data Plot and Eauation z000 X W a _ X 1000 u H X X X 0 0 100 200 300 X = Number of Dwelling Units X Study Site Fitted Curve - - - - - Average Rate Fitted Curve Equation: T = 6.53(X) + 3.25 R'= 0.91 250 Trip Generation Manual, 12th Edition • Volume 3 117 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: 26 Avg. Num. of Dwelling Units: 129 Directional Distribution: 25% entering, 75% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.47 0.12-0.74 0.16 Data Plot and Equation 500 400 N 300 C LLJ a 200 100 0 0 200 400 X = Number of Dwelling Units X Study Site Fitted Curve Fitted Curve Equation: T = 0.59(X) - 15.25 X 600 800 - - - - - Average Rate RI= 0.94 KtdGeneral Urban/Suburban and Rural (Land Uses 000-399) 251 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: 31 Avg. Num. of Dwelling Units: 131 Directional Distribution: 57% entering, 43% exiting Vehicle Trip Generation per Dwelling Unit Standard Deviation F:::Eto.51� Range of Rates 0.17 - 1.25 0.16 Data Plot and Equation 500 400 N 30C a W a 20 11 0 0 200 X = Number of Dwelling Units Average Rate Fitted Curve - - - - - X Study Site R'= 0.92 Fitted Curve Equation: T = 0.57(X) - 7.84 )0 NEFF 252 Trip Generation Manual, 12th Edition • Volume 3 CMAP 2050 Projections Letter Level of Service Criteria LEVEL OF SERVICE CRITERIA Favorable progression. Most vehicles arrive during the < 10 A green indication and travel through the intersection without stopping. Good progression, with more vehicles stopping than for > 10 - 20 B Level of Service A. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient begin to appear. Number > 20 _ 35 C capacity during the cycle) may of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping. The volume -to -capacity ratio is high and either is ineffective or the cycle length is too long. > 35 - 55 D progression Many vehicles stop and individual cycle failures are noticeable. Progression is unfavorable. The volume -to -capacity ratio Individual cycle > 55 - 80 E is high and the cycle length is long. failures are frequent. The volume -to -capacity ratio is very high, progression is > 80 F very poor, and the cycle length is long. Most cycles fail to clear the queue. A B C D E F Source: Highway Capacity Manual, 7`h Edition. 0- 10 >10-15 >15-25 >25-35 >35-50 > 50 Capacity Analysis Summary Sheets Existing Weekday Morning Peak Hour Lanes and Geometrics 5: Timberline Drive & 127th Street 01/19/2026 � -► � f- � � . I 10. 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r T T+ T Traffic Volume (vph) 58 411 51 140 373 23 38 20 64 31 46 69 Future Volume (vph) 58 411 51 140 373 23 38 20 64 31 46 69 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 120 150 0 0 0 125 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 185 160 25 120 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 Frt 0.850 0.991 0.886 0.910 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1752 1835 1524 1583 1798 0 1805 1363 0 1805 1662 0 Fit Permitted 0.437 0.324 0.498 0.664 Satd. Flow (perm) 806 1835 1524 540 1798 0 946 1363 0 1262 1662 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 109 4 91 82 Link Speed (mph) 35 35 20 20 Link Distance (ft) 1283 1705 714 417 Travel Time (s) 25.0 33.2 24.3 14.2 Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Heavy Vehicles (%) 3% 9% 6% 14% 5% 0% 0% 0% 31 % 0% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 83 587 73 200 566 0 54 120 0 44 165 0 Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 3.0 15.0 8.0 8.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 6.5 21.0 14.0 14.0 14.0 14.0 Total Split (s) 14.0 36.0 36.0 24.0 46.0 40.0 40.0 40.0 40.0 Total Split (%) 14.0% 36.0% 36.0% 24.0% 46.0% 40.0% 40.0% 40.0% 40.0% Yellow Time (s) 3.5 4.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 All -Red Time (s) 0.0 1.5 1.5 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 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 6.0 3.5 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min None None None None Act Effct Green (s) 68.9 59.7 59.7 78.4 67.5 12.1 12.1 12.1 12.1 Actuated g1C Ratio 0.69 0.60 0.60 0.78 0.68 0.12 0.12 0.12 0.12 v/c Ratio 0.13 0.54 0.08 0.36 0.47 0.47 0.49 0.29 0.60 Control Delay (s/veh) 4.3 16.2 1.3 5.0 10.6 53.3 19.9 43.2 30.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 4.3 16.2 1.3 5.0 10.6 53.3 19.9 43.2 30.3 LOS A B A A B D B D C Approach Delay (s/veh) 13.4 9.1 30.3 33.0 Approach LOS B A C C Queue Length 50th (ft) 9 217 0 27 164 33 17 26 52 Queue Length 95th (ft) 20 292 0 46 207 52 39 43 72 25-316 - Residential Dev. Lemont Synchro 12 Report Existing Weekday Morning Peak Hour Lanes and Geometrics 5: Timberline Drive & 127th Street 01/19/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) 1203 1625 634 337 Turn Bay Length (ft) 120 120 150 125 Base Capacity(vph) 684 1095 953 637 1215 321 523 429 619 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 0.12 0.54 0.08 0.31 0.47 0.17 0.23 0.10 0.27 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.60 Intersection Signal Delay (s/veh): 15.4 Intersection LOS: B Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min) 15 splits and Phases: 5: Timberline Drive & 127th Street 01 02 (R) 1-It 04 05 17- 066 I 1 08 25-316 - Residential Dev. Lemont Synchro 12 Report Existing Weekday Morning Peak Hour HCM 7th TWSC 3: Timberline Drive & New Avenue 01/19/2026 Intersection Int Delay, s/veh Movement 1.7 EBT EBR WBL WBT NBL NBR Lane Configurations ,t 4 Y Traffic Vol, veh/h 364 6 29 278 16 70 Future Vol, veh/h 364 6 29 278 16 70 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 91 91 91 91 91 91 Heavy Vehicles, % 14 17 3 15 6 0 Mvmt Flow 400 7 32 305 18 77 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 407 0 773 403 Stage 1 - - - - 403 - Stage 2 - 369 - Critical Hdwy 4.13 6.46 6.2 Critical Hdwy Stg 1 - 5.46 - Critical Hdwy Stg 2 - 5.46 - Follow-up Hdwy 2.227 3.554 3.3 Pot Cap-1 Maneuver 1147 362 652 Stage 1 - 666 - Stage 2 - 690 - Platoon blocked, Mov Cap-1 Maneuver 1147 350 652 Mov Cap-2 Maneuver - 350 - Stage 1 666 Stage 2 667 Approach EB WB NB HCM Ctrl Dly, s/v 0 0.78 12.7 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (vehih) 561 170 HCM Lane V/C Ratio 0.168 0.028 HCM Ctrl Dly (s/v) 12.7 8.2 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.6 0.1 - 25-316 - Residential Dev. Lemont Synchro 12 Report Existing Weekday Morning Peak Hour HCM 7th TWSC 8: Timberline Drive &Alba Street 01/19/2026 Intersection Int Delay, s/veh Movement 0.4 EBL EBR NBL NBT SBT SBR Lane Configurations Y +T T Traffic Vol, veh/h 2 2 8 94 148 2 Future Vol, veh/h 2 2 8 94 148 2 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 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 63 63 63 63 63 63 Heavy Vehicles, % 0 0 0 2 3 0 Mvmt Flow 3 3 13 149 235 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 411 237 238 0 0 Stage 1 237 - - - - Stage 2 175 - - Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5A - - Follow-up Hdwy 3.5 3.3 2.2 Pot Cap-1 Maneuver 615 807 1341 Stage 1 807 - - Stage 2 878 - - Platoon blocked, % 0 Mov Cap-1 Maneuver 609 807 1341 Mov Cap-2 Maneuver 609 - - Stage 1 799 - Stage 2 878 Approach EB NB SB HCM Ctrl Dly, s/v 10.23 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 141 694 HCM Lane V/C Ratio 0.009 0.009 HCM Ctrl Dly (s/v) 7.7 0 10.2 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0 25-316 - Residential Dev. Lemont Synchro 12 Report Existing Weekday Morning Peak Hour Capacity Analysis Summary Sheets Existing Weekday Evening Peak Hour Lanes and Geometrics 5: Timberline Drive & 127th Street 01/19/2026 -.* --0. -), f- '- *-- 4\ t r� �► 1 -� Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations t r % T T Traffic Volume (vph) 67 532 20 60 432 45 17 8 19 7 19 106 Future Volume (vph) 67 532 20 60 432 45 17 8 19 7 19 106 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 120 150 0 0 0 125 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 185 160 25 120 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 Frt 0.850 0.986 0.893 0.873 At Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1752 1961 1468 1770 1853 0 1703 1573 0 1805 1579 0 Flt Permitted 0.443 0.409 0.600 0.739 Satd. Flow (perm) 817 1961 1468 762 1853 0 1075 1573 0 1404 1579 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 71 10 20 110 Link Speed (mph) 35 35 20 20 Link Distance (ft) 1283 1705 714 397 Travel Time (s) 25.0 33.2 24.3 13.5 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 Heavy Vehicles (%) 3% 2% 10% 2% 1 % 2% 6% 0% 11 % 0% 0% 6% Shared Lane Traffic (%) Lane Group Flow (vph) 70 554 21 63 497 0 18 28 0 7 130 0 Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 3.0 15.0 8.0 8.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 6.5 21.0 14.0 14.0 14.0 14.0 Total Split (s) 10.0 68.0 68.0 10.0 68.0 22.0 22.0 22.0 22.0 Total Split (%) 10.0% 68.0% 68.0% 10.0% 68.0% 22.0% 22.0% 22.0% 22.0% Yellow Time (s) 3.5 4.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 All -Red Time (s) 0.0 1.5 1.5 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 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 6.0 3.5 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min None None None None Act Effct Green (s) 78.3 70.6 70.6 78.1 70.5 9.5 9.5 9.5 9.5 Actuated g/C Ratio 0.78 0.71 0.71 0.78 0.71 0.10 0.10 0.10 0.10 v/c Ratio 0.10 0.40 0.02 0.10 0.38 0.18 0.17 0.05 0.52 Control Delay (s/veh) 2.5 7.9 0.1 2.6 7.6 44.5 23.4 40.3 19.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 2.5 7.9 0.1 2.6 7.6 44.5 23.4 40.3 19.2 LOS A A A A A D C D B Approach Delay (s/veh) 7.1 7.1 31.7 20.3 Approach LOS A A C C Queue Length 50th (ft) 6 129 0 5 110 12 5 4 12 Queue Length 95th (ft) 18 236 0 16 207 33 30 17 65 25-316 - Residential Dev. Lemont Synchro 12 Report Existing Weekday Evening Peak Hour Lanes and Geometrics 5: Timberline Drive & 127th Street 01/19/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) 1203 1625 634 317 Turn Bay Length (ft) 120 120 150 125 Base Capacity (vph) 703 1383 1056 663 1308 172 268 224 345 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 0.10 0.40 0.02 0.10 0.38 0.10 0.10 0.03 0.38 Intersection Summa Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay (s/veh): 9.2 Intersection LOS: A Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period (min) 15 Solits and Phases: 5: Timberline Drive & 127th Street 01 �4402 (R) 04 1 05 �4706 (R) I � 08 25-316 - Residential Dev. Lemont Synchro 12 Report Existing Weekday Evening Peak Hour HCM 7th TWSC 3: Timberline Drive & New Avenue 01/19/2026 Intersection Int Delay, s/veh 1.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� 4 Traffic Vol, veh/h 287 12 61 444 Future Vol, veh/h 287 12 61 444 Conflicting Peds, #/hr 0 0 0 0 Sign Control Free Free Free Free RT Channelized None None Storage Length - Veh in Median Storage, # 0 0 Grade, % 0 0 Peak Hour Factor 85 85 85 85 Heavy Vehicles, % 9 0 3 5 Mvmt Flow 338 14 72 522 7 34 7 34 0 0 Stop Stop - None 0 0 0 85 85 0 6 8 40 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 352 0 1011 345 Stage 1 - - - - 345 - Stage 2 - 666 - Critical Hdwy 4.13 6.4 6.26 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Stg 2 - 5.4 - Follow-up Hdwy 2.227 3.5 3.354 Pot Cap-1 Maneuver 1201 268 689 Stage 1 - 722 - Stage 2 - 515 - Platoon blocked, % Mov Cap-1 Maneuver 1201 245 689 Mov Cap-2 Maneuver - 245 - Stage 1 722 Stage 2 471 Approach EB WB NB HCM Ctrl Dly, s/v 0 0.99 12.53 HCM LOS B Minor LaneiMaior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 527 217 HCM Lane V/C Ratio 0.092 0.06 HCM Ctrl Dly (s/v) 12.5 8.2 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.3 0.2 - 25-316 - Residential Dev. Lemont Synchro 12 Report Existing Weekday Evening Peak Hour HCM 7th TWSC 8: Timberline Drive &Alba Street 01/19/2026 Intersection Int Delay, s/veh Movement 0.8 EBL EBR NBL N'BT SBT SBR Lane Configurations Y 4 T Traffic Vol, veh/h 8 7 11 107 135 5 Future Vol, veh/h 8 7 11 107 135 5 Conflicting Peds, #lhr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 1 1 0 Mvmt Flow 9 8 12 119 150 6 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 296 153 156 0 0 Stage 1 153 - - - - Stage 2 143 - - 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 722 899 1437 Stage 1 880 - - Stage 2 908 - - Platoon blocked, % 0 Mov Cap-1 Maneuver 715 899 1437 Mov Cap-2 Maneuver 715 - - Stage 1 872 - - Stage 2 908 Approach EB NB SB HCM Ctrl Dly, s/v 9.65 0.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLnl SBT SBR Capacity (veh/h) 168 790 HCM Lane V/C Ratio 0.009 0.021 HCM Ctrl Dly (s/v) 7.5 0 9.7 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0.1 25-316 - Residential Dev. Lemont Synchro 12 Report Existing Weekday Evening Peak Hour Capacity Analysis Summary Sheets Year 2031 No -Build Weekday Morning Peak Hour Lanes and Geometrics 5: Timberline Drive & 127th Street 01/19/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r T Vii T 1� Traffic Volume (vph) 61 436 54 148 395 24 40 21 68 33 49 73 Future Volume (vph) 61 436 54 148 395 24 40 21 68 33 49 73 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 120 150 0 0 0 125 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 185 160 25 120 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 Frt 0.850 0.991 0.885 0.910 Fit Protected 0.950 0.950 0.950 0.950 Said. Flow (prot) 1752 1835 1524 1583 1798 0 1805 1360 0 1805 1662 0 Fit Permitted 0.416 0.295 0.475 0.642 Said. Flow (perm) 767 1835 1524 492 1798 0 902 1360 0 1220 1662 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 109 4 97 81 Link Speed (mph) 35 35 20 20 Link Distance (ft) 1283 1705 714 417 Travel Time (s) 25.0 33.2 24.3 14.2 Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Heavy Vehicles (%) 3% 9% 6% 14% 5% 0% 0% 0% 31% 0% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 87 623 77 211 598 0 57 127 0 47 174 0 Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 3.0 15.0 8.0 8.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 6.5 21.0 14.0 14.0 14.0 14.0 Total Split (s) 14.0 36.0 36.0 24.0 46.0 40.0 40.0 40.0 40.0 Total Split (%) 14.0% 36.0% 36.0% 24.0% 46.0% 40.0% 40.0% 40.0% 40.0% Yellow Time (s) 3.5 4.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 All -Red Time (s) 0.0 1.5 1.5 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 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 6.0 3.5 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min None None None None Act Effct Green (s) 67.8 58.6 58.6 77.9 67.0 12.6 12.6 12.6 12.6 Actuated g/C Ratio 0.68 0.59 0.59 0.78 0.67 0.13 0.13 0.13 0.13 v/c Ratio 0.15 0.58 0.08 0.40 0.50 0.50 0.50 0.31 0.62 Control Delay (s/veh) 4.7 18.0 1.5 5.6 11.4 54.7 19.2 43.2 31.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 4.7 18.0 1.5 5.6 11.4 54.7 19.2 43.2 31.4 LOS A B A A B D B D C Approach Delay (s/veh) 14.9 9.9 30.2 33.9 Approach LOS B A C C Queue Length 50th (ft) 10 246 0 30 182 35 17 28 58 Queue Length 95th (ft) 21 325 2 50 226 54 39 46 78 25-316 - Residential Dev. Lemont Synchro 12 Report No Build Weekday Morning Peak Hour Lanes and Geometrics 5: Timberline Drive & 127th Street 01/19/2026 -,,, —* --* "r 4--- *,- 41 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR, Internal Link Dist (ft) 1203 1625 634 337 Turn Bay Length (ft) 120 120 150 125 Base Capacity(vph) 651 1075 938 606 1205 306 526 414 618 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 0.13 0.58 0.08 0.35 0.50 0.19 0.24 0.11 0.28 Intersection Summa Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.62 Intersection Signal Delay (s/veh): 16.4 Intersection LOS: B Intersection Capacity Utilization 62.1 % ICU Level of Service B Analysis Period (min) 15 spirts ana rnases: o: i imuenine unve & izrm oireei 01 02 (R) 04 1 05 06 V 1+4 08 25-316 - Residential Dev. Lemont Synchro 12 Report No Build Weekday Morning Peak Hour HCM 7th TWSC 3: Timberline Drive & New Avenue 01/19/2026 tntersecton Int Delay, slveh 1.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� 4 Y Traffic Vol, veh/h 386 6 31 295 17 74 Future Vol, veh/h 386 6 31 295 17 74 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 91 91 91 91 91 91 Heavy Vehicles, % 14 17 3 15 6 0 Mvmt Flow 424 7 34 324 19 81 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 431 0 820 427 Stage 1 - - - - 427 - Stage 2 - 392 - Critical Hdwy 4.13 6.46 6.2 Critical Hdwy Stg 1 - 5.46 - Critical Hdwy Stg 2 - 5.46 - Follow-up Hdwy 2.227 3.554 3.3 Pot Cap-1 Maneuver 1123 339 632 Stage 1 - 649 - Stage 2 - 674 - Platoon blocked, % Mov Cap-1 Maneuver 1123 327 632 Mov Cap-2 Maneuver - 327 - Stage 1 649 Stage 2 649 EB WB NB HCM Ctrl Dly, s/v 0 0.79 13.22 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (vehlh) 538 171 HCM Lane V/C Ratio 0.186 0.03 - HCM Ctrl Dly (s/v) 13.2 8.3 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.7 0.1 - 25-316 - Residential Dev. Lemont Synchro 12 Report No Build Weekday Morning Peak Hour HCM 7th TWSC 8: Timberline Drive &Alba Street 01/19/2026 Intersection Int Delay, s/veh Movement 0.4 EBL EBR NBL NBT SBT SBR Lane Configurations Y Traffic Vol, veh/h 2 2 8 100 157 2 Future Vol, veh/h 2 2 8 100 157 2 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 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 63 63 63 63 63 63 Heavy Vehicles, % 0 0 0 2 3 0 Mvmt Flow 3 3 13 159 249 3 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 435 251 252 0 0 Stage 1 251 - - - - Stage 2 184 - - 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 595 793 1325 Stage 1 796 - - Stage 2 869 - - - Platoon blocked, % 0 Mov Cap-1 Maneuver 589 793 1325 - Mov Cap-2 Maneuver 589 - - Stage 1 787 Stage 2 869 Approach EB NB SB HCM Ctrl Dly, s/v 10.38 0.57 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 133 676 HCM Lane V/C Ratio 0.01 0.009 HCM Ctrl Dly (s/v) 7.7 0 10.4 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0 25-316 - Residential Dev. Lemont Synchro 12 Report No Build Weekday Morning Peak Hour Capacity Analysis Summary Sheets Year 2031 No -Build Weekday Evening Peak Hour Lanes and Geometrics 5: Timberline Drive & 127th Street 01 /19/2026 --* --* f- .- *-- `\ t t* ''* j 41 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r T+ T 1� Traffic Volume (vph) 71 564 21 64 458 48 18 8 20 7 20 112 Future Volume (vph) 71 564 21 64 458 48 18 8 20 7 20 112 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 120 150 0 0 0 125 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 185 160 25 120 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 Frt 0.850 0.986 0.891 0.873 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1752 1961 1468 1770 1853 0 1703 1568 0 1805 1578 0 Fit Permitted 0.423 0.388 0.564 0.738 Satd. Flow (perm) 780 1961 1468 723 1853 0 1011 1568 0 1402 1578 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 71 10 21 117 Link Speed (mph) 35 35 20 20 Link Distance (ft) 1283 1705 714 397 Travel Time (s) 25.0 33.2 24.3 13.5 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 Heavy Vehicles (%) 3% 2% 10% 2% 1 % 2% 6% 0% 11 % 0% 0% 6% Shared Lane Traffic (%) Lane Group Flow (vph) 74 588 22 67 527 0 19 29 0 7 138 0 Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 3.0 15.0 8.0 8.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 6.5 21.0 14.0 14.0 14.0 14.0 Total Split (s) 10.0 68.0 68.0 10.0 68.0 22.0 22.0 22.0 22.0 Total Split (%) 10.0% 68.0% 68.0% 10.0% 68.0% 22.0% 22.0% 22.0% 22.0% Yellow Time (s) 3.5 4.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 All -Red Time (s) 0.0 1.5 1.5 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 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 6.0 3.5 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min None None None None Act Effct Green (s) 78.2 70.4 70.4 78.0 70.3 9.6 9.6 9.6 9.6 Actuated g/C Ratio 0.78 0.70 0.70 0.78 0.70 0.10 0.10 0.10 0.10 v/c Ratio 0.11 0.43 0.02 0.11 0.40 0.20 0.17 0.05 0.54 Control Delay (s/veh) 2.6 8.3 0.0 2.7 8.0 45.2 22.8 40.1 19.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 2.6 8.3 0.0 2.7 8.0 45.2 22.8 40.1 19.1 LOS A A A A A D C D B Approach Delay (s/veh) 7.4 7.4 31.7 20.1 Approach LOS A A C C Queue Length 50th (ft) 6 141 0 6 120 12 5 4 13 Queue Length 95th (ft) 19 259 0 18 227 35 31 17 67 25-316 - Residential Dev. Lemont Synchro 12 Report No Build Weekday Evening Peak Hour Lanes and Geometrics 5: Timberline Drive & 127th Street 01/19/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) 1203 1625 634 317 Turn Bay Length (ft) 120 120 150 125 Base Capacity(vph) 676 1380 1054 634 1305 161 268 224 350 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 0.11 0.43 0.02 0.11 0.40 0.12 0.11 0.03 0.39 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.54 Intersection Signal Delay (s/veh): 9.5 Intersection LOS: A Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period (min) 15 lits and Phases: 5: Timberline Drive & 127th Street Q)1 V 5732 (R) I t 04 J 05 +7_ ' �6 (R) _ --- fd8 25-316 - Residential Dev. Lemont Synchro 12 Report No Build Weekday Evening Peak Hour HCM 7th TWSC 3: Timberline Drive & New Avenue 01/19/2026 Intersection Int Delay, s/veh Movement 1.2 EBT EBR WBL WBT NBL NBR Lane Configurations 14 E; Y Traffic Vol, veh/h 304 13 65 471 7 36 Future Vol, veh/h 304 13 65 471 7 36 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 85 85 85 85 85 85 Heavy Vehicles, % 9 0 3 5 0 6 Mvmt Flow 358 15 76 554 8 42 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 373 0 1072 365 Stage 1 - - - - 365 - Stage 2 - 707 - Critical Hdwy 4.13 6.4 6.26 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Stg 2 - 5.4 - Follow-up Hdwy 2.227 3.5 3.354 Pot Cap-1 Maneuver 1180 246 671 Stage 1 - 706 - Stage 2 - 492 - Platoon blocked, % Mov Cap-1 Maneuver 1180 223 671 Mov Cap-2 Maneuver - 223 - Stage 1 706 Stage 2 446 Approach EB WB NB HCM Ctrl Dly, s/v 0 1 12.91 HCM LOS B OWN Minor Lane/Major Mvmt NBLn1 EST EBR WBL WBT Capacity (veh/h) 506 218 HCM Lane V/C Ratio 0.1 0.065 - HCM Ctrl Dly (s/v) 12.9 8.3 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.3 0.2 - 25-316 - Residential Dev. Lemont Synchro 12 Report No Build Weekday Evening Peak Hour HCM 7th TWSC 8: Timberline Drive & Alba Street 01/19/2026 Intersection Int Delay, s/veh Movement 0.8 EBL EBR NBL NBT SBT SBR Lane Configurations Y Traffic Vol. veh/h 8 7 12 113 143 5 Future Vol, veh/h 8 7 12 113 143 5 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 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 1 1 0 Mvmt Flow 9 8 13 126 159 6 Major/Minor Minor2 Major9 Major2 Conflicting Flow All 314 162 164 0 0 Stage 1 162 - - - Stage 2 152 - - 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 704 888 1426 Stage 1 872 - - Stage 2 899 - - Platoon blocked, % 0 Mov Cap-1 Maneuver 697 888 1426 Mov Cap-2 Maneuver 697 - - Stage 1 863 Stage 2 899 Approach EB NB SIB HCM Ctrl Dly, s/v 9.75 0.72 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 173 775 HCM Lane V/C Ratio 0.009 0.022 HCM Ctrl Dly (s/v) 7.5 0 9.7 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0.1 25-316 - Residential Dev. Lemont Synchro 12 Report No Build Weekday Evening Peak Hour Capacity Analysis Summary Sheets Year 2031 Total Projected Weekday Morning Peak Hour Lanes and Geometrics 5: Timberline Drive & 127th Street 02II/11 /2026 * Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r T 1 T Traffic Volume (vph) 67 436 54 148 395 27 40 21 68 41 49 91 Future Volume (vph) 67 436 54 148 395 27 40 21 68 41 49 91 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 120 150 0 0 0 125 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 185 160 25 120 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 Frt 0.850 0.990 0.885 0.902 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1752 1835 1524 1583 1797 0 1805 1360 0 1805 1648 0 At Permitted 0.407 0.291 0.400 0.645 Satd. Flow (perm) 751 1835 1524 485 1797 0 760 1360 0 1226 1648 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 109 4 97 101 Link Speed (mph) 35 35 20 20 Link Distance (ft) 1283 1705 714 417 Travel Time (s) 25.0 33.2 24.3 14.2 Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Heavy Vehicles (%) 3% 9% 6% 14% 5% 0% 0% 0% 31% 0% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 96 623 77 211 603 0 57 127 0 59 200 0 Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 3.0 15.0 8.0 8.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 6.5 21.0 14.0 14.0 14.0 14.0 Total Split (s) 14.0 36.0 36.0 24.0 46.0 40.0 40.0 40.0 40.0 Total Split (%) 14.0% 36.0% 36.0% 24.0% 46.0% 40.0% 40.0% 40.0% 40.0% Yellow Time (s) 3.5 4.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 All -Red Time (s) 0.0 1.5 1.5 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 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 6.0 3.5 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min None None None None Act Effct Green (s) 67.5 58.1 58.1 77.3 66.3 13.2 13.2 13.2 13.2 Actuated g/C Ratio 0.68 0.58 0.58 0.77 0.66 0.13 0A 3 0.13 0.13 v/c Ratio 0.17 0.58 0.08 0.41 0.51 0.58 0.48 0.37 0.66 Control Delay (s/veh) 5.0 18.6 1.6 5.9 12.0 61.5 18.5 44.3 30.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.0 18.6 1.6 5.9 12.0 61.5 18.5 44.3 30.3 LOS A B A A B E B D C Approach Delay (s/veh) 15.3 10.5 31.8 33.5 Approach LOS B B C C Queue Length 50th (ft) 12 250 0 31 188 35 17 35 61 Queue Length 95th (ft) 24 333 2 53 239 54 38 53 80 25-316 - Residential Dev. Lemont Synchro 12 Report Projected Weekday Morning Peak Hour Lanes and Geometrics 5: Timberline Drive & 127th Street 02/11/2026 --* - f- 4--- *-- t 10. 1 ./ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) 1203 1625 634 337 Turn Bay Length (ft) 120 120 150 125 Base Capacity(vph) 638 1065 930 600 1192 258 526 416 626 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 0.15 0.58 0.08 0.35 0.51 0.22 0.24 0.14 0.32 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay (s/veh): 17.2 Intersection LOS: B Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Timberline Drive & 127th Street 1 01 � 02 (R) 11�04 1 05 +7 06V ;,,•,.t 08 25-316 - Residential Dev. Lemont Synchro 12 Report Projected Weekday Morning Peak Hour HCM 7th TWSC 3: Timberline Drive & New Avenue 02/11 /2026 Intersection Int Delay, s/veh 1.9 Movement EBT EBR WBL VVBT NBL NBR Lane Configurations '+ f; Y Traffic Vol, veh/h 386 6 32 295 17 78 Future Vol, veh/h 386 6 32 295 17 78 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 91 91 91 91 91 91 Heavy Vehicles, % 14 17 3 15 6 0 Mvmt Flow 424 7 35 324 19 86 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 HCM Ctrl Dly, s/v HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Ctrl Dly (s/v) HCM Lane LOS HCM 95th %tile Q(veh) 0 0 431 4.13 2.227 1123 1123 0 822 427 - 427 - 395 - 6.46 6.2 5.46 - 5.46 - 3.554 3.3 338 632 649 - 672 325 632 325 - 649 647 EB WB NB 0 0.81 13.25 B NBLn1 EBT EBR WBL WBT 541 176 0.193 0.031 13.2 8.3 0 B A A 0.7 - 0.1 - 25-316 - Residential Dev. Lemont Projected Weekday Morning Peak Hour Synchro 12 Report HCM 7th TWSC 8: Timberline Drive & Alba Street 02/11 /2026 intersection Int Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y f; 1� Traffic Vol, veh/h 6 28 17 100 157 3 Future Vol, veh/h 6 28 17 100 157 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 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 63 63 63 63 63 63 Heavy Vehicles, % 0 0 0 2 3 0 Mvmt Flow 10 44 27 159 249 5 Maior/Minor Minor2 Major1 Major2 Conflicting Flow All 464 252 254 0 0 Stage 1 252 _ _ Stage 2 213 - _ 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 572 792 1323 Stage 1 795 - _ Stage 2 843 - _ Platoon blocked, % 0 Mov Cap-1 Maneuver 559 792 1323 Mov Cap-2 Maneuver 559 - _ Stage 1 777 Stage 2 843 HCM Ctrl Dly, s/� HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Ctrl Dly (s/v) HCM Lane LOS HCM 95th °/stile Q(veh) EB NB SB 10.26 1.13 0 B NBL NBT EBLn1 SBT SBR 262 738 0.02 0.073 7.8 0 10.3 A A B 0.1 - 0.2 25-316 - Residential Dev. Lemont Projected Weekday Morning Peak Hour Synchro 12 Report Capacity Analysis Summary Sheets Year 2031 Total Projected Weekday Evening Peak Hour Lanes and Geometrics 5: Timberline Drive & 127th Street 02/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r % T T Traffic Volume (vph) 88 564 21 64 458 55 18 8 20 12 20 124 Future Volume (vph) 88 564 21 64 458 55 18 8 20 12 20 124 Ideal Flow (vphpl) 1900 2000 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 120 120 150 0 0 0 125 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 185 160 25 120 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 Frt 0.850 0.984 0.891 0.871 Fit Protected 0.950 0.950 0.950 0.950 Said. Flow (prot) 1752 1961 1468 1770 1849 0 1703 1568 0 1805 1574 0 Fit Permitted 0.417 0.389 0.511 0.738 Said. Flow (perm) 769 1961 1468 725 1849 0 916 1568 0 1402 1574 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 71 11 21 129 Link Speed (mph) 35 35 20 20 Link Distance (ft) 1283 1705 714 397 Travel Time (s) 25.0 33.2 24.3 13.5 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 Heavy Vehicles (%) 3% 2% 10% 2% 1 % 2% 6% 0% 11 % 0% 0% 6% Shared Lane Traffic (%) Lane Group Flow (vph) 92 588 22 67 534 0 19 29 0 13 150 0 Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 2 6 8 4 Detector Phase 5 2 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 3.0 15.0 15.0 3.0 15.0 8.0 8.0 8.0 8.0 Minimum Split (s) 6.5 21.0 21.0 6.5 21.0 14.0 14.0 14.0 14.0 Total Split (s) 10.0 68.0 68.0 10.0 68.0 22.0 22.0 22.0 22.0 Total Split (%) 10.0% 68.0% 68.0% 10.0% 68.0% 22.0% 22.0% 22.0% 22.0% Yellow Time (s) 3.5 4.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 All -Red Time (s) 0.0 1.5 1.5 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 0.0 0.0 0.0 Total Lost Time (s) 3.5 6.0 6.0 3.5 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Min C-Min None C-Min None None None None Act Effct Green (s) 78.2 70.3 70.3 77.7 70.0 9.7 9.7 9.7 9.7 Actuated g/C Ratio 0.78 0.70 0.70 0.78 0.70 0.10 0.10 0.10 0.10 v/c Ratio 0.14 0.43 0.02 0.11 0.41 0.21 0.17 0.10 0.56 Control Delay (s/veh) 2.8 8.4 0.0 2.7 8.3 46.1 22.7 41.1 18.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 2.8 8.4 0.0 2.7 8.3 46.1 22.7 41.1 18.8 LOS A A A A A D C D B Approach Delay (s/veh) 7.4 7.6 32.0 20.6 Approach LOS A A C C Queue Length 50th (ft) 8 141 0 6 124 12 5 8 13 Queue Length 95th (ft) 23 262 0 18 236 35 31 25 69 25-316 - Residential Dev. Lemont Synchro 12 Report Projected Weekday Evening Peak Hour Lanes and Geometrics 5: Timberline Drive & 127th Street 02/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) 1203 1625 634 317 Turn Bay Length (ft) 120 120 150 125 Base Capacity(vph) 669 1378 1052 634 1297 146 268 224 360 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 0.14 0.43 0.02 0.11 0.41 0.13 0.11 0.06 0.42 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.56 Intersection Signal Delay (s/veh): 9.7 Intersection LOS. A Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Timberline Drive & 12(th Street 01 � 014 J"(R) "54+77- 006 (R) H 08 25-316 - Residential Dev. Lemont Synchro 12 Report Projected Weekday Evening Peak Hour HCM 7th TWSC 3: Timberline Drive & New Avenue 02/11 /2026 Intersection Int Delay, s/veh 1,3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� +; Traffic Vol, veh/h 304 13 70 471 7 39 Future Vol, veh/h 304 13 70 471 7 39 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 85 85 85 85 85 85 Heavy Vehicles, % 9 0 3 5 0 6 Mvmt Flow 358 15 82 554 8 46 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 EB Lna..a ni.. 0 0 373 4.13 2.227 1180 1180 W Minorl U 1084 365 365 - 719 - 6.4 6.26 5.4 - 5.4 - 3.5 3.354 242 671 706 - 486 - 218 671 218 - 706 437 . i � y, wv u 1.07 12.9 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 510 233 HCM Lane V/C Ratio 0.106 0.07 HCM Ctrl Dly (s/v) 12.9 8.3 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.4 0.2 - 25-316 - Residential Dev. Lemont Projected Weekday Evening Peak Hour Synchro 12 Report HCM 7th TWSC 8: Timberline Drive &Alba Street 02/11/2026 Intersection Int Delay, s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y *T % Traffic Vol, vehlh 11 24 36 113 143 10 Future Vol, veh/h 11 24 36 113 143 10 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 Veh in Median Storage, # 0 0 0 - Grade, % 0 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 1 1 0 Mvmt Flow 12 27 40 126 159 11 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 370 164 170 0 0 Stage 1 164 - - - - Stage 2 206 - - 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 652 885 1420 Stage 1 870 - - Stage 2 849 - Platoon blocked, % 0 Mov Cap-1 Maneuver 632 885 1420 Mov Cap-2 Maneuver 632 - - Stage 1 843 Stage 2 849 Approach EB NB SB HCM Ctrl Dly, s/v 9.82 1.84 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 435 786 HCM Lane V/C Ratio 0.028 0.049 HCM Ctrl Dly (s/v) 7.6 0 9.8 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 - 0.2 25-316 - Residential Dev. Lemont Synchro 12 Report Projected Weekday Evening Peak Hour Exh FINDINGS. Based upon the evidence and testimony presented during the public hearing, the Lemont Village Board of Trustees finds the following: 1. The Lemont 2030 Comprehensive Plan's Future Land Use Map designates the subject site as Contemporary Neighborhood with a Conservation Overlay. 2. The proposed Preliminary Planned Unit Development is generally consistent with the Comprehensive Plan's vision for the Subject Property providing a coordinated residential development consistent with the Contemporary Neighborhood designation. 3. The Copper Ridge West Preliminary Planned Unit Development sufficiently meets the Planned Unit Development objectives set forth in Section 17.08.010(C) of the Unified Development Ordinance, 4. Subject to the conditions of this Ordinance, the Preliminary Planned Unit Development promotes the public health, safety, and welfare by providing a coordinated residential development with supporting infrastructure, open space, and stormwater management improvements. 19