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Home My WebLink About07.I.1 City Council Action Request 7.I. Meeting Date 1/17/2024 Department Public Works Agenda Category Action Item Title 2024 Pavement Management – Approve Feasibility Report, Call for Public Improvement Hearing, and Authorize Preparation of Plans and Specifications Staff Recommendation Adopt Resolution 2024-008 approving the Feasibility Report, establishing a February 7, 2024, Public Hearing Date, and authorizing the preparation of Plans and Specifications for the 2024 Pavement Management Project. Budget Implication $1,170,018.26 - Assessments, Utility Funds, Street Reconstruction & Overlay Program, General Levy Attachments 1. 2024 Pavement Management CC Memo 2. 2024 Pavement Management Resolution 3. 2024 Pavement Management Feasibility Report To: Honorable Mayor and City Council Jennifer Levitt, City Administrator From: Crystal Raleigh, PE, Assistant City Engineer Date: January 10, 2024 Re: 2024 Pavement Management – Approve Feasibility Report, Call for Public Improvement Hearing, and Authorize Preparation of Plans and Specifications Background On May 17, 2023, the City Council authorized a feasibility report for the 2024 Pavement Management Project as outlined in the Capital Improvement Plan, which was discussed at a Council Workshop on August 16, 2023. Feasibility Reports allow staff to review areas in further detail to better understand the current state, needs, and economic feasibility of the proposed areas. As noted during the Council workshop, staff understood that with the addition of Jamaica Avenue from 80th Street to 90th Street, that there would not be sufficient funding to complete all of the roadways that were identified as part of authorizing the feasibility report. On January 3, 2024, a workshop was held with Council to discuss findings of the field review of the proposed project areas. After taking cores and evaluating the areas further, it was deter- mined that the roadways in the Thompson Grove Estates neighborhood had enough structural stability to last another three to five years. Staff walked through three possible project area scenarios with Council and were provided direction to move forward with the following areas to be included in the 2024 Pavement Management project: x Prestige Estates Neighborhood (1st & 2nd Additions and Prestige Estates on the Park): Streets include Jenner Avenue from 80th Street to Jocelyn Avenue; Jocelyn Avenue from 80th Street to Jenner Avenue; and 79th Street from Jocelyn Avenue to Jocelyn Avenue. x Jamaica Avenue: Jamaica Avenue from 80th Street to 90th Street. The Prestige Estates roadways listed above are 29 to 34 years old. Jamaica Avenue was originally constructed 52 years ago but underwent a reclamation, widening, and repaving project 31 years ago. They were recently examined in a variety of ways to determine their condition as part of the Feasibility Report process. Pavement cores were drilled and extracted in selected areas to analyze bituminous and aggregate thickness and the structural condition of the pavement section, and Ground Penetrating Radar (GPR) testing was performed. In a 2023 visual inspection of Prestige Estate, the roadways showed extensive cracking, ravel- ing, and continuous patching. The pavement cores showed asphalt stripping and severe degra- dation. The GPR provided more thorough data on the pavement thickness profile throughout the neighborhood. Excessive cracking was noted on road surfaces that would typically reflect through within a year if a mill and overlay project were completed at this time. The curb and gut- ter are in poor condition with approximately 40 percent of curb requiring replacement. Honorable Mayor, City Council, and Jennifer Levitt 2024 Pavement Management – Approve of Feasibility Report and Call for Public Improvement Hearing January 10, 2024 Page 2 of 3 Evaluation of Jamaica Avenue shows severe rutting is present in the wheel paths. The condition is believed to be limited to the pavement surface and not extending into the subgrade. The rut- ting creates a safety concern by interfering with snow removal. All pavement cores showed asphalt stripping and degradation to varying degrees, affecting the strength and durability of the pavement. The curb and gutter on Jamaica Avenue are generally in good condition. As with previous pavement management projects, utilities within the project limits were exam- ined for necessary maintenance. Overall, the utilities were found to be in good condition, but some maintenance work is required. The top sections of sanitary and storm manhole structures will be upgraded to meet current City standards, corroded valves will be replaced as necessary, hydrants will be reconditioned and repainted as necessary, and concrete hydrant pads will be installed. Additionally, the condition of street light infrastructure was evaluated, and some improvements are proposed. A special benefit appraisal was completed in accordance with the City’s policy for those proper- ties with direct access to the streets included in the project area. A neighborhood meeting will be held in late-January 2024 to discuss the various improvements proposed, the findings of the special benefit appraisal, and the proposed assessments. Discussion Due to the age and poor condition of the pavement in Prestige Estates, along with good sub- grade soils, a full pavement and curb replacement is recommended for the Prestige Estates project area as outlined above. Minor utility maintenance is also recommended including sani- tary and storm sewer structure upgrades, and miscellaneous repairs and valve reviews for op- erability and corrosion. Additionally, the existing street light wire, located immediately adjacent to existing curb, is recommended to be replaced within a conduit. Several pavement rehabilitation methods were evaluated for Jamaica Avenue including a stabi- lized full depth reclamation (SFDR), full pavement replacement, and a mill and overlay. While SFDR is warranted, budgetary constraints and future reconstruction of Jamaica Avenue make a 2-inch mill and overlay a better financial decision, while extending the life of the roadway until such time that the roadway is reconstructed. Curb replacement is not proposed except in areas where pedestrian ramps will be replaced to meet current ADA standards. Minor utility mainte- nance is also recommended including sanitary and storm sewer structure upgrades, and miscel- laneous repairs and valve reviews for operability and corrosion. Additionally, the existing street light wire within a portion of the project is in poor condition and recommended for replacement. Feasibility Report: Based on the Council’s previous action, a feasibility report has been prepared. Upon this analysis, the project is felt to be physically and financially feasible. The fea- sibility report is enclosed for the Council’s review. Call for Public Improvement Hearing: The public improvements associated with the 2024 Pavement Management Project will benefit properties in the project area. Therefore, for the costs to be assessed to all benefited properties, it will be necessary to hold a public hearing for the project. A hearing date of February 7, 2024, will afford the necessary time to hold a neigh- borhood meeting, publish legal notices, and send out letters to the affected property owners. Honorable Mayor, City Council, and Jennifer Levitt 2024 Pavement Management – Approve of Feasibility Report and Call for Public Improvement Hearing January 10, 2024 Page 3 of 3 Summary of Road and Infrastructure Improvements: The rehabilitation method proposed for the residential roadways in the Prestige Estates 1st, 2nd, and Prestige Estates on the Park Ad- ditions is to remove the existing asphalt surface and replace it with a new surface. This new sur- face will consist of two lifts of bituminous totaling 3.5 inches of pavement. Full curb replacement throughout the area will also be completed. Finally, minor utility improvements for sanitary sewer, water, stormwater, and lighting systems will also be included. The total estimated project cost for the neighborhood is $1,170,018.26. As noted above, the rehabilitation method proposed for Jamaica Avenue from 80th Street to 90th Street is to mill the top 2 inches of asphalt pavement and repave 2 inches. Generally, the curb will remain in place. Minor utility improvements for sanitary sewer, water, stormwater, and lighting systems will be included in the project. The total estimated project cost for Jamaica Avenue is $2,033,802.51, and this portion of the project will be designed and bid separately from the Prestige Estates neighborhood. Assessments for this project will be based on the “Infrastructure Maintenance Task Force Spe- cial Assessment Policy for Public Improvements,” dated September 30, 2005, revised October 31, 2023. The assessment policy states that mill and overlay projects are considered minor maintenance and are therefore not assessable. The feasibility report recommends that all prop- erties adjacent to the Prestige Estates project be assessed. The policy allows 45 percent of adjacent costs to be assessed to residential properties. The potential assessment for the Prestige Estates improvements listed above is estimated at $6,647.65 per residential building lot equivalent (RBLE). Single-family residential is assessed at a rate of 1.0 of the RBLE. The special benefit appraisal that was completed showed a benefit of $7,500 per residential unit, which supports the proposed assessment. Project Funding Analysis: As noted above, the total estimated project cost for the street and utility work in the Prestige Estates neighborhood is $1,170,018.26. According to the City’s policy, 45 percent of the total project cost for road work and utilities is assessed against the benefiting residential properties. As such, the improvements in the Prestige Estates 1st, 2nd, and Prestige Estates on the Park Additions would be assessed following this policy. The total project value that is assessed is $525,164.19. The remainder of the project costs are proposed to be funded through utility funds and the general levy. The total estimated project cost for the mill and overlay along Jamaica Avenue is $2,033,802.51. This project will be funded through the City’s Street Reconstruction and Overlay Bond program. This maintenance project will not be funded with assessments. The improvements to be completed as part of the 2024 Pavement Management project are estimated to total $1,170,018.26. The Cost Estimate Summary can be viewed in Appendix B of the Feasibility Report. Recommendation It is recommended the City Council adopt Resolution 2024-008 approving the feasibility report, establishing a February 7, 2024, public hearing date, and authorizing the preparation of Plans and Specifications for the 2024 Pavement Management Project. CITY OF COTTAGE GROVE, MINNESOTA CITY COUNCIL RESOLUTION 2024-008 RESOLUTION APPROVING THE FEASIBILITY REPORT, CALLING FOR A PUBLIC HEARING, AND AUTHORIZING THE PREPARATION OF PLANS AND SPECIFICATIONS FOR THE 2024 PAVEMENT MANAGEMENT PROJECT WHEREAS, pursuant to the resolution adopted by the City Council on May 17, 2023, a feasibility report was authorized to be prepared by Bolton & Menk, Inc. for the 2024 Pavement Management Project; and WHEREAS, the feasibility report has been prepared and does find the construction of said improvements to be necessary, cost-effective, and feasible; and WHEREAS, the City desires to assess the cost of said improvements to all benefited properties. NOW, THEREFORE BE IT RESOLVED, the City Council of the City of Cottage Grove, Washington County, Minnesota, 1. The feasibility report, which was prepared pursuant to Resolution No. 2023-071 for the 2024 Pavement Management Project, finds the improvements to be necessary, cost effective, and feasible and is hereby approved. 2. The City Council will consider the improvement of such streets, curb replacement, sanitary sewer, water main, storm sewer and lighting, in accordance with the feasibility report and the assessment of benefitting property for all or a portion of the cost of the improvement pursuant to Minnesota Statutes, Chapter 429, at an estimated total cost of the improvements of $1,170,018.26. 3. A public hearing shall be held on such proposed improvements on the 7th day of February 2024 at 7:00 p.m. and the Clerk shall give mailed and published notice of such hearing and improvement as required by law. 4. Bolton & Menk, Inc. is hereby designated as the engineer for this improvement. The engineer shall prepare plans and specifications for the making of such improvement. Passed this 17th day of January 2024. 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///͘ǆŝƐƚŝŶŐŽŶĚŝƚŝŽŶƐʹ:ĂŵĂŝĐĂǀĞŶƵĞ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϯ ^ƚƌĞĞƚƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϯ ^ĂŶŝƚĂƌǇ^ĞǁĞƌ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϰ tĂƚĞƌŵĂŝŶ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϰ ^ƚŽƌŵ^ĞǁĞƌ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϱ /s͘WƌŽƉŽƐĞĚŝŵƉƌŽǀĞŵĞŶƚƐʹWƌĞƐƚŝŐĞƐƚĂƚĞƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϱ ^ƚƌĞĞƚƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϱ ^ƚƌĞĞƚ>ŝŐŚƚŝŶŐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϱ ^ĂŶŝƚĂƌǇ^ĞǁĞƌ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϲ tĂƚĞƌDĂŝŶ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϲ ^ƚŽƌŵ^ĞǁĞƌ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϲ ^ƚŽƌŵtĂƚĞƌYƵĂůŝƚǇĂŶĚYƵĂŶƚŝƚǇ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϲ s͘WƌŽƉŽƐĞĚ/ŵƉƌŽǀĞŵĞŶƚƐʹ:ĂŵĂŝĐĂǀĞŶƵĞ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϲ ^ƚƌĞĞƚƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϲ tĂůŬǁĂǇ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϳ ^ƚƌĞĞƚůŝŐŚƚŝŶŐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϳ ^ĂŶŝƚĂƌǇ^ĞǁĞƌ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϳ tĂƚĞƌDĂŝŶ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϳ ^ƚŽƌŵ^ĞǁĞƌ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϴ ^ƚŽƌŵtĂƚĞƌYƵĂůŝƚǇ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϴ s/͘WĞƌŵŝƚƐĂŶĚĂƐĞŵĞŶƚZĞƋƵŝƌĞĚ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϴ s//͘ƐƚŝŵĂƚĞĚŽƐƚƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϴ ŽƐƚůůŽĐĂƚŝŽŶ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϵ s///͘&ŝŶĂŶĐŝŶŐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϭϬ /y͘WƵďůŝĐ,ĞĂƌŝŶŐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϭϭ 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&ŝŐƵƌĞϰ͗hƚŝůŝƚǇ/ŵƉƌŽǀĞŵĞŶƚƐ:ĂŵĂŝĐĂǀĞŶƵĞ &ŝŐƵƌĞϱ͗ƐƐĞƐƐĂďůĞWĂƌĐĞůƐWƌĞƐƚŝŐĞƐƚĂƚĞƐ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚۣϬEϭ͘ϭϯϬϴϱϴ WĂŐĞϭ /͘/EdZKhd/KE dŚĞWƌĞƐƚŝŐĞƐƚĂƚĞƐŶĞŝŐŚďŽƌŚŽŽĚĂŶĚ:ĂŵĂŝĐĂǀĞŶƵĞĨƌŽŵϴϬƚŚ^ƚƌĞĞƚƚŽϵϬƚŚ^ƚƌĞĞƚĂŶĚŚĂǀĞ ďĞĞŶŝĚĞŶƚŝĨŝĞĚĂƐĐĂŶĚŝĚĂƚĞƐĨŽƌƌĞŚĂďŝůŝƚĂƚŝŽŶĚƵƌŝŶŐƚŚĞϮϬϮϰĐŽŶƐƚƌƵĐƚŝŽŶƐĞĂƐŽŶĂƐĂƉĂƌƚŽĨ ƚŚĞŝƚǇŽĨŽƚƚĂŐĞ'ƌŽǀĞΖƐŽŶŐŽŝŶŐƌŽĂĚǁĂǇƌĞŚĂďŝůŝƚĂƚŝŽŶƉƌŽŐƌĂŵ͘dŚĞŝƚǇŽƵŶĐŝůĂƵƚŚŽƌŝǌĞĚ ƉƌĞƉĂƌĂƚŝŽŶŽĨƚŚŝƐƌĞƉŽƌƚƚŽĚĞƚĞƌŵŝŶĞƚŚĞĨĞĂƐŝďŝůŝƚǇŽĨƌĞŚĂďŝůŝƚĂƚŝŶŐƚŚĞƐĞƐƚƌĞĞƚƐĂƐƉĂƌƚŽĨƚŚĞ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚWƌŽũĞĐƚ͘ dŚĞƉƵƌƉŽƐĞŽĨƚŚŝƐƌĞƉŽƌƚŝƐƚŽĨƵƌƚŚĞƌĞǀĂůƵĂƚĞƚŚĞǁŽƌŬƌĞƋƵŝƌĞĚĨŽƌĂƉŽƚĞŶƚŝĂůƐƚƌĞĞƚ ƌĞŚĂďŝůŝƚĂƚŝŽŶƉƌŽũĞĐƚ͕ƚŽƉƌŽǀŝĚĞĂŶĞƐƚŝŵĂƚĞŽĨĐŽƐƚ͕ĂŶĚƚŽĞƐƚĂďůŝƐŚĂŵĞƚŚŽĚŽĨĐŽƐƚĂůůŽĐĂƚŝŽŶ ŽƌĂƐƐĞƐƐŵĞŶƚŝŶŽƌĚĞƌƚŽĚĞƚĞƌŵŝŶĞƚŚĞƉŚǇƐŝĐĂůĂŶĚĞĐŽŶŽŵŝĐĨĞĂƐŝďŝůŝƚǇ͘ dŚĞƉƌŽũĞĐƚůŽĐĂƚŝŽŶƐĂƌĞƐŚŽǁŶŽŶ&ŝŐƵƌĞϭ͘ dŚŝƐĨĞĂƐŝďŝůŝƚǇƌĞƉŽƌƚĞǆĂŵŝŶĞƐƚŚĞĨŽůůŽǁŝŶŐƐƚƌĞĞƚƐĞŐŵĞŶƚƐ͗ WƌĞƐƚŝŐĞƐƚĂƚĞƐϭƐƚĂŶĚϮŶĚĚĚŝƚŝŽŶƐĂŶĚWƌĞƐƚŝŐĞƐƚĂƚĞƐŽŶƚŚĞWĂƌŬ ϭ͘:ĞŶŶĞƌǀĞŶƵĞ͕ĨƌŽŵϴϬƚŚ^ƚƌĞĞƚƚŽ:ŽĐĞůǇŶǀĞŶƵĞ Ϯ͘:ŽĐĞůǇŶǀĞŶƵĞ͕ĨƌŽŵϴϬƚŚ^ƚƌĞĞƚƚŽ:ĞŶŶĞƌǀĞŶƵĞ ϯ͘ϳϵƚŚ^ƚƌĞĞƚ͕ĨƌŽŵ:ŽĐĞůǇŶǀĞŶƵĞƚŽ:ŽĐĞůǇŶǀĞŶƵĞ :ĂŵĂŝĐĂǀĞŶƵĞ ϭ͘:ĂŵĂŝĐĂǀĞŶƵĞ͕ĨƌŽŵϴϬƚŚ^ƚƌĞĞƚƚŽϵϬƚŚ^ƚƌĞĞƚ /ĨƚŚĞŝƚǇĚĞĐŝĚĞƐƚŽƉƌŽĐĞĞĚǁŝƚŚƚŚĞƉƌŽƉŽƐĞĚƐƚƌĞĞƚĂŶĚƵƚŝůŝƚǇŝŵƉƌŽǀĞŵĞŶƚƐĂƐĚĞƐĐƌŝďĞĚŝŶƚŚŝƐ ƌĞƉŽƌƚ͕ŝƚŝƐĂŶƚŝĐŝƉĂƚĞĚĐŽŶƐƚƌƵĐƚŝŽŶǁŽƵůĚďĞŐŝŶŝŶϮϬϮϰĂƐƐŚŽǁŶŝŶƚŚĞĚĞƚĂŝůĞĚƉƌŽũĞĐƚƐĐŚĞĚƵůĞ ĨŽƵŶĚŽŶƉĂŐĞϭϭ͘ //͘y/^d/E'KE/d/KE^ʹWZ^d/'^dd^ ^dZd^ dŚĞƐƚƌĞĞƚƐǁŝƚŚŝŶƚŚŝƐŶĞŝŐŚďŽƌŚŽŽĚĂƌĞƵƌďĂŶͲƌĞƐŝĚĞŶƚŝĂůĂŶĚĂƌĞŐĞŶĞƌĂůůǇϯϮĨĞĞƚǁŝĚĞ;ĨƌŽŵ ĨĂĐĞŽĨĐƵƌďƚŽĨĂĐĞŽĨĐƵƌďͿǁŝƚŚƐƵƌŵŽƵŶƚĂďůĞĐŽŶĐƌĞƚĞĐƵƌďĂ ŶĚŐƵƚƚĞƌ͘dŚĞƐƚƌĞĞƚƐǁĞƌĞŽƌŝŐŝŶĂůůǇ ĐŽŶƐƚƌƵĐƚĞĚďĞƚǁĞĞŶϭϵϵϬĂŶĚϭϵϵϱ͘dŚĞƉĂǀĞŵĞŶƚƐĞĐƚŝŽŶƐǁĞƌĞĚĞƐŝŐŶĞĚƚŽďĞĂƉƉƌŽǆŝŵĂƚĞůǇ ϯͲŝŶĐŚĞƐŽĨďŝƚƵŵŝŶŽƵƐŽǀĞƌϲͲŝŶĐŚĞƐŽĨĂŐŐƌĞŐĂƚĞďĂƐĞ͘ƵĞƚŽĞǆƚĞŶƐŝǀĞƐƵƌĨĂĐĞƌĂǀĞůŝŶŐĂŶĚ ĚĞƚĞƌŝŽƌĂƚŝŽŶ͕ĂƚŚŝŶŽǀĞƌůĂǇĂĐƌŽƐƐƚŚĞĞŶƚŝƌĞǁŝĚƚŚŽĨƚŚĞƌŽĂĚǁĂƐƉĞƌĨŽƌŵĞĚŝŶƉŝĞĐĞƐďǇƉƵďůŝĐ ǁŽƌŬƐƐƚĂĨĨŝŶϮϬϭϮĂŶĚϮϬϭϯŽŶ:ĞŶŶĞƌǀĞŶƵĞ͕ϳϵƚŚ^ƚƌĞĞƚ͕ĂŶĚƉĂƌƚŽĨ:ŽĐĞůǇŶǀĞŶƵĞ͘&ŝŐƵƌĞϮ ĚĞƉŝĐƚƐƚŚĞĂŐĞŽĨƚŚĞƐƚƌĞĞƚƐ͘ 'ĞŽƚĞĐŚŶŝĐĂůƚĞƐƚŝŶŐǁĂƐĐŽŵƉůĞƚĞĚŝŶϮϬϭϲƚŽĞǀĂůƵĂƚĞƉĂǀĞŵĞŶƚƐĞĐƚŝŽŶƚŚŝĐŬŶĞƐƐĂŶĚĞǀĂůƵĂƚĞ ƚŚĞƉĂǀĞŵĞŶƚĐŽŶĚŝƚŝŽŶ͘ŽƌŝŶŐŽĨƚŚĞƉĂǀĞŵĞŶƚǁĂƐƉĞƌĨŽƌŵĞĚƚŽĚĞƚĞƌŵŝŶĞƚŚĞƚŚŝĐŬŶĞƐƐŽĨƚŚĞ ĞǆŝƐƚŝŶŐƐƚƌĞĞƚƐĞĐƚŝŽŶƐĂŶĚĞǀĂůƵĂƚĞƚŚĞĐŽŶĚŝƚŝŽŶŽĨƚŚĞŝŶͲƉůĂĐĞďŝƚƵŵŝŶŽƵƐ͘dĂďůĞϮ͘ϭďĞůŽǁ ƐƵŵŵĂƌŝǌĞƐƚŚŽƐĞƌĞƐƵůƚƐ͘ ŽƌĞƐǁĞƌĞƚĂŬĞŶĂƚƚŚƌĞĞůŽĐĂƚŝŽŶƐƚŽĞǀĂůƵĂƚĞƉĂǀĞŵĞŶƚĐŽŶĚŝƚŝŽŶ͘&ƌŽŵƚŚĞĐŽƌĞƐ͕ƚŚĞĂǀĞƌĂŐĞ ƐĞĐƚŝŽŶǁŝƚŚŝŶƚŚĞŶĞŝŐŚďŽƌŚŽŽĚĐŽŶƐŝƐƚƐŽĨĂƉƉƌŽǆŝŵĂƚĞůǇϰ͘ϱͲŝŶĐŚĞƐŽĨďŝƚƵŵŝŶŽƵƐŽǀĞƌϴͲŝŶĐŚĞƐ ŽĨďĂƐĞ͘dŚĞƚŚŝĐŬĞƌƚŚĂŶĞǆƉĞĐƚĞĚďŝƚƵŵŝŶŽƵƐŝƐĚƵĞƚŽŵƵůƚŝƉůĞƐĞĂůĐŽĂƚĂƉƉůŝĐĂƚŝŽŶƐĂŶĚƚŚŝŶ ŽǀĞƌůĂǇƐ͘ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚۣϬEϭ͘ϭϯϬϴϱϴ WĂŐĞϮ dĂďůĞϮ͘ϭʹWƌĞƐƚŝŐĞƐƚĂƚĞƐǆŝƐƚŝŶŐ^ƚƌĞĞƚ^ĞĐƚŝŽŶƐ EŽ͘ >ŽĐĂƚŝŽŶ ŝƚƵŵŝŶŽƵƐ ;ŝŶͿ ŐŐƌĞŐĂƚĞ ĂƐĞ;ŝŶͿϭ ŽŶĚŝƚŝŽŶ Ͳϰ :ĞŶŶĞƌǀĞŶƵĞ ϱ͘ϬϬ E Ϯ ^ůŝŐŚƚʹŵŽĚĞƌĂƚĞƐƚƌŝƉƉŝŶŐ Ͳϱ ϳϵ ƚŚ^ƚƌĞĞƚ ϰ͘ϱϬ ϳ͘ϱϬ ^ĞǀĞƌĞƐƚƌŝƉƉŝŶŐ͕ďƌŽŬĞŶ Ͳϲ :ŽĐĞůǇŶǀĞŶƵĞ ϰ͘ϬϬ ϴ͘ϱϬ DŽĚĞƌĂƚĞƐƚƌŝƉƉŝŶŐ͕ďƌŽŬĞŶ ǀĞƌĂŐĞ ϰ͘ϱϬ ϴ͘ϬϬ ŐŐƌĞŐĂƚĞďĂƐĞĚĞƉƚŚƐĐĂŶďĞĚŝĨĨŝĐƵůƚƚŽŵĞĂƐƵƌĞǁŝƚŚŐƌĂŶƵůĂƌƐƵďŐƌĂĚĞƐ ŐŐƌĞŐĂƚĞďĂƐĞŶŽƚĐŽŶƐŝƐƚĞŶƚǁŝƚŚŽƚŚĞƌůŽĐĂƚŝŽŶƐ͘^ŽŝůĞŶĐŽƵŶƚĞƌĞĚǁĂƐŐƌĂŶƵůĂƌǁŝƚŚŶŽĐƌƵƐŚĞĚ ůŝŵĞƐƚŽŶĞƉƌĞƐĞŶƚ͘ ůůŽĨƚŚĞĐŽƌĞƐĚŝƐƉůĂǇĞĚĚĞŐƌĂĚĂƚŝŽŶĚƵĞƚŽƐƚƌŝƉƉŝŶŐ͘^ƚƌŝƉƉŝŶŐŝƐŐĞŶĞƌĂůůǇĚĞƐĐƌŝďĞĚĂƐƚŚĞ ƐĞƉĂƌĂƚŝŽŶŽĨĂƐƉŚĂůƚĐĞŵĞŶƚĨƌŽŵƚŚĞĂŐŐƌĞŐĂƚĞĚƵĞƚŽŵŽŝƐƚƵƌĞ͕ǁŚŝĐŚĚĞŐƌĂĚĞƐƚŚĞĚƵƌĂďŝůŝƚǇŽĨ ƚŚĞƉĂǀĞŵĞŶƚ͘^ĞĞƉƉĞŶĚŝǆĂŶĚƉƉĞŶĚŝǆĨŽƌƉŚŽƚŽƐŽĨƐƚƌŝƉƉŝŶŐ͘dǁŽŽĨƚŚĞĐŽƌĞƐǁĞƌĞŶŽƚĞĚ ĂƐďƌŽŬĞŶ͕ŵĞĂŶŝŶŐƚŚĞƐƚƌŝƉƉŝŶŐǁĂƐƐĞǀĞƌĞĞŶŽƵŐŚƚŚĂƚƚŚĞƚŽƉůĂǇĞƌŽĨďŝƚƵŵŝŶŽƵƐĨĞůůĂƉĂƌƚĂƐ ƚŚĞĐŽƌĞǁĂƐĞǆƚƌĂĐƚĞĚ͘dŚĞůŽĐĂƚŝŽŶƐŽĨƐƚƌŝƉƉŝŶŐŐĞŶĞƌĂůůǇĐŽŝŶĐŝĚĞĚǁŝƚŚĂƌĞĂƐǁŚĞƌĞWƵďůŝĐ tŽƌŬƐŚĂƐƉĞƌĨŽƌŵĞĚĞǆƚĞŶƐŝǀĞŵĂŝŶƚĞŶĂŶĐĞǀŝĂƐŬŝŶƉĂƚĐŚŽǀĞƌůĂǇƐĂŶĚƉĂƚĐŚŝŶŐ͕ǁŚĞƌĞĂƐĂƌĞĂƐ ǁŝƚŚƐůŝŐŚƚƐƚƌŝƉƉŝŶŐŵĂǇŶŽƚďĞǀŝƐŝďůĞĂƚƚŚĞƉĂǀĞŵĞŶƚƐƵƌĨĂĐĞ͘ ǀŝƐƵĂůŝŶƐƉĞĐƚŝŽŶǁĂƐƉĞƌĨŽƌŵĞĚŝŶϮϬϮϯƚŽĞǀĂůƵĂƚĞƉĂǀĞŵĞŶƚƐƵƌĨĂĐĞĐŽŶĚŝƚŝŽŶƐ͘dŚĞƌŽĂĚǁĂǇƐ ƐŚŽǁĞĚĞǆƚĞŶƐŝǀĞĐƌĂĐŬŝŶŐ͕ƌĂǀĞůŝŶŐ͕ĂŶĚĐŽŶƚŝŶƵŽƵƐƉĂƚĐŚŝŶŐ͘ƉƉĞŶĚŝǆƐŚŽǁƐƚŚĞĞǆƚĞŶƚŽĨƚŚĞ ƐƵƌĨĂĐĞĚĞŐƌĂĚĂƚŝŽŶĂŶĚĞǆƚĞŶƐŝǀĞƉĂƚĐŚŝŶŐĂůŽŶŐĞĂĐŚŽĨƚŚĞƌŽĂĚǁĂǇƐ͘hŶĚĞƌŶĞĂƚŚƚŚĞƐƵƌĨĂĐĞŽĨ ƚŚĞƌŽĂĚ͕ƚŚĞĐŽƌĞƐĚŝƐƉůĂǇƐĞǀĞƌĞĚĞŐƌĂĚĂƚŝŽŶŝŶĂůůůĂǇĞƌƐŽĨƚŚĞƉĂǀĞŵĞŶƚ͘/ŶƉƉĞŶĚŝǆ͕ƐĞǀĞƌĂů ŽĨƚŚĞƉĂǀĞŵĞŶƚĐŽƌĞƐƐĞƉĂƌĂƚĞĚĂĨƚĞƌƌĞŵŽǀĂů͘dŚĞŵĂũŽƌŝƚǇŽĨƚŚĞƐĞĐŽƌĞƐĐŽŶƐŝƐƚŽĨĂƚŽƉƚŚŝŶ ƐĞĐƚŝŽŶĨƌŽŵĂƐĞĂůĐŽĂƚŽƌŽǀĞƌůĂǇ͕ĂŶĚƚŚĞŶĂŶƵŶĚĞƌůǇŝŶŐƐĞĐƚŝŽŶƚŚĂƚŚĂƐƐĞǀĞƌĞůǇĚĞƚĞƌŝŽƌĂƚĞĚ ƚŽƚŚĞƉŽŝŶƚƚŚĂƚĐŽƌĞŝƐŶŽůŽŶŐĞƌŝŶƚĂĐƚ͘ dŚĞĞǆŝƐƚŝŶŐĐŽŶĐƌĞƚĞĐƵƌďĂŶĚŐƵƚƚĞƌǁŝƚŚŝŶƚŚĞWƌĞƐƚŝŐĞƐƚĂƚĞƐEĞŝŐŚďŽƌŚŽŽĚŝƐŝŶƉŽŽƌĐŽŶĚŝƚŝŽŶ ĂƐĂǁŚŽůĞ͕ƌĞƋƵŝƌŝŶŐĂƉƉƌŽǆŝŵĂƚĞůǇϯϵйƚŽďĞƌĞŵŽǀĞĚĂŶĚƌĞƉůĂĐĞĚ͘ƵĞƚŽƚŚĞĞǆŝƐƚŝŶŐĐŽŶĚŝƚŝŽŶ͕ ĨƵůůĐƵƌďĂŶĚŐƵƚƚĞƌƌĞƉůĂĐĞŵĞŶƚǁŽƵůĚďĞƌĞĐŽŵŵĞŶĚĞĚ͘ůƚŚŽƵŐŚƚŚĞĐƵƌƌĞŶƚĐŽŶĚŝƚŝŽŶŽĨƚŚĞ ƌŽĂĚƐƵƌĨĂĐĞŝƐƉŽŽƌ͕ŝƚŚĂƐƐĞƌǀĞĚŝƚƐƵƐĞĨƵůůŝĨĞĐŽŶƐŝĚĞƌŝŶŐŝƚ͛ƐϮϵƚŽϯϰǇĞĂƌƐŽůĚ͘ ^E/dZz^tZ dŚĞƐĂŶŝƚĂƌǇƐĞǁĞƌƐǇƐƚĞŵǁŝƚŚŝŶWƌĞƐƚŝŐĞƐƚĂƚĞƐǁĂƐĐŽŶƐƚƌƵĐƚĞĚŝŶƚŚĞĞĂƌůǇƚŽŵŝĚͲϭϵϵϬƐ͘dŚĞ ĞǆŝƐƚŝŶŐƐĂŶŝƚĂƌǇƐĞǁĞƌĐŽŶƐŝƐƚƐŽĨϴͲŝŶĐŚWŽůǇǀŝŶǇůWŝƉĞ;WsͿ͘ ^ĂŶŝƚĂƌǇƐĞǁĞƌƐƚƌƵĐƚƵƌĞƐǁĞƌĞŝŶƐƉĞĐƚĞĚŝŶϮϬϭϲĂŶĚĂŐĂŝŶŝŶϮϬϮϯ͘DŝƐĐĞůůĂŶĞŽƵƐƐƚƌƵĐƚƵƌĞƌĞƉĂŝƌƐ ƐƵĐŚĂƐĂĚũƵƐƚŝŶŐƐƚƌƵĐƚƵƌĞĐĂƐƚŝŶŐƐ͕ĂĚĚŝŶŐďĂƌƌĞůƐĞĐƚŝŽŶƐ͕ĂŶĚƌĞƉůĂĐŝŶŐĂĐŽŶĞƐĞĐƚŝŽŶǁĞƌĞŶŽƚĞĚ ĚƵƌŝŶŐƚŚĞŝŶƐƉĞĐƚŝŽŶƌĞƉŽƌƚƐ͘ dŚĞĞǆŝƐƚŝŶŐƐĂŶŝƚĂƌǇƐĞǁĞƌǁĂƐƚĞůĞǀŝƐĞĚŝŶϮϬϭϲƚŽĞǀĂůƵĂƚĞƉŝƉĞĐŽŶĚŝƚŝŽŶ͘dŚĞƚĞůĞǀŝƐŝŶŐƌĞƉŽƌƚƐ ƐŚŽǁƚŚĂƚƚŚĞƉŝƉĞŝƐŐĞŶĞƌĂůůǇŝŶŐŽŽĚĐŽŶĚŝƚŝŽŶ͘dŚĞƚĞůĞǀŝƐŝŶŐĚŝĚŶŽƚŝŶĚŝĐĂƚĞĂŶǇŶĞĞĚƐĨŽƌ ŵĂŝŶƚĞŶĂŶĐĞĂƚƚŚĞƚŝŵĞ͕ĂŶĚƐŝŶĐĞƐƚƌƵĐƚƵƌĞŝŶƐƉĞĐƚŝŽŶƐĚŝĚŶ͛ƚƌĞǀĞĂůĂŶǇŵĞĂŶŝŶŐĨƵůĐŚĂŶŐĞƐƐŝŶĐĞ ϮϬϭϲ͕ƚŚĞƉŝƉĞƐǁĞƌĞŶŽƚƌĞͲƚĞůĞǀŝƐĞĚ͘ tdZD/E dŚĞǁĂƚĞƌŵĂŝŶǁŝƚŚŝŶƚŚĞƉƌŽũĞĐƚĂƌĞĂĐŽŶƐŝƐƚƐƉƌŝŵĂƌŝůǇŽĨϲͲŝŶĐŚĚŝĂŵĞƚĞƌĚƵĐƚŝůĞŝƌŽŶƉŝƉĞ;/WͿ͘ dŚĞǁĂƚĞƌŵĂŝŶǁĂƐĐŽŶƐƚƌƵĐƚĞĚďĞƚǁĞĞŶϭϵϵϬĂŶĚϭϵϵϱ͘ dŚĞǁĂƚĞƌŵĂŝŶŝƐďĞůŝĞǀĞĚƚŽďĞŝŶŐŽŽĚĐŽŶĚŝƚŝŽŶĂŶĚŽŶůǇŶĞĞĚŝŶŐƐŽŵĞŵŝŶŽƌŵĂŝŶƚĞŶĂŶĐĞ͘ WƵďůŝĐtŽƌŬƐŬĞĞƉƐƌĞĐŽƌĚƐŽĨǁĂƚĞƌŵĂŝŶďƌĞĂŬƐĂŶĚĚƵĞƚŽƚŚĞƌĞůĂƚŝǀĞŝŶĨƌĞƋƵĞŶĐǇǁŝƚŚŝŶƚŚĞ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚۣϬEϭ͘ϭϯϬϴϱϴ WĂŐĞϯ ŶĞŝŐŚďŽƌŚŽŽĚ͕ƌĞƉůĂĐĞŵĞŶƚŝƐŶŽƚǁĂƌƌĂŶƚĞĚĂƚƚŚŝƐƚŝŵĞ͘WƵďůŝĐtŽƌŬƐŚĂƐĨŽƵŶĚĂůůǀĂůǀĞƐƚŽďĞ ŽƉĞƌĂƚŝŽŶĂů͘dŚƌĞĞǀĂůǀĞƐǁĞƌĞĐŚĞĐŬĞĚĨŽƌĐŽƌƌŽƐŝŽŶŝŶϮϬϭϲĂŶĚŝƚǁĂƐĨŽƵŶĚƚŚĂƚĂůůůŽĐĂƚŝŽŶƐ ŚĂĚůŝƚƚůĞŝĨĂŶǇĞǀŝĚĞŶĐĞŽĨĐŽƌƌŽƐŝŽŶŽŶƚŚĞƉŝƉĞĂŶĚďŽůƚƐ͘ ^dKZD^tZ dŚĞƐƚŽƌŵƐĞǁĞƌǁŝƚŚŝŶƚŚĞƉƌŽũĞĐƚĂƌĞĂǁĂƐŝŶƐƚĂůůĞĚĚƵƌŝŶŐƚŚĞƐƚƌĞĞƚĐŽŶƐƚƌƵĐƚŝŽŶŝŶƚŚĞϭϵϵϬ͛Ɛ ĂŶĚĐŽŶƐŝƐƚƐŽĨZWƌĂŶŐŝŶŐŝŶƐŝǌĞĨƌŽŵϭϮƚŽϰϴͲŝŶĐŚ͘ dŚĞĞǆŝƐƚŝŶŐƐƚŽƌŵƐĞǁĞƌǁĂƐƚĞůĞǀŝƐĞĚŝŶϮϬϭϲƚŽĚĞƚĞƌŵŝŶĞƉŝƉĞĐŽŶĚŝƚŝŽŶĂŶĚŶĞĐĞƐƐĂƌǇƌĞƉĂŝƌƐ͘ /ŶĂĚĚŝƚŝŽŶ͕ƐƚŽƌŵƐƚƌƵĐƚƵƌĞƐǁĞƌĞĂůƐŽŝŶƐƉĞĐƚĞĚŝŶϮϬϭϲĂŶĚĂŐĂŝŶŝŶϮϬϮϯ͘^ƚŽƌŵƐĞǁĞƌŵĂŝŶƐĂƌĞ ŐĞŶĞƌĂůůǇŝŶŐŽŽĚĐŽŶĚŝƚŝŽŶǁŝƚŚŽƵƚŶĞĞĚŝŶŐĂŶǇƌĞƉĂŝƌ͘^ƚƌƵĐƚƵƌĞƐǁĞƌĞŐĞŶĞƌĂůůǇŝŶŐŽŽĚĐŽŶĚŝƚŝŽŶ ǁŝƚŚƐŽŵĞŵŝƐĐĞůůĂŶĞŽƵƐƐƚƌƵĐƚƵƌĞĐŽƌƌĞĐƚŝŽŶƐŶĞĞĚĞĚ͕ĨĂŝůŝŶŐƌŝƉƌĂƉ͕ĂŶĚƐƚƌƵĐƚƵƌĞƐǁŝƚŚĞǆĐĞƐƐŝǀĞ ƌŝŶŐƐ͘ ///͘y/^d/E'KE/d/KE^ʹ:D/sEh ^dZd^ :ĂŵĂŝĐĂ ǀĞŶƵĞ͕ ďĞƚǁĞĞŶ ϴϬƚŚ ^ƚƌĞĞƚ ĂŶĚ ϵϬƚŚ ^ƚƌĞĞƚ͕ ŝƐ Ă ĨŽƵƌͲůĂŶĞĚŝǀŝĚĞĚƵƌďĂŶƌŽĂĚǁĂǇ ĐŽŶƐŝƐƚŝŶŐŽĨϲϭϴĐŽŶĐƌĞƚĞĐƵƌďĂŶĚŐƵƚƚĞƌ͕ϭϰͲĨŽŽƚůĂŶĞƐĂŶĚĂŐƌĂƐƐŵĞĚŝĂŶ͘/ŶϭϵϳϮ͕ĂϵϬͲĨŽŽƚ ǁŝĚĞƐĞĐƚŝŽŶǁĂƐĐŽŶƐƚƌƵĐƚĞĚǁŝƚŚĂϲͲŝŶĐŚĂŐŐƌĞŐĂƚĞďĂƐĞĂŶĚĂϮϰͲĨŽŽƚďŝƚƵŵŝŶŽƵƐŵĂƚŽǀĞƌƚŚĞ ĞǆŝƐƚŝŶŐƐŽƵƚŚďŽƵŶĚůĂŶĞƐ͕ĐŽŶƐŝƐƚŝŶŐŽĨƚǁŽϭ͘ϱͲŝŶĐŚůŝĨƚƐŽŶƚŚĞǁĞƐƚƐŝĚĞŽĨ:ĂŵĂĐŝĂǀĞŶƵĞ͘/Ŷ ϭϵϴϭ͕ĂϮϰͲĨŽŽƚďŝƚƵŵŝŶŽƵƐŵĂƚ͕ĐŽŶƐŝƐƚŝŶŐŽĨƚǁŽϭ͘ϱͲŝŶĐŚůŝĨƚƐ͕ǁĂƐĐŽŶƐƚƌƵĐƚĞĚŽŶƚŚĞĞĂƐƚƐŝĚĞ ĨŽƌƚŚĞŶŽƌƚŚďŽƵŶĚůĂŶĞƐ͘/Ŷϭϵϵϯ͕ƚŚĞĞǆŝƐƚŝŶŐƐŽƵƚŚďŽƵŶĚůĂŶĞƐǁĞƌĞƌĞĐůĂŝŵĞĚĂŶĚƉĂǀĞĚ͕ǁŚŝůĞ ƚŚĞŶŽƌƚŚďŽƵŶĚůĂŶĞƐƌĞĐĞŝǀĞĚĂϭ͘ϱͲŝŶĐŚďŝƚƵŵŝŶŽƵƐŽǀĞƌůĂǇŽŶƚŚĞĞǆŝƐƚŝŶŐϯͲŝŶĐŚďŝƚƵŵŝŶŽƵƐŵĂƚ͘ ƐƉĂƌƚŽĨƚŚŝƐϭϵϵϯƉƌŽũĞĐƚ͕ƚŚĞŶŽƌƚŚďŽƵŶĚĂŶĚƐŽƵƚŚďŽƵŶĚůĂŶĞƐǁĞƌĞĐŽŶƐƚƌƵĐƚĞĚƚŽĂϮϴͲĨŽŽƚ ;ĨƌŽŵĨĂĐĞŽĨĐƵƌďƚŽĨĂĐĞŽĨĐƵƌďͿƐĞĐƚŝŽŶ͕ǁŝƚŚϲϭϴĐŽŶĐƌĞƚĞĐƵƌďĂŶĚŐƵƚƚĞƌ͕ĂŐƌĂƐƐŵĞĚŝĂŶŝŶ ďĞƚǁĞĞŶ͕ĂŶĚϱͲĨŽŽƚĐŽŶĐƌĞƚĞƐŝĚĞǁĂůŬŽŶĞĂĐŚƐŝĚĞ͘dŚĞŝŶͲƉůĂĐĞƉĂǀĞŵĞŶƚƐĞĐƚŝŽŶŽĨ:ĂŵĂŝĐĂ ǀĞŶƵĞǁĂƐĚĞƐŝŐŶĞĚƚŽďĞϰ͘ϱͲŝŶĐŚĞƐŽĨďŝƚƵŵŝŶŽƵƐŽǀĞƌϲͲŝŶĐŚĞƐŽĨĂŐŐƌĞŐĂƚĞďĂƐĞ͘&ŝŐƵƌĞϮ ĚĞƉŝĐƚƐƚŚĞĂŐĞŽĨƚŚĞƐƚƌĞĞƚƐ͘ ŽƌŝŶŐŽĨƚŚĞƉĂǀĞŵĞŶƚǁĂƐƉĞƌĨŽƌŵĞĚƚŽĚĞƚĞƌŵŝŶĞƚŚĞƚŚŝĐŬŶĞƐƐŽĨƚŚĞĞǆŝƐƚŝŶŐƐƚƌĞĞƚƐĞĐƚŝŽŶĂŶĚ ĞǀĂůƵĂƚĞ ƉĂǀĞŵĞŶƚ ĐŽŶĚŝƚŝŽŶ͘ dŚĞ ĐŽƌĞ ůŽĐĂƚŝŽŶƐ ĂƌĞ ƐŚŽǁŶ ŽŶ &ŝŐƵƌĞ Ϯ ĂŶĚ ƉŚŽƚŽƐ ŽĨ ƚŚĞ ƉĂǀĞŵĞŶƚĐŽƌĞƐĐĂŶďĞƐĞĞŶŝŶƉƉĞŶĚŝǆ͘&ƌŽŵƚŚĞĐŽƌĞƐ͕ŝƚĐĂŶďĞƐĞĞŶƚŚĂƚƚŚĞĂǀĞƌĂŐĞƐĞĐƚŝŽŶ ĂůŽŶŐ:ĂŵĂŝĐĂǀĞŶƵĞĐŽŶƐŝƐƚƐŽĨĂƉƉƌŽǆŝŵĂƚĞůǇϱ͘ϱͲŝŶĐŚĞƐŽĨďŝƚƵŵŝŶŽƵƐŽǀĞƌϳͲŝŶĐŚĞƐŽĨďĂƐĞ͕ĂƐ ƐŚŽǁŶŝŶdĂďůĞϯ͘ϭ͘dŚĞƚŚŝĐŬĞƌƚŚĂŶĞǆƉĞĐƚĞĚďŝƚƵŵŝŶŽƵƐŝƐŝŶƉĂƌƚĚƵĞƚŽŵƵůƚŝƉůĞƐĞĂůĐŽĂƚ ĂƉƉůŝĐĂƚŝŽŶƐŽƌƚŚŝŶŽǀĞƌůĂǇƐ͘dŚĞĐŽƌĞƐƐŚŽǁƐůŝŐŚƚƚŽƐĞǀĞƌĞƐƚƌŝƉƉŝŶŐŽĐĐƵƌƌŝŶŐŝŶǀĂƌŝŽƵƐĚĞƉƚŚƐ ŽĨƚŚĞƉĂǀĞŵĞŶƚ͕ĚĞƉĞŶĚŝŶŐŽŶƚŚĞůŽĐĂƚŝŽŶ͘ůůĐŽƌĞƐĨƌŽŵ:ĂŵĂŝĐĂ ǀĞŶƵĞ ĚŝƐƉůĂǇĞĚ ƐŽŵĞ ĚĞŐƌĂĚĂƚŝŽŶĚƵĞƚŽƐƚƌŝƉƉŝŶŐ͘dŚĞƐƚƌŝƉƉŝŶŐĨŽƵŶĚĚĞŐƌĂĚĞƐƚŚĞƐƚƌĞŶŐƚŚĂŶĚĚƵƌĂďŝůŝƚǇŽĨƚŚĞ ƉĂǀĞŵĞŶƚ͘ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚۣϬEϭ͘ϭϯϬϴϱϴ WĂŐĞϰ dĂďůĞϯ͘ϭʹ:ĂŵĂŝĐĂǀĞŶƵĞǆŝƐƚŝŶŐ^ƚƌĞĞƚ^ĞĐƚŝŽŶƐ EŽ͘ >ŽĐĂƚŝŽŶ ŝƚƵŵŝŶŽƵƐ ;ŝŶͿ ŐŐƌĞŐĂƚĞ ĂƐĞ;ŝŶͿϭ ŽŶĚŝƚŝŽŶ ͲϮEĞƚǁĞĞŶ,ŝůůƐŝĚĞdƌĂŝů ĂŶĚϵϬƚŚ^ƚƌĞĞƚϱ͘ϬϬ ϴ͘ϬϬ DŽĚĞƌĂƚĞƐƚƌŝƉƉŝŶŐƚŚƌŽƵŐŚŽƵƚ ͲϯEĞƚǁĞĞŶ:ĂƐŵŝŶĞ ǀĞŶƵĞĂŶĚ,ŝůůƐŝĚĞdƌĂŝůϲ͘ϬϬ ϵ͘ϬϬ ^ůŝŐŚƚƚŽŵŽĚĞƌĂƚĞƐƚƌŝƉƉŝŶŐ ƚŚƌŽƵŐŚŽƵƚ ͲϰEĞƚǁĞĞŶϴϬƚŚ^ƚƌĞĞƚ ĂŶĚ:ĂƐŵŝŶĞǀĞŶƵĞϱ͘ϱϬ ϱ͘ϬϬ ^ůŝŐŚƚƐƚƌŝƉƉŝŶŐŝŶƚŽƉůŝĨƚ͕ŵŽĚĞƌĂƚĞ ƚŽƐĞǀĞƌĞƐƚƌŝƉƉŝŶŐďĞůŽǁ Ͳϴ^ĞƚǁĞĞŶϴϬƚŚ^ƚƌĞĞƚ ĂŶĚ/ǀǇǁŽŽĚǀĞŶƵĞϳ͘ϱϬ ϱ͘ϬϬ ^ůŝŐŚƚƐƚƌŝƉƉŝŶŐŝŶƚŽƉƚǁŽůŝĨƚƐ͕ ŵŽĚĞƌĂƚĞŝŶďŽƚƚŽŵůŝĨƚ ͲϵEĞƚǁĞĞŶ/ƐůĞǀĞŶƵĞ ĂŶĚ,ŝůůƐŝĚĞdƌĂŝůϱ͘ϱϬ ϲ͘ϬϬ ^ůŝŐŚƚƐƚƌŝƉƉŝŶŐŝŶƚŽƉůŝĨƚ͕ŵŽĚĞƌĂƚĞ ŝŶϮŶĚůŝĨƚ͕ƐĞǀĞƌĞŝŶďŽƚƚŽŵůŝĨƚ ͲϭϬEĞƚǁĞĞŶ,ŝůůƐŝĚĞdƌĂŝů ĂŶĚϵϬƚŚ^ƚƌĞĞƚϱ͘ϱϬ ϴ͘ϱϬ DŽĚĞƌĂƚĞƐƚƌŝƉƉŝŶŐƚŚƌŽƵŐŚŽƵƚ ǀĞƌĂŐĞ ϱ͘ϴϯ ϲ͘ϵϮ ŐŐƌĞŐĂƚĞďĂƐĞĚĞƉƚŚƐĐĂŶďĞĚŝĨĨŝĐƵůƚƚŽŵĞĂƐƵƌĞǁŝƚŚŐƌĂŶƵůĂƌƐƵďŐƌĂĚĞƐ ƉƉĞŶĚŝǆĐŽŶƚĂŝŶƐƚŚĞĐŽŵƉůĞƚĞ:ĂŵĂŝĐĂǀĞŶƵĞŐĞŽƚĞĐŚŶŝĐĂůƌĞƉŽƌƚĐŽŵƉůĞƚĞĚŝŶ:ƵůǇϮϬϮϬ͘dŚŝƐ ƌĞƉŽƌƚĂŶĂůǇǌĞƐƚŚĞƉĂǀĞŵĞŶƚŽĨ:ĂŵĂŝĐĂǀĞŶƵĞĨƌŽŵ/ŶĚŝĂŶŽƵůĞǀĂƌĚƚŽƚŚĞ,ŝŐŚǁĂǇϲϭͬ:ĂŵĂŝĐĂ ǀĞŶƵĞƌŽƵŶĚĂďŽƵƚƐŽƵƚŚŽĨĂƐƚWŽŝŶƚŽƵŐůĂƐZŽĂĚ͘ ƚŵĂŶǇŽĨƚŚĞĂƉƉƌŽĂĐŚĞƐƚŽƐŝĚĞƐƚƌĞĞƚŝŶƚĞƌƐĞĐƚŝŽŶƐ͕ƐĞǀĞƌĞƌƵƚƚŝŶŐŝƐƉƌĞƐĞŶƚŝŶƚŚĞǁŚĞĞůƉĂƚŚƐ͘ dŚŝƐĐŽŶĚŝƚŝŽŶŝƐďĞůŝĞǀĞĚƚŽďĞůŝŵŝƚĞĚƚŽƚŚĞďŝƚƵŵŝŶŽƵƐƉĂǀĞŵĞŶƚĂŶĚŶŽƚĞǆƚĞŶĚŝŶŐŝŶƚŽƚŚĞ ƐƵďŐƌĂĚĞ͘dŚĞƌƵƚƚŝŶŐŚĂƐďĞĞŶĂƐŝŐŶŝĨŝĐĂŶƚĐŽŶĐĞƌŶƚŽƉƵďůŝĐǁŽƌŬƐƐƚĂĨĨĂŶĚŚĂƐŝŶƚĞƌĨĞƌĞĚǁŝƚŚ ĞĨĨĞĐƚŝǀĞƐŶŽǁƌĞŵŽǀĂůĂůŽŶŐƚŚŝƐƌŽĂĚǁĂǇ͘ ^E/dZz^tZ dŚĞϭϴͲŝŶĐŚZWƚƌƵŶŬƐĂŶŝƚĂƌǇƐĞǁĞƌƐǇƐƚĞŵĂůŽŶŐ:ĂŵĂŝĐĂǀĞŶƵĞƌƵŶƐĨƌŽŵ,ŝůůƐŝĚĞdƌĂŝůƚŽϵϬƚŚ ^ƚƌĞĞƚĂŶĚĐŽůůĞĐƚƐĨƌŽŵƚŚĞĂĚũĂĐĞŶƚŶĞŝŐŚďŽƌŚŽŽĚƐǁĞƐƚŽĨ:ĂŵĂŝĐĂǀĞŶƵĞĂŶĚƚŚĞĞŶƚŝƌĞĞŶƚƌĂů ƌĂǁ͘dŚĞƐĂŶŝƚĂƌǇƐĞǁĞƌŚĂƐďĞĞŶƚĞůĞǀŝƐĞĚŝŶϮϬϮϯƚŽĚĞƚĞƌŵŝŶĞƉŝƉĞĐŽŶĚŝƚŝŽŶĂŶĚŶĞĐĞƐƐĂƌǇ ƌĞƉĂŝƌƐ͘dŚĞƚĞůĞǀŝƐŝŶŐƌĞƉŽƌƚƐƐŚŽǁƚŚĂƚƚŚĞƉŝƉĞŝƐŐĞŶĞƌĂůůǇŝŶŐŽŽĚĐŽŶĚŝƚŝŽŶĂŶĚŶŽƌĞƉĂŝƌƐĂƌĞ ŶĞĞĚĞĚ͘ tdZD/E dŚĞƌĞ ĂƌĞ ƚŚƌĞĞ ůŽĐĂƚŝŽŶƐ ǁŚĞƌĞ ǁĂƚĞƌ ŵĂŝŶ ĐƌŽƐƐĞƐ :ĂŵĂŝĐĂ ǀĞŶƵĞ ƚŽ ĐŽŶŶĞĐƚ ĂĚũĂĐĞŶƚ ŶĞŝŐŚďŽƌŚŽŽĚƐ͕ŽŶĐĞĂƚϵϬƚŚ^ƚƌĞĞƚ͕ŽŶĐĞĂƚ,ŝůůƐŝĚĞdƌĂŝů͕ĂŶĚŽŶĐĞĂƚ/ǀǇǁŽŽĚǀĞŶƵĞͬ:ĂŶĞƌŽ ǀĞŶƵĞ͘ dŚĞ ĐƌŽƐƐŝŶŐ Ăƚ ϵϬƚŚ ^ƚƌĞĞƚ ƌƵŶƐ ŶŽƌƚŚ ƵŶĚĞƌ ƚŚĞ ǁĞƐƚ ĐƵƌďůŝŶĞ ĨŽƌ ϲϬϬ ĨĞĞƚ ƚŽ ƚŚĞ ĐŽŶŶĞĐƚŝŽŶǁŝƚŚƚŚĞWŝŶĞƚƌĞĞWŽŶĚƚŽǁŶŚŽƵƐĞƐ͘dŚĞĐƌŽƐƐŝŶŐĂƚ/ǀǇǁŽŽĚǀĞŶƵĞͬ:ĂŶĞƌŽǀĞŶƵĞ ĂůƐŽƌƵŶƐĂƐŚŽƌƚĚŝƐƚĂŶĐĞƚŽƚŚĞŶŽƌƚŚƚŽϴϬƚŚ^ƚƌĞĞƚŽŶďŽƚŚƐŝĚĞƐŽĨƚŚĞƌŽĂĚǁĂǇ͘dŚĞǁĂƚĞƌŵĂŝŶ ŽŶƚŚĞǁĞƐƚƐŝĚĞŽĨƚŚĞƌŽĂĚƌƵŶƐƵŶĚĞƌƚŚĞĐƵƌďůŝŶĞĂŶĚƚŚĞǁĂƚĞƌŵĂŝŶŽŶƚŚĞĞĂƐƚƐŝĚĞŽĨƚŚĞ ƌŽĂĚǁĂǇƌƵŶƐƚŽƚŚĞĞĂƐƚŽĨƚŚĞƐŝĚĞǁĂůŬǁŝƚŚŝŶĂŶĞĂƐĞŵĞŶƚ͘dŚĞǁĂƚĞƌŵĂŝŶŽŶƚŚĞǁĞƐƚƐŝĚĞŽĨ :ĂŵĂŝĐĂǀĞŶƵĞĂƚϵϬƚŚ^ƚƌĞĞƚŝƐĂϭϲͲŝŶĐŚĚŝĂŵĞƚĞƌ/WĂŶĚƚŚĞĐƌŽƐƐŝŶŐĂƚ,ŝůůƐŝĚĞdƌĂŝůŝƐϮϰͲŝŶĐŚ /W͘ŽƚŚƐĞĐƚŝŽŶƐǁĞƌĞŝŶƐƚĂůůĞĚŝŶϭϵϳϴŝŶĐŽŶũƵŶĐƚŝŽŶǁŝƚŚƚŚĞtŽŽĚƌŝĚŐĞWĂƌŬĚĞǀĞůŽƉŵĞŶƚŽĨ ƚŚĞŶĞŝŐŚďŽƌŚŽŽĚƐĞĂƐƚĂŶĚǁĞƐƚŽĨ:ĂŵĂŝĐĂǀĞŶƵĞ͘ dŚĞǁĂƚĞƌŵĂŝŶĨƌŽŵ/ǀǇǁŽŽĚǀĞŶƵĞƚŽϴϬƚŚ^ƚƌĞĞƚŝƐϴ͟/WĂŶĚŝŶƐƚĂůůĞĚŝŶϭϵϳϬŝŶĐŽŶũƵŶĐƚŝŽŶ ǁŝƚŚƚŚĞdŚŽŵƉƐŽŶ'ƌŽǀĞƐƚĂƚĞƐϭϮƚŚĚĚŝƚŝŽŶƚŽƚŚĞǁĞƐƚŽĨ:ĂŵĂŝĐĂǀĞŶƵĞ͘/ŶϭϵϴϲƚŚŝƐǁĂƚĞƌ ŵĂŝŶǁĂƐĐŽŶŶĞĐƚĞĚƚŽǁŝƚŚϲͲŝŶĐŚ/WĂŶĚŝŶƐƚĂůůĞĚĂĐƌŽƐƐ:ĂŵĂŝĐĂǀĞŶƵĞŝŶĐŽŶũƵŶĐƚŝŽŶǁŝƚŚƚŚĞ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚۣϬEϭ͘ϭϯϬϴϱϴ WĂŐĞϱ :ĂŵĂŝĐĂZŝĚŐĞĚĞǀĞůŽƉŵĞŶƚŽĨƚŚĞŶĞŝŐŚďŽƌŚŽŽĚƚŽƚŚĞĞĂƐƚŽĨ:ĂŵĂŝĐĂǀĞŶƵĞ͘ dŚĞǁĂƚĞƌŵĂŝŶƐĂƌĞďĞůŝĞǀĞĚƚŽďĞŝŶŐŽŽĚĐŽŶĚŝƚŝŽŶ͘dŚĞǀĂůǀĞƐǁŝůůďĞŽƉĞƌĂƚĞĚĂŶĚĞǀĂůƵĂƚĞĚďǇ WƵďůŝĐtŽƌŬƐƉƌŝŽƌƚŽƚŚĞƐƚĂƌƚŽĨƚŚĞƉƌŽũĞĐƚ͘ ^dKZD^tZ dŚĞƐƚŽƌŵƐĞǁĞƌǁŝƚŚŝŶƚŚĞƉƌŽũĞĐƚĂƌĞĂǁĂƐŝŶƐƚĂůůĞĚĚƵƌŝŶŐƚŚĞƐƚƌĞĞƚĐŽŶƐƚƌƵĐƚŝŽŶ͕ƉƌĞĚŽŵŝŶĂŶƚůǇ ŝŶϭϵϳϬĂŶĚŝŶϭϵϵϯ͕ĂŶĚĐŽŶƐŝƐƚƐŽĨZWƌĂŶŐŝŶŐŝŶƐŝǌĞĨƌŽŵϭϱƚŽϰϴͲŝŶĐŚ͘ dŚĞĞǆŝƐƚŝŶŐƐƚŽƌŵƐĞǁĞƌǁĂƐƚĞůĞǀŝƐĞĚŝŶϮϬϮϯƚŽĚĞƚĞƌŵŝŶĞƉŝƉĞĐŽŶĚŝƚŝŽŶĂŶĚŶĞĐĞƐƐĂƌǇƌĞƉĂŝƌƐ͘ /ŶĂĚĚŝƚŝŽŶ͕ƐƚŽƌŵƐƚƌƵĐƚƵƌĞƐǁĞƌĞĂůƐŽŝŶƐƉĞĐƚĞĚŝŶϮϬϮϯ͘dŚĞƚĞůĞǀŝƐŝŶŐƌĞƉŽƌƚƐƐŚŽǁƚŚĂƚƚŚĞƐƚŽƌŵ ƐĞǁĞƌŵĂŝŶƐĂƌĞŐĞŶĞƌĂůůǇŝŶĨĂŝƌĐŽŶĚŝƚŝŽŶ͘,ŽǁĞǀĞƌ͕ƐŽŵĞƉƌŽďůĞŵƐĞŶĐŽƵŶƚĞƌĞĚŝŶƚŚĞĞǆŝƐƚŝŶŐ ƐƚŽƌŵƐĞǁĞƌǁĞƌĞĐƌĂĐŬĞĚŽƌďƌŽŬĞŶƉŝƉĞƐ͘DŽƐƚƐƚƌƵĐƚƵƌĞƐǁĞƌĞŝĚĞŶƚŝĨŝĞĚĂƐŝŶŐŽŽĚĐŽŶĚŝƚŝŽŶ ǁŝƚŚƐŽŵĞŵŝƐĐĞůůĂŶĞŽƵƐƐƚƌƵĐƚƵƌĞƉĂƚĐŚŝŶŐ͕ůŝŶŝŶŐ͕ĂŶĚŽƚŚĞƌƌĞƉĂŝƌƐŶŽƚĞĚĚƵƌŝŶŐƚŚĞŝŶƐƉĞĐƚŝŽŶƐ͘ /s͘WZKWK^/DWZKsDEd^ʹWZ^d/'^dd^ ^dZd^ ƵĞƚŽƚŚĞƚǇƉĞƐŽĨĚŝƐƚƌĞƐƐƉƌĞƐĞŶƚŝŶƚŚĞĞǆŝƐƚŝŶŐƉĂǀĞŵĞŶƚ͕ƚŚĞƐĞǀĞƌĞĚĞƚĞƌŝŽƌĂƚŝŽŶĚƵĞƚŽ ĂƐƉŚĂůƚƐƚƌŝƉƉŝŶŐ͕ƚŚĞƌĞƐŝĚĞŶƚŝĂůƐƚƌĞĞƚƐǁŝƚŚŝŶƚŚĞWƌĞƐƚŝŐĞƐƚĂƚĞƐŶĞŝŐŚďŽƌŚŽŽĚĂƌĞƉƌŽƉŽƐĞĚƚŽ ƵŶĚĞƌŐŽĂĨƵůůƉĂǀĞŵĞŶƚƌĞƉůĂĐĞŵĞŶƚǁŝƚŚϯ͘ϱͲŝŶĐŚĞƐŽĨŶĞǁƉĂǀĞŵĞŶƚ͘ŵŝůůͲŽǀĞƌůĂǇŝƐŶŽƚ ƌĞĐŽŵŵĞŶĚĞĚĂƚƚŚŝƐƚŝŵĞĚƵĞƚŽƚŚĞƉŽƚĞŶƚŝĂůĨŽƌĞǆĐĞƐƐŝǀĞƌĞĨůĞĐƚŝǀĞĐƌĂĐŬŝŶŐĂŶĚĚƵĞƚŽƚŚĞ ƐĞǀĞƌĞƐƚƌŝƉƉŝŶŐƚŚĂƚǁŽƵůĚďĞƉƌĞƐĞŶƚŝŶƚŚĞƌĞŵĂŝŶŝŶŐƉĂǀĞŵĞŶƚ͘ dŚĞĐŽŶĐƌĞƚĞĐƵƌďĂŶĚŐƵƚƚĞƌŝŶƚŚĞWƌĞƐƚŝŐĞƐƚĂƚĞƐŶĞŝŐŚďŽƌŚŽŽĚŝƐƉƌŽƉŽƐĞĚƚŽƵŶĚĞƌŐŽĨƵůů ƌĞƉůĂĐĞŵĞŶƚ͘ dŚĞ ĞƐƚŝŵĂƚĞĚ ĐƵƌď ĚĂŵĂŐĞ ĨŽƌ ƚŚĞ ĞŶƚŝƌĞ ŶĞŝŐŚďŽƌŚŽŽĚ ŝƐ ĂƉƉƌŽǆŝŵĂƚĞůǇ ϰϬй͕ ƌĞƐƵůƚŝŶŐŝŶĨƵůůĐƵƌďƌĞƉůĂĐĞŵĞŶƚĂƐƚŚĞƉƌĞĨĞƌƌĞĚŵĞƚŚŽĚ͘ZĞƉůĂĐŝŶŐĂůůŽĨƚŚĞĐƵƌďĂŶĚŐƵƚƚĞƌǁŝůů͗ ϭ͘ZĞƐƵůƚŝŶĂŵŽƌĞĐŽŶƐŝƐƚĞŶƚƉƌŽĚƵĐƚĚƵĞƚŽďĞŝŶŐŵĂĐŚŝŶĞůĂŝĚǀĞƌƐƵƐŚĂŶĚƉŽƵƌĞĚ Ϯ͘WƌŽĚƵĐĞĂŵŽƌĞƵŶŝĨŽƌŵĨůŽǁͲůŝŶĞĂŶĚŝŵƉƌŽǀĞĚƌĂŝŶĂŐĞĐŚĂƌĂĐƚĞƌŝƐƚŝĐƐ ϯ͘ZĞĚƵĐĞƚŚĞĐŚĂŶĐĞĨŽƌĚŝĨĨĞƌĞŶƚŝĂůƐĞƚƚůĞŵĞŶƚďĞƚǁĞĞŶƉĂŶĞůƐ ϰ͘ƌĞĂƚĞĂĐŽŶƐŝƐƚĞŶƚƉƌŽĚƵĐƚǁŝƚŚŝŶƚŚĞĞŶƚŝƌĞŶĞŝŐŚďŽƌŚŽŽĚĂƐĂǁŚŽůĞ dŚĞĞǆŝƐƚŝŶŐϰϭϮĐŽŶĐƌĞƚĞĐƵƌďĂŶĚŐƵƚƚĞƌǁŝůůďĞƌĞƉůĂĐĞĚǁŝƚŚĂϮϴ͟ƐƵƌŵŽƵŶƚĂďůĞĐƵƌďĂŶĚ ŐƵƚƚĞƌ͘/ŶůŽĐĂƚŝŽŶƐǁŚĞƌĞĐƵƌďŝƐƌĞƉůĂĐĞĚŝŶĨƌŽŶƚŽĨĚƌŝǀĞǁĂǇƐ͕ĞĂĐŚĚƌŝǀĞǁĂǇǁŝůůďĞƉĂƚĐŚĞĚǁŝƚŚ ŝŶͲŬŝŶĚŵĂƚĞƌŝĂůƐĂƐĂƉĂƌƚŽĨƚŚĞƐƚƌĞĞƚƌĞŚĂďŝůŝƚĂƚŝŽŶƉƌŽĐĞƐƐ͘ZĞƐƚŽƌĂƚŝŽŶďĞŚŝŶĚƌĞƉůĂĐĞĚĐŽŶĐƌĞƚĞ ĐƵƌďĂŶĚŐƵƚƚĞƌŝƐĂŶƚŝĐŝƉĂƚĞĚƚŽĐŽŶƐŝƐƚŽĨƐĐƌĞĞŶĞĚ>ŽĂŵdŽƉƐŽŝůŽƌƌŽǁǁŝƚŚƐĞĞĚĂŶĚŚǇĚƌŽ ŵƵůĐŚ͘ dƌĂĨĨŝĐƐŝŐŶƐĂƌĞƉƌŽƉŽƐĞĚƚŽďĞƌĞƉůĂĐĞĚĂƐĂƉĂƌƚŽĨƚŚŝƐƉƌŽũĞĐƚƚŽŵĞĞƚĨĞĚĞƌĂůƌĞƚƌŽƌĞĨůĞĐƚŝǀŝƚǇ ƌĞƋƵŝƌĞŵĞŶƚƐ͘/ŶĂĚĚŝƚŝŽŶ͕ƐŝŐŶƐǁŝůůďĞĞǀĂůƵĂƚĞĚĨŽƌĐŽŶĨŽƌŵĂŶĐĞƚŽƚŚĞĂĚŽƉƚĞĚŝƚǇƐŝŐŶƉŽůŝĐǇ ĂŶĚƐŝŐŶƐǁŝůůďĞƌĞŵŽǀĞĚŽƌƐƵƉƉůĞŵĞŶƚĞĚĂƐƌĞƋƵŝƌĞĚ͘ ^dZd>/',d/E' ^ŝŶĐĞ ĨƵůů ĐŽŶĐƌĞƚĞ ĐƵƌď ƌĞƉůĂĐĞŵĞŶƚ ŝƐ ƉƌŽƉŽƐĞĚ͕ ƚŚĞ ĞǆŝƐƚŝŶŐĚŝƌĞĐƚͲďƵƌǇ ƐƚƌĞĞƚ ůŝŐŚƚ ǁŝƌĞ ŝƐ ƉƌŽƉŽƐĞĚƚŽďĞƌĞƉůĂĐĞĚǁŝƚŚŝŶĂĐŽŶĚƵŝƚ͘dŚĞŝƚǇŚĂƐĞǆƉĞƌŝĞŶĐĞĚŝŶĐƌĞĂƐĞĚŵĂŝŶƚĞŶĂŶĐĞĚƵĞƚŽ ĚĞƚĞƌŝŽƌĂƚŝŽŶŽĨƚŚĞĞǆŝƐƚŝŶŐĚŝƌĞĐƚͲďƵƌǇǁŝƌĞĂŶĚƚŚĞĨƵůůĐƵƌďƌĞŵŽǀĂůƉƌŽĐĞƐƐǁŽƵůĚůŝŬĞůǇĨƵƌƚŚĞƌ ŝŵƉĂĐƚƚŚĞĞǆŝƐƚŝŶŐǁŝƌŝŶŐĚƵƌŝŶŐĐŽŶƐƚƌƵĐƚŝŽŶ͘dŚĞŶĞǁǁŝƌĞĂŶĚĐŽŶĚƵŝƚǁŝůůƌĞƋƵŝƌĞƚŚĞŝŶƐƚĂůůĂƚŝŽŶ ŽĨŚĂŶĚŚŽůĞƐĂƚĞǀĞƌǇƐƚƌĞĞƚůŝŐŚƚƉŽůĞ͘&ĞĞĚƉŽŝŶƚĐĂďŝŶĞƚƐĂ ŶĚĐŽŶƚƌŽůůĞƌƐǁŝůůďĞĞǀĂůƵĂƚĞĚŝŶĞĂĐŚ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚۣϬEϭ͘ϭϯϬϴϱϴ WĂŐĞϲ ŶĞŝŐŚďŽƌŚŽŽĚĨŽƌƌĞƉůĂĐĞŵĞŶƚĂƐĂƉĂƌƚŽĨƚŚŝƐƉƌŽũĞĐƚ͘ &ŝŐƵƌĞϯĚŝƐƉůĂǇƐƚŚĞƉƌŽƉŽƐĞĚƐƚƌĞĞƚĂŶĚƐƚƌĞĞƚůŝŐŚƚŝŶŐŝŵƉƌŽǀĞŵĞŶƚƐƚŚƌŽƵŐŚŽƵƚƚŚĞWƌĞƐƚŝŐĞ ƐƚĂƚĞƐŶĞŝŐŚďŽƌŚŽŽĚ͘ ^E/dZz^tZ dŚĞ ƐĂŶŝƚĂƌǇ ƐĞǁĞƌ ŵĂŶŚŽůĞ ĐĂƐƚŝŶŐƐ ǁŝůů ďĞ ƐĂůǀĂŐĞĚ ĂŶĚ ƌĞŝŶƐƚĂůůĞĚ͘ dŚĞ ĞǆŝƐƚŝŶŐ ĐŽŶĐƌĞƚĞ ĂĚũƵƐƚŝŶŐ ƌŝŶŐƐ ǁŝůů ďĞ ƌĞƉůĂĐĞĚǁŝƚŚ ŶĞǁ ŚŝŐŚͲĚĞŶƐŝƚǇ ƉŽůǇĞƚŚǇůĞŶĞ ;,WͿĂĚũƵƐƚŝŶŐ ƌŝŶŐƐ ƚŽ ĐŽŶĨŽƌŵƚŽĐƵƌƌĞŶƚŝƚǇƐƚĂŶĚĂƌĚƐĂŶĚĚĞĨĞĐƚŝǀĞĐŽŶĞƐĞĐƚŝŽŶƐǁŝůůďĞƌĞƉůĂĐĞĚǁĞƌĞŶĞĐĞƐƐĂƌǇ͘ůů ƐĂŶŝƚĂƌǇƉŝƉĞƐǁĞƌĞŝĚĞŶƚŝĨŝĞĚĨƌŽŵƚŚĞƚĞůĞǀŝƐŝŶŐĂƐŝŶŐŽŽĚĐŽŶĚŝƚŝŽŶ͘ &ŝŐƵƌĞϰƐŚŽǁƐƚŚĞůŽĐĂƚŝŽŶƐŽĨƚŚĞƐĞƵƚŝůŝƚǇŝŵƉƌŽǀĞŵĞŶƚƐ͘ tdZD/E /ƚŝƐƉƌŽƉŽƐĞĚƚŚĂƚďƌŽŬĞŶǀĂůǀĞƚŽƉƐĞĐƚŝŽŶƐďĞƌĞŵŽǀĞĚĂŶĚƌĞƉůĂĐĞĚĂƐĂƉĂƌƚŽĨƚŚŝƐƉƌŽũĞĐƚ͘ƵĞ ƚŽƚŚĞĂŐĞŽĨƚŚĞǁĂƚĞƌŵĂŝŶĂŶĚŶŽŝŶĚŝĐĂƚĞĚďƌĞĂŬƐĨƌŽŵWƵďůŝĐtŽƌŬƐ͕ŶŽŶĞŽĨƚŚĞǀĂůǀĞƐǁŝůůďĞ ĚƵŐƵƉĂŶĚĐŚĞĐŬĞĚĨŽƌďŽůƚĐŽƌƌŽƐŝŽŶ͘&ŝŶĂůůǇ͕ŚǇĚƌĂŶƚƐǁŝůůďĞƌĞĐŽŶĚŝƚŝŽŶĞĚďǇƐĂŶĚďůĂƐƚŝŶŐĂŶĚ ƉĂŝŶƚŝŶŐ͕ĂŶĚĐŽŶĐƌĞƚĞŚǇĚƌĂŶƚĂĐĐĞƐƐƉĂĚƐĂƌĞƉƌŽƉŽƐĞĚƚŽďĞĐŽŶƐƚƌƵĐƚĞĚŝŶĂĐĐŽƌĚĂŶĐĞǁŝƚŚ ĐƵƌƌĞŶƚŝƚǇƐƚĂŶĚĂƌĚƐ͘ ^dKZD^tZ dŚĞƉƌŽƉŽƐĞĚĚĞƐŝŐŶŝŶĐůƵĚĞƐƌĞƉůĂĐŝŶŐĞǆŝƐƚŝŶŐĂĚũƵƐƚŝŶŐƌŝŶŐƐǁŝƚŚŶĞǁŚŝŐŚͲĚĞŶƐŝƚǇƉŽůǇĞƚŚǇůĞŶĞ ;,WͿĂĚũƵƐƚŝŶŐƌŝŶŐƐƚŽĐŽŶĨŽƌŵƚŽĐƵƌƌĞŶƚŝƚǇƐƚĂŶĚĂƌĚƐŽŶĂůůƐƚƌƵĐƚƵƌĞƐ͘KƚŚĞƌƐƚŽƌŵƐĞǁĞƌ ƌĞƉĂŝƌƐǁŝůůŝŶĐůƵĚĞĂĚĚŝŶŐϭͲĨŽŽƚƐĞĐƚŝŽŶƐƚŽƐƚƌƵĐƚƵƌĞƐǁŚĞƌĞŶĞĐĞƐƐĂƌǇĂŶĚƌĞƉůĂĐŝŶŐĨĂŝůŝŶŐƌŝƉƌĂƉ͘ ǆŝƐƚŝŶŐĐĂƐƚŝŶŐƐŝŶŐŽŽĚĐŽŶĚŝƚŝŽŶǁŝůůďĞƐĂůǀĂŐĞĚĂŶĚƌĞŝŶƐƚĂůůĞĚŽŶƚŚĞŶĞǁƌŝŶŐƐǁŚŝůĞďƌŽŬĞŶ ĐĂƐƚŝŶŐƐǁŝůůďĞƌĞƉůĂĐĞĚ͘DŝƐĐĞůůĂŶĞŽƵƐƐƚƌƵĐƚƵƌĞƉĂƚĐŚŝŶŐĂŶĚŽƚŚĞƌƌĞƉĂŝƌƐǁŝůůďĞƉĞƌĨŽƌŵĞĚĂƐ ŶĞĞĚĞĚ͘ &ŝŐƵƌĞϰĚŝƐƉůĂǇƐƚŚĞƵƚŝůŝƚǇŝŵƉƌŽǀĞŵĞŶƚƐƚŚƌŽƵŐŚŽƵƚƚŚĞWƌĞƐƚŝŐĞƐƚĂƚĞƐ͘ ^dKZDtdZYh>/dzEYhEd/dz ^ŝƚĞƐƉĞĐŝĨŝĐƐƚŽƌŵǁĂƚĞƌƌĂƚĞĂŶĚǀŽůƵŵĞĐŽŶƚƌŽů͕ŝŶĂĚĚŝƚŝŽŶƚŽƐƚŽƌŵǁĂƚĞƌƋƵĂůŝƚǇĐŽŶƐŝĚĞƌĂƚŝŽŶƐ͕ ǁŝůůŶŽƚŶĞĞĚƚŽďĞĂĚĚƌĞƐƐĞĚǁŝƚŚŝŶƚŚĞϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚƉƌŽũĞĐƚ͘^ŝŶĐĞƚŚĞƐƵŵŽĨƚŚĞ ŶĞǁŝŵƉĞƌǀŝŽƵƐĂŶĚĨƵůůǇƌĞĐŽŶƐƚƌƵĐƚĞĚŝŵƉĞƌǀŝŽƵƐƐƵƌĨĂĐĞƐǁŝůůŶŽƚĞƋƵĂůŽƌĞǆĐĞĞĚŽŶĞĂĐƌĞ͕ƐƚĂƚĞ ĂŶĚůŽĐĂůƐƚŽƌŵǁĂƚĞƌŵĂŶĂŐĞŵĞŶƚƌĞƋƵŝƌĞŵĞŶƚƐĂƌĞƐĂƚŝƐĨŝĞĚǁŝƚŚŝŶƚŚĞƐĐŽƉĞŽĨƚŚŝƐƉƌŽũĞĐƚ͘ s͘WZKWK^/DWZKsDEd^ʹ:D/sEh ^dZd^ ^ĞǀĞƌĂůƉĂǀĞŵĞŶƚƌĞŚĂďŝůŝƚĂƚŝŽŶŵĞƚŚŽĚƐǁĞƌĞĞǀĂůƵĂƚĞĚĨŽƌ:ĂŵĂŝĐĂǀĞŶƵĞŝŶĐůƵĚŝŶŐĂ ƐƚĂďŝůŝǌĞĚĨƵůůĚĞƉƚŚƌĞĐůĂŵĂƚŝŽŶ;^&ZͿ͕ĨƵůůƉĂǀĞŵĞŶƚƌĞƉůĂĐĞŵĞŶƚ͕ĂŶĚŵŝůůͲŽǀĞƌůĂǇ͘ůƚŚŽƵŐŚĂ ^&ZŝƐǁĂƌƌĂŶƚĞĚƚŽŝŵƉƌŽǀĞƚŚĞƐƚƌƵĐƚƵƌĂůĐĂƉĂĐŝƚǇŽĨƚŚĞƌŽĂĚǁĂǇĂŶĚĞĨĨĞĐƚŝǀĞůǇĂĚĚƌĞƐƐƚŚĞ ĞǆŝƐƚŝŶŐƉĂǀĞŵĞŶƚĚŝƐƚƌĞƐƐĞƐ͕ĚƵĞƚŽďƵĚŐĞƚĂƌǇĐŽŶƐƚƌĂŝŶƚƐ͕ƚŚĞŝŶƚĞŶƚŽĨƚŚŝƐƉƌŽũĞĐƚŚĂƐďĞĞŶ ƐĐĂůĞĚďĂĐŬƚŽĨŽĐƵƐŽŶƚŚĞƉĂǀĞŵĞŶƚƐƵƌĨĂĐĞŽŶůǇĂŶĚĂĚĚƌĞƐƐƚŚĞĞǆŝƐƚŝŶŐƌƵƚƐĨŽƌƉůŽǁŝŶŐĚƵƌŝŶŐ ƚŚĞǁŝŶƚĞƌ͘dŚĞƌĞĨŽƌĞ͕:ĂŵĂŝĐĂǀĞŶƵĞŝƐƉƌŽƉŽƐĞĚƚŽƵŶĚĞƌŐŽĂϮͲŝŶĐŚŵŝůůĂŶĚŽǀĞƌůĂǇ͘ƵĞƚŽ ƚŚĞĚĞƚĞƌŝŽƌĂƚĞĚƚƌĂŶƐǀĞƌƐĞũŽŝŶƚƐĂŶĚƐŽŵĞŽĨŝƐŽůĂƚĞĚĂƌĞĂƐŽĨƐĞǀĞƌĞƐƚƌŝƉƉŝŶŐŶŽƚĞĚŝŶƚŚĞ ĐŽƌĞƐ͕ŝƚŝƐĂŶƚŝĐŝƉĂƚĞĚƚŚĂƚĂƉƉƌŽǆŝŵĂƚĞůǇϭϱйŽĨƚŚĞƚŽƚĂůƉĂǀĞŵĞŶƚĂƌĞĂŵĂǇƌĞƋƵŝƌĞĨƵůůĚĞƉƚŚ ƉĂƚĐŚŝŶŐĂĨƚĞƌŵŝůůŝŶŐĂŶĚĂŶŽƚŚĞƌϭϬйŵĂǇƌĞƋƵŝƌĞĂƐŬŝŵƉĂƚĐŚŽǀĞƌũŽŝŶƚƐĂŶĚŽƚŚĞƌŵŝŶŽƌ ŝƌƌĞŐƵůĂƌŝƚŝĞƐ͘ƐǁŝƚŚĂŶǇŵŝůůͲŽǀĞƌůĂǇ͕ƌĞĨůĞĐƚŝǀĞĐƌĂĐŬŝŶŐƐŚŽƵůĚďĞĞǆƉĞĐƚĞĚǁŝƚŚŝŶƚŚĞĨŝƌƐƚǇĞĂƌ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚۣϬEϭ͘ϭϯϬϴϱϴ WĂŐĞϳ ĂŶĚƚŚĞƐĞĐƌĂĐŬƐǁŝůůƌĞƋƵŝƌĞŵĂŝŶƚĞŶĂŶĐĞŽǀĞƌƚŝŵĞƚŽƉƌŽůŽŶŐƚŚĞůŝĨĞŽĨƚŚĞŽǀĞƌůĂǇ͘ĂƐĞĚŽŶ DŶKdŐƵŝĚĂŶĐĞĂŶĚĂŶƚŝĐŝƉĂƚĞĚƚƌĂĨĨŝĐǀŽůƵŵĞƐĂŶĚƐƚƌƵĐƚƵƌĂůĐĂƉĂĐŝƚǇŽĨƚŚĞĞǆŝƐƚŝŶŐƌŽĂĚǁĂǇ͕ ĂϳͲϭϯǇĞĂƌůŝĨĞĞǆƉĞĐƚĂŶĐǇĨŽƌƚŚĞŵŝůůͲŽǀĞƌůĂǇĂƉƉĞĂƌƐƌĞĂƐŽŶĂďůĞ͘ ZĞƉůĂĐĞŵĞŶƚŽĨĐŽŶĐƌĞƚĞĐƵƌďĂŶĚŐƵƚƚĞƌƚŽƚŚĞĞǆƚĞŶƚŽĨƉĂƐƚƉĂǀĞŵĞŶƚŵĂŶĂŐĞŵĞŶƚƉƌŽũĞĐƚƐŝƐ ŶŽƚƉƌŽƉŽƐĞĚĂůŽŶŐ:ĂŵĂŝĐĂǀĞŶƵĞĚƵĞƚŽƚŚĞŵŝůůͲŽǀĞƌůĂǇŶĂƚƵƌĞŽĨƚŚĞƉƌŽũĞĐƚ͘ZĞƉĂŝƌŝŶŐĂůůƚŚĞ ĐƌĂĐŬƐ͕ƐĞƚƚůĞŵĞŶƚƐ͕ĂŶĚĚĞĨĞĐƚƐŝƐƚǇƉŝĐĂůůǇƌĞƐĞƌǀĞĚĨŽƌĨƵůůƉĂǀĞŵĞŶƚƌĞƉůĂĐĞŵĞŶƚŽƌ ƌĞĐŽŶƐƚƌƵĐƚŝŽŶƉƌŽũĞĐƚƐ͘dŚĞĐŽŶĐƌĞƚĞĐƵƌďĂŶĚŐƵƚƚĞƌǁŝůůŽŶůǇďĞƌĞƉůĂĐĞĚŝŶĂƌĞĂƐǁŚĞƌĞ ƉĞĚĞƐƚƌŝĂŶƌĂŵƉƐǁŝůůďĞƌĞƉůĂĐĞĚƚŽŵĞĞƚĐƵƌƌĞŶƚƐƚĂŶĚĂƌĚƐŽƌǁŚĞƌĞĂĨĨĞĐƚĞĚďǇƵƚŝůŝƚǇ ƌĞƉĂŝƌƐ͘ /ŶŽƌĚĞƌƚŽĂĐĐŽŵŵŽĚĂƚĞĂĨƵƚƵƌĞƐŝŐŶĂůƐǇƐƚĞŵĂƚϴϬƚŚ^ƚƌĞĞƚ͕ďŽƚŚŶŽƌƚŚĂŶĚƐŽƵƚŚͲďŽƵŶĚ :ĂŵĂŝĐĂǀĞŶƵĞĂƉƉƌŽĂĐŚĞƐǁŝůůŶĞĞĚŐĞŽŵĞƚƌŝĐŝŵƉƌŽǀĞŵĞŶƚƐƚŽĨĂĐŝůŝƚĂƚĞƚŚƌŽƵŐŚƚƌĂĨĨŝĐ͕Ăƚ ǁŚŝĐŚƚŝŵĞĂĨƵůůƌĞĐŽŶƐƚƌƵĐƚŝŽŶƐŚŽƵůĚďĞĐŽŽƌĚŝŶĂƚĞĚ͘dŚŽƐĞŝŵƉƌŽǀĞŵĞŶƚƐĂƌĞŶŽƚ ĐŽŶƚĞŵƉůĂƚĞĚŝŶƚŚŝƐƉƌŽũĞĐƚĂƐƚŚŝƐƉƌŽũĞĐƚŝƐǀŝĞǁĞĚĂƐĂŵĂŝŶƚĞŶĂŶĐĞƉƌŽũĞĐƚŽŶůǇ͘ ZĞƐƚŽƌĂƚŝŽŶŝƐĂŶƚŝĐŝƉĂƚĞĚƚŽĐŽŶƐŝƐƚŽĨƐĐƌĞĞŶĞĚ>ŽĂŵdŽƉƐŽŝůŽƌƌŽǁǁŝƚŚƐĞĞĚĂŶĚŚǇĚƌŽŵƵůĐŚ͘ dƌĂĨĨŝĐƐŝŐŶƐĂƌĞƉƌŽƉŽƐĞĚƚŽďĞƌĞƉůĂĐĞĚĂƐĂƉĂƌƚŽĨƚŚŝƐƉƌŽũĞĐƚƚŽŵĞĞƚĨĞĚĞƌĂůƌĞƚƌŽƌĞĨůĞĐƚŝǀŝƚǇ ƌĞƋƵŝƌĞŵĞŶƚƐ͘/ŶĂĚĚŝƚŝŽŶ͕ƐŝŐŶƐǁŝůůďĞĞǀĂůƵĂƚĞĚĨŽƌĐŽŶĨŽƌŵĂŶĐĞƚŽƚŚĞĂĚŽƉƚĞĚŝƚǇƐŝŐŶƉŽůŝĐǇ ĂŶĚƐŝŐŶƐǁŝůůďĞƌĞŵŽǀĞĚŽƌƐƵƉƉůĞŵĞŶƚĞĚĂƐƌĞƋƵŝƌĞĚ͘ &ŝŐƵƌĞϯĚŝƐƉůĂǇƐƚŚĞƐƚƌĞĞƚĂŶĚůŝŐŚƚŝŶŐŝŵƉƌŽǀĞŵĞŶƚƐĂůŽŶŐ:ĂŵĂŝĐĂǀĞŶƵĞ͘ t><tz ŽƐƚƐŚĂǀĞďĞĞŶŝŶĐůƵĚĞĚŝŶƚŚŝƐƌĞƉŽƌƚƚŽƵƉĚĂƚĞĂůůƉĞĚĞƐƚƌŝĂŶƌĂŵƉƐƚŽƚŚĞĐƵƌƌĞŶƚŵĞƌŝĐĂŶƐ ǁŝƚŚŝƐĂďŝůŝƚŝĞƐĐƚ;ͿƐƚĂŶĚĂƌĚƐ͘ůůƉĞĚĞƐƚƌŝĂŶƌĂŵƉƐǁŝůůďĞĞǀĂůƵĂƚĞĚĂŶĚƌĞĐŽŶƐƚƌƵĐƚĞĚƚŽ ĐŽŵƉůŝĂŶƚƉĞĚĞƐƚƌŝĂŶƌĂŵƉƐ͖ƚŚŝƐŵĂǇŝŶĐůƵĚĞƌĞŵŽǀŝŶŐƐŽŵĞƐĞŐŵĞŶƚƐŽĨĞǆŝƐƚŝŶŐƐŝĚĞǁĂůŬƚŽŵĞĞƚ ƚŚĞƌĞƋƵŝƌĞĚůĂŶĚŝŶŐƐĂŶĚŐƌĂĚĞƐ͘^ĞǀĞƌĂůƉĞĚĞƐƚƌŝĂŶƌĂŵƉƐĂůŽŶŐ:ĂŵĂŝĐĂǀĞŶƵĞŚĂǀĞďĞĞŶ ƌĞĐĞŶƚůǇ ƌĞĐŽŶƐƚƌƵĐƚĞĚ ŝŶ ƉĂƐƚ ƉĂǀĞŵĞŶƚ ŵĂŶĂŐĞŵĞŶƚ ƉƌŽũĞĐƚƐ ĂŶĚǁŝůůŶŽƚŶĞĞĚƚŽďĞ ƌĞĐŽŶƐƚƌƵĐƚĞĚĂƐƉĂƌƚŽĨƚŚŝƐƉƌŽũĞĐƚ͘ ^dZd>/',d/E' dŚĞĞǆŝƐƚŝŶŐƐƚƌĞĞƚůŝŐŚƚƐǇƐƚĞŵŚĂƐƌĞĐĞŝǀĞĚƐŽŵĞŵĂŝŶƚĞŶĂŶĐĞŽŶƚŚĞĞĂƐƚƐŝĚĞĨƌŽŵ:ĂƐŵŝŶĞ ǀĞŶƵĞƚŽϴϬƚŚ^ƚƌĞĞƚĂŶĚǁŝůůŶŽƚŶĞĞĚƌĞƉůĂĐĞŵĞŶƚ͘dŚĞƌĞŵĂŝŶŝŶŐƐƚƌĞĞƚůŝŐŚƚŝŶŐǁŝƌĞŝƐŝŶƉŽŽƌ ĐŽŶĚŝƚŝŽŶ͕ƌĞƐƵůƚŝŶŐŝŶƐĞǀĞƌĂůďƌĞĂŬƐŝŶƚŚĞůĂƐƚĐŽƵƉůĞŽĨǇĞĂƌƐ͘/ƚŝƐƉƌŽƉŽƐĞĚƚŚĂƚƚŚĞƌĞŵĂŝŶĚĞƌ ŽĨƚŚĞƐƚƌĞĞƚůŝŐŚƚŝŶŐǁŝƌĞǁŝůůďĞƌĞƉůĂĐĞĚǁŝƚŚƚŚĞƉƌŽũĞĐƚ͘/ŶƚĞƌƐĞĐƚŝŽŶůŝŐŚƚƉŽůĞƐĂƌĞƉƌŽƉŽƐĞĚƚŽ ďĞƌĞƉůĂĐĞĚƚŽŝŵƉƌŽǀĞůŝŐŚƚŝŶŐĂŶĚƐĂĨĞƚǇ͘dŚĞƌĞŵĂŝŶŝŶŐƐƚƌĞĞƚůŝŐŚƚƐĂƌĞĂůƐŽƉƌŽƉŽƐĞĚƚŽƵŶĚĞƌŐŽ ůƵŵŝŶĂŝƌĞƌĞƉůĂĐĞŵĞŶƚƐƚŽ>ĨŝǆƚƵƌĞƐƚŽĐŽŶĨŽƌŵƚŽƚŚĞĐƵƌƌĞŶƚŝƚǇƐƚĂŶĚĂƌĚ͘ ^E/dZz^tZ dŚĞ ƐĂŶŝƚĂƌǇ ƐĞǁĞƌ ŵĂŶŚŽůĞ ĐĂƐƚŝŶŐƐ ǁŝůů ďĞ ƐĂůǀĂŐĞĚ ĂŶĚ ƌĞŝŶƐƚĂůůĞĚ͘ dŚĞ ĞǆŝƐƚŝŶŐ ĐŽŶĐƌĞƚĞ ĂĚũƵƐƚŝŶŐ ƌŝŶŐƐ ǁŝůů ďĞ ƌĞƉůĂĐĞĚ ǁŝƚŚ ŶĞǁ ŚŝŐŚͲĚĞŶƐŝƚǇ ƉŽůǇĞƚŚǇůĞŶĞ ;,WͿ ĂĚũƵƐƚŝŶŐ ƌŝŶŐƐ ƚŽ ĐŽŶĨŽƌŵƚŽĐƵƌƌĞŶƚŝƚǇƐƚĂŶĚĂƌĚƐ͘ hƚŝůŝƚǇŝŵƉƌŽǀĞŵĞŶƚƐĂƌĞƐŚŽǁŶŝŶ&ŝŐƵƌĞϰ͘ tdZD/E dŚĞǀĂůǀĞďŽǆĞƐǁŝůůďĞĂĚũƵƐƚĞĚƚŽĨŝŶĂůŐƌĂĚĞƐĂŶĚĂŶǇďƌŽŬĞŶǀĂůǀĞƚŽƉƐĞĐƚŝŽŶƐǁŝůůďĞƌĞŵŽǀĞĚ ĂŶĚƌĞƉůĂĐĞĚĂƐƉĂƌƚŽĨƚŚŝƐƉƌŽũĞĐƚ͘ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚۣϬEϭ͘ϭϯϬϴϱϴ WĂŐĞϴ ^dKZD^tZ dŚĞŝŶƚĞŶƚŽĨƚŚŝƐƉƌŽũĞĐƚŝƐƚŽƌĞŚĂďŝůŝƚĂƚĞƚŚĞƌŽĂĚǁĂǇĂŶĚŶŽƚĐŚĂŶŐĞĞǆŝƐƚŝŶŐĚƌĂŝŶĂŐĞƉĂƚƚĞƌŶƐ͘ /ŶͲůŝŶĞƌĞƉĂŝƌƐĂƌĞƌĞĐŽŵŵĞŶĚĞĚƚŽĂĚĚƌĞƐƐƐŝŐŶŝĨŝĐĂŶƚĐƌĂĐŬƐ͕ǁŚŝůĞƉŝƉĞƐƚŚĂƚŚĂĚŚŽůĞƐŝŶƚŚĞŵ ĂƌĞƌĞĐŽŵŵĞŶĚĞĚƚŽďĞƌĞŵŽǀĞĚĂŶĚƌĞƉůĂĐĞĚ͘ĚũƵƐƚŵĞŶƚƌŝŶŐƐĨŽƌŵĂŶŚŽůĞƐǁŝůůďĞƌĞƉůĂĐĞĚ ǁŝƚŚ,WƌŝŶŐƐ͘^ŝŶĐĞƚŚĞĐƵƌďĂŶĚŐƵƚƚĞƌǁŝůůŶŽƚďĞƌĞƉůĂĐĞĚǁŝƚŚƚŚŝƐƉƌŽũĞĐƚ͕ĐĂƚĐŚďĂƐŝŶƌŝŶŐƐ ǁŝůůŽŶůǇďĞƌĞƉůĂĐĞĚŝĨƚŚĞǇĂƌĞĨĂŝůŝŶŐ͘dŚĞĞǆŝƐƚŝŶŐĐĂƐƚŝŶŐƐǁŝůůďĞƐĂůǀĂŐĞĚĂŶĚƌĞŝŶƐƚĂůůĞĚƵŶůĞƐƐ ƚŚĞǇĂƌĞĚĂŵĂŐĞĚŽƌĚŽŶŽƚŵĞĞƚĐƵƌƌĞŶƚŝƚǇƐƚĂŶĚĂƌĚƐ͘DŝƐĐĞůůĂŶĞŽƵƐƐƚƌƵĐƚƵƌĞƉĂƚĐŚŝŶŐĂŶĚ ŽƚŚĞƌƌĞƉĂŝƌƐǁŝůůďĞƉĞƌĨŽƌŵĞĚĂƐŶĞĞĚĞĚ͘ WƵďůŝĐtŽƌŬƐƐƚĂĨĨƉƌŽǀŝĚĞĚŝŶƉƵƚŽŶĂƌĞĂƐǁŝƚŚŚŝƐƚŽƌŝĐĚƌĂŝŶĂŐĞĐŽŶĐĞƌŶƐ͘EŽŵĂũŽƌĨůŽŽĚŝŶŐŽƌ ĚƌĂŝŶĂŐĞŝƐƐƵĞƐǁĞƌĞŶŽƚĞĚ͘ ^dKZDtdZYh>/dz ^ŝƚĞƐƉĞĐŝĨŝĐƐƚŽƌŵǁĂƚĞƌƌĂƚĞĂŶĚǀŽůƵŵĞĐŽŶƚƌŽů͕ŝŶĂĚĚŝƚŝŽŶƚŽƐƚŽƌŵǁĂƚĞƌƋƵĂůŝƚǇĐŽŶƐŝĚĞƌĂƚŝŽŶƐ͕ ǁŝůůŶŽƚŶĞĞĚƚŽďĞĂĚĚƌĞƐƐĞĚǁŝƚŚŝŶƚŚĞϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚƉƌŽũĞĐƚ͘^ŝŶĐĞƚŚĞƐƵŵŽĨƚŚĞ ŶĞǁŝŵƉĞƌǀŝŽƵƐĂŶĚĨƵůůǇƌĞĐŽŶƐƚƌƵĐƚĞĚŝŵƉĞƌǀŝŽƵƐƐƵƌĨĂĐĞƐǁŝůůŶŽƚĞƋƵĂůŽƌĞǆĐĞĞĚŽŶĞĂĐƌĞ͕ƐƚĂƚĞ ĂŶĚůŽĐĂůƐƚŽƌŵǁĂƚĞƌŵĂŶĂŐĞŵĞŶƚƌĞƋƵŝƌĞŵĞŶƚƐĂƌĞƐĂƚŝƐĨŝĞĚǁŝƚŚŝŶƚŚĞƐĐŽƉĞŽĨƚŚŝƐƉƌŽũĞĐƚ͘ s/͘WZD/d^E^DEdZYh/Z 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WƌĞƐƚŝŐĞƐƚĂƚĞƐ EĞŝŐŚďŽƌŚŽŽĚ dƌĂŝůKƵƚůŽƚ ϭϬͲϬϮϳͲϮϭͲϰϯͲϬϬϲϮϮϬ͘Ϭ Ψϴϰ͘ϴϱ Ψϭ͕ϲϵϳ͘ϬϬ WƌĞƐƚŝŐĞ^ƵďƚŽƚĂů͗ ΨϮ͕ϵϴϲ͘ϳϮ :ĂŵĂŝĐĂǀĞŶƵĞ Eͬ Eͬ Eͬ Eͬ dŽƚĂůƐ͗ ΨϮ͕ϵϴϲ͘ϳϮ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚۣϬEϭ͘ϭϯϬϴϱϴ WĂŐĞϭϬ dĂďůĞϳ͘ϰʹƐƚŝŵĂƚĞĚŽƐƚůůŽĐĂƚŝŽŶWĞƌWŽůŝĐǇ >ŽĐĂƚŝŽŶƐƚŝŵĂƚĞĚWƌŽũĞĐƚ ŽƐƚ ĂůĐƵůĂƚĞĚ ƐƐĞƐƐŵĞŶƚ ĞĚƵĐƚ ZĞƐŝĚĞŶƚŝĂů ĚũƵƐƚĞĚŽƐƚ ZĞƐŝĚĞŶƚŝĂů ƐƐĞƐƐĞĚŵŽƵŶƚ ;ϰϱйŽĨdŽƚĂůͿ WƌĞƐƚŝŐĞƐƚĂƚĞƐ EĞŝŐŚďŽƌŚŽŽĚΨϭ͕ϭϳϬ͕Ϭϭϴ͘Ϯϲ ;ΨϮ͕ϵϴϲ͘ϳϮͿ Ψϭ͕ϭϲϳ͕Ϭϯϭ͘ϱϱ ΨϱϮϱ͕ϭϲϰ͘ϭϵ :ĂŵĂŝĐĂǀĞŶƵĞΨϮ͕Ϭϰϰ͕ϱϮϵ͘ϮϲEͬ Eͬ Eͬ dŽƚĂů͗Ψϯ͕ϮϬϯ͕ϴϮϬ͘ϳϳ ;ΨϮ͕ϵϴϲ͘ϳϮͿ Ψϭ͕ϭϲϳ͕Ϭϯϭ͘ϱϱ ΨϱϮϱ͕ϭϲϰ͘ϭϵ ĂƐĞĚŽŶƚŚĞƚĂďůĞďĞůŽǁ͕ƚŚĞƚŽƚĂůƐŝŶŐůĞĨĂŵŝůǇƌĞƐŝĚĞŶƚŝĂůĂƐƐĞƐƐŵĞŶƚŝƐΨϲ͕ϲϰϳ͘ϲϱƉĞƌƵŶŝƚŝŶ ƚŚĞWƌĞƐƚŝŐĞƐƚĂƚĞƐEĞŝŐŚďŽƌŚŽŽĚ͘ dĂďůĞϳ͘ϱʹƐƚŝŵĂƚĞĚŽƐƚWĞƌZĞƐŝĚĞŶƚŝĂůhŶŝƚ >ŽĐĂƚŝŽŶ ƐƐĞƐƐĂďůĞ Z>ϭ hŶŝƚƐ ƐƐĞƐƐĞĚŵŽƵŶƚ ;ϰϱйŽĨdŽƚĂůͿ ƐƐĞƐƐĞĚŽƐƚWĞƌ Z>hŶŝƚWĞƌWŽůŝĐǇ ^ƉĞĐŝĂůĞŶĞĨŝƚ ƉƉƌĂŝƐĂů WƌĞƐƚŝŐĞƐƚĂƚĞƐ EĞŝŐŚďŽƌŚŽŽĚϳϵ ΨϱϮϱ͕ϭϲϰ͘ϭϵ Ψϲ͕ϲϰϳ͘ϲϱ Ψϳ͕ϱϬϬ :ĂŵĂŝĐĂǀĞŶƵĞ Eͬ Eͬ Eͬ Eͬ ϭ͘ZĞƐŝĚĞŶƚŝĂůĂƐƐĞƐƐŵĞŶƚƐĂƌĞĂƉƉŽƌƚŝŽŶĞĚĂŵŽŶŐďĞŶĞĨŝƚĞĚƌĞƐŝĚĞŶƚŝĂůďƵŝůĚĂďůĞůŽƚĞƋƵŝǀĂůĞŶƚƐ;Z>Ϳ͘WĞƌƚŚĞ/Dd& ƉŽůŝĐǇ͕ĞĂĐŚƐŝŶŐůĞͲĨĂŵŝůǇůŽƚŝƐϭ͘ϬZ>͘ 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ĞĐĂƵƐĞƚŚĞƉƌŽƉĞƌƚŝĞƐǁŝƚŚŝŶƚŚĞƉƌŽũĞĐƚĂƌĞĂďĞŶĞĨŝƚĨƌŽŵƚŚĞƉƌŽƉŽƐĞĚŝŵƉƌŽǀĞŵĞŶƚƐ͕ĂŶĚƚŚĞ ƉƌŽũĞĐƚǁŝůůďĞƉĂƌƚŝĂůůǇĨƵŶĚĞĚƚŚƌŽƵŐŚĂƐƐĞƐƐŵĞŶƚ͕ŝƚǁŝůůďĞŶĞĐĞƐƐĂƌǇĨŽƌƚŚĞŝƚǇƚŽŚŽůĚĂƉƵďůŝĐ ŝŵƉƌŽǀĞŵĞŶƚŚĞĂƌŝŶŐƚŽƌĞĐĞŝǀĞĐŽŵŵĞŶƚŽŶƚŚĞƉƌŽƉŽƐĞĚƉƌŽũĞĐƚĂŶĚƚŽĚĞƚĞƌŵŝŶĞĨƵƌƚŚĞƌĂĐƚŝŽŶ ƚŽďĞƚĂŬĞŶ͘ y͘WZK:d^,h> ĞůŽǁŝƐƚŚĞƉƌŽƉŽƐĞĚƐĐŚĞĚƵůĞĂƐƐƵŵŝŶŐƐƚĂƌƚŝŶŐĐŽŶƐƚƌƵĐƚŝŽŶŝŶϮϬϮϰ͗ •ϬϱͬϭϳͬϮϬϮϯ ŽƵŶĐŝůKƌĚĞƌƐ&ĞĂƐŝďŝůŝƚǇZĞƉŽƌƚ •ϬϭͬϬϯͬϮϬϮϰ ŽƵŶĐŝůtŽƌŬƐŚŽƉ •ϬϭͬϭϳͬϮϬϮϰ ŽƵŶĐŝůZĞĐĞŝǀĞƐĂŶĚƉƉƌŽǀĞƐ&ĞĂƐŝďŝůŝƚǇZĞƉŽƌƚ ŽƵŶĐŝů^ĞƚƐĂWƵďůŝĐ/ŵƉƌŽǀĞŵĞŶƚ,ĞĂƌŝŶŐĂƚĞ ŽƵŶĐŝůKƌĚĞƌƐƚŚĞWƌĞƉĂƌĂƚŝŽŶŽĨƚŚĞWůĂŶƐĂŶĚ^ƉĞĐŝĨŝĐĂƚŝŽŶƐ •ϬϭͬϯϬͬϮϬϮϰ ,ŽůĚWƌĞƐƚŝŐĞƐƚĂƚĞƐEĞŝŐŚďŽƌŚŽŽĚDĞĞƚŝŶŐ •ϬϮͬϬϳͬϮϬϮϰ ŽƵŶĐŝů,ŽůĚƐWƵďůŝĐ/ŵƉƌŽǀĞŵĞŶƚ,ĞĂƌŝŶŐ •ϬϮͬϮϭͬϮϬϮϰ ŽƵŶĐŝůƉƉƌŽǀĞƐWƌĞƐƚŝŐĞƐƚĂƚĞƐWůĂŶƐĂŶĚ^ƉĞĐŝĨŝĐĂƚŝŽŶƐ •ϬϯͬϬϲͬϮϬϮϰ ŽƵŶĐŝůƉƉƌŽǀĞƐ:ĂŵĂŝĐĂǀĞŶƵĞWůĂŶƐĂŶĚ^ƉĞĐŝĨŝĐĂƚŝŽŶƐ •ϬϯͬϮϭͬϮϬϮϰ WƌĞƐƚŝŐĞƐƚĂƚĞƐŝĚĂƚĞ •ϬϰͬϬϯͬϮϬϮϰ WƌĞƐƚŝŐĞƐƚĂƚĞƐŽŶƚƌĂĐƚǁĂƌĚ •ϬϰͬϬϰͬϮϬϮϰ :ĂŵĂŝĐĂǀĞŶƵĞŝĚĂƚĞ •ϬϰͬϭϳͬϮϬϮϰ :ĂŵĂŝĐĂǀĞŶƵĞŽŶƚƌĂĐƚǁĂƌĚ •^ƉƌŝŶŐϮϬϮϰ ĞŐŝŶŽŶƐƚƌƵĐƚŝŽŶ •^ĞƉƚĞŵďĞƌϮϬϮϰ ŽŵƉůĞƚĞŽŶƐƚƌƵĐƚŝŽŶ •^ĞƉƚĞŵďĞƌϮϬϮϰ 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dŚŽŵƉƐŽŶ'ƌŽǀĞϭƐƚ͕ϲƚŚ͕ϳƚŚ͕ĂŶĚϭϬƚŚĚĚŝƚŝŽŶƐʹWĂǀĞŵĞŶƚZĞƉůĂĐĞŵĞŶƚΘ^ƉŽƚ ƵƌďΨϭϰϳ͘ϴϭͬ>& &ŝŶĂŶĐŝĂůƌĞƐƉŽŶƐŝďŝůŝƚŝĞƐŚĂǀĞďĞĞŶĚĞƚĞƌŵŝŶĞĚďĂƐĞĚŽŶĞƐƚŝŵĂƚĞĚƉƌŽũĞĐƚĐŽƐƚƐĂƐǁĞůůĂƐĂĚŽƉƚĞĚ ŝƚǇƉŽůŝĐǇ͘&ƵŶĚŝŶŐƐŽƵƌĐĞƐĐŽŶƐŝƐƚŽĨĂƐƐĞƐƐŵĞŶƚƐƚŽďĞŶĞĨŝƚƚĞĚƉƌŽƉĞƌƚŝĞƐĂŶĚƵƐĞŽĨĞǆŝƐƚŝŶŐ ĚĞƐŝŐŶĂƚĞĚŝƚǇĨƵŶĚƐ͘ ĂƐĞĚŽŶƚŚĞŝŶĨŽƌŵĂƚŝŽŶĐŽŶƚĂŝŶĞĚŚĞƌĞŝŶ͕ŝƚĐĂŶďĞĐŽŶĐůƵĚĞĚƚŚĂƚƚŚĞĐŽŶƐƚƌƵĐƚŝŽŶŽĨƵƚŝůŝƚǇĂŶĚ ƐƚƌĞĞƚŝŵƉƌŽǀĞŵĞŶƚƐŝƐĨĞĂƐŝďůĞ͘dŚĞĚĞƚĞƌŝŽƌĂƚĞĚĐŽŶĚŝƚŝŽŶŽĨƚŚĞƉĂǀĞŵĞŶƚ͕ƐƚĂďůĞĐŽŶĚŝƚŝŽŶŽĨ ƚŚĞƐƵďŐƌĂĚĞ͕ĂŶĚĐŽŶĚŝƚŝŽŶŽĨƚŚĞĐŽŶĐƌĞƚĞĐƵƌďĂŶĚŐƵƚƚĞƌƐƵƉƉŽƌƚƐƚŚĞƌĞĐŽŵŵĞŶĚĂƚŝŽŶŽĨƚŚĞ ƉĂǀĞŵĞŶƚ ƌĞƉůĂĐĞŵĞŶƚ ǁŝƚŚ ĨƵůů ĐƵƌď ĂŶĚ ŐƵƚƚĞƌ ƌĞƉůĂĐĞŵĞŶƚ ĨŽƌWƌĞƐƚŝŐĞ ƐƚĂƚĞƐ͘ dŚĞ ŝŵƉƌŽǀĞŵĞŶƚƐĂƌĞĐŽƐƚĞĨĨĞĐƚŝǀĞĂƐƚŚĞǇƵƚŝůŝǌĞƚŚĞĞǆŝƐƚŝŶŐŐƌĂǀĞůƐĞĐƚŝŽŶĂŶĚŬĞĞƉĞǆŝƐƚŝŶŐĐƵƌď ĂŶĚŐƵƚƚĞƌǁŚĞƌĞǀĞƌƉŽƐƐŝďůĞ͘dŚĞŵŝůůͲŽǀĞƌůĂǇŵĂŝŶƚĞŶĂŶĐĞƉƌŽũĞĐƚĂůŽŶŐ:ĂŵĂŝĐĂǀĞŶƵĞǁŝůů ƚĞŵƉŽƌĂƌŝůǇĂĚĚƌĞƐƐƚŚĞƌƵƚƚŝŶŐĂŶĚŽƚŚĞƌƐƵƌĨĂĐĞĚĞĨĞĐƚƐƉƌĞƐĞŶƚ͕ďƵǇŝŶŐƐŽŵĞƚŝŵĞƉƌŝŽƌƚŽĂŵŽƌĞ ƐƵďƐƚĂŶƚŝĂůƌĞŚĂďŝůŝƚĂƚŝŽŶƉƌŽũĞĐƚ͘ &ƌŽŵĂŶĞŶŐŝŶĞĞƌŝŶŐƐƚĂŶĚƉŽŝŶƚ͕ƚŚŝƐƉƌŽũĞĐƚŝƐĨĞĂƐŝďůĞ͕ŶĞĐĞƐƐĂƌǇ͕ĐŽƐƚĞĨĨĞĐƚŝǀĞ͕ĂŶĚĐĂŶďĞƐƚďĞ ĂĐĐŽŵƉůŝƐŚĞĚďǇůĞƚƚŝŶŐĐŽŵƉĞƚŝƚŝǀĞďŝĚƐĨŽƌƚŚĞǁŽƌŬ͘ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚͮϬEϭ͘ϭϯϬϴϱϴ ƉƉĞŶĚŝǆ͗ǆŝƐƚŝŶŐWĂǀĞŵĞŶƚŽŶĚŝƚŝŽŶWŚŽƚŽƐ ƉƉĞŶĚŝǆ͗ǆŝƐƚŝŶŐWĂǀĞŵĞŶƚŽŶĚŝƚŝŽŶ WŚŽƚŽƐ ƉƉĞŶĚŝǆ͗ǆŝƐƚŝŶŐWĂǀĞŵĞŶƚŽŶĚŝƚŝŽŶWŚŽƚŽƐ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚͮϬEϭ͘ϭϯϬϴϱϴ WĂŐĞͲϭ WƌĞƐƚŝŐĞƐƚĂƚĞƐϭƐƚĚĚŝƚŝŽŶ ƉƉƌŽǆŝŵĂƚĞ>ŽĐĂƚŝŽŶ͗ϵϰϵϰϳϵƚŚ^ƚƌĞĞƚ WĂƚĐŚŝŶŐĚƵĞƚŽůŝŬĞůǇĂƐƉŚĂůƚƐƚƌŝƉƉŝŶŐĂůŽŶŐĐƵƌď͕ĞǆƚĞŶƐŝǀĞůŽŶŐŝƚƵĚŝŶĂůĐƌĂĐŬŝŶŐ WƌĞƐƚŝŐĞƐƚĂƚĞƐϮŶĚĚĚŝƚŝŽŶ ƉƉƌŽǆŝŵĂƚĞ>ŽĐĂƚŝŽŶ͗ϳϬϵϭ:ŽĐĞůǇŶ ^ĞǀĞƌĞĂƐƉŚĂůƚƐƚƌŝƉƉŝŶŐ͕ĞǆƚĞŶƐŝǀĞƐƵƌĨĂĐĞĚĞƚĞƌŝŽƌĂƚŝŽŶ͕ĂŶĚƉƌĞǀŝŽƵƐƉĂƚĐŚŝŶŐ ƉƉĞŶĚŝǆ͗ǆŝƐƚŝŶŐWĂǀĞŵĞŶƚŽŶĚŝƚŝŽŶWŚŽƚŽƐ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚͮϬEϭ͘ϭϯϬϴϱϴ WĂŐĞͲϮ WƌĞƐƚŝŐĞƐƚĂƚĞƐŽŶƚŚĞWĂƌŬ ƉƉƌŽǆŝŵĂƚĞ>ŽĐĂƚŝŽŶ͗ϳϵϱϴ:ĞŶŶĞƌ WƌĞǀŝŽƵƐƉĂƚĐŚŝŶŐĂŶĚƚŚŝŶŽǀĞƌůĂǇŽǀĞƌƐƚƌŝƉƉĞĚĂƐƉŚĂůƚ WƌĞƐƚŝŐĞƐƚĂƚĞƐ ƉƉƌŽǆŝŵĂƚĞ>ŽĐĂƚŝŽŶ͗:ĂƐŵŝŶĞǀĞŶƵĞ ^ĞǀĞƌĞůǇƐƚƌŝƉƉĞĚĂƐƉŚĂůƚƉĂǀĞŵĞŶƚĐŽƌĞ͕ĞŶƚŝƌĞĚĞƉƚŚ͕ďƌŽŬĞŶƵƉŽŶĞǆƚƌĂĐƚŝŽŶ ƉƉĞŶĚŝǆ͗ǆŝƐƚŝŶŐWĂǀĞŵĞŶƚŽŶĚŝƚŝŽŶWŚŽƚŽƐ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚͮϬEϭ͘ϭϯϬϴϱϴ WĂŐĞͲϯ :ĂŵĂŝĐĂǀĞŶƵĞ^ ƉƉƌŽǆŝŵĂƚĞ>ŽĐĂƚŝŽŶ͗^ŽƵƚŚŽĨ,ŝůůƐŝĚĞdƌĂŝůĂŶĚŶŽƌƚŚŽĨϵϬƚŚ^ƚƌĞĞƚ dǇƉŝĐĂůƚƌĂŶƐǀĞƌƐĞũŽŝŶƚĚĞƚĞƌŝŽƌĂƚŝŽŶĂŶĚƉĂƚĐŚŝŶŐĂƌĞĂƐ͕ŝŵƉĂĐƚŝŶŐƌŝĚĞƋƵĂůŝƚǇ :ĂŵĂŝĐĂǀĞŶƵĞ^ ƉƉƌŽǆŝŵĂƚĞ>ŽĐĂƚŝŽŶ͗EŽƌƚŚďŽƵŶĚ:ĂŵĂŝĐĂ͕ŶŽƌƚŚŽĨ,ŝůůƐŝĚĞdƌĂŝů^ ZƵƚƚŝŶŐŝŶǁŚĞĞůƉĂƚŚƐ͕ƉĂƚĐŚŝŶŐĂƚĚĞƚĞƌŝŽƌĂƚĞĚƚƌĂŶƐǀĞƌƐĞũŽŝŶƚƐ ƉƉĞŶĚŝǆ͗ǆŝƐƚŝŶŐWĂǀĞŵĞŶƚŽŶĚŝƚŝŽŶWŚŽƚŽƐ ϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚͮϬEϭ͘ϭϯϬϴϱϴ WĂŐĞͲϰ :ĂŵĂŝĐĂǀĞŶƵĞ^ ƉƉƌŽǆŝŵĂƚĞ>ŽĐĂƚŝŽŶ͗/ŵŵĞĚŝĂƚĞůǇŶŽƌƚŚŽĨ,ŝůůƐŝĚĞdƌĂŝů^ŝŶƚĞƌƐĞĐƚŝŽŶ ^ĞǀĞƌĞƌƵƚƚŝŶŐŝŶŝŶƐŝĚĞůĂŶĞĂĚũĂĐĞŶƚƚŽŵĞĚŝĂŶ͕ƚǇƉŝĐĂůƚƌĂŶƐǀĞƌƐĞũŽŝŶƚĚĞƚĞƌŝŽƌĂƚŝŽŶ :ĂŵĂŝĐĂǀĞŶƵĞ^ ƉƉƌŽǆŝŵĂƚĞ>ŽĐĂƚŝŽŶ͗^ŽƵƚŚďŽƵŶĚ:ĂŵĂŝĐĂ͕ŶŽƌƚŚŽĨ,ŝůůƐŝĚĞΘƐŽƵƚŚŽĨ:ĂƐŵŝŶĞ WƌĞǀŝŽƵƐƉĂƚĐŚŝŶŐĚƵĞƚŽƐƵƌĨĂĐĞĚĞƚĞƌŝŽƌĂƚŝŽŶĨŽƌŵĂƐƉŚĂůƚƐƚƌŝƉƉŝŶŐ ƉƉĞŶĚŝǆ͗ŽƐƚƐƚŝŵĂƚĞ^ƵŵŵĂƌǇ ŽƐƚƐƚŝŵĂƚĞ^ƵŵŵĂƌǇ>ŽĐĂƚŝŽŶ&ĞĂƐŝďŝůŝƚǇZĞƉŽƌƚŽŶƐƚƌƵĐƚŝŽŶŽƐƚdŽƚĂůŽƐƚϭĞĚƵĐƚ&Žƌ^ƚƌĞĞƚtŝĚƚŚĞĚƵĐƚ&ŽƌŝƚǇWƌŽƉĞƌƚǇƐƐĞƐƐŵĞŶƚĞĚƵĐƚKƚŚĞƌZĞƐŝĚĞŶƚŝĂůĚũƵƐƚĞĚdŽƚĂůŽƐƚZĞƐŝĚĞŶƚŝĂůƐƐĞƐƐĞĚŵŽƵŶƚŝƚǇ&ƵŶĚƐ^ĂŶŝƚĂƌǇhƚŝůŝƚǇ&ƵŶĚtĂƚĞƌhƚŝůŝƚǇ&ƵŶĚ^ƚŽƌŵǁĂƚĞƌhƚŝůŝƚǇ&ƵŶĚ^ƚƌĞĞƚůŝŐŚƚŶƚĞƌƉƌŝƐĞ&ƵŶĚWůĂǇŐƌŽƵŶĚͬWĂƌŬ^ŚĞůƚĞƌZĞƉůĂĐĞŵĞŶƚͬWƵďůŝĐ>ĂŶĚƐĐĂƉĞ/ŶŝƚŝĂƚŝǀĞdƌĂŝůZĞƉůĂĐĞŵĞŶƚ&ƵŶĚ'ĞŶĞƌĂů>ĞǀǇ^ŝŶŐůĞ&ĂŵŝůǇhŶŝƚƐZ>hŶŝƚƐ^ŝŶŐůĞ&ĂŵŝůǇƐƐĞƐƐĞĚΨͬhŶŝƚ^ŝŶŐůĞ&ĂŵŝůǇƐƐĞƐƐĞĚΨͬhŶŝƚϰϱйŽĨĚũƵƐƚĞĚWƌĞƐƚŝŐĞƐƚĂƚĞƐ^ƚƌĞĞƚƐ Ψϳϭϵ͕ϱϳϲ͘ϬϬ ΨϵϲϮ͕ϰϯϮ͘ϵϬ ΨϬ͘ϬϬ ;ΨϮ͕ϰϱϲ͘ϴϭͿ ΨϬ͘ϬϬ Ψϵϱϵ͕ϵϳϲ͘Ϭϵ Ψϰϯϭ͕ϵϴϵ͘Ϯϰ ΨϱϯϬ͕ϰϰϯ͘ϲϲ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϱϯϬ͕ϰϰϯ͘ϲϲ^ĂŶŝƚĂƌǇ^ĞǁĞƌ ΨϮϬ͕ϯϱϬ͘ϬϬ ΨϮϳ͕Ϯϭϴ͘ϭϯ ΨϬ͘ϬϬ ;Ψϲϵ͘ϰϴͿ ΨϬ͘ϬϬ ΨϮϳ͕ϭϰϴ͘ϲϱ ΨϭϮ͕Ϯϭϲ͘ϴϵ Ψϭϱ͕ϬϬϭ͘Ϯϰ Ψϭϱ͕ϬϬϭ͘Ϯϰ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬtĂƚĞƌDĂŝŶ Ψϭϲ͕ϲϰϬ͘ϬϬ ΨϮϮ͕Ϯϱϲ͘ϬϬ ΨϬ͘ϬϬ ;Ψϱϲ͘ϴϭͿ ΨϬ͘ϬϬ ΨϮϮ͕ϭϵϵ͘ϭϵ Ψϵ͕ϵϴϵ͘ϲϰ ΨϭϮ͕Ϯϲϲ͘ϯϲ ΨϬ͘ϬϬ ΨϭϮ͕Ϯϲϲ͘ϯϲ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬΨϲ͕ϲϰϳ͘ϲϱ Ψϳ͕ϱϬϬ͘ϬϬ^ƚŽƌŵ^ĞǁĞƌ Ψϯϱ͕ϵϳϰ͘ϬϬ Ψϰϴ͕ϭϭϱ͘Ϯϯ ΨϬ͘ϬϬ ;ΨϭϮϮ͘ϴϮͿ ΨϬ͘ϬϬ Ψϰϳ͕ϵϵϮ͘ϰϭ ΨϮϭ͕ϱϵϲ͘ϱϴ ΨϮϲ͕ϱϭϴ͘ϲϱ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϮϲ͕ϱϭϴ͘ϲϱ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ^ƚƌĞĞƚ>ŝŐŚƚŝŶŐ ΨϴϮ͕ϮϰϬ͘ϬϬ ΨϭϬϵ͕ϵϵϲ͘ϬϬ ΨϬ͘ϬϬ ;ΨϮϴϬ͘ϳϵͿ ΨϬ͘ϬϬ ΨϭϬϵ͕ϳϭϱ͘Ϯϭ Ψϰϵ͕ϯϳϭ͘ϴϰ ΨϲϬ͕ϲϮϰ͘ϭϲ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϲϬ͕ϲϮϰ͘ϭϲ^ƵďƚŽƚĂůΨϴϳϰ͕ϳϴϬ͘ϬϬ Ψϭ͕ϭϳϬ͕Ϭϭϴ͘Ϯϲ ΨϬ͘ϬϬ ;ΨϮ͕ϵϴϲ͘ϳϮͿ ΨϬ͘ϬϬ Ψϭ͕ϭϲϳ͕Ϭϯϭ͘ϱϱ ΨϱϮϱ͕ϭϲϰ͘ϭϵ Ψϲϰϰ͕ϴϱϰ͘Ϭϳ Ψϭϱ͕ϬϬϭ͘Ϯϰ ΨϭϮ͕Ϯϲϲ͘ϯϲ ΨϮϲ͕ϱϭϴ͘ϲϱ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ Ψϱϵϭ͕Ϭϲϳ͘ϴϮ:ĂŵĂŝĐĂǀĞŶƵĞ^ƚƌĞĞƚƐ Ψϵϯϳ͕ϬϮϮ͘ϬϬ Ψϭ͕Ϯϱϯ͕Ϯϲϲ͘ϵϯ ΨϬ͘ϬϬ ;Ψϭ͕Ϯϱϯ͕Ϯϲϲ͘ϵϯͿ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ Ψϭ͕Ϯϱϯ͕Ϯϲϲ͘ϵϯ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ Ψϭ͕Ϯϱϯ͕Ϯϲϲ͘ϵϯ^ĂŶŝƚĂƌǇ^ĞǁĞƌ ΨϮϰ͕ϰϴϬ͘ϬϬ ΨϯϮ͕ϳϰϮ͘ϬϬ ΨϬ͘ϬϬ ;ΨϯϮ͕ϳϰϮ͘ϬϬͿ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϯϮ͕ϳϰϮ͘ϬϬ ΨϯϮ͕ϳϰϮ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬtĂƚĞƌDĂŝŶ Ψϯ͕ϭϬϬ͘ϬϬ Ψϰ͕ϭϰϲ͘Ϯϱ ΨϬ͘ϬϬ ;Ψϰ͕ϭϰϲ͘ϮϱͿ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ Ψϰ͕ϭϰϲ͘Ϯϱ ΨϬ͘ϬϬ Ψϰ͕ϭϰϲ͘Ϯϱ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬΨϬ͘ϬϬ ΨϬ͘ϬϬ^ƚŽƌŵ^ĞǁĞƌ Ψϭϳϭ͕ϭϯϯ͘ϬϬ ΨϮϮϴ͕ϴϵϬ͘ϯϵ ΨϬ͘ϬϬ ;ΨϮϮϴ͕ϴϵϬ͘ϯϵͿ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϮϮϴ͕ϴϵϬ͘ϯϵ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϮϮϴ͕ϴϵϬ͘ϯϵ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ^ƚƌĞĞƚ>ŝŐŚƚŝŶŐ Ψϯϴϰ͕ϴϲϱ͘ϬϬ Ψϱϭϰ͕ϳϱϲ͘ϵϰ ΨϬ͘ϬϬ ;Ψϱϭϰ͕ϳϱϲ͘ϵϰͿ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ Ψϱϭϰ͕ϳϱϲ͘ϵϰ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ Ψϱϭϰ͕ϳϱϲ͘ϵϰ^ƵďƚŽƚĂůΨϭ͕ϱϮϬ͕ϲϬϬ͘ϬϬ ΨϮ͕Ϭϯϯ͕ϴϬϮ͘ϱϭ ΨϬ͘ϬϬ ;ΨϮ͕Ϭϯϯ͕ϴϬϮ͘ϱϭͿ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϮ͕Ϭϯϯ͕ϴϬϮ͘ϱϭ ΨϯϮ͕ϳϰϮ͘ϬϬ Ψϰ͕ϭϰϲ͘Ϯϱ ΨϮϮϴ͕ϴϵϬ͘ϯϵ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ Ψϭ͕ϳϲϴ͕ϬϮϯ͘ϴϳdŽƚĂůƐͲWƌŽũĞĐƚ ΨϮ͕ϯϵϱ͕ϯϴϬ͘ϬϬ Ψϯ͕ϮϬϯ͕ϴϮϬ͘ϳϳ ΨϬ͘ϬϬ ;ΨϮ͕Ϭϯϲ͕ϳϴϵ͘ϮϯͿ ΨϬ͘ϬϬ Ψϭ͕ϭϲϳ͕Ϭϯϭ͘ϱϱ ΨϱϮϱ͕ϭϲϰ͘ϭϵ ΨϮ͕ϲϳϴ͕ϲϱϲ͘ϱϴ Ψϰϳ͕ϳϰϯ͘Ϯϰ Ψϭϲ͕ϰϭϮ͘ϲϭ ΨϮϱϱ͕ϰϬϵ͘Ϭϰ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϬ͘ϬϬ ΨϮ͕ϯϱϵ͕Ϭϵϭ͘ϲϵϭ͘/ŶĐůƵĚĞƐϳйŽŶƚŝŶŐĞŶĐǇнϮϱй/ŶĚŝƌĞĐƚŽƐƚƐϮ͘ĂƉƐƐƐĞƐƐŵĞŶƚĂƚĂŵŽƵŶƚƐĚĞƚĞƌŵŝŶĞĚďǇƐƉĞĐŝĂůďĞŶĞĨŝƚĂƉƉƌĂŝƐĂůϬ͘Ϭ Ϭ͘ϬϮϬϮϰWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚWƌŽũĞĐƚŝƚǇ&ƵŶĚƐƌĞĂŬŽƵƚ^ƉĞĐŝĂůĞŶĞĨŝƚƉƉƌĂŝƐĂůƐƐĞƐƐŵĞŶƚWŽůŝĐǇĂůĐƵůĂƚŝŽŶϳϵ͘Ϭ ϳϵ͘Ϭ ƉƉĞŶĚŝǆ͗WƌĞůŝŵŝŶĂƌǇƐƐĞƐƐŵĞŶƚZŽůů WĂƌĐĞů/ KǁŶĞƌEĂŵĞ ĚĚƌĞƐƐ hŶŝƚƐ ΨͬhŶŝƚ dŽƚĂůͬhŶŝƚ ϭϬϬϮϳϮϭϯϰϬϬϰϵ t<ZZZ, ϳϴϰϴ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϱϬ DKEZ/,ZDΘWdZ//: ϳϴϮϴ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϱϭ ,ZDE:DKE/E'dZh^d ϳϴϭϮ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϱϮ K^dZKD:K,EΘ>/^, ϳϳϵϬ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϱϯ 'hEZ^KE^dsΘ<>>z ϳϳϳϰ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϱϰ ,K&&:KE>ΘDZz>ϳϳϱϮ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϱϱ EK,EZ>/^KEΘZ/ ϳϵϵϱ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϱϲ ^dtZd<Z/^d/EΘ,Z>^ϳϵϲϳ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϱϳ hs^E>/EΘzK>ϳϵϱϯ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϮϬ W/ZZ^KddΘKhZdEz ϵϰϴϰϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϮϭ hEE>>t/>>/DdΘDZzDKtͲhEE>>ϵϰϳϴϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϮϮ h,>d/DKd,z:ΘtED ϵϰϳϲϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϮϯ ',ZdE/>Θ:h/d, ϵϱϯϱϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϮϰ ZK/E^KE:KΘ<Z/^d/ED>>Kz ϵϱϬϭϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϮϱ WhZ>>:ZZKE>'Θ:E/ ϵϰϵϵϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϮϲ WdZ^hEΘDZz<z>ϵϰϵϳϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϮϳ WZK&ZK<:ZDz^ΘdZ/^d>ϵϰϵϭϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϮϴ K>ZzEE/^d>ϵϰϴϵϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϮϵ ds/>Zd,KD^:ΘDK>>/D ϵϰϳϳϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϯϬ ^>h^^Z:&&ZzDΘ>/^ϵϰϳϱϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϯϭ Zh//>hZΘ>'KDϳϳϰϵ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϯϮ >Kh^Kh'>^WΘ>EE>ϳϳϱϳ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϯϯ Z/<^KEWZZzΘd,Z^ϳϳϲϱ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϯϰ '/>>^W/ZzΘ:E/>ϳϳϳϯ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϯϱ ,>DEDZzd,Θd/DKd,z ϳϳϴϭ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϯϳ <KZ&tzE>Θ:E& ϳϳϳϮ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϯϴ hddZDKZZKZdΘZ>zEE ϳϳϴϲ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϯϵ WZz/>>:&&Zz^ΘEEzD Ϭ Ψϲ͕ϲϰϳ͘ϲϱ ΨϬ͘ϬϬ ϭϬϬϮϳϮϭϯϰϬϬϰϭ ^d/E^KddΘ,d,Z&ZD^dZKE' ϳϵϵϮ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϰϮ >Kt>>Z/ZKsΘD/>z ϳϵϳϬ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϰϯ ^E/'ZE ϳϵϱϴ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϰϰ DzZE'>D ϳϵϯϬ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϰϱ <>Z/,D/,>Θ<>>z: ϳϵϭϰ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϰϲ >K^^KDZK'Z: ϳϴϵϲ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϰϳ W>DZs/Θ:^^/ϳϴϳϴ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϰϴ '>KD/,>:Θ>/>/E: ϳϴϲϬ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϲϳ :K,E^KEZ/,Z>Θ^KEz>:K,E^KE ϳϳϮϲ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϲϴ sYhK^ZΘZ/^d,'KD ϳϳϰϮ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϲϵ tZZZ: ϳϳϬϭ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϳϬ ^dZE^<zs/ΘZKED ϳϳϭϯ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϳϭ EKDK,DD'ΘDh>hZK ϳϳϮϭ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϳϮ <DDdDh>>Z<s/EΘDz<ϳϳϯϳ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϳϯ sYhK^ZΘZ/^d,'KD Ϭ Ψϲ͕ϲϰϳ͘ϲϱ ΨϬ͘ϬϬ ϭϬϬϮϳϮϭϯϰϬϬϳϰ WZz/>>:&&Zz^ΘEEzD ϳϳϲϰ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϱϴ ^,Khs>>ZE/>'ΘEEz ϳϵϮϵ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϱϵ &KZdhE:K,EDΘD/>/^^D ϳϵϬϵ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϲϬ dz>KZ&:K^W,/sΘtED ϳϴϴϭ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϲϭ ^h>>/sEE/>ΘD/,>>D ϳϴϲϵ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϲϮ :K,E^KE^KddΘ<Z/^dzϳϴϱϱ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϲϯ W>>/^ͲZ'h>>K:EWΘZEW>>/^ϳϴϯϯ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϲϰ &>,Zdz<z>:Θ^dW,E/D ϳϴϮϭ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϲϱ &h^d:/DWΘZ'ED:Z ϳϳϵϳ:EEZs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϯϰϬϬϲϲ W/'EdK:K^W,ΘdZ^>ϳϳϮϬ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϵϭ &Z'h^KE>tZEd:ZΘDZz ϳϴϮϲ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϵϮ KE/E'KZKE>Θ^,/>D ϳϴϰϰ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ WƌĞůŝŵŝŶĂƌǇƐƐĞƐƐŵĞŶƚZŽůů WƌĞƐƚŝŐĞƐƚĂƚĞƐϭƐƚ͕ϮŶĚ͕ĂŶĚWƌĞƐƚŝŐĞƐƚĂƚĞƐďǇƚŚĞWĂƌŬ/ŵƉƌŽǀĞŵĞŶƚƐ ϮϬϮϯWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚͮϬEϭ͘ϭϮϴϭϭϭ ƉƉĞŶĚŝǆ͗WƌĞůŝŵŝŶĂƌǇƐƐĞƐƐŵĞŶƚZŽůů WĂŐĞͲϯ ϭϬϬϮϳϮϭϰϯϬϬϵϯ DKE>DK>>zΘZzE ϳϴϱϮ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϲϯ sZhK^Z'/KKΘ'h>hW^EhEϳϵϵϳ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϲϰ <>/EKt^</ZzEΘD>/^^ϳϵϲϭ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϲϱ sZ^KED/,>ΘD<z>ϳϵϯϯ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϲϲ ,WKZZKtZϮϬϭϳͲϭ>> ϵϲϬϬϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϲϳ EKZhDEZtDΘdZ/: ϵϱϴϮϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϲϴ <>>ZE/,K>^'Θ<d>zEZZDt>>ϵϱϱϲϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϲϵ ^,E/Z/EE>ϵϱϮϴϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϳϬ ^hd>^KddDΘ<Z/^dE<ϵϱϭϮϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϳϭ t/EDEE>/< ϵϰϵϴϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϳϮ s/Zs//,ΘE'>s//,dZ^ϵϱϵϯϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϳϯ d>>'ZKZdtDΘ:EW ϵϱϳϳϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϳϰ &KzZ/,ZWΘD>E/ ϵϱϲϵϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϳϱ :K,E^KEZKE ϵϱϰϯϳϵd,^d^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϴϬ >E's/Ed,KD^WΘ:EE/&Z ϳϳϵϵ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϴϭ <Z>, ϳϴϬϳ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϴϮ ,KZ/,E>z>ΘWD>Z ϳϴϭϱ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϴϯ DhZZzs/^ΘDZz>>E ϳϴϮϯ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϴϰ 'ZD^D/,>Θ:h>/ϳϴϯϭ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϴϱ >>Kt^dZZE:Θ>/E>ϳϴϰϵ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϴϲ 'Zh&DEZ/DΘDz>ϳϴϲϳ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϴϳ <ZzZDZ<WΘZZϳϴϴϱ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϴϴ Z>EE/>DΘWh>^ ϳϵϬϭ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϴϵ >sZ^KEKh'ΘD/>z'ZK,Ks^<z ϳϵϮϵ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϵϬ &/d'Z><>>/ ϳϴϭϴ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϭϬϬϮϳϮϭϰϯϬϬϵϰ :hEh>>E:Θ>/^<ϳϴϳϬ:K>zEs^ ϭ Ψϲ͕ϲϰϳ͘ϲϱ Ψϲ͕ϲϰϳ͘ϲϱ ϳϵ ΨϱϮϱ͕ϭϲϰ͘ϯϱ ϮϬϮϯWĂǀĞŵĞŶƚDĂŶĂŐĞŵĞŶƚͮϬEϭ͘ϭϮϴϭϭϭ ƉƉĞŶĚŝǆ͗WƌĞůŝŵŝŶĂƌǇƐƐĞƐƐŵĞŶƚZŽůů WĂŐĞͲϰ ƉƉĞŶĚŝǆ͗WƌĞƐƚŝŐĞƐƚĂƚĞƐ'ĞŽƚĞĐŚŶŝĐĂů ZĞƉŽƌƚ GEOTECHNICAL EXPLORATION AND FACTUAL ENGINEERING REPORT Cottage Grove 2017 PM Pavement Cores Cottage Grove Minnesota NTI Project 16.61579.200 Prepared For: Bolten And Menk, Inc. Attn.: Michael Boex, P.E. 2035 County Road D East Suite B Maplewood, MN 55109 July 14, 2016 Bolten and Menk, Inc. 2035 County Road D East Suite B Maplewood, MN 55109 Attn: Mr. Mike Boex, P.E. Subject: Geotechnical Exploration and Factual Engineering Report Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Dear Mr. Boex, In accordance with your request and subsequent authorization, Northern Technologies, LLC. (NTI) conducted a Geotechnical Exploration for the above referenced project. Our services included coring the pavement at eleven (11) locations in District B1, District C3, and District F3 within the City of Cottage Grove, as well as preparation of a factual engineering report. Our work was performed in general accordance with our proposal dated June 13th, 2016. Pavement core samples obtained at the site will be held for 60 days at which time they will be discarded. Please advise us in writing if you wish to have us retain them for a longer period. You will be assessed an additional fee if samples are retained beyond 60 days. We appreciate the opportunity to have been of service on this project. If there are any questions regarding the soils explored or our review and recommendations, please contact us at your convenience at (763) 433-9175. Northern Technologies, LLC. Kyler Bender, P.E. Richard Jett, E.I.T. Construction Services Manager / Graduate Engineer Principal Engineer Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Contents 1.0 INTRODUCTION ................................................................................................................. 1 1.1 Project Description ................................................................................................................................. 1 1.2 Scope of Services .................................................................................................................................... 1 2.0 EXPLORATION PROGRAM RESULTS .................................................................................... 1 2.1 Exploration Scope .................................................................................................................................. 1 2.2 Subsurface Conditions ........................................................................................................................... 2 3.0 CLOSURE ........................................................................................................................... 2 Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Page 1 of 3 1.0 INTRODUCTION 1.1 Project Description It is our understanding that the project includes the reconstruction of the residential streets located in District B1, District C3, and District F3 (as outlined in the provided location plan) in Cottage Grove, Minnesota. 1.2 Scope of Services NTI’s scope is to core at each approximate location within each district. The cores were advanced through both the asphalt and aggregate base layers and the approximate thicknesses of each layer were measured. Locations were marked by Bolten and Menk, Inc. personnel. The purpose of this report is to present a summary of our geotechnical exploration and provide pavement information based upon pavement cores obtained at the client-designated locations. 2.0 EXPLORATION PROGRAM RESULTS 2.1 Exploration Scope Pavement coring occurred on July 8th, 2016 at the approximate locations as presented on the Coring Location Diagram within Appendix A. A photograph of each core can be found in Appendix B. Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Page 2 of 3 2.2 Subsurface Conditions Table 1 provides the measured average thickness of the pavement cores obtained at the project area. Table 1: Pavement Core Thickness at Project Area Location Number Thickness of Pavement (in)* Depth of Base (in) 1 4 10.5 2 4 9 3 3 8 4 5 N/A1 5 4.5 7.5 6 4 8.5 7 4 7 8 3 8 9 4 7.5 10 3.5 7 11 3.25 8 * Pavement thicknesses listed within Table 1 may differ from those within Appendix B. Some cores dissolved during the coring process. 1. Base not consistent with other locations. Soil encountered was granular with no crushed limestone present. 3.0 CLOSURE The scope of services for this project does not include either specifically or by implication any environmental or biological assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Page 3 of 3 Northern Technologies, LLC. has endeavored to comply with generally accepted geotechnical engineering practice common to the local area. Northern Technologies, LLC. makes no other warranty, expressed or implied. Northern Technologies, LLC. Richard Jett, E.I.T. Graduate Engineer Kyler Bender, P.E. Construction Services Manager / Principal Engineer I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a Duly Licensed Professional Engineer under the Laws of the State of Minnesota. Kyler Bender Date: 07/13/2016 Reg. No. 50971 Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 APPENDIX A BORING LOCATION DIAGRAM Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 APPENDIX B CORE PHOTOGRAPHS Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 Cottage Grove 2017 PM Pavement Cores Cottage Grove, Minnesota NTI Project No. 16.61579.200 ƉƉĞŶĚŝǆ͗:ĂŵĂŝĐĂǀĞŶƵĞ'ĞŽƚĞĐŚŶŝĐĂů ZĞƉŽƌƚ CONSULTANTS ·ENVIRONMENTAL ·GEOTECHNICAL ·MATERIALS ·FORENSICS www.amengtest.com REPORT OF GEOTECHNICAL EXPLORATION Jamaica Avenue Improvements Between Highway 61 and Indian Blvd Cottage Grove, Minnesota AET Report No. 28-20309 Date: July 2, 2020 Prepared for: Bolton & Menk, Inc. 2035 County Road D East Maplewood, Mn 55109 Page i 550 Cleveland Avenue North |Saint Paul, MN 55114 Phone (651) 659-9001 |(800) 972-6364 |Fax (651) 659-1379 | www.amengtest.com | AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. CONSULTANTS •ENVIRONMENTAL •GEOTECHNICAL •MATERIALS •FORENSICS July 2, 2020 Bolton & Menk, Inc. 2035 County Road D East Maplewood, Mn 55109 Attn: Mike Boex, PE Michael.boex@bolton-menk.com RE: Geotechnical Exploration Data Report Jamaica Avenue Improvements Cottage Grove, Minnesota AET Project No. 28-20309 Dear Mr. Boex: American Engineering Testing, Inc. (AET) is pleased to present the results of our subsurface exploration program for the referenced project in Cottage Grove, Minnesota. These services were performed according to our proposal to you dated May 6, 2020. We are submitting one electronic copy of the report to you. Paper copies can be provided upon request. Please contact me if you have any questions about the report. Sincerely, American Engineering Testing, Inc. Jacob O. Michalowski, P.E. Senior Engineer Phone: (651) 283-2481 jmichalowski@amengtest.com Jacobbbbbbbbbbbbb O.Michalowski,P.E Report of Geotechnical Exploration Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN July 2, 2020 ENGINEERING AET Report No. 28-20309 TESTING, INC. Copyright 2020 American Engineering Testing, Inc. All Rights Reserved Unauthorized use or copying of this document is strictly prohibited by anyone other than the client for the specific project. Page ii SIGNATURE PAGE Prepared for: Prepared by: Bolton & Menk, Inc. American Engineering Testing, Inc. 2035 County Road D East 550 Cleveland Avenue North Maplewood, Mn 55109 St. Paul, Minnesota 55114 (651) 659-9001/www.amengtest.com Attn: Mike Boex, PE Michael.boex@bolton-menk.com Authored by: Reviewed by: Thomas Evans, P.E. Jacob O. Michalowski, P.E. Engineer II Senior Engineer Jacobbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbbb OMichhhahhhhhlowski P E y Report of Geotechnical Exploration Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN July 2, 2020 ENGINEERING AET Report No. 28-20309 TESTING, INC. Page iii TABLE OF CONTENTS Transmittal Letter............................................................................................................................. i Signature Page ................................................................................................................................ ii TABLE OF CONTENTS ............................................................................................................... iii 1.0 INTRODUCTION.................................................................................................................... 1 2.0 SCOPE OF SERVICES............................................................................................................ 1 3.0 PROJECT INFORMATION..................................................................................................... 1 4.0 SUBSURFACE EXPLORATION AND TESTING ................................................................ 1 4.1 Ground Penetrating Radar ..................................................................................................... 2 4.2 Falling Weight Deflectometer............................................................................................... 2 4.3 Field Exploration Program .................................................................................................... 3 4.4 Laboratory Testing ................................................................................................................ 3 5.0 SITE CONDITIONS................................................................................................................. 4 5.1 GPR Data ............................................................................................................................... 4 5.2 Pavement Section .................................................................................................................. 4 5.3 Subgrade Soils ....................................................................................................................... 6 5.4 FWD Results.......................................................................................................................... 6 5.5 Groundwater .......................................................................................................................... 6 6.0 ASTM STANDARDS .............................................................................................................. 7 7.0 CONCLUDING COMMENTS ................................................................................................ 7 APPENDIX A – Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System AASHTO Soil Classification System Figure 1 – Testing Location Map Pavement Core Logs Subsurface Boring Logs Gradation Curves APPENDIX B – Falling Weight Deflectometer Testing Figure 2 – Effective Subgrade R-Value Map APPENDIX C – Ground Penetrating Radar Testing Jamaica Avenue Northbound Plot Jamaica Avenue Southbound Plot APPENDIX D – Geotechnical Report Limitations and Guidelines for Use Report of Geotechnical Exploration Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN July 2, 2020 ENGINEERING AET Report No. 28-20309 TESTING, INC. Page 1 of 7 1.0 INTRODUCTION The City of Cottage Grove (the City) and Bolton & Menk, Inc. (BMI) are proposing improvements to a segment of Jamaica Avenue in Cottage Grove, Minnesota. To assist planning and design, you have authorized American Engineering Testing, Inc. (AET) to conduct a subsurface exploration program at the site and conduct soil laboratory testing, This report presents the results of the above services, an 2.0 SCOPE OF SERVICES AET's services were performed according to our proposal to you dated May 6, 2020. The authorized scope consists of: x Obtaining eleven 4-inch pavement cores. x Drilling and sampling eleven standard penetration test (SPT) borings to depths of 6 feet at the pavement core locations. x Conducting a Ground Penetrating Radar (GPR) survey in both directions of travel and both lanes. x Performing Falling Weight Deflectometer (FWD) testing at 1/10th mile increments in each direction and both right lanes. x Conducting soil laboratory testing. x Preparation of this report. These services are intended for geotechnical purposes. The scope is not intended to explore for the presence or extent of environmental contamination. 3.0 PROJECT INFORMATION We understand the City and BMI are proposing improvements to a 2.1-mile section of Jamaica Avenue from Highway 61 to Indian Blvd in Cottage Grove, Minnesota. The bituminous-surfaced road is a 4-lane divided road. The annual average daily traffic (AADT) along the road reportedly varies from 6,400 vehicles per day in the northern sections to 21,900 vehicles per day near Highway 61. The traffic data was obtained from the MnDOT Traffic Mapping Application. 4.0 SUBSURFACE EXPLORATION AND TESTING The subsurface exploration program conducted for the project consisted of ground penetrating radar (GPR) testing, falling weight deflectometer (FWD) testing, eleven standard penetration test (SPT) borings, and eleven pavement cores. Report of Geotechnical Exploration Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN July 2, 2020 ENGINEERING AET Report No. 28-20309 TESTING, INC. 4.1 Ground Penetrating Radar The pavement thickness testing program conducted for the project consisted of a high speed (air coupled) GPR antenna collecting pavement thickness dataDWDUDWHRIIRXUVFDQVSHUIRRW. The data was collected using a 2 GHz antenna, which allows material layer measurements at depths of up to approximately 18 inches with a resolution less than about ½-inch. The data collected is linked to GPS and allows us to plot the data on a graph. The GPR test data and details of the methods used appear in Appendix C. The GPR data was collected on May 18, 2020. Scans of the pavement were collected according to SIR-30 processor settings established by GSSI RoadScan system, in both the northbound and southbound directions of the right and left lanes. A calibration file, required for data post- processing, was collected at the beginning of the testing day. GPR interface identification was accomplished using RADAN 7.0, a proprietary software package included with the GSSI RoadScan system. The software includes tools to aid in delineating pavement layer transitions, and it automatically calculates their depths from the pavement surface using the calibration file(s) collected prior to testing. The identified layers were compared to the soil boring and pavement core data collected at specific locations to validate the accuracy of the layer thicknesses. Depending on pavement age and condition, the presence of moisture, ambient electromagnetic interference, and pavement structure, total depths of asphalt and aggregate base are not always explicitly clear. Where gaps in clear identification of pavement and base layer thicknesses are encountered, the results are reported as a percent of the picking rate of the layer interface. A picking rate of 100 percent indicates the layer interfaces were visible in 100 percent of the scanned points. 4.2 Falling Weight Deflectometer The pavement deflection testing program conducted for the project consisted of falling weight deflectometer (FWD) testing at approximately 0.1-mile interval spacing in the right lanes of both northbound and southbound directions. The FWD testing was performed on May 19, 2020 using a Dynatest 8000FWD. After seating drops, data for four impulse loads (two at 6,000 lbs. and two at 9,000 lbs. nominal load) were collected at each test point. The FWD test results and details of the methods used appear in Appendix B. Page 2 of 7 Report of Geotechnical Exploration Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN July 2, 2020 ENGINEERING AET Report No. 28-20309 TESTING, INC. Page 3 of 7 The deflection data was analyzed using MnDOT methods for determining the in-place (effective) subgrade and pavement strength, as well as allowable axle loads for a roadway (MnDOT Investigation 183 revised in 1983). The MnDOT methods use the Hogg Model for estimating the subgrade modulus. The effective GE of a pavement system is estimated from the deflection relationship equation, derived from MnDOT Investigations 183 and 195. Our methodology uses MnDOT’s Investigation 183 for calculation of an estimated load capacity in late spring and required overlay to estimate the structure for future assumed traffic loading. 4.3 Field Exploration Program After preliminary review of the GPR data, AET selected eleven soil boring and pavement core locations. Before drilling, we contacted Gopher State One Call to locate public underground utilities. The pavement cores and soil borings were performed on June 3, 2020. Pavement core logs are provided in Appendix A. These logs include a photograph of the extracted core, as well as total recovered core height, lift thicknesses (where visible), and comments on pavement condition. Subsurface boring logs and details of the methods used appear in Appendix A. The boring logs contain information concerning soil layering, soil classification, geologic description, and moisture condition. Relative density or consistency is also noted for the natural soils, which is based on the standard penetration resistance (N-value). Borings B-2 through B-6 were performed in the northbound right lane, and borings B-7 through B-10 were performed in the southbound right lane. Boring B-1 was performed in the northbound right turn lane to E Point Douglas Road, and boring B-11 was performed in the southbound right turn lane to E Point Douglas Road. The locations of the pavement cores and soil borings are illustrated on the Figure 1 – Testing Locations Map preceding the pavement core logs and subsurface boring logs in Appendix A. The soil boring locations were recorded in the field by AET personnel using a GPS unit. The elevations at the boring locations were not recorded. 4.4 Laboratory Testing The laboratory test program included four sieve analyses. The water content and the percent passing the #200 sieve results appear on the individual boring logs adjacent to the samples upon which they were performed. The full sieve analysis test results are shown on the Gradation Curves sheet in Appendix A following the boring logs. Report of Geotechnical Exploration Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN July 2, 2020 ENGINEERING AET Report No. 28-20309 TESTING, INC. Page 4 of 7 5.0 SITE CONDITIONS 5.1 GPR Data The GPR data shows clear interfaces between the bituminous pavement and possible aggregate base layer and between the possible aggregate base layer and underlying material both with a picking rate of 100%. The pavement cores and soil borings were used to aid in the interpretation of the GPR layer interfaces. The GPR plots are included in Appendix C to illustrate the thickness of the identified bituminous and base layers within both the right and left lanes of northbound and southbound. The values presented in Tables 1 and 2 below were determined using 25-foot interval averages. The 15th percentile represents the value at which 85% of the section has a pavement layer thickness that is greater than identified. This is the value we generally recommend using for pavement design purposes. Table 1 - GPR Thickness Summary NB Lanes Layer NB Left Lane NB Right Lane Average CV 15th Min. Average CV 15th Min. BP 5.6 11% 5.0 4.5 5.5 15% 4.7 4.2 Base 5.7 24% 4.3 2.4 7.3 24% 5.4 3.5 BP + Base 11.3 12% 10.0 7.1 12.8 16% 10.5 8.4 Note: BP – Bituminous Pavement. CV – coefficient of variation (Std Dev/Average). 15 th –15th percentile thickness value. Table 2 - GPR Thickness Summary SB Lanes Layer SB Left Lane SB Right Lane Average CV 15th Min. Average CV 15th Min. BP 5.5 14% 4.8 4.2 5.6 15% 4.8 4.3 Base 5.2 23% 4.0 2.4 6.1 23% 4.7 1.8 BP + Base 10.7 12% 9.4 7.4 11.7 12% 10.3 7.7 Note: BP – Bituminous Pavement. CV – coefficient of variation (Std Dev/Average). 15 th –15th percentile thickness value. 5.2 Pavement Section The pavement encountered at the core and soil boring locations consists of bituminous over a possible aggregate base layer. Table 3 below presents the bituminous and aggregate base thickness found at the pavement core/boring locations. Report of Geotechnical Exploration Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN July 2, 2020 ENGINEERING AET Report No. 28-20309 TESTING, INC. Page 5 of 7 Table 3 - Pavement Thickness Summary Pavement Core Extracted Core Bituminous Thickness (in)A Downhole Bituminous Thickness (in) B. Approximate Base Thickness (in)C. Approximate Total Thickness (in)B. B-1 7.6 7¾ 3 10¾ B-2 4.9 5 8 13 B-3 6.1 6 9 15 B-4 5.3 5½ 5 10½ B-5 5.7 6 11 17 B-6 5.2 5½ 5 10½ B-7 4.4 5 5 10 B-8 5.6 7½ 5 12½ B-9 5.0 5½ 6 11½ B-10 5.6 5½ 8½ 14 B-11 2.9 7¼ 4 11¼ Notes:A. Average of three measurements of the core measured to the nearest 0.1-inch. B. From borings and rounded to the nearest ¼-inch. C. From borings and rounded to the nearest ½-inch. The core lift thicknesses reported on the core logs are from the top down at one location along the core. The noted lift thicknesses were interpreted by AET. In summary, the bituminous thickness encountered at the soil boring and pavement core locations varies from 5 to 7¾ inches. The possible aggregate base material varies from about 3 inches to 11 inches and consists mostly of gravelly silty sand (A-1-b) and sand (A-1-b). Bituminous condition was also evaluated based on the pavement cores obtained at the site. Photographs of the pavement cores are provided on the pavement core logs in Appendix A. The pavement cores indicate slight to severe stripping. The core from boring B-11 crumbled during coring operations and was not fully recovered. Additionally, a possible chip seal was observed at the surface of all eleven cores. Stripping occurs when water or water vapor gets between the asphalt film and the aggregates, thereby breaking the adhesive bond between the aggregate and asphalt binder. This will “strip” the asphalt from the aggregate, eventually leading to pavement failure. When stripping within the pavement becomes excessive, severe pavement deformation and fatigue cracking will occur, and then traffic loadings will result in local failures such as alligator cracking, potholes, and excessive rutting in the wheel paths. Report of Geotechnical Exploration Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN July 2, 2020 ENGINEERING AET Report No. 28-20309 TESTING, INC. Page 6 of 7 5.3 Subgrade Soils The subgrade soils encountered in the borings below the possible aggregate base course consist mostly of additional fill soils consisting of sand with silt (A-2-4), silty sand (A-2-4), and sand (A- 3). The fill soils extended to depths of between 1 foot and to the final drilling depths of 6 feet. Below the fill, medium dense to very dense sand (A-3) alluvial soils were encountered and extended to the final drilling depths of 6 feet. 5.4 FWD Results Figure 1 in Appendix A illustrates the locations of the FWD tests. Figure 2 in Appendix B shows the effective subgrade R-value from each of the FWD tests. All FWD tests were performed in the right lanes. Table 4 below provides a summary of the FWD testing that was analyzed using MnDOT TONN 2010 software. The results show that the upper 3 to 4 feet of the existing subgrade has good soil support. Table 4. FWD Test Results. Roadway From To Lane Effective R Effective GE Avg CV 15th Avg CV 15th Jamaica Ave Roundabout East Point Douglas Rd NB 32.9 NA NA 31.9 NA NA Jamaica Ave East Point Douglas Rd 90th St NB 55.4 NA NA 33.0 NA NA Jamaica Ave 90th St Hillside Trl NB 26.3 16% 21.7 26.2 7% 23.5 Jamaica Ave Hillside Trl 80th St NB 40.3 15% 35.0 33.0 7% 30.4 Jamaica Ave 80th St 75th St NB 36.9 28% 23.7 31.1 11% 25.7 Jamaica Ave 75th St Indian Blvd NB 33.6 11% 30.5 30.9 8% 27.4 Jamaica Ave Indian Blvd 75th St SB 44.7 16% 36.9 29.5 8% 26.2 Jamaica Ave 75th St 80th St SB 30.0 13% 24.8 24.6 9% 22.0 Jamaica Ave 80th St Hillside Trl SB 36.9 9% 34.0 30.5 6% 27.9 Jamaica Ave Hillside Trl 90th St SB 31.8 9% 28.6 30.6 6% 28.9 Jamaica Ave 90th St East Point Douglas Rd SB 41.6 16% 35.5 30.6 10% 27.4 Jamaica Ave East Point Douglas Rd Roundabout SB 37.9 NA NA 37.0 NA NA Note: CV – coefficient of variation (Std Dev/Average). 15 th –15th percentile thickness value. 5.5 Groundwater Groundwater was not observed in our soil borings during the geotechnical exploration. Due to the relatively high permeability of most of the soils encountered, it is our opinion that the measured water levels should provide an accurate indication or lack thereof the groundwater level at the time Report of Geotechnical Exploration Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN July 2, 2020 ENGINEERING AET Report No. 28-20309 TESTING, INC. Page 7 of 7 of drilling. Groundwater levels do not remain constant; they fluctuate due to varying seasonal and annual rainfall and snow melt amounts, as well as other factors. 6.0 ASTM STANDARDS When we refer to an ASTM Standard in this report, we mean that our services were performed in general accordance with that standard. Compliance with any other standards referenced within the specified standard is neither inferred nor implied. 7.0 CONCLUDING COMMENTS Within the limitations of scope, budget, and schedule, we have endeavored to provide our services according to generally accepted geotechnical engineering practices at this time and location. Other than this, no warranty, either express or implied, is intended. Appendix A Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System AASHTO Soil Classification System 7HVWLQJ/RFDWLRQV Pavement Core Reports Subsurface Boring Logs Gradation Curves Appendix A Geotechnical Field Exploration and Testing AET Project 28-20309 Appendix A - Page 1 of 2 AMERICAN ENGINEERING TESTING, INC. A.1 FIELD EXPLORATION The subsurface conditions at the site were explored by drilling and sampling eleven Standard Penetration Test (SPT) borings and eleven pavement cores. The locations of the borings appear on the Boring Location Maps, preceding the Subsurface Boring Logs in this appendix. A.2 SAMPLING METHODS A.2.1 Split-Spoon Samples (SS) - Calibrated to N60 Values Standard penetration (split-spoon) samples were collected in general accordance with ASTM: D1586 with one primary modification. The ASTM test method consists of driving a 2-inch O.D. split-barrel sampler into the in-situ soil with a 140-pound hammer dropped from a height of 30 inches. The sampler is driven a total of 18 inches into the soil. After an initial set of 6 inches, the number of hammer blows to drive the sampler the final 12 inches is known as the standard penetration resistance or N-value. Our method uses a modified hammer weight, which is determined by measuring the system energy using a Pile Driving Analyzer (PDA) and an instrumented rod. In the past, standard penetration N-value tests were performed using a rope and cathead for the lift and drop system. The energy transferred to the split-spoon sampler was typically limited to about 60% of its potential energy due to the friction inherent in this system. This converted energy then provides what is known as an N60 blow count. The most recent drill rigs incorporate an automatic hammer lift and drop system, which has higher energy efficiency and subsequently results in lower N-values than the traditional N60 values. By using the PDA energy measurement equipment, we can determine actual energy generated by the drop hammer. With the various hammer systems available, we have found highly variable energies ranging from 55% to over 100%. Therefore, the intent of AET’s hammer calibrations is to vary the hammer weight such that hammer energies lie within about 60% to 65% of the theoretical energy of a 140-pound weight falling 30 inches. The current ASTM procedure acknowledges the wide variation in N-values, stating that N-values of 100% or more have been observed. Although we have not yet determined the statistical measurement uncertainty of our calibrated method to date, we can state that the accuracy deviation of the N-values using this method is significantly better than the standard ASTM Method. A.2.2 Disturbed Samples (DS)/Spin-up Samples (SU) Sample types described as “DS” or “SU” on the boring logs are disturbed samples, which are taken from the flights of the auger. Because the auger disturbs the samples, possible soil layering and contact depths should be considered approximate. A.2.3 Sampling Limitations Unless observed in a sample, contacts between soil layers are estimated based on the spacing of samples and the action of drilling tools. Cobbles, boulders, and other large objects generally cannot be recovered from test borings, and they may be present in the ground even if they are not noted on the boring logs. Determining the thickness of “topsoil” layers is usually limited, due to variations in topsoil definition, sample recovery, and other factors. Visual-manual description often relies on color for determination, and transitioning changes can account for significant variation in thickness judgment. Accordingly, the topsoil thickness presented on the logs should not be the sole basis for calculating topsoil stripping depths and volumes. If more accurate information is needed relating to thickness and topsoil quality definition, alternate methods of sample retrieval and testing should be employed. A.3 CLASSIFICATION METHODS Soil descriptions shown on the boring logs are based on the Unified Soil Classification (USC) system. The USC system is described in ASTM: D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have been performed, accurate classifications per ASTM: D2487 are possible. Otherwise, soil descriptions shown on the boring logs are visual-manual judgments. Charts are attached which provide information on the USC system, the descriptive terminology, and the symbols used on the boring logs. A chart explaining the USC system is attached in Appendix A. Visual-manual judgment of the AASHTO Soil Group is also noted as a part of the soil description. A chart presenting details of the AASHTO Soil Classification System is also attached. Appendix A Geotechnical Field Exploration and Testing AET Project 28-20309 Appendix A - Page 2 of 2 AMERICAN ENGINEERING TESTING, INC. A.4 WATER LEVEL MEASUREMENTS The ground water level measurements are shown at the bottom of the boring logs. The following information appears under “Water Level Measurements” on the logs: Date and Time of measurement Sampled Depth: lowest depth of soil sampling at the time of measurement Casing Depth: depth to bottom of casing or hollow-stem auger at time of measurement Cave-in Depth: depth at which measuring tape stops in the borehole Water Level: depth in the borehole where free water is encountered Drilling Fluid Level: same as Water Level, except that the liquid in the borehole is drilling fluid The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include: permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of drilling fluid, weather conditions, and use of borehole casing. A.5 LABORATORY TEST METHODS A.5.1 Sieve Analysis of Soils (thru #200 Sieve) Conducted per AET Procedure 01-LAB-040, which is performed in general conformance with ASTM: D6913, Method A. A.6 TEST STANDARD LIMITATIONS Field and laboratory testing is done in general conformance with the described procedures. Compliance with any other standards referenced within the specified standard is neither inferred nor implied. A.7 SAMPLE STORAGE Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a period of 30 days. 01REP052C (7/11) AMERICAN ENGINEERING TESTING, INC. BORING LOG NOTES DRILLING AND SAMPLING SYMBOLS TEST SYMBOLS Symbol Definition Symbol Definition AR: Sample of material obtained from cuttings blown out the top of the borehole during air rotary procedure. B, H, N: Size of flush-joint casing CAS: Pipe casing, number indicates nominal diameter in inches COT: Clean-out tube DC: Drive casing; number indicates diameter in inches DM: Drilling mud or bentonite slurry DR: Driller (initials) DS: Disturbed sample from auger flights DP: Direct push drilling; a 2.125 inch OD outer casing with an inner 1½ inch ID plastic tube is driven continuously into the ground. FA: Flight auger; number indicates outside diameter in inches HA: Hand auger; number indicates outside diameter HSA: Hollow stem auger; number indicates inside diameter in inches LG: Field logger (initials) MC: Column used to describe moisture condition of samples and for the ground water level symbols N (BPF): Standard penetration resistance (N-value) in blows per foot (see notes) NQ: NQ wireline core barrel PQ: PQ wireline core barrel RDA: Rotary drilling with compressed air and roller or drag bit. RDF: Rotary drilling with drilling fluid and roller or drag bit REC: In split-spoon (see notes), direct push and thin-walled tube sampling, the recovered length (in inches) of sample. In rock coring, the length of core recovered (expressed as percent of the total core run). Zero indicates no sample recovered. SS: Standard split-spoon sampler (steel; 1.5" is inside diameter; 2" outside diameter); unless indicated otherwise SU Spin-up sample from hollow stem auger TW: Thin-walled tube; number indicates inside diameter in inches WASH: Sample of material obtained by screening returning rotary drilling fluid or by which has collected inside the borehole after “falling”through drilling fluid WH: Sampler advanced by static weight of drill rod and hammer WR: Sampler advanced by static weight of drill rod 94mm: 94 millimeter wireline core barrel ▼: Water level directly measured in boring V: Estimated water level based solely on sample appearance CONS: One-dimensional consolidation test DEN: Dry density, pcf DST: Direct shear test E: Pressuremeter Modulus, tsf HYD: Hydrometer analysis LL: Liquid Limit, % LP: Pressuremeter Limit Pressure, tsf OC: Organic Content, % PERM: Coefficient of permeability (K) test; F - Field; L - Laboratory PL: Plastic Limit, % qp: Pocket Penetrometer strength, tsf (approximate) qc: Static cone bearing pressure, tsf qu: Unconfined compressive strength, psf R: Electrical Resistivity, ohm-cms RQD: Rock Quality Designation of Rock Core, in percent (aggregate length of core pieces 4" or more in length as a percent of total core run) SA: Sieve analysis TRX: Triaxial compression test VSR: Vane shear strength, remolded (field), psf VSU: Vane shear strength, undisturbed (field), psf WC: Water content, as percent of dry weight %-200: Percent of material finer than #200 sieve STANDARD PENETRATION TEST NOTES (Calibrated Hammer Weight) The standard penetration test consists of driving a split-spoon sampler with a drop hammer (calibrated weight varies to provide N60 values) and counting the number of blows applied in each of three 6" increments of penetration. If the sampler is driven less than 18" (usually in highly resistant material), permitted in ASTM: D1586, the blows for each complete 6" increment and for each partial increment is on the boring log. For partial increments, the number of blows is shown to the nearest 0.1' below the slash. The length of sample recovered, as shown on the “REC” column, may be greater than the distance indicated in the N column. The disparity is because the N-value is recorded below the initial 6" set (unless partial penetration defined in ASTM: D1586 is encountered) whereas the length of sample recovered is for the entire sampler drive (which may even extend more than 18"). 01CLS021 (07/08)AMERICAN ENGINEERING TESTING, INC. UNIFIED SOIL CLASSIFICATION SYSTEM ASTM Designations: D 2487, D2488 AMERICAN ENGINEERING TESTING, INC. Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification Notes ABased on the material passing the 3-in (75-mm) sieve. BIf field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. CGravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay DSands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay (D30)2 ECu = D60 /D10, Cc = D10 x D60 FIf soil contains >15% sand, add “with sand” to group name. GIf fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. HIf fines are organic, add “with organic fines” to group name. IIf soil contains >15% gravel, add “with gravel” to group name. JIf Atterberg limits plot is hatched area, soil is a CL-ML silty clay. KIf soil contains 15 to 29% plus No. 200 add “with sand” or “with gravel”, whichever is predominant. LIf soil contains >30% plus No. 200, predominantly sand, add “sandy” to group name. MIf soil contains >30% plus No. 200, predominantly gravel, add “gravelly” to group name. NPl>4 and plots on or above “A” line. OPl<4 or plots below “A” line. PPl plots on or above “A” line. QPl plots below “A” line. RFiber Content description shown below. Group Symbol Group NameB Coarse-Grained Soils More than 50% retained on No. 200 sieve Gravels More than 50% coarse fraction retained on No. 4 sieve Clean Gravels Less than 5% finesC Cu>4 and 1<Cc<3E GW Well graded gravelF Cu<4 and/or 1>Cc>3E GP Poorly graded gravelF Gravels with Fines more than 12% fines C Fines classify as ML or MH GM Silty gravelF.G.H Fines classify as CL or CH GC Clayey gravelF.G.H Sands 50% or more of coarse fraction passes No. 4 sieve Clean Sands Less than 5% finesD Cu>6 and 1<Cc<3E SW Well-graded sandI Cu<6 and/or 1>Cc>3 E SP Poorly-graded sandI Sands with Fines more than 12% fines D Fines classify as ML or MH SM Silty sandG.H.I Fines classify as CL or CH SC Clayey sandG.H.I Fine-Grained Soils 50% or more passes the No. 200 sieve (see Plasticity Chart below) Silts and Clays Liquid limit less than 50 inorganic PI>7 and plots on or above “A” lineJ CL Lean clayK.L.M PI<4 or plots below “A” lineJ ML SiltK.L.M organic Liquid limit–oven dried <0.75 Liquid limit –not dried OL Organic clayK.L.M.N Organic siltK.L.M.O Silts and Clays Liquid limit 50 or more inorganic PI plots on or above “A” line CH Fat clayK.L.M PI plots below “A” line MH Elastic siltK.L.M organic Liquid limit–oven dried <0.75 Liquid limit –not dried OH Organic clayK.L.M.P Organic siltK.L.M.Q Highly organic soil Primarily organic matter, dark in color, and organic in odor PT PeatR 3 2 ½1 ¾4 10 20 40 60 140 200 100 80 60 40 20 0 0 20 40 60 80 100 81 Sieve NumberScreen Opening (in.) 50 10 5 1.0 0.10.5 PARTICLE SIZE IN MILLIMETERS SIEVE ANALYSIS PERCENT PASSINGPERCENT RETAINEDD60 = 15mm D30 = 2.5mm D10 = 0.075mm Cu = = = 200D60 D10 15 0.075 Cc = = = 5.6(D30) D10 x D60 2.5 0.075 x 15 2 2 CL-ML For classification of fine-grained soils and fine-grained fraction of coarse-grained soils. Equation of "A"-line Horizontal at PI = 4 to LL = 25.5. then PI = 0.73 (LL-20) Equation of "U"-line Vertical at LL = 16 to PI = 7. then PI = 0.9 (LL-8)"A" LI NE "U" LINECL OR OLCHOR OH10 20 30 40 50 60 70 80 90 100 110 0 0 10 20 30 40 50 60 16 7 4PLASTICITY INDEX (PI)LIQUID LIMIT (LL) Plasticity Chart ADDITIONAL TERMINOLOGY NOTES USED BY AET FOR SOIL IDENTIFICATION AND DESCRIPTION Grain Size Term Particle Size Boulders Over 12" Cobbles 3" to 12" Gravel #4 sieve to 3" Sand #200 to #4 sieve Fines (silt & clay) Pass #200 sieve Gravel Percentages Term Percent A Little Gravel 3% -14% With Gravel 15% -29% Gravelly 30% -50% Consistency of Plastic Soils Term N-Value, BPF Very Soft less than 2 Soft 2 -4 Firm 5 -8 Stiff 9 -15 Very Stiff 16 -30 Hard Greater than 30 Relative Density of Non-Plastic Soils Term N-Value, BPF Very Loose 0 - 4 Loose 5 - 10 Medium Dense 11 - 30 Dense 31 - 50 Very Dense Greater than 50 Moisture/Frost Condition (MC Column) D (Dry): Absence of moisture, dusty, dry to touch. M (Moist): Damp, although free water not visible. Soil may still have a high water content (over “optimum”). W (Wet/ Free water visible, intended to Waterbearing): describe non-plastic soils. Waterbearing usually relates to sands and sand with silt. F (Frozen): Soil frozen Layering Notes Laminations: Layers less than ½" thick of differing material or color. Lenses: Pockets or layers greater than ½" thick of differing material or color. Peat Description Fiber Content Term (Visual Estimate) Fibric Peat: Greater than 67% Hemic Peat: 33 –67% Sapric Peat: Less than 33% Organic Description (if no lab tests) Soils are described as organic, if soil is not peat and is judged to have sufficient organic fines content to influence the Liquid Limit properties. Slightly organic used for borderline cases. Root Inclusions With roots: Judged to have sufficient quantity of roots to influence the soil properties. Trace roots: Small roots present, but not judged to be in sufficient quantity to significantly affect soil properties. ML OR OL MH OR OH A-7 A-7-5 A-7-6 Sieve Analysis, Percent passing: No. 10 (2.00 mm) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50 max. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . No. 40 (0.425 mm) . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 max. 50 max. 51 min. . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . No. 200 (0.075 mm) . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 max. 25 max. 10 max. 35 max. 35 max.35 max. 35 max. 36 min. 36 min. 36 min.36 min. Characteristics of Fraction Passing No. 40 (0.425 mm) Liquid limit . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40 max. 41 min. 40 max. 41 min. 40 max. 41 min. 40 max.41 min. Plasticity index . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N.P. 10 max. 10 max. 11 min. 11 min. 10 max. 10 max. 11 min.11 min. General Ratings as Subgrade . . . . . . . . . . . . . . . . . . . . . Definitions of Gravel, Sand and Silt-Clay 01CLS022 (07/11)AMERICAN ENGINEERING TESTING, INC. The term "silty" is applied to fine material having plasticity index of 10 or less and the term "clayey" is applied to fine material having plasticity index of 11 or greater. AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS AASHTO SOIL CLASSIFICATION SYSTEM Classification of Soils and Soil-Aggregate Mixtures GRAVEL - Material passing sieve with 3-in. square openings and retained on the No. 10 sieve. COARSE SAND - Material passing the No. 10 sieve and retained on the No. 40 sieve. FINE SAND - Material passing the No. 40 sieve and retained on the No. 200 sieve. COMBINED SILT AND CLAY - Material passing the No. 200 sieve Excellent to Good Group A-8 soils are organic clays or peat with organic content >5%. BOULDERS (retained on 3-in. sieve) should be excluded from the portion of the sample to which the classificaiton is applied, but the percentage of such material, if any, in the sample should be recorded. (35% or less passing No. 200 sieve)(More than 35% passing No. 200 sieve) General Classification A-4 A-5 The terms "gravel", "coarse sand", "fine sand" and "silt-clay", as determinable from the minimum test data required in this classification arrangement and as used in subsequent word descriptions are defined as follows: Granular Materials Silt-Clay Materials A-1 A-2 A-2-6 A-2-7 . . . . 6 max. Fine Sand Silty or Clayey Gravel and Sand Silty Soils Clayey Soils Plasticity index of A-7-5 subgroup is equal to or less than LL minus 30. Plasticity index of A-7-6 subgroup is greater than LL minus 30. A-3 A-2-4 A-2-5 Stone Fragments, Gravel and Sand Fair to Poor A-6 The placing of A-3 before A-2 is necessary in the "left to right elimination process" and does not indicate superiority of A-3 over A-2. Usual Types of Significant Constituent Materials A-1-a A-1-bGroup Classification -10 0 10 20 30 40 50 100 90 80 70 60 50 40 30 20 15 35 0 2 4 6 8 1012 1416 18 203040 506070 80 1020304050607080100140180 LIQUID LIMIT PLAS TI CI T Y I N D E X PERCENT PASSING NO. 200 SIEVEPARTIAL GROUP INDEXGROUP INDEX CHART Group Index (GI) = (F-35) [0.2+0.005 (LL-40) ] + 0.01 (F-15) (PI-10) where F = % Passing No. 200 sieve, LL = Liquid Limit, and PI = Plasticity Index. When working with A-2-6 and A-2-7 subgroups the Partial Group Index (PGI) is determined from the PI only. When the combined Partial Group Indices are negative, the Group Index should be reported as zero.A-2-6 and A-2-782% Passing No. 200 sieve LL = 38 PI = 21 PGI = 8.9 for LL PGI = 7.4 for PI GI = 16 Then:Example: 10 20 30 40 50 60 70 80 90 100 0 10 20 30 40 50 60 70 Sub- G r o u p A-7-5 Sub-G roupA-7 -6 A-7A-5 A-4 A-6 PI = LL - 30PLASTICITY INDEX (PI) Liquid Limit and Plasticity Index Ranges for the A-4, A-5, A-6 and A-7 SubgroupsLiquid Limit ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! !! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! @A @A @A @A @A @A @A @A @A @A @A B9 B8 B7 B6 B5 B4 B3 B2 B1 B11 B10 Jamaica Ave S80th St S 90th St SJamaica Ave S80th St S Hill s i d e T r l S 75th St S 8 1 s t S t S Isle Ave S88th St S 90th St S Janero Ave SI n d ia n B lv d S Inwood Ave SJewelAveSInskipTrlSIrvin AveSJensen Ave S85th St S Irish AveS 91st St SInnsdale Ave SJergen Ave SF o o t h i l l R d S JasmineAveSIronwoodAveSIvywood Ave S80th St S 73rd St S Ive r s o nAveS E Point Douglas R d S Ivystone Ave S79th St S Ingl eside Ave S JareauAv e S J o c e l y n A v e S Jody Cir SI n d a hl A v e S Jeffery Ave SId e a l AveSI s l e t o n A v eSJodyL n S Jenner Ln SInm an A v e SJennerAveS83rd St S IvanAveS78th St S Ira Ave SIng b erg TrlS Islay Ave SJanie Ave SIsletonCt S92nd St S 77th St S J efferyLnS87th St SIngersollAve SJasmine Ln SJarvisAve SW P o i n t D o u g l a s R d S I v y s to n eCtS89th Street Cir S 82nd St r e et Ct SIngle Ct SIsle Ct S Jergen Bay SJergen Ct S76th Street Ct S 83r d Street C t S Upper 81st St S Janero Ct Irvin Avenue Ct S Jody Trl SIndian Boulevard Ct SIrish Avenue Ct S 77th Str e e t C t 89 t h St re e t C t S 8 0 th S t S 81s t S t S Inman Ave SJanero Ave S92nd St SIrish Avenue Ct SI nm a n A v e S I s l e t onAve S 83 rd S t SIversonAveS 77th St SInwoodAveS Jensen Ave SJergenAveSJeffery L n S I n nsdal eAv e S Jeffe r y A ve SJaneroAveS8 0th St S Jewel Ave SJewel Ave SJefferyAveS79th St S Ingleside Ave SJe n senAveSJaneroAveSJ a s mi n e Av e S7 5 t h S t S 7 9 th St S JensenAveS9 1 st St S J oc e l ynAveS80th St S Inman Ave S£¤10 £¤10 Grey Cloud Elementary School Kingston Park Foothill Park Pinetree Pond Park Testing Locations AET Project No. 28-20309 Jamaica Avenue Improvements Cottage Grove, Minnesota0800400 Feet ± File: 28-20309P-1.mxd Date: 06/26/2020 AMERICAN ENGINEERING TESTING, INC Figure 1Map Reference: Date: 06/26/2020 Geotechnical Data Report Legend @A Boring !FWD Testing 550 Cleveland Avenue North | Saint Paul, MN 55114 Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. CONSULTANTS ·ENVIRONMENTAL ·GEOTECHNICAL ·MATERIALS ·FORENSICSPAVEMENT CORE LOG Jamaica Avenue Improvements – Cottage Grove, Minnesota AET Project Number: 28-20309 Core: B-1 Date Cored: June 2, 2020 Description: Core Diameter:4” Total Core Height:7.” Lift 1: 2.2” Lift 2: 1.6” Lift 3: 1.5” Lift 4: 2.5” Comments: Possible chip seal at the surface. Core contains slight stripping throughout. Lift 4 contains slight to moderate stripping. 550 Cleveland Avenue North | Saint Paul, MN 55114 Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. CONSULTANTS ·ENVIRONMENTAL ·GEOTECHNICAL ·MATERIALS ·FORENSICSPAVEMENT CORE LOG Jamaica Avenue Improvements – Cottage Grove, Minnesota AET Project Number: 28-20309 Core: B-2 Date Cored: June 2, 2020 Description: Core Diameter: 4” Total Core Height: 4.9” Lift 1: 1.9” Lift 2: 3.0” Comments: Possible chip seal at the surface. Core contains moderate stripping throughout. 550 Cleveland Avenue North | Saint Paul, MN 55114 Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. CONSULTANTS ·ENVIRONMENTAL ·GEOTECHNICAL ·MATERIALS ·FORENSICSPAVEMENT CORE LOG Jamaica Avenue Improvements – Cottage Grove, Minnesota AET Project Number: 28-20309 Core: B-3 Date Cored: June 2, 2020 Description: Core Diameter: 4” Total Core Height: 6.1” Lift 1: 1.3” Lift 2: 1.2” Lift 3: 1.5” Lift 4: 2.1” Comments: Possible chip seal at the surface. Core has slight to moderate stripping throughout. 550 Cleveland Avenue North | Saint Paul, MN 55114 Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. CONSULTANTS ·ENVIRONMENTAL ·GEOTECHNICAL ·MATERIALS ·FORENSICSPAVEMENT CORE LOG Jamaica Avenue Improvements – Cottage Grove, Minnesota AET Project Number: 28-20309 Core: B-4 Date Cored: June 2, 2020 Description: Core Diameter: 4” Total Core Height: 5.3” Lift 1: 2.0” Lift 2: 1.5” Lift 3: 1.8” Comments: Possible chip seal at the surface. Lift 1 contains slight stripping. Lifts 2 and 3 contain moderate to severe stripping. 550 Cleveland Avenue North | Saint Paul, MN 55114 Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. CONSULTANTS ·ENVIRONMENTAL ·GEOTECHNICAL ·MATERIALS ·FORENSICSPAVEMENT CORE LOG Jamaica Avenue Improvements – Cottage Grove, Minnesota AET Project Number: 28-20309 Core: B-5 Date Cored: June 2, 2020 Description: Core Diameter: 4” Total Core Height: 5.7” Lift 1: 2.2” Lift 2: 1.9” Lift 3: 1.6” Comments: Possible chip seal at the surface. Lifts 1 and 2 contains slight stripping. Lift 3 contains moderate stripping. 550 Cleveland Avenue North | Saint Paul, MN 55114 Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. CONSULTANTS ·ENVIRONMENTAL ·GEOTECHNICAL ·MATERIALS ·FORENSICSPAVEMENT CORE LOG Jamaica Avenue Improvements – Cottage Grove, Minnesota AET Project Number: 28-20309 Core: B-6 Date Cored: June 2, 2020 Description: Core Diameter: 4” Total Core Height: 5.2” Lift 1: 1.7” Lift 2: 1.2” Lift 3: 2.3” Comments: Possible chip seal at the surface. Lift 1 contains moderate to severe stripping. Bottom of lift 1 contained large voids. Lifts 2 and 3 contains slight to moderate stripping. 550 Cleveland Avenue North | Saint Paul, MN 55114 Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. CONSULTANTS ·ENVIRONMENTAL ·GEOTECHNICAL ·MATERIALS ·FORENSICSPAVEMENT CORE LOG Jamaica Avenue Improvements – Cottage Grove, Minnesota AET Project Number: 28-20309 Core: B-7 Date Cored: June 2, 2020 Description: Core Diameter: 4” Total Core Height: 4.4” Lift 1: 1.8” Lift 2: 1.3” Lift 3: 1.3” Comments: Possible chip seal at the surface. Core generally has slight to moderate stripping throughout. 550 Cleveland Avenue North | Saint Paul, MN 55114 Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. CONSULTANTS ·ENVIRONMENTAL ·GEOTECHNICAL ·MATERIALS ·FORENSICSPAVEMENT CORE LOG Jamaica Avenue Improvements – Cottage Grove, Minnesota AET Project Number: 28-20309 Core: B-8 Date Cored: June 2, 2020 Description: Core Diameter: 4” Total Core Height: 5.6” Lift 1: 2.0” Lift 2: 1.6” Lift 3: 2.0” Downhole Bituminous Thickness: 7” Comments: Possible chip seal at the surface. Lifts 1 and 2 contain slight stripping. Lift 3 contains moderate stripping. %RWWRPRIFRUHQRWUHFRYHUHG 550 Cleveland Avenue North | Saint Paul, MN 55114 Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. CONSULTANTS ·ENVIRONMENTAL ·GEOTECHNICAL ·MATERIALS ·FORENSICSPAVEMENT CORE LOG Jamaica Avenue Improvements – Cottage Grove, Minnesota AET Project Number: 28-20309 Core: B-9 Date Cored: June 2, 2020 Description: Core Diameter:4” Total Core Height:5.” Lift 1: 1.6” Lift 2: 1.7” Lift 3: 1.8” Comments: Possible chip seal at the surface. Lift 1 contains slight stripping. Lift 2 contains moderate stripping. Lift 3 contains severe stripping and large voids. 550 Cleveland Avenue North | Saint Paul, MN 55114 Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. CONSULTANTS ·ENVIRONMENTAL ·GEOTECHNICAL ·MATERIALS ·FORENSICSPAVEMENT CORE LOG Jamaica Avenue Improvements – Cottage Grove, Minnesota AET Project Number: 28-20309 Core: B-10 Date Cored:June 2, 2020 Description: Core Diameter:4” Total Core Height:5.” Lift 1: 2.1” Lift 2: 2.1” Lift 3: 1.3” Comments: Possible chip seal at the surface. Core contains moderate stripping throughout. 550 Cleveland Avenue North | Saint Paul, MN 55114 Phone (651) 659-9001 | (800) 972-6364 | Fax (651) 659-1379 | www.amengtest.com | AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. CONSULTANTS ·ENVIRONMENTAL ·GEOTECHNICAL ·MATERIALS ·FORENSICSPAVEMENT CORE LOG Jamaica Avenue Improvements – Cottage Grove, Minnesota AET Project Number: 28-20309 Core: B-11 Date Cored:June 2, 2020 Description: Core Diameter:4” Total Core Height:” Bituminous Downhole Thickness: 7” Comments: Possible chip seal at the surface. Core contains severe stripping throughout. Core crumbled during coring operations. 12 20 20 FILL COARSE ALLUVIUM 7.75" Bituminous pavement 3" FILL, mostly sand, a little gravel, dark brown (A-1-b) (possible aggregate base) FILL, mixture of sand and silty sand, light brown (A-2-4) SAND, a little gravel, fine to medium grained, light brown, moist, medium dense (SP) (A-3) END OF BORING Northbound Right Turn Lane to E Point Douglas Road 44 33 17 CORE SS SS SS 2 M M M WATER LEVEL MEASUREMENTS None DR: 10:20 LG:1C TIME DRILLING METHOD SD 6/2/20 3.25" HSA BORINGCOMPLETED: DATE 6.0 NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON THIS LOGRig: 4.0 SS 0-4' WATERLEVEL SURFACE ELEVATION: 0.0 CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH 6/2/20 DEPTH: DRILLINGFLUID LEVEL FIELD & LABORATORY TESTS MATERIAL DESCRIPTION 1 2 3 4 5 6 N %-#200MC AET JOB NO: PROJECT: RECIN. AMERICAN ENGINEERING TESTING, INC. DEPTHINFEET PLWC LOG OF BORING NO. GEOLOGY LATITUDE: B-1 (p. 1 of 1) SAMPLETYPE LONGITUDE: 01-DHR-060 LL 03/2011 DENDEN 44.816568° -92.932841° SUBSURFACE BORING LOG 28-20309 Jamaica Avenue Improvements; Cottage Grove, MN AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20 20 24 14 FILL5" Bituminous pavement 8" FILL, mostly sand, a little gravel, dark brown (A-1-b) FILL, mostly sand, a little gravel, brown (A-3) END OF BORING Northbound Right Lane 38 21 7 CORE SS SS SS 9 M M M WATER LEVEL MEASUREMENTS None DR: 10:47 LG:1C TIME DRILLING METHOD SD 6/2/20 3.25" HSA BORINGCOMPLETED: DATE 6.0 NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON THIS LOGRig: 4.0 SS 0-4' WATERLEVEL SURFACE ELEVATION: 0.0 CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH 6/2/20 DEPTH: DRILLINGFLUID LEVEL FIELD & LABORATORY TESTS MATERIAL DESCRIPTION 1 2 3 4 5 6 N %-#200MC AET JOB NO: PROJECT: RECIN. AMERICAN ENGINEERING TESTING, INC. DEPTHINFEET PLWC LOG OF BORING NO. GEOLOGY LATITUDE: B-2 (p. 1 of 1) SAMPLETYPE LONGITUDE: 01-DHR-060 LL 03/2011 DENDEN 44.820932° -92.928463° SUBSURFACE BORING LOG 28-20309 Jamaica Avenue Improvements; Cottage Grove, MN AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20 18 18 24 FILL COARSE ALLUVIUM 6" Bituminous pavement 9" FILL, mostly gravelly silty sand, dark brown (A-1-b) (possible aggregate base) FILL, mostly silty sand, a little gravel, brown (A-2-4) SAND, fine grained, light brown, moist, dense to medium dense (SP) (A-3) END OF BORING Northbound Right Lane 42 36 22 CORE SS SS SS M M M WATER LEVEL MEASUREMENTS None DR: 11:06 LG:1C TIME DRILLING METHOD SD 6/2/20 3.25" HSA BORINGCOMPLETED: DATE 6.0 NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON THIS LOGRig: 4.0 SS 0-4' WATERLEVEL SURFACE ELEVATION: 0.0 CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH 6/2/20 DEPTH: DRILLINGFLUID LEVEL FIELD & LABORATORY TESTS MATERIAL DESCRIPTION 1 2 3 4 5 6 N %-#200MC AET JOB NO: PROJECT: RECIN. AMERICAN ENGINEERING TESTING, INC. DEPTHINFEET PLWC LOG OF BORING NO. GEOLOGY LATITUDE: B-3 (p. 1 of 1) SAMPLETYPE LONGITUDE: 01-DHR-060 LL 03/2011 DENDEN 44.824840° -92.925149° SUBSURFACE BORING LOG 28-20309 Jamaica Avenue Improvements; Cottage Grove, MN AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20 14 24 24 FILL COARSE ALLUVIUM 5.5" Bituminous pavement 5" FILL, mostly gravelly silty sand, brown (A-1-b) (possible aggregate base) FILL, mostly silty sand, a little gravel, brown (A-2-4) SAND, a little gravel, fine to medium grained, light brown, moist, medium dense (SP) (A-3) END OF BORING Northbound Right Lane 33 30 26 CORE SS SS SS M M M WATER LEVEL MEASUREMENTS None DR: 11:28 LG:1C TIME DRILLING METHOD SD 6/2/20 3.25" HSA BORINGCOMPLETED: DATE 6.0 NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON THIS LOGRig: 4.0 SS 0-4' WATERLEVEL SURFACE ELEVATION: 0.0 CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH 6/2/20 DEPTH: DRILLINGFLUID LEVEL FIELD & LABORATORY TESTS MATERIAL DESCRIPTION 1 2 3 4 5 6 N %-#200MC AET JOB NO: PROJECT: RECIN. AMERICAN ENGINEERING TESTING, INC. DEPTHINFEET PLWC LOG OF BORING NO. GEOLOGY LATITUDE: B-4 (p. 1 of 1) SAMPLETYPE LONGITUDE: 01-DHR-060 LL 03/2011 DENDEN 44.830737° -92.923838° SUBSURFACE BORING LOG 28-20309 Jamaica Avenue Improvements; Cottage Grove, MN AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20 14 24 24 FILL6" Bituminous pavement 11" FILL, mostly gravelly sand with silt, dark brown (A-1-b) (possible aggregate base) FILL, mostly silty sand, a little gravel, brown (A-2-4) END OF BORING Northbound Right Lane 33 58 74 CORE SS SS SS 6 M M M WATER LEVEL MEASUREMENTS None DR: 11:56 LG:1C TIME DRILLING METHOD SD 6/2/20 3.25" HSA BORINGCOMPLETED: DATE 6.0 NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON THIS LOGRig: 4.0 SS 0-4' WATERLEVEL SURFACE ELEVATION: 0.0 CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH 6/2/20 DEPTH: DRILLINGFLUID LEVEL FIELD & LABORATORY TESTS MATERIAL DESCRIPTION 1 2 3 4 5 6 N %-#200MC AET JOB NO: PROJECT: RECIN. AMERICAN ENGINEERING TESTING, INC. DEPTHINFEET PLWC LOG OF BORING NO. GEOLOGY LATITUDE: B-5 (p. 1 of 1) SAMPLETYPE LONGITUDE: 01-DHR-060 LL 03/2011 DENDEN 44.836755° -92.923860° SUBSURFACE BORING LOG 28-20309 Jamaica Avenue Improvements; Cottage Grove, MN AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20 12 24 24 FILL COARSE ALLUVIUM OR FILL 5.5" Bituminous pavement 5" FILL, mostly sand, a little gravel, brown (A-1-b) (possible aggregate base) SAND, fine to medium grained, light brown, moist, dense to medium dense (SP) (A-3) (possible fill) END OF BORING Northbound Right Lane 38 45 21 CORE SS SS SS 5 M M M WATER LEVEL MEASUREMENTS None DR: 1:05 LG:41 TIME DRILLING METHOD SD 6/2/20 3.25" HSA BORINGCOMPLETED: DATE 6.0 NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON THIS LOGRig: 4.0 SS 0-4' WATERLEVEL SURFACE ELEVATION: 0.0 CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH 6/2/20 DEPTH: DRILLINGFLUID LEVEL FIELD & LABORATORY TESTS MATERIAL DESCRIPTION 1 2 3 4 5 6 N %-#200MC AET JOB NO: PROJECT: RECIN. AMERICAN ENGINEERING TESTING, INC. DEPTHINFEET PLWC LOG OF BORING NO. GEOLOGY LATITUDE: B-6 (p. 1 of 1) SAMPLETYPE LONGITUDE: 01-DHR-060 LL 03/2011 DENDEN 44.842500° -92.923866° SUBSURFACE BORING LOG 28-20309 Jamaica Avenue Improvements; Cottage Grove, MN AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20 20 24 3 FILL COARSE ALLUVIUM OR FILL 5" Bituminous pavement 5" FILL, mostly sand, a little gravel, brown (A-1-b) (possible aggregate base) FILL, mostly sand, a little gravel, brown (A-3) SAND, a little gravel, fine grained, light brown, moist, loose to medium dense (SP) (A-3) (possible fill) END OF BORING Southbound Right Lane 40 40 42 CORE SS SS SS M M M WATER LEVEL MEASUREMENTS None DR: 1:33 LG:41 TIME DRILLING METHOD SD 6/2/20 3.25" HSA BORINGCOMPLETED: DATE 6.0 NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON THIS LOGRig: 4.0 SS 0-4' WATERLEVEL SURFACE ELEVATION: 0.0 CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH 6/2/20 DEPTH: DRILLINGFLUID LEVEL FIELD & LABORATORY TESTS MATERIAL DESCRIPTION 1 2 3 4 5 6 N %-#200MC AET JOB NO: PROJECT: RECIN. AMERICAN ENGINEERING TESTING, INC. DEPTHINFEET PLWC LOG OF BORING NO. GEOLOGY LATITUDE: B-7 (p. 1 of 1) SAMPLETYPE LONGITUDE: 01-DHR-060 LL 03/2011 DENDEN 44.839348° -92.924089° SUBSURFACE BORING LOG 28-20309 Jamaica Avenue Improvements; Cottage Grove, MN AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20 18 24 24 FILL COARSE ALLUVIUM OR FILL 7.5" Bituminous pavement 5" FILL, mostly gravelly silty sand, dark brown (A-1-b) (possible aggregate base) FILL, mostly silty sand, a little gravel, brown (A-2-4) FILL, mixture of sand and silty sand, a little gravel, brown (A-2-4) SAND, a little gravel, fine grained, light brown, moist, very dense (SP) (A-3) (possible fill) END OF BORING Southbound Right Lane 32 48 74 CORE SS SS SS M M M WATER LEVEL MEASUREMENTS None DR: 1:58 LG:41 TIME DRILLING METHOD SD 6/2/20 3.25" HSA BORINGCOMPLETED: DATE 6.0 NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON THIS LOGRig: 4.0 SS 0-4' WATERLEVEL SURFACE ELEVATION: 0.0 CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH 6/2/20 DEPTH: DRILLINGFLUID LEVEL FIELD & LABORATORY TESTS MATERIAL DESCRIPTION 1 2 3 4 5 6 N %-#200MC AET JOB NO: PROJECT: RECIN. AMERICAN ENGINEERING TESTING, INC. DEPTHINFEET PLWC LOG OF BORING NO. GEOLOGY LATITUDE: B-8 (p. 1 of 1) SAMPLETYPE LONGITUDE: 01-DHR-060 LL 03/2011 DENDEN 44.832661° -92.924036° SUBSURFACE BORING LOG 28-20309 Jamaica Avenue Improvements; Cottage Grove, MN AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20 12 21 16 FILL COARSE ALLUVIUM 5.5" Bituminous pavement 6" FILL, mostly gravelly silty sand, dark brown (A-1-b) FILL, mostly silty sand, a little gravel, brown (A-2-4) SAND, a little gravel, fine to medium grained, light brown, moist, dense to medium dense (SP) (A-3) END OF BORING Southbound Right Lane 26 48 18 CORE SS SS SS M M M WATER LEVEL MEASUREMENTS None DR: 2:23 LG:41 TIME DRILLING METHOD SD 6/2/20 3.25" HSA BORINGCOMPLETED: DATE 6.0 NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON THIS LOGRig: 4.0 SS 0-4' WATERLEVEL SURFACE ELEVATION: 0.0 CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH 6/2/20 DEPTH: DRILLINGFLUID LEVEL FIELD & LABORATORY TESTS MATERIAL DESCRIPTION 1 2 3 4 5 6 N %-#200MC AET JOB NO: PROJECT: RECIN. AMERICAN ENGINEERING TESTING, INC. DEPTHINFEET PLWC LOG OF BORING NO. GEOLOGY LATITUDE: B-9 (p. 1 of 1) SAMPLETYPE LONGITUDE: 01-DHR-060 LL 03/2011 DENDEN 44.827981° -92.924220° SUBSURFACE BORING LOG 28-20309 Jamaica Avenue Improvements; Cottage Grove, MN AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20 10 24 24 FILL COARSE ALLUVIUM 5.5" Bituminous pavement 8.5" FILL, mostly gravelly silty sand, dark brown (A-1-b) (possible aggregate base) FILL, mostly sand with silt, light brown (A-2-4) SAND, a little gravel, fine grained light brown, moist, medium dense (SP) (A-3) END OF BORING Southbound Right Lane 30 21 17 CORE SS SS SS M M M WATER LEVEL MEASUREMENTS None DR: 2:43 LG:41 TIME DRILLING METHOD SD 6/2/20 3.25" HSA BORINGCOMPLETED: DATE 6.0 NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON THIS LOGRig: 4.0 SS 0-4' WATERLEVEL SURFACE ELEVATION: 0.0 CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH 6/2/20 DEPTH: DRILLINGFLUID LEVEL FIELD & LABORATORY TESTS MATERIAL DESCRIPTION 1 2 3 4 5 6 N %-#200MC AET JOB NO: PROJECT: RECIN. AMERICAN ENGINEERING TESTING, INC. DEPTHINFEET PLWC LOG OF BORING NO. GEOLOGY LATITUDE: B-10 (p. 1 of 1) SAMPLETYPE LONGITUDE: 01-DHR-060 LL 03/2011 DENDEN 44.822520° -92.927134° SUBSURFACE BORING LOG 28-20309 Jamaica Avenue Improvements; Cottage Grove, MN AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20 18 24 24 FILL COARSE ALLUVIUM 7.25" Bituminous pavement 4" FILL, mostly gravelly silty sand, dark brown (A-1-b) (possible aggregate base) FILL, mostly silty sand, a little gravel, brown (A-2-4) SAND, a little gravel, fine to medium grained, light brown to brown, moist, dense to medium dense (SP) (A-3) (possible fill) END OF BORING Southbound Right Turn Lane to E Point Douglas Road 33 36 17 CORE SS SS SS M M M WATER LEVEL MEASUREMENTS None DR: 3:10 LG:41 TIME DRILLING METHOD SD 6/2/20 3.25" HSA BORINGCOMPLETED: DATE 6.0 NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON THIS LOGRig: 4.0 SS 0-4' WATERLEVEL SURFACE ELEVATION: 0.0 CAVE-INDEPTHCASINGDEPTHSAMPLEDDEPTH 6/2/20 DEPTH: DRILLINGFLUID LEVEL FIELD & LABORATORY TESTS MATERIAL DESCRIPTION 1 2 3 4 5 6 N %-#200MC AET JOB NO: PROJECT: RECIN. AMERICAN ENGINEERING TESTING, INC. DEPTHINFEET PLWC LOG OF BORING NO. GEOLOGY LATITUDE: B-11 (p. 1 of 1) SAMPLETYPE LONGITUDE: 01-DHR-060 LL 03/2011 DENDEN 44.818452° -92.931318° SUBSURFACE BORING LOG 28-20309 Jamaica Avenue Improvements; Cottage Grove, MN AET_CORP W-LAT-LONG 28-20309.GPJ AET+CPT+WELL_20181012_JG.GDT 7/2/20 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 3/4 30 medium D10 coarse 4 14081.5 6 200100 GRAIN SIZE IN MILLIMETERS Specimen Identification Specimen Identification MC% LL PL PI Cc SILT OR CLAY GRADATION CURVES 22.5 6.1 31.5 1.4 %Sand %Silt %Clay 75.4 84.7 62.1 93.8 %Gravel SAND 40 fine D30 1 D60 U.S. SIEVE NUMBERS 20161410 U.S. SIEVE OPENING IN INCHES HYDROMETER 8.4 6.3 16.5 2.7 0.89 1.14 0.62 0.82 23 B-1 B-2 B-5 B-6 0.8' 1.5' 1.0' 3.0' 0.8' 1.5' 1.0' 3.0' B-1 B-2 B-5 B-6 1/2 P E R C E N T F I N E R B Y W E I G H T 3 Sand with gravel, dark brown (A-1-b) Sand, a little gravel, brown (A-3) Gravelly sand with silt, dark brown (A-1-b) Sand, light brown (A-3) 3/8 19.00 12.50 19.00 12.50 2.14 0.56 2.68 0.41 0.699 0.240 0.518 0.227 Classification Cu D100 6 70504 GRAVEL fineCOBBLES coarse 0.2563 0.0897 0.1623 0.1534 2.1 9.3 6.4 4.8 6/2/20 Jamaica Avenue Improvements; Cottage Grove, MN PROJECT AET JOB NO. DATE 28-20309 AMERICAN ENGINEERING TESTING, INC. Appendix B Falling Weight Deflectometer Field Exploration and Testing Figure 2 – Effective Subgrade R-Value Map Appendix B Falling Weight Deflectometer Field Exploration and Testing AET Project No. 28-20309 Appendix B - Page 1 of 3 AMERICAN ENGINEERING TESTING, INC. B.1 PAVEMENT TESTING The pavement structural conditions at the site were evaluated nondestructively using Falling Weight Deflectometer (FWD). The description of the equipment precedes the Deflection Data and Analysis Results in this appendix. B.2 EQUIPMENT DESCRIPTION B.2.1 Dynatest 8000 FWD Test System The FWD owned by AET is a Dynatest 8000 FWD Test System that consists of a Dynatest 8002 trailer and a third generation control and data acquisition unit developed in 2003, called the Dynatest Compact15, featuring fifteen (15) deflection channels. The new generation FWD, including a Compact15 System and a standard PC with the FwdWin Field Program constitutes the newest, most sophisticated Dynatest FWD Test System, which fulfills or exceeds all requirements to meet ASTM-4694 Standards. Figure B1 provides a view of this equipment. Figure B1 Dynatest 8002 FWD Test System The FWD imposes a dynamic impulse load onto the pavement surface through a load plate. Total pulse is an approximately half sine shape with a total duration typically between 25 to 30 ms. The FWD is capable of applying a variety of loads to the pavement ranging from 1,500 lbf (7 kN) to 27,000 ibf (120 kN) by dropping a variable weight mass from different heights to a standard, 11.8-inch (300-mm) diameter rigid plate. The drop weights and the buffers are constructed so that the falling weight buffer subassembly may be quickly and conveniently changed between falling masses of 440 lbm (200 kg) for highways and 770 lbm (350 kg) for airports. With the 440 lbm (200 kg) package for highways three drop heights are used with the target load of 6,000 lbf (27 kN) at drop height 1, 9,000 lbf (40 kN) at drop height 2, and 12,000 lbf at drop height 3 (53 kN). The drop sequence consists of two seating drops from drop height 3 and 2 repeat measurements at drop height 1 and 1 measurement at drop height 2 for flexible pavements and 2 repeat measurements at drop height 2 and 1 measurement at drop height 3 for rigid pavements. The data from the seating drops is not stored. The FWD is equipped with a load cell to measure the applied forces and nine geophones or deflectors to measure deflections up to 100 mils (2.5 mm). The load cell is capable of accurately measuring the force that is applied perpendicular to the loading plate with a resolution of 0.15 psi (1 kPa) or better. The force is expressed in terms of pressure, as a function of loading plate size. Nine deflectors at the offsets listed in the following table in the Long Term Performance Program (LTPP) configuration are capable of measuring electronically discrete deflections per test, together with nine (9) separate deflection measuring channels for recording of the data. One (1) of the deflectors measures the deflection of the pavement surface through the center of the loading plate, while seven (7) deflectors are capable of being positioned behind the loading plate along the housing bar, up to a distance of 5 ft (2.5 m) from the center of the loading plate and one (1) being positioned in front of the loading plate along the bar. Deflector D9 D1 D2 D3 D4 D5 D6 D7 D8 Offset (in.)-12 0 8 12 18 24 36 48 60 Appendix B Falling Weight Deflectometer Field Exploration and Testing AET Project No. 28-20309 Appendix B - Page 2 of 3 AMERICAN ENGINEERING TESTING, INC. Field testing is performed in accordance with the standard ASTM procedures as described in ASTM D 4695-96, “Standard Guide for General Pavement Deflection Measurements” and the calibration of our equipment is verified each year at the Long Term Pavement Performance Calibration Center in Maplewood, MN. B.2.2 Linear Distance and Spatial Reference System Distance measuring instrument (DMI) is a trailer mounted two phase encoder system. When DMI is connected to the Compact15 it provides for automatic display and recording distance information in both English and metric units with a 1 foot (0.3 meters) resolution and four percent accuracy when calibrated using the provided procedure in the Field Program. Spatial reference system is a Trimble ProXH Global Positioning System (GPS) that consists of fully integrated receiver, antenna and battery unit with Trimble’s new H-Star™ technology to provide subfoot (30 cm) post-processed accuracy. The External Patch antenna isadded to the ProXH receiver for the position of the loading plate. TheExternal Patch antenna can be conveniently elevated with the optional baseball cap to prevent any signal blockage. B.2.3 Air and Pavement Temperature Measuring System A temperature monitoring probe, for automatic recording of air temperature, is an electronic (integrated circuit) sensing element in a stainless steel probe. The probe mounts on the FWD unit in a special holder with air circulation and connects to the Compact15. A non-contact Infra-Red (IR) Temperature Transmitter, for automatic recording of pavement surface temperature only, features an integrated IR-detector and digital electronics in a weather proof enclosure. The IR transmitter mounts on the FWD unit in a special holder with air circulation and connects to the Compact15. Both probe and IR transmitter have a resolution of 0.9 ºF (0.5 ºC) and accuracy within ± 1.8ºF (1 ºC) in the 0 to 158 ºF (-18 to +70ºC) range when calibrated using the provided procedure. B.2.4 Camera Monitoring System A battery operated independent DC-1908E multi-functional digital camera with a SD card is used for easy positioning of the loading plate or recording of the pavement surface condition at the testing locations. B.3 SAMPLING METHODS At the project level, the testing interval is set at 0.1 mi. (maximum) or 10 locations per uniform section in the Outside Wheel Path (OWP) = 2.5 ft ± 0.25 ft (0.76 m ± 0.08 m) for nominal 12 ft (3.7 m) wide lanes. Where a divided roadbed exists, surveys will be taken in both directions if the project will include improvements in both directions. If there is more than one lane in one direction the surveys will be taken in the outer driving lane versus the passing lane of the highway. FWD tests are performed at a constant lateral offset down the test section. B.4 QUALITY CONTROL (QC) AND QUALITY ASSURANCE (QA) In addition to the annual reference calibration,the relative calibration of the FWD deflection sensors is conducted monthly but not to exceed 6 weeks during the months in which the FWD unit is continually testing. The DMI is also calibrated monthly by driving the vehicle over a known distance to calculate the distance scale factor. The accuracy of the FWD air temperature and infra-red (IR) sensors are checked on a monthly basis or more frequently if the FWD operator observes “suspicious” temperature readings. Some care in the placement of the load plate and sensors is taken by the survey crew, especially where the highway surface is rutted or cracked, to ensure that the load plate lays on a flat surface and that the load plate and all geophones lie on the same side of any visible cracks. Liberal use of comments placed in the FWD data file at the time of data collection is required. Comments pertaining to proximity to reference markers, bridge abutments, patches, cracks, etc., are all important documentation for the individual evaluating the data. Scheduled preventive maintenance ensures proper equipment operation and helps identify potential problems that can be corrected to avoid poor qualityor missing data that results if the equipment malfunctions while on site. The routine and major maintenance procedures established by the LTPP are adopted and any maintenance has been done at the end of the day after the testing is complete and become part of the routine performed at the end of each test/travel day and on days when no other work is scheduled. Appendix B Falling Weight Deflectometer Field Exploration and Testing AET Project No. 28-20309 Appendix B - Page 3 of 3 AMERICAN ENGINEERING TESTING, INC. B.5 DATA ANALYSIS METHODS B.5.1 Inputs The two-way AADT and HCADT are required to calculate the ESALs. The state average truck percent and truck type distribution are used when HCADT is not provided. The as-built pavement information (layer type, thickness, and construction year) are required and if not provided, GPR and/or coring and boring is needed. B.5.2 Adjustments Temperature adjustment to the deflections measured on bituminous pavements is determined from the temperature predicted at the middle depth of the pavement using the LTPP BELLS3 model that uses the pavement surface temperature and previous day mean air temperature. The predicted middle depth temperature and the standard temperature of 80 degrees Fahrenheit are used to calculate the temperature adjustment factor for deflection data analysis. Seasonal adjustment developed by Mn/DOT is also used. B.5.3 Methods For bituminous pavements, the deflection data were analyzed using the Mn/DOT method for determining the in-place (effective) subgrade and pavement strength, as well as allowable axle loads for a roadway (Investigation 603) revised in 1983 and automated with spreadsheet format in 2008. The Mn/DOT method uses Hogg Model for estimating the subgrade modulus and the Effective GE Equation (Investigation 603) for estimating the effective GE of pavements. The Mn/DOT method also uses the TONN method for estimating Spring Load Capacity and Required Overlay, as described in the Mn/DOT publication “Estimated Spring Load-Carrying Capacity”. For gravel roads, the deflection data were analyzed using the American Association of State Highway and Transportation Officials’ (AASHTO) method for determining the in-place (effective) subgrade and pavement strength, as well as allowable axle loads for a roadway as in the AASHTO Guide for Design of Pavement Structures, 1993. For concrete pavements, the deflection data were analyzed using the FAA methods for determining the modulus of subgrade reaction (k-value), effective elastic modulus of concrete slabs, load transfer efficiency (LTE) on approach and leave slabs of a joint, slab support conditions (void analysis) and impulse stiffness modulus ratio (durability analysis) as in the FAA AC 150/5370-11A, Use of Nondestructive Testing Devices in the Evaluation of Airport Pavement, 2004. B.6 TEST LIMITATIONS B.6.1 Test Methods The data derived through the testing program have been used to develop our opinions about the pavement conditions at your site. However, because no testing program can reveal totally what is in the subsurface, conditions between test locations and at other times, may differ from conditions described in this report. The testing we conducted identified pavement conditions only at those points where we measured pavement surface temperature, deflections, and observed pavement surface conditions. Depending on the sampling methods and sampling frequency, every location may not be tested, and some anomalies which are present in the pavement may not be noted on the testing results. If conditions encountered during construction differ from those indicated by our testing, it may be necessary to alter our conclusions and recommendations, or to modify construction procedures, and the cost of construction may be affected. B.6.2 Test Standards Pavement testing is done in general conformance with the described procedures. Compliance with any other standards referenced within the specified standard is neither inferred nor implied. ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! !! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! !Jamaica Ave S80th St S 90th St SJamaica Ave S80th St S Hill s i d e T r l S 75th St S 8 1 s t S t S Isle Ave S88th St S 90th St S Janero Ave SI n d ia n B lv d S Inwood Ave SJewelAveSInskipTrlSIrvin AveSJensen Ave S85th St S Irish AveS 91st St SInnsdale Ave SJergen Ave SF o o t h i l l R d S JasmineAveSIronwoodAveSIvywood Ave S80th St S 73rd St S Ive r s o nAveS E Point Douglas R d S Ivystone Ave S79th St S Ingl eside Ave S JareauAv e S J o c e l y n A v e S Jody Cir SI n d a hl A v e S Jeffery Ave SId e a l AveSI s l e t o n A v eSJodyL n S Jenner Ln SInm an A v e SJennerAveS83rd St S IvanAveS78th St S Ira Ave SIng b erg TrlS Islay Ave SJanie Ave SIsletonCt S92nd St S 77th St S J efferyLnS87th St SIngersollAve SJasmine Ln SJarvisAve SW P o i n t D o u g l a s R d S I v y s to n eCtS89th Street Cir SUpper89thStreetCirS 82nd St r e et Ct SIngle Ct SIsle Ct S Jergen Bay SJergen Ct S76th Street Ct S 83r d Street C t S Upper 81st St S Janero Ct Irvin Avenue Ct S Jody Trl SIndian Boulevard Ct SIrish Avenue Ct S 77th Str e e t C t 8 0 th S t S 81s t S t S Inman Ave SJanero Ave S92nd St SIrish Avenue Ct SI nm a n A v e S I s l e t onAve S 83 rd S t SIversonAveS 77th St SInwoodAveS Jensen Ave SJergenAveSJe ffe ry L n S I n nsdal eAv e S Jeffe r y A ve SJaneroAveS8 0th St S Jewel Ave SJewel Ave SJefferyAveS79th St S Ingleside Ave SJe n senAveSJaneroAveSJ a s mi n e Av e S7 5 t h S t S 7 9 th St S78th St SJensenAveS9 1 st St S J oc e l ynAveS80th St S Inman Ave S£¤10 £¤10 Grey Cloud Elementary School Kingston Park Foothill Park Pinetree Pond Park Effective Subgrade R-value AET Project No. 28-20309 Jamaica Avenue Improvements Cottage Grove, Minnesota0800400 Feet ± File: 28-20309P-1.mxd Date: 06/26/2020 AMERICAN ENGINEERING TESTING, INC Figure 2Map Reference: Date: 06/26/2020 Geotechnical Data Report Legend !20 - 30 !30 - 40 !40 - 55 Appendix C AET Project No. 28-20309 Ground Penetrating Radar Field Exploration and Testing GPR Plots Appendix C Ground Penetrating Radar Field Exploration and Testing AET Project No. 28-20309 Appendix C - Page 1 of 3 AMERICAN ENGINEERING TESTING, INC. C.1 FIELD EXPLORATION The pavement structural conditions at the site were evaluated nondestructively using Ground Penetrating Radar (GPR). The description of the equipment precedes the GPR Data and Analysis Results in this appendix. C.2 EQUIPMENT DESCRIPTION C.2.1 GSSI GPR Test System The GPR test system owned by AET is a GSSI Roadscan System that consists of a bumper-mounted, 2 GHz air- coupled antenna and a SIR-20 control and data acquisition processor, featuring dual channels. The GPR processor, including a SIR-20 data acquisition system, wheel-mounted DMI (Distance Measuring Instrument), and a tough book with the SIR-20 Field Program constitutes the newest, most sophisticated GSSI Test System, which fulfills or exceeds all requirements to meet ASTM-4748, ASTM D-6087 Standards. Figure C1 provides a view of this equipment. Figure C1 GSSI 2 GHz air-coupled GPR Test System The GPR antenna emits a high frequency electromagnetic wave into the material under investigation. The reflected energy caused by changes in the electromagnetic properties within the material is detected by a receiver antenna and recorded for subsequent analysis. The 2 GHz air-coupled GPR is capable of collecting radar waveforms at more than 100 signals per second, allows for data to be collected at driving speeds along the longitudinal dimension of the pavements or bridge decks with the antennas fixed at the rear or in front of the vehicle. The antenna used for Roadscan is the Horn antenna Model 4105 (2 GHz). The 2 GHz antenna is the current antenna of choice for road survey because it combines excellent resolution with reasonable depth penetration (18-24 inches in pavement materials). The data collection is performed at normal driving speeds (45-55 mph), requiring no lane closures nor causing traffic congestion. At this peed the 2 GHz antenna is capable of collecting data at 1-foot interval (1 scan/foot). The data were collected at a rate of about 1 vertical scans per foot. Each vertical scan consisted of 512 samples and the record length in time of each scan was 12 nanoseconds. Filters used during acquisition were 300 MHz high pass and 5,000 MHz low pass. In a GPR test, the antenna is moved continuouslyacross the test surface and the control unit collects data at a specified distance increment. In this way, the data collection rate is independent of the scan rate. Alternatively, scanning can be performed at a constant rate of time, regardless of the scan distance. Single point scans can be performed as well. Data is reviewed on-screen and in the field to identify reflections and ensure proper data collection parameters. Field testing is performed in accordance with the standard ASTM procedures as described in ASTM D 4695-96, “Standard Guide for General Pavement Deflection Measurements”. C.2.2 System Calibrations Horn antenna processing is used to get the velocity of the radar energy in the material by comparing the reflection strengths (amplitudes) from a pavement layer interface with a perfect reflector (a metal plate). The calibration scan is obtained with the horn antenna placed over a metal plate at the same elevation as a scan obtained over pavement. Appendix C Ground Penetrating Radar Field Exploration and Testing AET Project No. 28-20309 Appendix C - Page 2 of 3 AMERICAN ENGINEERING TESTING, INC. The same setting for data collection is used for metal plate calibration. Fifteen seconds are need for jumping up and down on the vehicle’s bumper to collect the full range of motion for the vehicle’s shocks. The filename of raw calibration file is recorded. Survey wheel is calibrated by laying out a long distance (> 50 feet) with tape measure. C.2.3 Linear Distance and Spatial Reference System Distance measuring instrument (DMI) is a trailer mounted two phase encoder system. When DMI is connected to the SIR-20 it provides for automatic display and recording distance information in both English and metric units with a 1 foot (0.3 meters) resolution and four percent accuracy when calibrated using provided procedure in the Field Program. Spatial reference system is a Trimble ProXH Global Positioning System (GPS) that consists of fully integrated receiver, antenna and battery unit with Trimble’s new H-Star™ technology to provide subfoot (30 cm) post processed accuracy. The External Patch antenna isadded to the ProXH receiver for the position of the loading plate. TheExternal Patch antenna can be conveniently elevated with the optional baseball cap to prevent any signal blockage. C.2.4 Camera Monitoring System A battery operated independent DC-1908E multi-functional digital camera with a SD card is used for easy positioning of the loading plate or of the pavement surface condition at the testing locations. C.3 SAMPLING METHODS At the project level, the testing interval is set at 12 scans per foot in the Outside Wheel Path (OWP) = 2.5 ft ± 0.25 ft (0.76 m ± 0.08 m) for nominal 12 ft (3.7 m) wide lanes at a survey speed of approximately 10 mph. Where a divided roadbed exists, surveys will be taken in both directions if the project will include improvements in both directions. If there is more than one lane in one direction the surveys will be taken in the outer driving lane (truck lane) versus the passing lane of the highway. GPR tests are performed at a constant lateral offset down the test section. When GPR tests are performed on bridge decks, multiple survey lines are followed transversely at 2-foot spacing between survey lines. At the network level, GPR tests on one scan per foot are set to be able to collect data on pavements at driving speeds, without statistically compromising the quality of the data collected. If GPR tests are for the in situ characterization of material GPR data will be collected at two scan per foot at slower driving speeds. C.4 QUALITY CONTROL (QC) AND QUALITY ASSURANCE (QA) Beside the daily metal plate calibration the DMI is also calibrated monthly by driving the vehicle over a known distance to calculate the distance scale factor. The GPR will be monitored in real time in the data collection vehicle to minimize data errors. The GPR units will be identified with a unique number and that number will accompany all data reported from that unit as required in the QC/QA plan. Scheduled preventive maintenance ensures proper equipment operation and helps identify potential problems that can be corrected to avoid poor qualityor missing data that results if the equipment malfunctions while on site. The routine and major maintenance procedures established by the LTPP are adopted and any maintenance has been done at the end of the day after the testing is complete and become part of the routine performed at the end of each test/travel day and on days when no other work is scheduled. To insure quality data, the GPR assessments only took place on dry pavement surfaces, and data was collected in each wheel path. C.5 DATA ANALYSIS METHODS C.5.1 Data Editing Field acquisition is seldom so routine that no errors, omissions or data redundancy occur. Data editing encompasses issues such as data re-organization, data file merging, data header or background information updates, repositioning and inclusion of elevation information with the data. C.5.2 Basic Processing Appendix C Ground Penetrating Radar Field Exploration and Testing AET Project No. 28-20309 Appendix C - Page 3 of 3 AMERICAN ENGINEERING TESTING, INC. Basic data processing addresses some of the fundamental manipulations applied to data to make a more acceptable product for initial interpretation and data evaluation. In most instances this type of processing is already applied in real-time to generate the real-time display. The advantage of post survey processing is that the basic processing can be done more systematically and non-causal operators to remove or enhance certain features can be applied. The Reflection Picking procedure is used to eliminate unwanted noise, detects significant reflections, and records the corresponding time and depth. It uses antenna calibration file data to calculate the radar signal velocity within the pavement. C.5.3 Advance Processing Advanced data processing addresses the types of processing which require a certain amount of operator bias to be applied and which will result in data which are significantly different from the raw information which were input to the processing. C.5.4 Data Interpretation The EZ Tracker Layer Interpretation procedure uses the output from the first step to map structural layers and calculate the corresponding velocities and depths. C.6 TEST LIMITATIONS C.6.1 Test Methods The data derived through the testing program have been used to develop our opinions about the pavement conditions at your site. However, because no testing program can reveal totally what is in the subsurface, conditions between test locations and at other times, may differ from conditions described in this report. The testing we conducted identified pavement conditions only at those points where we measured pavement thicknesses and observed pavement surface conditions. Depending on the sampling methods and sampling frequency, every location may not be tested, and some anomalies which are present in the pavement may not be noted on the testing results. If conditions encountered during construction differ from those indicated by our testing, it may be necessary to alter our conclusions and recommendations, or to modify construction procedures, and the cost of construction may be affected. B.6.2 Test Standards Pavement testing is done in general conformance with the described procedures. Compliance with any other standards referenced within the specified standard is neither inferred nor implied. C.7 SUPPORTING TEST METHODS C.7.1 Falling Weight Deflectometer (FWD) If the pavement layer moduli and subgrade soil strength are desired the deflection data are collected using a Dynatest 8000 FWD Test System that consists of a Dynatest 8002 trailer and a third generation control and data acquisition unit developed in 2003, called the Dynatest Compact15, featuring fifteen (15) deflection channels. The new generation FWD, including a Compact15 System and a standard PC with the FwdWin field Program constitutes the newest, most sophisticated Dynatest FWD Test System, which fulfills or exceeds all requirements to meet ASTM-4694, ASTM D- 4695 Standards. The system provides continuous data at pre-set spacing. C.7.2 Soil Boring/Coring Field Exploration If both pavement thicknesses and subgrade soil types and conditions are desired the shallow coring/boring and sampling is used. The limited number of coring/boring is necessary to verify the GPR layer thickness data. C.7.3 Pavement Surface Condition Survey The type and severity of pavement distress influence the deflection response for a pavement. Therefore, GPR operators record any distress located from about 1 ft (0.3 m) in front of vehicle to about 30 ft (9 m) ahead. This information is recorded in the FWD file using the comment line in the field program immediately following the test. American Engineering Testing, Inc.550 Cleveland Avenue NorthSt. Paul, Minnesota 55114Phone: (651) 659-9001Fax: (651) 659-1379Units: inchesProject: Date:7/1/20AET Job No.:28-20309Test Date:5/22/20Average CV 15th Min. Average CV 15th Min.Road: Section/Grid:S01BP6.4 16% 5.2 4.6 6.8 20% 5.2 4.6From: To:90th StBase4.9 25% 3.8 2.9 7.2 22% 5.4 4.2BP + Base11.3 7% 10.5 9.9 14.0 14% 11.4 9.5GENERAL INFORMATION: GROUND PENETRATING RADARSUMMARY STATISTICSJamaica Avenue Improvements~80' N of US 10/61 WB Exit RampJamaica AvenueNB Inside Lane NB Outside LaneLayer-18.0-16.0-14.0-12.0-10.0-8.0-6.0-4.0-2.00.00.00 0.05 0.10 0.15 0.20 0.25Depth (in)GPR Distance (mi) Ground Penetrating Radar Pavement Thickness SurveyNB BP InsideNB BP OutsideNB Base InsideNB Base Outside90th St SBͲ1E.Pt.DouglasRd.90thSt American Engineering Testing, Inc.550 Cleveland Avenue NorthSt. Paul, Minnesota 55114Phone: (651) 659-9001Fax: (651) 659-1379Units: inchesProject: Date:7/1/20AET Job No.:28-20309Test Date:5/22/20Average CV 15th Min. Average CV 15th Min.Road: Section/Grid:S02BP5.6 7% 5.3 4.6 5.0 10% 4.6 4.2From: To:80th StBase6.3 22% 4.9 3.2 6.9 22% 5.2 3.7BP + Base11.9 11% 10.6 9.0 12.0 14% 9.9 8.4GENERAL INFORMATION: GROUND PENETRATING RADARSUMMARY STATISTICSJamaica Avenue Improvements90th StJamaica AvenueNB Inside Lane NB Outside LaneLayer-18.0-16.0-14.0-12.0-10.0-8.0-6.0-4.0-2.00.00.00 0.20 0.40 0.60 0.80 1.00Depth (in)GPR Distance (mi) Ground Penetrating Radar Pavement Thickness SurveyNB BP InsideNB BP OutsideNB Base InsideNB Base Outside80th stBͲ4BͲ3BͲ2JaneroAve.SIsleAve.SJasmine AveSHillsideTr.S90thSt80thSt American Engineering Testing, Inc.550 Cleveland Avenue NorthSt. Paul, Minnesota 55114Phone: (651) 659-9001Fax: (651) 659-1379Units: inchesProject: Date:7/1/20AET Job No.:28-20309Test Date:5/22/20Average CV 15th Min. Average CV 15th Min.Road: Section/Grid:S03BP5.2 8% 4.8 4.5 5.7 8% 5.2 4.9From: To:~350' S of 70th StreetBase5.3 22% 4.2 2.4 7.7 25% 5.7 3.5BP + Base10.6 11% 9.3 7.1 13.4 16% 11.1 8.4GENERAL INFORMATION: GROUND PENETRATING RADARSUMMARY STATISTICSJamaica Avenue Improvements80th StJamaica AvenueNB Inside Lane NB Outside LaneLayer-18.0-16.0-14.0-12.0-10.0-8.0-6.0-4.0-2.00.00.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0Depth (in)GPR Distance (mi) Ground Penetrating Radar Pavement Thickness SurveyNB BP InsideNB BP OutsideNB Base InsideNB Base OutsideBͲ5BͲ6IndianBlvd.S75thSt.S80thSt.S American Engineering Testing, Inc.550 Cleveland Avenue NorthSt. Paul, Minnesota 55114Phone: (651) 659-9001Fax: (651) 659-1379Units: inchesProject: Date:7/1/20AET Job No.:28-20309Test Date:5/22/20Average CV 15th Min. Average CV 15th Min.Road: Section/Grid:S01BP6.8 12% 5.9 5.3 6.8 13% 5.9 5.3From: To:90th StBase4.5 24% 3.4 2.4 4.4 30% 3.3 1.8BP +Base11.3 8% 10.5 8.4 11.2 9% 10.2 9.5GENERAL INFORMATION: GROUND PENETRATING RADARSUMMARY STATISTICSJamaica Avenue Improvements~80' N of US 10/61 WB On RampJamaica AvenueSB Inside Lane SB Outside LaneLayer-18.0-16.0-14.0-12.0-10.0-8.0-6.0-4.0-2.00.00.00 0.05 0.10 0.15 0.20 0.25Depth (in)GPR Distance (mi) Ground Penetrating Radar Pavement Thickness SurveySB BP InsideSB BP OutsideSB Base InsideSB Base OutsideBͲ11E.Pt.DouglasRd.90thSt American Engineering Testing, Inc.550 Cleveland Avenue NorthSt. Paul, Minnesota 55114Phone: (651) 659-9001Fax: (651) 659-1379Units: inchesProject: Date:7/1/20AET Job No.:28-20309Test Date:5/22/20Average CV 15th Min. Average CV 15th Min.Road: Section/Grid:S02BP5.5 11% 5.0 4.5 5.5 13% 5.0 4.4From: To:80th StBase5.3 25% 3.9 2.5 6.6 18% 5.5 3.0BP +Base10.9 13% 9.3 7.6 12.2 11% 10.9 7.7GENERAL INFORMATION: GROUND PENETRATING RADARSUMMARY STATISTICSJamaica Avenue Improvements90th StJamaica AvenueSB Inside Lane SB Outside LaneLayer-18.0-16.0-14.0-12.0-10.0-8.0-6.0-4.0-2.00.00.0 0.2 0.4 0.6 0.8 1.0Depth (in)GPR Distance (mi) Ground Penetrating Radar Pavement Thickness SurveySB BP InsideSB BP OutsideSB Base InsideSB Base OutsideBͲ8BͲ9BͲ10JaneroAve.SIsleAve.SJasmine AveSHillsideTr.S90thSt80thSt American Engineering Testing, Inc.550 Cleveland Avenue NorthSt. Paul, Minnesota 55114Phone: (651) 659-9001Fax: (651) 659-1379Units: inchesProject: Date:7/1/20AET Job No.:28-20309Test Date:5/22/20Average CV 15th Min. Average CV 15th Min.Road: Section/Grid:S03BP5.2 13% 4.7 4.2 5.3 13% 4.7 4.3From: To:~350' S of 70th StreetBase5.2 20% 4.2 2.5 5.9 20% 4.8 3.2BP +Base10.4 11% 9.3 7.4 11.2 12% 9.9 8.4GENERAL INFORMATION: GROUND PENETRATING RADARSUMMARY STATISTICSJamaica Avenue Improvements80th StJamaica AvenueSB Inside Lane SB Outside LaneLayer-18.0-16.0-14.0-12.0-10.0-8.0-6.0-4.0-2.00.00.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0Depth (in)GPR Distance (mi) Ground Penetrating Radar Pavement Thickness SurveySB BP InsideSB BP OutsideSB Base InsideSB Base OutsideBͲ7IndianBlvd.S75thSt.S80th St. Report of Geotechnical Exploration Jamaica Avenue Improvements - Cottage Grove, MN AMERICAN July 2, 2020 ENGINEERING AET Report No. 28-20309 TESTING, INC. Appendix D Geotechnical Report Limitations and Guidelines for Use Appendix D Geotechnical Report Limitations and Guidelines for Use AET Project. 28-20309 Appendix D – Page 1 of 2 AMERICAN ENGINEERING TESTING, INC D.1 REFERENCE This appendix provides information to help you manage your risks relating to subsurface problems which are caused by construction delays, cost overruns, claims, and disputes. This information was developed and provided by ASFE1, of which, we are a member firm. D.2 RISK MANAGEMENT INFORMATION D.2.1 Geotechnical Services are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one, not even you, should apply the report for any purpose or project except the one originally contemplated. D.2.2 Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. D.2.3 A Geotechnical Engineering Report is Based on A Unique Set of Project-Specific Factors Geotechnical engineers consider a few unique, project-specific factors when establishing the scope of a study. Typically factors include: the client’s goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise, do not rely on a geotechnical engineering report that was: not prepared for you, not prepared for your project, not prepared for the specific site explored, or completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: the function of the proposed structure, as when it’s changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, elevation, configuration, location, orientation, or weight of the proposed structure, composition of the design team, or project ownership. As a rule, always inform your geotechnical engineer of project changes, even minor ones, and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. D.2.4 Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineering report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. 1 Geoprofessional Business Association, 1300 Piccard Drive, LL14, Rockville, MD 20850 Telephone: 301/565-2733: www.geoprofessional.org Appendix D Geotechnical Report Limitations and Guidelines for Use AET Project. 28-20309 Appendix D – Page 2 of 2 AMERICAN ENGINEERING TESTING, INC D.2.5 Most Geotechnical Findings Are Professional Opinions Site exploration identified subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. D.2.6 A Report’s Recommendations Are Not Final Do not over rely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report’s recommendations if that engineer does not perform construction observation. D.2.7 A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members’ misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geotechnical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review pertinent elements of the design team’s plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. D.2.8 Do Not Redraw the Engineer’s Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable but recognizes that separating logs from the report can elevate risk. D.2.9 Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In the letter, advise contractors that the report was not prepared for purposes of bid development and that the report’s accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be able to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. D.2.10 Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disciplines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their report. Sometimes labeled “limitations” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. D.2.11 Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenvironmental study differ significantly from those used toperform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvironmental information, ask your geotechnical consultant for risk management guidance. Do not rely on an environmental report prepared for someone else. &ŝŐƵƌĞƐ ||80th Street S 70th Street S St a t e H i g h w a y s 1 0 & 6 1 90th Street SJamaica Avenue SKeats Avenue SH:\COTT\0N1130858\CAD\C3D\FIGR-130858 01_Location Map.dwg 1/2/2024 12:13:41 PMR 2024 Pavement Management Project City of Cottage Grove, MN Figure 1: Location Plan January 2024 LEGEND JAMAICA AVENUE PRESTIGE ESTATES FEETSCALE 0 1000 2000 HORZ. ||||||||||||||||||||||||||||||||||||||||||Janero Avenue SJasmine Avenue SUpper 81st Street S80th Street S79th Street SJeffrey Avenue SJeffrey Lane SJeffrey Avenue S78th Street SJanero Avenue S78th Street CourtJasmi n e Av e n u e SJanero Avenue SJanero Court SJensen Avenue SJeffrey Avenue S80th Street S80th Street SJensen Avenue SJewel Avenue SJocelyn Avenue SJocelyn Avenue S79th Street SJenner Aven u e SJocelyn Avenue SJoliet Ave n u e S Joliet Avenue SJody Avenue SJohansen Avenue S82nd Street S82nd Street S82nd Street SKeats Avenue S78th Street S77th Street SJoliet Avenue SJonathan Avenue S78th Street S77th Street S77th Street Court SJorgensen Ave SJorgensenCircle SJorgensen Court 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GroveMiddle SchoolH:\COTT\0N1130858\CAD\C3D\FIGR-130858 02_Year Constructed.dwg 1/2/2024 12:21:40 PMR2024 Pavement ManagementCity of Cottage GroveFigure 2A: Year Constructed Prestige EstatesJanuary 2024LEGENDNEIGHBORHOODBOUNDARYPAVEMENT DISTRICT/PROJECT LIMITSPAVEMENT COREPRESTIGE ESTATES 1ST ADDITION(1990 CONSTRUCTION)PRESTIGE ESTATES 2ND ADDITION(1992 CONSTRUCTION)PRESTIGE ESTATES ON THE PARK(1994 CONSTRUCTION)RFEETSCALE0 200400HORZ.X Isle Avenue SIvywood Avenue SJamaica Avenue SJamaica Avenue S80th Street S Jasmine Avenue SJanero Avenue S8 889780628873903081288216816881968381828083958514 8 0 85618560 90228136824881548232832082648535 8296831080508881807881828367885658555850585258535849984598479858585328578858885508053804383988096901883228139820681268167816681538180819482208315826682488443835881258420806382808112821581528138819582318386827982638423846383408304829683509061824782348181829584098140826083218920814382308120891581298229832082408101891381608200834183798300897981158215820183608340825782718220892281008280805283018361824381718157818081858965894380688084984Ironwood Av88th Street Court SIvywood Avenue SJamaica Avenue SJamaica Avenue S90th Str e et SUpper 89th Street Circle S89th StJanero C o urt S 88th Str eet S Hillsid e Tr ail SJanero Avenue S8 514 8570884588538771 88578775 87858773 8787878989258923 8921 8915890789058837894589518561 85608 880987838767 88478851882188178777 8917891189098833883989418943894789498933 8929 85908580881188078781 8779 884388318829882788498825882388558769 881988138927 89198913883588418935 893789398931 03 86858697869688048803881388058725872688098816859586658646867685968815881187058606865586168735869588078701864587168615871586258605868685868656874187398734885386538683885688528967860388278830883989178841881089598828863386248634882488558850882685988724884288408838883288028604875086548848884687378714870488368831883488228818856585558532850585258535849988479858585502103H:\COTT\0N1130858\CAD\C3D\FIGR-130858 02_Year Constructed.dwg 1/2/2024 12:21:48 PMR2024 Pavement ManagementCity of Cottage GroveFigure 2B: Year Constructed Jamaica AvenueJanuary 2024LEGENDNEIGHBORHOOD BOUNDARYPAVEMENT CORE1993 RECLAIM & PAVE(1972 CONSTRUCTION)1993 1-1/2" OVERLAY(1981 CONSTRUCTION)FEETSCALE0 100200HORZ.R R X ||||||||||||||||||||||||||||||||||||||||||Janero Avenue SJasmine Avenue S81st Street SUpper 81st Street S80th Street S79th Street SJeffrey Avenue SJeffrey Lane SJeffrey Avenue S78th Street SJanero Avenue S78th Street CourtJasmine Ave n u e SJanero Avenue SJanero Court SJensen Avenue SJeffre y A v e n u e S 80th Street S80th Street SJensen Ave SJewel Ave SJocelyn Avenue SJocelyn Avenue SJoliet A v e n u e S Joliet Avenue SJody Avenue SJohansen Avenue S82nd Street S82nd Street S82nd Street SKeats Avenue S78th Street S77th Street SJoliet Avenue SJonathan Avenue S78th Street S77th Street S77th Street Court SJorgensen Ave SJorgensenCircle SJorgensen Court SJocelyn Ave SJenner Ave S 79th Street S7668762276187805777577867812773780198036797882288102950378017795778977768087807175077729775080548029803380448021802480119593957795439859783799219851777477457752772177018187806580338023796178869497788177958084977296987557823779299478912899109578769680638055805780269569980578989694779698959585961480228065779298677797777977429636772276678056805080328008906479279528790978097794822697580017602762976227691758675557564760776427572767676797632776577739937991777317710775395567757776096447747782398829639983098697878988178699669779977407730953877469920987498589780974877517743777177819569782177657764959798989630988896569850988578207831778977907848795379649582920891809166915091209106903297299833984180298057800080078008922380638097809280828107917991058080808680838051985391339117986579599243800290388135811580838123809080998168809781458139817181448153813582628247812181228140808381618169816881718157815381598175814681308167813181378188819182288206821082448212962299339887823396579635822982238095769676547608774877569707777477429826959280728020981395357890818277349556791494919112776277268205819881939742807680459733960382097602756277068044803780348018980091229766809680787705801379987880793577669954972680819828828881948136812378607878779978287783773777077702808080489071773577227714770377917784779077217720774198429810980196007901997497388093983582537777808580698072805377547688610799779197988981982169704821581229067759777017684755075327533752675877577757376677607765276377768992999039889774895237711774477539702966678017792915678287885786778409132984077417758993477469796776495537750781377909892779978157770961378079860781898707855795878639400792978279240913494997870951280459979801780948119808980579165914990317915807480718054808398207820922578829177914791039051901778757860799279959042804681048077810681158106815281468144813882178219821882358234825282198242994781008122815881198108809481898170816981758160818081548151815681498189815681328136813381168132812581268127823681838189818181908197823496648193819696178230827080687638761575949484786298557725809479409803827977237650770898459514984682278079805976267700692803078859738786878557786993380327858778898639949997077137752971080978085820476847567791490207881972296837873778777807781951177337717809780628010800580067971974576577710771377828043801380588248824998148239821394769108947577699116806790638016798679339489947782418164811375089043902176367563759276047634760375827597759475937572761776627612768076537704775298719655962195457721776577557760775477207749962578337844780078537826910478497798767777109940990698909764972495817730984777587771776477419648777277877860783198919651904278809501793098257952922491969056794678409715794092919235800180868038922792119195913591199055797079678041807280527813924192079193916378529033789694989058905580798102810980888093809081718162814881358143822482619686820799 98095811881248149808781208111811881058176812581688197820381648103815981448095811981278089821281908180814981788218821582059640819282128171991198519789968196799611823882558250823380678075806480398060Prestige Estates1st AdditionPrestige EstatesOn The ParkPrestige Estates2nd AdditionEEEE805380438062809690189030812890388139821682068126816881678166815381808196819482208125788080639022903181128136821581548152813881958232231902680509034807890559061481828181EEEEEEEEEEEEEE E E EEEEECottage GroveMiddle SchoolH:\COTT\0N1130858\CAD\C3D\FIGR-130858 03_Street and Lighting.dwg 1/2/2024 12:22:04 PMR2024 Pavement ManagementCity of Cottage GroveFigure 3A: Street and Lighting Improvements Prestige EstatesJanuary 2024LEGENDPAVEMENT DISTRICT/PROJECT LIMITSFULL PAVEMENT REPLACEMENTWITH FULL CURB REPLACEMENTREPLACE STREET LIGHTING WIREWITH NEW CONDUIT AND WIRERFEETSCALE0 200400HORZ.E Isle Ave SIvywood Ave SIvywood Avenue S80th Street S Jasmine Avenue SJanero Avenue S81st Jamaica Ave SJamaica Ave S8865 8873 8891 57 8900 EEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEE81408865 805380438897 89038260832182838401839884158096892090188873 8399832289658904814381398206823081268120816781668915815381298180819482298220832083158323826682408248844384988906835881018913812583808891 842081608200834183038068 806383798300841982638439828089798943 57 8900 811581128215821582018903815281388195823183868360834382798340825782638478845884238271822084638922810084008340828084388084 80528881 8304830182968361835090618243824782348171815781818180818582958536840985268565855585058525853584998459847985858532857885888550Ironw88th Street Court S90th Str e et S 89tUpper 89th Street Circle SJanero C o urt SIvywood Ave SHillsi d e Trail SJanero Avenue SJamaica Avenue SJamaica Ave S8514 8512 8571 853 88 85EEEEE EEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEE8741873987348853892186538685868388568852896786038827883087038514 8570 869688048839891788205 8841881088038512 8959882886338624863488138805872587268809882488168595885588508665882685988724864686768571 853 884288408838883288028590 86048596875088158654882588118705860686558616873586958848880786458716861588468715873786258605871487048686858685 8580 8836883188348656882287448818884588538771 8775 87858773 89258923 8921 89158907890588378945895188098783 88478851882188178777 8917891189098833883989418943894789498933 892988118781 8779 88438831882988278849882588238769 881988138927 89198913883588418935 89378939893185658555850585258535849984584798585 8532857885888550H:\COTT\0N1130858\CAD\C3D\FIGR-130858 03_Street and Lighting.dwg 1/2/2024 12:22:20 PMR2024 Pavement ManagementCity of Cottage GroveFigure 3B: Street and Lighting Improvements Jamaica AvenueJanuary 2024LEGENDMILL & OVERLAYREPLACE STREET LIGHTING WIREWITH DIRECTIONAL DRILLINGRECENTLY REPLACED LIGHTINGWIRELUMINARY REPLACEMENT30 FT LIGHT POLE REPLACEMENTFEETSCALE0 100200HORZ.R R EE ||||||||||||||||||||||||||||||||||||||||||| >>>>>>>>> >>>>>> >>>>>>>>>>>>>>>> > >>>>>>>>>> > >>>>>>>> >>>>>> >>>>>> > > >> > >>>>>>>>>>>> >> > > >>> >>>>>>>>>>> > > > > >>>>>>>>>>>>>>>>>>>>>>>>>>>> >>>>>>>>>>>>>> > > >>>>>>>>>> > > > > > > > > >>> >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> >>>>>>>>>>>>>>>>>>>>>> > >> > > > >>>>>>>>>>>>>>>>>> > > > > >>>>>>>>>> > > > > > >> >> >> > >>>>>>>> >>>>>>>>>>>>>>>> > > > >>>>>>> > > > > > >> >>>>>> >> >> >>>>>>>>>>>>> >>>> > >> >> >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>llllll lllllll ll l l l l l lllllllll l lll l llllllllllllllll l lllllll l lllll l ll l l lll lll l ll l l l l l l l lllllll l l l l l l ll lll l l l l l l l l l l l l l l l l l llll l l l l l l llllllllll l lllllll l llll llllllllllllllllll l llllllllllllllllllllllllllll l l lllllllllll l l l l ll lllllllllllllllllllllllllllllllllllllll780577757786781277378019803681029503780177957789777680878071805380437729775080548062802980338044802180248011959395779543777477457752772177018187806580338023796190059497779580849698792994789128957876968063805580578026956996947796958596148022809680658287779277977779774296367722766790188056805080328008906490309528790978097794822681287622769176767679763277657773773195567757776096447747782396397878786996697799774077309538774677517781956978217764959796309656783177897790784879539582920891809166915091209106903297298029805780008007800892238063809780928082917991058080808680838051913391177959924380029038811580908099816880978145813981538135813982168206824182628247812181268122808381618168816781698166817181578153815981538175814681318137818881918180822882068210819682448212819496228233965796358229822382207748775697077774774295928072802095358182773495567914949191127762772682058198819380768045973396038209770680448037803480189122812580968078770580137880776680818288819481368123786077997828778377377707770280808048907180637735772277147703779177847790772077419600790180938253777780858069807280537754768879977988821697048122770176847667776877489523771177447753970296669156782878857867913277417758774677649553779077997815961378077818785579587863940079297827924091349499787095128045801780948089805790229165914990317915807480718054782092259177914791039051901779927995904280468104811280778106811581068152814681448138813682178219821582188235823482528219825282428100815881198108809481898170816981758160818081548151815481568149815281388132813681338116813281258126812782368183818981818197819582349664819381968232823196178230827080689484786277258094794082797723765077089514822780798059824577007692803090197786803277887713775297108097808590268204768479149020788197229683787377877780778195117733771780978062805080108005800676577710771377828043801390348078805882488239821394769108947577699116806790638016793394899477824181648113761776627612768077047752965596219545772177657755776077547720774996257833784478007826910478497798767777109724958177587771776477419648777278609651904278809501793092249196905678409715929192358001808692279211919591359119905579707967804180728052781392419207919391637852903378969498905890619055807981028109808880938090817181628148813581438224826196868207827182348095811881248120811181188105817681258168819781648103815981448095811981278089818281818190818081498178821882158205964081928212817196799611823882558250823380678075806480398060Janero Avenue SJasmine Avenue S81st Street SUpper 81st Street S79th Street SJeffrey Avenue SJeffrey Lane SJeffrey Avenue S78th Street SJanero Avenue S78th Street CourtJasmine A v e n u e SJanero Avenue SJanero Court SJensen Avenue SJeffrey Avenue SJeffre y A v e n u e S 80th Street S80th Street SJensen Avenue SJewel Avenue SJocelyn Avenue SJocelyn Avenue S79th Street SJenner Aven u e SJocelyn Avenue SJoliet A v e n u e S Joliet Avenue SJody Avenue SJohansen Avenue S82nd Street S82nd Street S82nd Street SKeats Avenue S78th Street South77th Street SJoliet Avenue SJonathan Avenue S78th Street S77th Street S77th Street Court SJorgensen Ave SJorgensen Circle SJorgensen Court S7668762279789859992198517881823799109805789898959867792799379917988298309869988199209874985897807743776598989888985098857964983398418107985398658135812381718140816780957696765476089826981398007998793599547721984298109801997479199819821599299903988978019840993497969892986098709979811980839820788278758189763876159855984578857868993378589863994999707971824979869871785399409906989098477787783198919825795279467940803881498203822878377886789877107753974877717820808381448168813078907878779278407750781377707860812281568190973878559745976477308212977297589983993398879742976697269828982597389835997599479846981499599911985198039789968180877618755790017602762975867555756476077642757276027562761090677597755075327533752675877577757376077637759476267567904390217636756375927604763476037582759775947593757276527653Cottage GroveMiddle SchoolH:\COTT\0N1130858\CAD\C3D\FIGR-130858 04_Utility Improvements.dwg 1/2/2024 12:22:39 PMR2024 Pavement Management ProjectCity of Cottage GroveFigure 4A: Utility Improvements Prestige EstatesJanuary 2024RFEETSCALE0 200400HORZ.NOTE:1. ALL MANHOLE STRUCTURES WILL BE ADJUSTEDAND ALL ADJUSTMENT RINGS WILL BE REPLACED.2. ALL CATCH BASIN STRUCTURES WILL BEEVALUATED FOR EITHER REPLACING ORPATCHING ALL ADJUSTMENT RINGS.LEGENDSTORM SEWER:REPLACE STORM SEWER PIPESTORM SEWER:PATCH STRUCTURE(WALL, INVERT, OR DOGHOUSE)STORM SEWER:LINE STRUCTUREWATER MAIN:EXTEND HYDRANT BARRELSANITARY SEWER:REPLACE CONE SECTIONSANITARY SEWER:ADD BARREL SECTIONSANITARY SEWER:PATCH STRUCTURE(WALL, INVERT, OR DOGHOUSE)SANITARY SEWER:LINE SANITARY SEWER PIPE OR WYESTORM SEWER:RECONSTRUCT INVERT OR DOGHOUSESTORM SEWER:LINE STORM SEWER PIPESTORM SEWER:RIP RAP FAILURESTORM SEWER:ADD BARREL SECTIONSANITARY SEWER:LINE STRUCTURESANITARY SEWER:RECONSTRUCT INVERT OR DOGHOUSESTORM SEWER:PATCH STORM SEWER PIPE >>>>>>> >>>>>>>>>>>>>>> >>>>>>>>>>>>>>> >>>>>>>> >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> >>>>>>>>>>>>>> > >>> >>>>>>>>>>>>>> >>>>>>> >> >> >>>> >>>>>>>>>>>>>>>>>> >>>>>> >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> >>>>>>>>>>>>>>>>>>>>>>lllllllllll ll l l llll ll l lll l l lll lll l l l l l l l l l l llll lll llll l lllllllll l l l l l llllllllllll lllll l llllllll ll l llll ll>>85658741873987348853892186538685885688528967869786038667882788308588418696880488458839877189178775878587738925892389218915890788378841894589518810880385738959882886338624856386348813885788058725872688098824881685958855885085858665882685988724864688518800867685438783876788478842885188218817884088388777883289178911890988608833883989418943894789498933892988268802860485968750881586548825881187058606865586168735869588488807870185938645871685838615884687158737862586058714870486868566857685868580881188368831878188348779865688438831882988278849882588238769881988138822892789198913883588418935893789398931881888th Street Court SJamaica Ave SIvywood Avenue SSJamaica Avenue S90th Str e et S o ut h 8 9tUpper 89th Street Circle S89th S U pJaner o Ivywood Ave S88th Str e et S Hillsi d e Tr ail SJanero Avenue S>>>>>>>>>>> > >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> >> >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>ll llllll l l l l l l l l l l l llllll lllllllllllllllllllllllllll l lllllll l llllll lllllllllllllllllllllllllllllll lllllllllllllllll856581408053804388978555853285058260806285789005832184018398809689209018887385259030812883998322896581438139821682068230812681208168816781668915815381298180819681948229822083818320831582808266824082488443839585148512853584998358810189138459812556184798420816082008341806880638379830084195608585843982809022897989439031811581128136821582158201824881548152813881958232823183868360827983408320826482578263842335829682718220846390198100834085889026831082808438808480528050888180788550830483018296836183509061824382478234817181578182818181808185829583678409Isle Ave Su rt C ourt Ivywood Ave SJamaica Avenue SJamaica AvIvywood Avenue S80th Street S Jasmine Avenue SJanero Avenue S81st Street S Jamaica Avenue SH:\COTT\0N1130858\CAD\C3D\FIGR-130858 04_Utility Improvements.dwg 1/2/2024 12:22:59 PMR2024 Pavement Management ProjectCity of Cottage GroveFigure 4B: Utility Improvements Jamaica AvenueJanuary 2024NOTE:1. ALL MANHOLE STRUCTURES WILL BE ADJUSTEDAND ALL ADJUSTMENT RINGS WILL BE REPLACED.2. ALL CATCH BASIN STRUCTURES WILL BEEVALUATED FOR EITHER REPLACING ORPATCHING ALL ADJUSTMENT RINGS.FEETSCALE0 100200HORZ.LEGENDSTORM SEWER:REPLACE STORM SEWER PIPESTORM SEWER:PATCH STRUCTURE(WALL, INVERT, OR DOGHOUSE)STORM SEWER:LINE STRUCTURESTORM SEWER:REPLACE STRUCTURESTORM SEWER:RECONSTRUCT INVERT OR DOGHOUSESTORM SEWER:LINE STORM SEWER PIPESTORM SEWER:PATCH STORM SEWER PIPER R SEE BELOW SEE ABOVESTORM SEWER:ADD BARREL SECTION Jamaica Avenue SIvywood Avenue SJamaica Avenue SJanero Avenue SJasmine Avenue S81st Street SUpper 81st Street S80th Street S79th Street SJeffrey Avenue SJeffrey Lane SJeffrey Avenue S79th Street S78th Street SJanero Avenue S78th Street CourtJasmi n e Av e n u e S Janero Avenue SJanero Court SJensen Avenue SJeffrey Avenue SJeffre y A v e n u e S 80th Street S80th Street SJensen Avenue SJewel Avenue SJocelyn Avenue SJocelyn Avenue SJocelyn Avenue S79th Street SJenner Aven u e S Joliet Aven u e S Joliet Avenue SJody Avenue SJohansen Avenue S82nd Street S82nd Street S82nd Street SKeats Avenue S78th Street S77th Street SJoliet Avenue SJonathan Avenue S78th Street S77th Street Court SJorgensen Ave SJorgensenCircle SJorgensen Court S780577757786781277378019803681029503780177957789777681408087807180538043889777297750768680548062802980338044802180248011959395779543777477457772775277217701818780658033802379619005949777958084969876507929795594789128959578769680638055805780269569766796947796958596148022809680650779277977779774296367722766790188056805038032768580089064903095287909780977948226812876227691767676797632763176327765777377319556775777609644774778239639787878699669779977407740773095387757774677587751778195697821782977649597963096567831778977907848795395829208918091669150912091069032972980298057800080078008922380638097809280828965917991058080808680838051913391177959924380029038811580908099816880978145813981438153813581398216820682478121812681228083812081618168816781698166817181578153815981538175814681318129813781888191818082288206821081968244821281949622822982338229822382207748775697077847777477429592807280209535818277349556791494917868911277627726820581988193810180768045973382097720770477068044803780348018912281258096807877058013788077668160808182008194813681237860779978287783785277377707770280808048907180688063773577227714770377917784779077207741960079018093825377778085806980728053775476887997798882169704812277017684766777687748952377117775774477539702966691567828788578679132774177397758774677649553779077997815961378077818785579587863940079297827924091349499787095128045801780948089805790228979894391659149903179158074807180547820922591779147910390519017799279959042804681158104811280778106811581068152814681448138813682158217821982158218823582348252821982018100815881198108809481898170816981758160818081548151815481568149815281388132813681338116813281258126812782368183818981818197819582349664819381968232823182308270806894847899786287725809479408279772376507708095148227807980598220770076928030901977861008032778867713775297108097808590268204768479149020788197229683787377877780778195117733771780978062808480528050801080058006765777107713764977828043801388190348078805882488239821378839476910894757769911680679063801677037933948994778241816481137617766276127680770477529655962177939545772177657755776077547720774996257833784478007826910478497798772176777710972495817758777177647811774196487772786096519042788095017930922491969056784097159291923580018086922792119195913591199055797079678041807280527813924192079193916378529033789694989058906190558079810281098088809380908171816281488135814382248261968682078095811881248120811181188105817181768125816881978164815781038159814480958119812780898182818181808190818081498178821882158205964081928212818581718238825582508233806780758064803980607618750775577547900175237602761376297586755575417542756475587607764275777572760275627610906776147597755075327533752675877577757376077652763775947517762675677526750890439021763675637559759276047595759676347603758275977594757875937572765379789859992198517886788199109805789898959867792799379917988298309869988199209874985877437765989898889850988579649833984198539865982698137890980079987935995477219842981098017919981999299903988978019840993498929860987098207882787598559845788578689933785898639949997079719745798698717853994099069890984777877831989198257952794679407837771077537771782078787792784077507813777078609738785577309780974897649796823781078135812381718167809582158119808381898249814982038228977297588144816881309742976697269828973881228156819098469814821280838087Cottage GroveMiddle SchoolPrestige Estates1st AdditionPrestige EstatesOn The ParkPrestige Estates2nd AdditionH:\COTT\0N1130858\CAD\C3D\FIGR-130858 05_Assessable Parcels.dwg 1/2/2024 12:23:11 PMR2024 Pavement Management ProjectCity of Cottage Grove, MNFigure 5A: Assessable Parcels Prestige EstatesJanuary 2024RFEETSCALE0 200400HORZ.LEGENDSINGLE FAMILY RESIDENTIALCITY PROPERTY