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HomeMy WebLinkAboutAddendum - 1 - Taxiway AADDENDUM NO. 1 TO THE CONTRACT DOCUMENTS CITY OF RENTON RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION AND ASSOCIATED IMPROVEENTS PROJECT A.I.P. #3-53-0055-032-2023 Renton, Washington TO: All Plan Holders DATE: May 7, 2025 PROJECT NO: FAA A.I.P. #3-53-0055-032-2023 CWEC #35022.008.02 The following changes, additions, and/or deletions are hereby made a part of the Contract Documents for the above-mentioned project, as fully and completely as if the same were fully set forth therein. CONTRACT MANUAL 1. Refer to Volume I, Section I, Call for Bids. Revised to clarify the bullet point discussing NTP for procurement of electrical equipment. Replaced “acquisitions” with “acquisition orders”. Replaced “by” with “no later than”. Prior to update read: “NTP for procurement of electrical equipment is anticipated on or about August 1, 2025. All acquisitions for 2026 construction are to be complete by September 30, 2025.” Now reads: “NTP for procurement of electrical equipment is anticipated on or about August 1, 2025. All acquisition orders for 2026 construction are to be complete no later than September 30, 2025.” 2. Refer to Volume I, Section I, Call for Bids. Correct reference in the bullet point discussing NTP if Schedule D is awarded. Replace “Items 125 and 136” with “Items 132 and 143”. Added “unless directed otherwise by the Owner” to the end of the sentence. Prior to update read: “If awarded, NTP for Schedule D, Items 125 and 136 (new Airfield Lighting Vault building) is anticipated on or about September 15, 2025.” Now reads: “If awarded, NTP for Schedule D, Items 132 and 143 (new Airfield Lighting Vault building) is anticipated on or about September 15, 2025 unless directed otherwise by the Owner.” 3. Refer to Volume I, Section I, Information for Bidders, Section 9 Notice to Proceed subsection a. Replaced “by” with “no later than”. Prior to update read: “NTP for electrical equipment submittals and procurement of long lead-time electrical items for 2026 construction. NTP is anticipated on or about August 1, 2025, at the convenience of the Owner. All submittals associated with electrical equipment shall be complete, and materials ordered by September 30, 2025. The Contractor will be required to provide the Owner with documentation of the orders. No contract time will be counted towards the allowed contract duration if all electrical equipment acquisition can be documented to have occurred by September 30, 2025. One (1) calendar day will be counted against the allowed contract time for every calendar day after September 30, 2025, until all electrical equipment has been ordered by the Contractor.” Now reads: “NTP for electrical equipment submittals and procurement of long lead-time electrical items for 2026 construction. NTP is anticipated on or about August 1, 2025, at the convenience of the Owner. All submittals associated with electrical equipment shall be complete, and materials ordered no later than September 30, 2025. The Contractor will be required to provide the Owner with documentation of the orders. No contract time will be counted towards the allowed contract duration if all electrical equipment acquisition can be documented to have occurred no later than September 30, 2025. One (1) calendar day will be counted against the allowed contract time for every calendar day after September 30, 2025, until all electrical equipment has been ordered by the Contractor.” 4. Refer to Volume I, Section I, Information for Bidders Section 9 Notice to Proceed subsection b. Added “unless directed otherwise by the Owner” to the end of the first sentence. Prior to update read: “If awarded, NTP for Schedule D, Items 132 and 143 for new Airfield Lighting Vault building is anticipated on or about September 15, 2025 and shall be completed within 5 calendar days of NTP. No contract time will be counted towards the allowed contract duration for Phase 1 if all work associated with the new Airfield Lighting Vault building is complete within 5 calendar days. One (1) calendar day will be counted against the allowed contract time for Phase 1 for every calendar day that the work remains incomplete after the allowed 5 calendar days.” Now reads: “ If awarded, NTP for Schedule D, Items 132 and 143 for new Airfield Lighting Vault building is anticipated on or about September 15, 2025 unless otherwise directed by the Owner and shall be completed within 5 calendar days of NTP. No contract time will be counted towards the allowed contract duration for Phase 1 if all work associated with the new Airfield Lighting Vault building is complete within 5 calendar days. One (1) calendar day will be counted against the allowed contract time for Phase 1 for every calendar day that the work remains incomplete after the allowed 5 calendar days.” 5. Refer to Volume I, Section I, Information for Bidders. Revised to clarify the Basis of Award section (8) with the following language: Prior to update read: “Bidders must bid all portions of the work. The construction contract will be awarded by the City of Renton to the lowest responsible, responsive bidder. Schedule A, B, G, and H combined form the Base Bid. The bid items contained in Schedule D, Schedule F, and Schedule K are Additive Bids. The low bidder, for purposes of award, shall be the responsive bidder offering the low aggregate amount for the base bid, plus additive bids, considered in order and within funds available for the project. Additive bids will be considered in the order listed below: · Award Alternative 1: Schedules A + B + G + H · Award Alternative 2 (if funding allows): Alternative 1 + Schedule D · Award Alternative 3 (if funding allows): Alternative 1 + Schedules D + F + K Schedule C, Schedule E, Schedule I, and Schedule J for AIP-ineligible work will not be used in determining the low bidder. The City may select to award these schedules at their option. The City reserves the right to withdraw any item(s) from being part of the award consideration and the Additive Bids from being part of the Work. Funding for the project is comprised of an FAA Grant and City budgeted match funding. The contract is subject to the receipt of FAA grant funding.” Now reads: “Bidders must bid all portions of the work. The construction contract will be awarded by the City of Renton to the lowest responsible, responsive bidder. Schedule A, B, G, and H combined form the Base Bid. The bid items contained in Schedule D, Schedule F, and Schedule K are Additive Bids. The low bidder, for purposes of award, shall be the responsive bidder offering the low aggregate amount for either the base bid only, or base bid plus additive bid schedule D, or base bid plus additive bid schedules D+F+K, considered in order and within funds available for the project. Basis of Award alternatives relative to available funding are listed below. · Award Alternative 1: Base Bid Schedules A + B + G + H · Award Alternative 2 (if funding allows): Base Bid + Schedule D · Award Alternative 3 (if funding allows): Base Bid + Schedules D + F + K Schedule C, Schedule E, Schedule I, and Schedule J for AIP-ineligible work will not be used in determining the low bidder. The City may select to award these schedules at their option. The City reserves the right to withdraw any item(s) from being part of the award consideration and the Additive Bids from being part of the Work. Funding for the project is comprised of an FAA Grant and City budgeted match funding. The contract is subject to the receipt of FAA grant funding.” 6. Refer to Volume I, Section III, Schedule of Prices. Replaced Bid Item 57 Trenchless Pipe Repair, measured per linear foot with Bid Item 57A Trenchless Pipe Repair, measured per Force Account as described in Technical Provision D-701. Added new Bid Item 57B Remove Pipe Sediment to cover cleaning and CCTV of storm drain pipes as described in Technical Provision D-701. Added predetermined costs for force account bid items: Item 19 Crack Sealing, Item 187 Crack Sealing, and Item 241 4” Compressed Air, Direct Buried. Updated award alternative summary to match clarified verbiage for basis of award in the Information for Bidders. 7. Refer to Volume I, Section V, FAA General Provisions, Section 80 Execution and Progress, Paragraph 80-08 Failure to complete on time. Correct reference in the liquidated damages table. In the second row of the “PHASE” column, replace “Items 125 and 136” with “Items 132 and 143”. 8. Refer to Volume I, Section V, Technical Specifications, P-101 Preparation and Removal of Existing Pavements. Added Section 101-4.7 Preparation at Work Area Boundaries. 9. Refer to Volume I, Section V, Technical Specifications, D-701 Pipe for Storm Drains and Culverts. A new bid item was created for Removal of Pipe Sediment. This was done to distinguish the sediment removal from clogged storm pipes from the task of trenchless pipe repair. Trenchless pipe repair is now required based on an assessment from the CCTV required in the Remove Pipe Sediment item (D-701-5.8). The Trenchless Pipe Repair (Item D-701-5.7) is now paid for by a force account item. This requires authorization per the Engineer’s review of the CCTV results. 10. Refer to Volume I, Appendix B – Davis Bacon Wage Rate Schedule Added disclaimer to Davis Bacon Wage Rate Schedule cover page. Replaced Davis Bacon Wage Rate Schedule with most up to date publication. Affected Contract Manual sections, as listed below, are wholly replaced by the attached amended versions. - Call for Bids - Information for Bidders - Schedule of Prices - General Provision Section 80 - Technical Specification P-101 - Technical Specification D-701 - Appendix B Davis Bacon Wage Rate Schedule DRAWINGS 1. Refer to Phase 1, Drawing G2.3. a. Added note 5 to General Work Schedule Notes. “The runway shall be open at all times during the Seafair air show starting July 30, 2026 through August 2, 2026. It is anticipated the Seafair airshow will be approximately half day in duration each day over the four-day period, with exact times unknown.” 2. Refer to Phase 1, Drawing G2.3. a. Updated last sentence of Work Period Definitions, note 1 to replace “work” with “construction activities” and delete “work”. Prior to updated note read: “Swing shift work shall end at least one hour before the end of swing shift work to allow for contractor cleanup, owner inspections of the work areas, owner inspections of the runways and taxiways, and owner authorization for runway and taxiway openings.” Now reads: “Swing shift construction activities shall end at least one hour before the end of swing shift to allow for contractor cleanup, owner inspections of the work areas, owner inspections of the runways and taxiways, and owner authorization for runway and taxiway openings.” 3. Refer to Phase 1, Drawing G2.3. a. Added note 7 to Construction Timeline Detail. “Work in WA 5 and WA R5 cannot start until Tuesday September 8, 2026. Contract time will pause after the completion of WA 4 and WA R4 if complete prior to September 8, 2026.” 4. Refer to Detail 3 on Phase 1, Drawing C3.4. a. Corrected the width of Runway Hold Position lines from 6” to 12”. 5. Refer to Phase 1, Drawing C6.1. a. Keynote 14 was modified to remove trenchless pipe repair, and CCTV was added to it. Keynote 15 was added to provide additional clarification for the trenchless pipe repair. Keynote 15 was added to all the pipes where Keynote 14 already existed. b. The pipe length for removal and replacement of storm pipe between CB21 and EX SDCB-358 was corrected. The length of pipe between EX SDCB-358 and EX SDCB- 251 was corrected. 6. Refer to Phase 1, Drawing C6.2. a. Keynote 14 was modified to remove trenchless pipe repair, and CCTV was added to it. Keynote 15 was added to provide additional clarification for the trenchless pipe repair. 7. Refer to Phase 1, Drawing C6.3. a. Keynote 14 was modified to remove trenchless pipe repair, and CCTV was added to it. Keynote 15 was added to provide additional clarification for the trenchless pipe repair. Keynote 15 was added to all the pipes where Keynote 14 already existed. 8. Refer to Detail 2 on Phase 1, Drawing E3.2. a. Revised measurement and payment guidance defined in the detail notes. 9. Refer to Phase 1, Drawing E4.1. a. Revised Equipment Schedule Note 3 and added bid tabulation note to clarify award scenarios applicable to the work shown on the sheet. 10. Refer to Phase 2, Drawing G2.2. a. Added note 5 to General Work Schedule Notes. “The runway shall be open at all times during the Seafair air show. It is anticipated the Seafair airshow will be approximately half day in duration each day over the four-day period, with exact times unknown. Dates for the 2027 Seafair air show weekend are unknown, but the contractor shall anticipate up to four days that the runway shall be opened to accommodate the air show.” 11. Refer to Phase 2, Drawing G2.2. a. Updated last sentence of Work Period Definitions, note 1 to replace “work” with “construction activities” and delete “work”. Prior to updated note read: “Swing shift work shall end at least one hour before the end of swing shift work to allow for contractor cleanup, owner inspections of the work areas, owner inspections of the runways and taxiways, and owner authorization for runway and taxiway openings.” Now reads: “Swing shift construction activities shall end at least one hour before the end of swing shift to allow for contractor cleanup, owner inspections of the work areas, owner inspections of the runways and taxiways, and owner authorization for runway and taxiway openings.” 12. Refer to Detail 3 on Phase 2, Drawing C3.3. a. Corrected the width of Runway Hold Position lines from 6” to 12”. 13. Refer to Detail 2 on Phase 2, Drawing E3.2. a. Revised measurement and payment guidance defined in the detail notes. Affected Drawing sheets, as listed below, are wholly replaced by the attached amended versions. - Phase 1, Drawing G2.3 - Phase 1, Drawing C3.4 - Phase 1, Drawing C6.1 - Phase 1, Drawing C6.2 - Phase 1, Drawing C6.3 - Phase 1, Drawing E3.2 - Phase 1, Drawing E4.1 - Phase 2, Drawing G2.2 - Phase 2, Drawing C3.3 - Phase 2, Drawing E3.2 INFORMATIONAL ITEMS 1. A copy of the final Geotechnical Report is attached as an informational item. 2. A copy of the Final Renton Municipal Airport PFAS Sampling Investigation is attached as an informational item. 3. Pre-Bid Meeting Minutes are attached as an informational item. Contract documents including Addendum #1 govern. 4. A copy of the sign in sheet from the voluntary Pre-Bid Meeting is attached as an informational item. QUESTIONS & ANSWERS Q1: “Bid item 57 Trenchless Pipe Repair specification section 701-3.7 calls out to remove the sediment and CCTV the pipe. If the Engineer determines that the pipe section requires lining repair then that scope of work will be performed. The decision to repair the pipe is made after removing the sediment and reviewing the CCTV footage, so the lining of the pipe may or may not happen. yet it is required to be included in the per lineal foot price in the proposal. Would the Engineer consider adding a separate bid item for the lining portion of this as a force account item because it is unknown if this will be required to be done? This would save the City of Renton money if they do not need to line the pipe, just remove the sediment and CCTV.” A1: A new bid item has been added. Refer to Volume I, Section III, Project Proposal, Schedule of Prices and Volume I Section V Technical Specifications, Item D-701. Q2: “Is bid item 4 “Interceptor Berm” the Asphalt Curb or Berm? No detail is provided, and it is not specifically addressed in the 102-3.8 Construction Requirements of BMP’s specification or 102- 4.1 Method of Measurement. Please clarify?” A2: Refer to Drawing C5.6 – Detail 3 in Phase 1 Plans and Drawing C5.5 – Detail 1 in Phase 2 Plans. Q3: “I am looking for clarification on the bid items for Overlay Base Preparation. The bid item appears to be for saw cutting, excavating down to the subgrade and compacting the subgrade for the areas that the remaining asphalt is not thick enough or we break through. The aggregates & asphalt going back into the excavated area will be paid for under their respective bid items, correct?” A3: Confirmed. Q4: “I am looking for clarification on the Phase 2 taxiway A6 & A7 work. The work inside the ROFZ Line is to be performed at night, these two taxiways have excavations that will leave a significant drop off. Is the City of Renton and the Airport allowing this drop off to exist during the day while air traffic is using the area or will the shortened runway include both A6 & A7 taxiways?” A4: Excavation activities in Work Area R8 and R6 shall occur outside of the Runway Safety Area (RSA). As a result, a vertical drop is allowed when the runway is open. Q5: “The proposal has asphalt binder as PG58H-22, however the specification 401-2.3 has the asphalt binder as 58V-22, which is correct?” A5: “Asphalt binder for P-405 bid items is PG 58H-22. Asphalt binder for P-401 and P-403 is PG 58V- 22.” Q6: “On sheet E2.1 Electrical Lighting & Signage Plan, it shows boring 4 each 2-inch HDPE conduits. The boring contractors are requesting soil information for their proposals. Will the City of Renton be providing any soil information or geotechnical report for the project?” A6: “Yes, see Addendum #1.” BIDDERS SHALL ACKNOWLEDGE RECEIPT OF THIS ADDENDUM IN THE SPACE PROVIDED IN THE PROPOSAL. BIDS SUBMITTED WITHOUT ACKNOWLEDGEMENT OF THIS ADDENDUM IN THE PROPOSAL WILL BE CONSIDERED IRREGULAR. David Yurs, P.E. Project Manager Century West Engineering 509.838.3810 CAG-25-098 Taxiway A Rehabilitation and Associated Improvements Call for Bids Addendum 1 Page 1 of 2 2025 CITY OF RENTON CALL FOR BIDS Taxiway A Rehabilitation and Associated Improvements Sealed bids will be received until 2:00 p.m., Wednesday, May 14, 2025, at the lobby of Renton City Hall, 1055 South Grady Way, Renton WA 98057. No mailed, Fedex, or UPS delivered bids will be accepted. Sealed bids will be opened and publicly read via the Zoom video-conferencing web application at 3:00 p.m., Wednesday, May 14, 2025 (60 minutes after published bid submittal time). Any bids received after the published bid submittal time cannot be considered and will not be accepted. · Please include bidder’s name, address, and the name of the project on the envelope. · The bid opening meeting can be accessed via videoconference by: o Clicking this link to join the Zoom meeting: https://us06web.zoom.us/j/84750519244?pwd=FfsBe6Da1iDbaB4cjuN7IuRDv2Mrj8.1 o Using the Zoom app: Meeting ID: 847 5051 9244; Passcode: 207150 o Via telephone by dialing: 253-215-8782, followed by 84750519244# ... 0# … *207150#. · Zoom is free to use and is available at https://zoom.us/. The improvement for which bids will be received is described below: · Rehabilitation of Taxiway A, which includes asphalt pavement removal, maintaining the existing subgrade and subbase, constructing a new base course and bituminous stabilized base course, and HMA surface course; · Rehabilitation of the sea plane ramp, which will include asphalt pavement removal, constructing a new base course, cement-treated base, and new HMA surface course; · Mill and inlay of the connector taxiways and existing service road west of Taxiway A; · Replacement of taxiway edge lights and airfield signs with new LED fixtures; · Miscellaneous electrical improvements as described in the contract documents; · Taxiway pavement marking; and · Infield storm drainage improvements. The Engineer’s estimate for construction of the base bid schedules (Schedule A + Schedule G) is $15-$18 million. A total of 135 calendar days is allowed for completion of Phase 1 and a total of 79 calendar days is allowed for completion of Phase 2. The City will issue multiple Notice to Proceed (NTP) dates as outlined below. For detailed information on NTP dates and contract times for each phase of work, see Information for Bidders, Section 80-08 of the General Provisions, and the Construction Safety and Phasing Plan drawings. · NTP for procurement of electrical equipment is anticipated on or about August 1, 2025. All acquisition orders for 2026 construction are to be complete no later than September 30, 2025. · If awarded, NTP for Schedule D, Items 132 and 143 (new Airfield Lighting Vault building) is anticipated on or about September 15, 2025 unless directed otherwise by the Owner. · NTP for Phase 1 construction (not including final application of pavement markings and final seeding) is anticipated on or about May 11, 2026. · NTP for Phase 1 final application of pavement markings and final seeding will be issued at the City’s convenience and may be delayed until Spring 2027 due to weather conditions. · NTP for Phase 2 construction (not including final application of pavement markings and final seeding) is anticipated on or about June 7, 2027. · NTP for Phase 2 final application of pavement markings and final seeding will be issued at the City’s convenience and may be delayed until Spring 2028 due to weather conditions. The City reserves the right to reject any and/or all bids and to waive any and/or all informalities. Bid documents will be available for review on Wednesday, April 16, 2025. CAG-25-098 Taxiway A Rehabilitation and Associated Improvements Call for Bids Addendum 1 Page 2 of 2 2025 Approved plans, specifications, addenda, and plan holders list for this project are available on-line through Builders Exchange of Washington, Inc., at http://www.bxwa.com. Click on bxwa.com; Posted Projects; Public Works; City of Renton; Projects Bidding. (Note: Bidders are encouraged to Register as a Bidder, in order to receive automatic email notification of future addenda and to be placed on the Bidders List). Bid Documents will also be available at http://rentonwa.gov/bids/ under “Call for Bids.” An optional pre-bid conference will be held at the Renton Airport, 243 W Perimeter Rd, Renton, WA 98057, on May 1, 2025, at 12:00 p.m., local time. All bidders and potential subcontractors are encouraged to attend. At this meeting, questions concerning the Contract Documents and the proposed work will be discussed. A tour of the project site will be conducted after the meeting. Technical questions about the project shall be addressed to: Greg Reince, Century West Engineering, at greince@centurywest.com and William Adams, City of Renton, at wadams@rentonwa.gov. This is a prevailing wage project per State and Federal Laws. All labor on the project shall be paid no less than the minimum wage rates established by the Washington State Department of Labor and Industries or Davis- Bacon Act, whichever is greater. This contract will be funded, in part, by a grant from the Federal Aviation Administration. As such, it will be subject to federal requirements. These include, but are not limited to: 1) Buy American Preference 2) Foreign Trade Restriction 3) Davis Bacon 4) Government wide Debarment and Suspension 5) Government wide Requirements for Drug-free Workplace 6) Federal Fair Labor Standards Act All Federal provisions are given in the specifications under FAA Required Provisions. The City of Renton, in accordance with the provisions of Title VI of the Civil Rights Act of 1964 (78 Stat. 252, 42 USC §§ 2000d to 2000d-4) and the Regulations, hereby notifies all bidders or offerors that it will affirmatively ensure that for any contract entered into pursuant to this advertisement, disadvantaged business enterprises will be afforded full and fair opportunity to submit bids in response to this invitation and no businesses will be discriminated against on the grounds of race, color, national origin (including limited English proficiency), creed, sex (including sexual orientation and gender identity), age, or disability in consideration for an award. The DBE goal for this contract is 7.98%. All prospective Bidders are directed to the Information for Bidders with regard to the procedures the City of Renton will utilize to achieve this goal. The City of Renton is an Equal Opportunity Employer and encourages woman, minority, DBE, and small businesses to participate in the competitive bidding process. Bidders are required to be licensed in accordance with and comply with the "Public Contractor's License Law of the State of Washington." A certified check or bid bond in the amount of five percent (5%) of the total of each bid must accompany each bid. The City’s Fair Practices, Non-Discrimination, and Americans with Disabilities Act Policies shall apply. Jason A. Seth, City Clerk Published: Daily Journal of Commerce April 16, 2025 and April 23, 2025 Taxiway A Rehabilitation and Associated Improvements Information for Bidders Addendum 1 Page 1 of 7 2025 INFORMATION FOR BIDDERS The following supplements the information in the Call for Bids: 1. Special Project Information. This project includes federal funding from the Federal Aviation Administration (FAA). As such, Standards for Specifying Construction of Airports (FAA Advisory Circular, AC 150/5370-10H), FAA Federal Contract Provisions for Obligated Sponsor and Airport Improvement Program Projects, and all applicable laws and regulations apply to this project. The following items particular to this project are detailed here for emphasis: a. Prevailing Wages. All labor on the project shall be paid no less than the minimum wage rates established by the Washington State Department of Labor and Industries or Davis-Bacon Act, whichever is greater. The Prevailing Wages in effect at time of Advertisement are provided in the Appendices. It is the Bidder’s responsibility to obtain wage information for any work classifications that are not included. b. Qualifications of Bidders. Bidders must submit qualification statements in accordance with the terms of Subsection 20-02 of the specifications with their proposal. Proposals submitted without qualification statements will not be accepted. c. Drug Testing Program. By signing and submitting a Bid to the Owner, the Bidder shall certify that it has an employee drug testing program in place. d. Non-discrimination Certification. By signing and submitting a Bid to the Owner, the Bidder shall certify that it has not discriminated against minority, women, or emerging small business enterprises in obtaining any subcontracts. e. Additional Instructions. Bidders shall refer to Sections 20 and 30 of the General Provisions for specific instructions relative to preparation and submission of Proposals. 2. Any prospective Bidder desiring an explanation or interpretation of the Bid Documents, shall request the explanation or interpretation in writing by the close of business five (5) business days preceding the bid opening to allow a written reply to reach all prospective Bidders before the submission of their Bids. Questions received less than five business days prior to the date for opening of Bids may not be answered. Only questions answered by formal written Addenda will be binding. Oral explanations, interpretations, or instructions given by anyone before the Award of Contract will not be binding on the City of Renton. 3. The Owner’s representative for the project is Century West Engineering (Engineer). Technical questions about the project should be directed to Greg Reince, Century West Engineering and William Adams, City of Renton: · Submit questions via e-mail to: greince@centurywest.com and wadams@rentonwa.gov. Put “Taxiway A Rehabilitation and Associated Improvements” in the subject line. No other type of inquiry will be accepted. Taxiway A Rehabilitation and Associated Improvements Information for Bidders Addendum 1 Page 2 of 7 2025 4. All bids must be self-explanatory. Partial bids will not be accepted. No opportunity will be offered for oral explanation except as the City of Renton may request further information on particular points. The bidder shall, upon request, furnish information to the City of Renton as to their financial and practical ability to satisfactorily perform the work. 5. The City of Renton reserves the right to reject any and all bids or waive any and/or all informalities. 6. Payment for this work will be made in cash warrants. Progress estimates of the work done by the Contractor shall be submitted to the Engineer ten (10) calendar days before the end of each calendar month. Estimates will be approved and acted upon by the Owner in the following month which the work is done. No retainage will be held by the Owner from progress payments due the Prime. If the Contractor fails to complete the work within the time limit fixed in the contract, no estimate shall be made or progress payments allowed thereafter until the work is finally completed. 7. Bidders are not required to be in possession of a current City of Renton business license in order to bid on City projects. However, Contractors and all subcontractors of all tiers must be in possession of a current City business license while conducting work in the City. 8. Basis of Award Bidders must bid all portions of the work. The construction contract will be awarded by the City of Renton to the lowest responsible, responsive bidder. Schedule A, B, G, and H combined form the Base Bid. The bid items contained in Schedule D, Schedule F, and Schedule K are Additive Bids. The low bidder, for purposes of award, shall be the responsive bidder offering the low aggregate amount for either the base bid only, or base bid plus additive bid schedule D, or base bid plus additive bid schedules D+F+K, considered in order and within funds available for the project. Basis of Award alternatives relative to available funding are listed below. · Award Alternative 1: Base Bid Schedules A + B + G + H · Award Alternative 2 (if funding allows): Base Bid + Schedule D · Award Alternative 3 (if funding allows): Base Bid + Schedules D + F + K Schedule C, Schedule E, Schedule I, and Schedule J for AIP-ineligible work will not be used in determining the low bidder. The City may select to award these schedules at their option. The City reserves the right to withdraw any item(s) from being part of the award consideration and the Additive Bids from being part of the Work. Funding for the project is comprised of an FAA Grant and City budgeted match funding. The contract is subject to the receipt of FAA grant funding. Taxiway A Rehabilitation and Associated Improvements Information for Bidders Addendum 1 Page 3 of 7 2025 9. Notice To Proceed Due to the timing and availability of project funding, weather, field conditions or operational circumstances, Notice to Proceed (NTP) for various segments of the contract work may be issued and will be issued by the Owner at the Owner’s convenience. Dates listed below for the various segments of work are approximate only, and the Owner reserves the right to issue NTP at any time that project funding, weather, field conditions, or operational circumstances allow. No adjustments will be made to the pricing established in this proposal regardless of when Notice to Proceed is issued. No work shall begin prior to issuance of Notice to Proceed by the Owner. Notice to Proceed for work segments shall be as follows: a. NTP for electrical equipment submittals and procurement of long lead-time electrical items for 2026 construction. NTP is anticipated on or about August 1, 2025, at the convenience of the Owner. All submittals associated with electrical equipment shall be complete, and materials ordered no later than September 30, 2025. The Contractor will be required to provide the Owner with documentation of the orders. No contract time will be counted towards the allowed contract duration if all electrical equipment acquisition can be documented to have occurred no later than September 30, 2025. One (1) calendar day will be counted against the allowed contract time for every calendar day after September 30, 2025, until all electrical equipment has been ordered by the Contractor. b. If awarded, NTP for Schedule D, Items 132 and 143 for new Airfield Lighting Vault building is anticipated on or about September 15, 2025 unless otherwise directed by the Owner and shall be completed within 5 calendar days of NTP. No contract time will be counted towards the allowed contract duration for Phase 1 if all work associated with the new Airfield Lighting Vault building is complete within 5 calendar days. One (1) calendar day will be counted against the allowed contract time for Phase 1 for every calendar day that the work remains incomplete after the allowed 5 calendar days. c. NTP for Phase 1 construction items (not including final application of pavement markings and final seeding) required to be complete during a continuous 133 calendar day contract time. NTP for Phase 1 construction is anticipated on or about May 11, 2026, at the convenience of the Owner. d. NTP for the Phase 1 final application of painted pavement markings, after initial pavement marking application curing period, and final seeding. The time allowed for this work is two (2) consecutive calendar days. NTP will be issued at the convenience of the Owner and may be delayed until Spring 2027 due to weather conditions. e. NTP for Phase 2 construction items (not including final application of pavement markings and final seeding) required to be complete during a continuous 77 calendar day contract time. NTP for Phase 2 construction is anticipated on or about June 7, 2027, at the convenience of the Owner. Taxiway A Rehabilitation and Associated Improvements Information for Bidders Addendum 1 Page 4 of 7 2025 f. NTP for the Phase 2 final application of painted pavement markings, after initial pavement marking application curing period, and final seeding. The time allowed for this work is two (2) consecutive calendar days. NTP will be issued at the convenience of the Owner and may be delayed until Spring 2028 due to weather conditions. 10. Bid Security. a. A certified check, cashier’s check or bid bond for an amount equal to at least five percent (5%) of the total amount bid, shall accompany each proposal as evidence of good faith and as a guarantee that if awarded the contract the bidder will execute the contract and give bond as required. The successful bidder’s check or bid bond will be retained until he/she has entered into a satisfactory contract and furnished required contract bonds. The Owner reserves the right to hold the certified checks, cashier’s checks, or bid bonds of the three lowest bidders until the successful bidder has entered into a contract and furnished the required contract bonds. b. The successful bidder shall furnish at the time of the execution of contract a performance bond and a payment bond in an amount equal to the full amount of the contract, conditioned upon faithful performance of the contract, and upon payment of all persons supplying labor and materials for prosecution of the work. This form and surety shall meet the approval of the Owner’s legal counsel. c. Surety companies executing the bonds must be currently authorized to transact business in the State of Washington. 11. Disadvantaged Business Enterprise (DBE) Policy and Obligation. The Owner’s award of this contract is conditioned upon Bidder or Offeror satisfying the good faith effort requirements of 49 CFR §26.53. a. Policy. It is the policy of the Department of Transportation that DBEs, as defined in 49 CFR Part 26, shall have the maximum opportunity to participate in the performance of contracts financed in whole or in part with federal funds under this agreement. Consequently, the DBE requirements of 49 CFR Part 26 apply to this agreement. b. DBE Obligation. The Contractor or subcontractor shall not discriminate on the basis of race, color, national origin, or sex in the performance of this contract. The Contractor shall carry out applicable requirements of 49 CFR part 26 in the award and administration of Department of Transportation-assisted contracts. Failure by the Contractor to carry out these requirements is a material breach of this contract, which may result in the termination of this contract or such other remedy as the Owner deems appropriate. c. Prompt Payment. The prime contractor agrees to pay each subcontractor under this prime contract for satisfactory performance of its contract no later than 10 days from the receipt of each payment the prime contractor receives from the City of Renton. The prime contractor agrees further to return retainage payments to each subcontractor within 10 days after the subcontractor’s work is satisfactorily completed. Any delay or postponement of payment from the above referenced time frame may occur only for Taxiway A Rehabilitation and Associated Improvements Information for Bidders Addendum 1 Page 5 of 7 2025 good cause following written approval of the Owner. This clause applies to both DBE and non-DBE subcontractors. d. Contract Goals. The bidder shall subcontract 7.98 percent of the dollar value of the total amount of a DOT-assisted contract to qualified DBE subcontractors. As a condition of bid responsiveness, the Bidder must submit the following information with its proposal on the forms provided herein: i. The names and addresses of DBE firms that will participate in the contract; ii. A description of the work that each DBE firm will perform; iii. The dollar amount of the participation of each DBE firm listed; iv. Written statement from Bidder that attests their commitment to use the DBE firm(s) listed to meet the Owner’s project goal; and v. Written confirmation from each listed DBE firm that it is participating in the contract in the kind and amount of work provided in the prime contractor's commitment. vi. If Bidder cannot meet the advertised project DBE goal, evidence of good faith efforts undertaken by the Bidder as described below and in appendix A to 49 CFR part 26. A bidder who fails to meet these requirements and who cannot show good faith effort will be considered non-responsive. e. Good Faith Efforts. The following actions, by the bidder, are generally considered a sign of good faith effort. This list is not exclusive or exhaustive but should be used as a guide in determining good faith effort. i. Attendance at pre-bid meetings scheduled to inform DBEs of the project. ii. Advertisement in general circulation, trade association and minority focus media concerning subcontracting opportunities. iii. Selection of portions of the work likely to be performed by DBEs. iv. Written notice to DBEs of the selected subcontracting or material supply work allowing sufficient time for reply. v. Follow up of initial solicitation. vi. Provide interested DBEs adequate information for bidding. vii. Negotiation with interested DBEs. viii. Assist interested DBEs with bonding, insurance or credit, where applicable. ix. Use of minority Contractors’ groups and minority business assistance offices. f. Subcontract Work Listing. The bidder shall submit the name, address, DBE status, and age of all firms bidding or quoting subcontracts on DOT-assisted projects. (See Bidder’s List in Proposal.) g. Definitions. Taxiway A Rehabilitation and Associated Improvements Information for Bidders Addendum 1 Page 6 of 7 2025 i. Disadvantaged Business Enterprise (DBE) means, for the purposes of this contract, a small business enterprise that has been certified by the Washington State Office of Minority & Women's Business Enterprises (OMWBE). Directory of firms certified by the OMWBE is available on their website. ii. Joint venture means an association of a DBE firm and one or more other firms to carry out a single, for-profit business enterprise, for which the parties combine their property, capital, efforts, skills and knowledge, and in which the DBE is responsible for a distinct, clearly defined portion of the work of the contract and whose share in the capital contribution, control, management, risks, and profits of the joint venture are commensurate with its ownership interest. iii. Goal is the percentage of total dollar amount bid for DBE participation identified in the Bid form. h. At Bid Opening. i. Bidders, within their bid, shall submit to the City of Renton the Statement of Intent, Disadvantaged Business Enterprise (DBE) Utilization (form enclosed with Proposal), showing the names and addresses of the certified DBE participants, the work each will perform, and the dollar amount of participation by each. If the Statement of Intent is submitted blank, the Owner will assume that the bidder obtained no participation. ii. All of a bidder's expenditures to a DBE manufacturer, and 60 percent of a bidder's expenditures to a DBE supplier performing a commercially useful function, will be counted toward the DBE goal. iii. When a DBE performs as a participant in a joint venture, count a portion of the total dollar value of the contract equal to the distinct, clearly defined portion of the work of the contract that the DBE performs with its own forces toward DBE goals. i. Prior to Notice to Proceed. The apparent successful bidder, upon contract award and prior to Notice to Proceed, shall submit copies of binding DBE contracts, if any, to the City of Renton upon request. j. After Notice to Proceed. If circumstances arise after Notice to Proceed, which reduce DBE participation, Contractor shall immediately notify the Owner and request a meeting with the Owner and the Engineer. At this meeting, Contractor shall: i. Present the circumstances which brought about the reduction in DBE participation; and ii. Present plans or actions to bring the DBE participation back to the level promised. k. Tracking DBE Utilization. The Contractor shall submit their actual DBE subcontractor utilization with each pay request throughout the term of the contract. The Contractor shall use the WSDOT DBE Utilization Certification Form (DOT Form 422-103). l. Replacing a DBE. i. Contractor shall notify the Owner and obtain its written approval before replacing a DBE or making any change in the DBE participation listed. Taxiway A Rehabilitation and Associated Improvements Information for Bidders Addendum 1 Page 7 of 7 2025 ii. If a DBE is unable to fulfill the original obligation to the contract, Contractor must demonstrate to the Owner its good-faith efforts to replace that DBE with another DBE. Failure to so demonstrate is a material breach of this contract. m. Liaison Officer, Records, and Reports. Contractor shall designate a DBE liaison officer who will administer Contractor's DBE program and submit documentation to the Owner with each Application for Progress Payment verifying that Contractor is subcontracting with or purchasing materials from the DBEs identified, if any. 12. Apprentice Utilization Requirement. This project is federally funded and therefore exempt from Washington State Apprentice Utilization Requirements (AURs). When submitting Notice of Completion (NOC) or Prevailing Wage & Affidavit (PWIA) Documentation to Washington State Department of Labor and Industries (L&I) clearly indicate in the L&I section of these documents that AURs are not applicable due to the federal funding of the project. ITEM NO. ITEM DESCRIPTION SPEC. SECTION UNIT QUANTITY UNIT PRICE EXTENSION 1 CONTRACTOR QUALITY CONTROL PROGRAM (CQCP)C-100 LS 1 2 FOD PREVENTION CONTROLS C-101 LS 1 3 CATCH BASIN PROTECTION C-102 EA 63 4 INTERCEPTER BERM C-102 LF 5,623 5 EROSION CONTROL BLANKET C-102 SY 43 6 WHEEL WASH C-102 EA 5 7 SILT FENCE C-102 LF 245 8 SEDIMENT TRAP C-102 EA 1 9 CONSTRUCTION SAFETY AND PHASING C-103 LS 1 10 MOBILIZATION C-105 LS 1 11 TEMPORARY TRAFFIC CONTROL C-106 LS 1 12 CONSTRUCTION STAKING C-140 LS 1 13 ASPHALT PAVEMENT REMOVAL - 1 TO 8 INCH THICKNESS P-101 SY 23,700 14 ASPHALT PAVEMENT REMOVAL - 8 TO 14 INCH THICKNESS P-101 SY 2,750 15 COLD MILLING - VARIABLE DEPTH (2 INCH NOMINAL)P-101 SY 8,595 16 COLD MILLING - VARIABLE DEPTH (4 INCH NOMINAL)P-101 SY 2,608 17 OVERLAY BASE PREPARATION P-101 SY 1,120 18 TRENCH UNDERLAYMENT REMOVAL AND RESTORATION P-101 SY 960 19 CRACK SEALING P-101 FA 1 15,000.00$ 15,000.00$ 20 TRENCH EXCAVATION SAFETY SYSTEMS P-102 LS 1 21 UTILITY POTHOLING P-103 EA 43 22 UNCLASSIFIED EXCAVATION - WITH PCC UNDERLAYMENT P-152 CY 6,520 23 UNCLASSIFIED EXCAVATION - WITHOUT PCC UNDERLAYMENT P-152 CY 5,120 24 EMBANKMENT IN PLACE P-152 CY 910 25 UNSUITABLE EXCAVATION P-152 CY 2,860 26 CONTAMINATED SOIL REMOVAL AND DISPOSAL P-152 CY 410 27 STRIPPING P-152 CY 1,175 NOTE: Unit prices for all items, all extensions, and total amount of bid shall be shown. Enter unit prices in numerical figures only, in dollars and cents to two (2) decimal places (including whole dollar amounts). All figures must be clearly legible. Bids with illegible figures in the Unit Price column will be regarded as nonresponsive and rejected. Where conflict occurs between the unit price and the total amount specified for any item, the unit price shall prevail, and totals shall be corrected to conform thereto. SCHEDULE A: BASE BID - PHASE 1 SCHEDULE OF PRICES Taxiway A Rehabilitation and Associated Improvements ALL ENTRIES SHALL BE WRITTEN IN INK OR TYPED TO VALIDATE BID Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 20255 of 48 28 QUARRY SPALLS P-152 CY 1,910 29 DEWATERING P-152 LS 1 30 CRUSHED AGGREGATE BASE COURSE P-209 CY 7,300 31 CHOKE STONE P-209 CY 960 32 SEPARATION GEOTEXTILE P-209 SY 33,460 33 BIAXIAL GEOGRID P-311 SY 5,700 34 ASPHALT SURFACE COURSE P-401 TON 8,640 35 ASPHALT LEVELING COURSE P-401 TON 100 36 ASPHALT BASE COURSE P-403 TON 8,780 37 HMA CL. 1/2 IN. PG 58H-22 FOR FINAL TRENCH PATCH P-405 TON 20 38 COMMERCIAL HMA FOR TEMPORARY TRENCH PATCH (2-IN. MIN.)P-405 TON 3 39 2-IN. HMA CL. 1/2 IN. PG 58H-22 FOR OVERLAY P-405 TON 3 40 CRUSHED SURFACING TOP COURSE P-405 TON 14 41 CEMENT CONC. SIDEWALK P-502 SY 20 42 CEMENT CONC. CURB AND GUTTER P-503 LF 15 43 CEMENT CONC. GUTTER P-503 LF 10 44 EMULSIFIED ASPHALT TACK COAT P-603 TON 35 45 CONCRETE FOR TRANSITION SLABS P-610 SY 110 46 PAVEMENT MARKING REMOVAL P-620 SF 1,120 47 INITIAL MARKINGS P-620 SF 11,480 48 PERMANENT MARKINGS1 P-620 SF 5,660 49 REFLECTIVE PERMANENT MARKINGS P-620 SF 14,000 50 PAINT LINE P-625 LF 10 51 12-INCH REINFORCED CONCRETE PIPE D-701 LF 299 52 12-INCH DUCTILE IRON PIPE D-701 LF 1,396 53 REMOVE EXISTING STORM DRAINAGE PIPE D-701 LF 1,033 54 CONNECT TO EXISTING STORM STRUCTURE D-701 EA 12 55 ABANDON EXISTING STORM DRAINAGE PIPE D-701 LF 316 56 CONNECT EXISTING PIPE TO NEW STRUCTURE D-701 EA 4 57A TRENCHLESS PIPE REPAIR D-701 FA 1 75,000.00$ 75,000.00$ 57B REMOVE PIPE SEDIMENT D-701 LF 689 58 6-INCH CONVENTIONAL UNDERDRAIN D-705 LF 4,031 59 UNDERDRAIN CLEANOUT D-705 EA 60 60 6-INCH UNDERDRAIN OUTFALL PIPE D-705 LF 683 1If Schedule B is awarded, plan quantity for Bid Item 48 Permanent Markings will be reduced to 570 SF. Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 20256 of 48 61 REMOVE EXISTING CATCH BASIN D-751 EA 12 62 CB TYPE 1 D-751 EA 18 63 CB TYPE 2 - 48" AIRCRAFT RATED D-751 EA 1 64 ADJUST STRUCTURE TO GRADE (PAVEMENT)D-751 EA 2 65 ADJUST STRUCTURE TO GRADE (GRASS INFIELD)D-751 EA 2 66 AIRFIELD ELECTRICAL SYSTEM DEMOLITION AND SALVAGE L-100 LS 1 67 BARE #6 CU COUNTERPOISE CABLE INSTALLED IN TRENCH OR BORE INCLUDING GROUND RODS L-108 LF 1,410 68 NEW L-824 TYPE C #8, 5 KV CABLE INSTALLED IN EXISTING OR NEW CONDUIT L-108 LF 13,345 69 INSTALL NEW 7.5 KW FERRORESONANT CONSTANT CURRENT REGULATOR IN AIRFIELD LIGHTING VAULT2 L-109 EA 1 70 AIRFIELD LIGHTING VAULT SPACE UTILITIZATION IMPROVEMENTS3 L-109 EA 1 71 (1) 2" PVC SCH 40, DIRECT BURIED L-110 LF 1,070 72 (1) 2" PVC SCH 40, CONCRETE ENCASED L-110 LF 180 73 (2) 2" PVC SCH 40, CONCRETE ENCASED L-110 LF 160 74 INSTALL NEW AIRCRAFT LOAD RATED CONCRETE HANDHOLE L-115 EA 1 75 SALVAGE EXISTING IN-PAVEMENT L-850C RUNWAY EDGE LIGHT AND REINSTALL ON EXISTING L-868 BASE CAN L-125 EA 2 76 INSTALL NEW L-861T(L) LED TAXIWAY EDGE LIGHT WITH NEW ISOLATION TRANSFORMER AND HARDWARE ON EXISTING L-867 BASE CAN4 L-125 EA 65 77 INSTALL NEW L-861T(L) LED TAXIWAY EDGE LIGHT WITH NEW ISOLATION TRANSFORMER AND HARDWARE INCLUDING BASE CAN EXTENSION/SPACER RINGS ON EXISTING L-867 BASE CAN5 L-125 EA 7 78 INSTALL NEW L-861T(L) LED TAXIWAY EDGE LIGHT WITH NEW ISOLATION TRANSFORMER AND HARDWARE ON NEW L-867 BASE CAN L-125 EA 12 79 INSTALL NEW L-852T(L) LED IN-PAVEMENT TAXIWAY EDGE LIGHT WITH NEW ISOLATION TRANSFORMER ON NEW L-868 BASE CAN L-125 EA 3 80 INSTALL NEW SIZE 2, 1 MODULE LED AIRFIELD GUIDANCE SIGN WITH NEW ISOLATION TRANSFORMER ON EXISTING CONCRETE FOUNDATION L-125 EA 3 81 INSTALL NEW SIZE 2, 2 MODULE LED AIRFIELD GUIDANCE SIGN WITH NEW ISOLATION TRANSFORMER ON EXISTING CONCRETE FOUNDATION L-125 EA 3 82 INSTALL NEW SIZE 2, 4 MODULE LED AIRFIELD GUIDANCE SIGN WITH NEW ISOLATION TRANSFORMER ON EXISTING CONCRETE FOUNDATION L-125 EA 4 2If Schedule D is awarded, plan quantity for Bid Item 69 Install New 7.5 kW Ferroresonant Constant Current Regulator in Airfield Lighting Vault will be reduced to 0 EA. 3If Schedule D is awarded, plan quantity for Bid Item 70 Airfield Lighting Vault Space Utilitization Improvements will be reduced to 0 EA. 4If Schedule F is awarded, plan quantity for Bid Item 76 Install New L-861T(L) LED Taxiway Edge Light with New Isolation Transformer and Hardware on Existing L-867 Base Can will be reduced to 0 EA. 5If Schedule F is awarded, plan quantity for Bid Item 77 Install New L-861T(L) LED Taxiway Edge Light with New Isolation Transformer and Hardware including Base Can Extension/Spacer Rings on Existing L-867 Base Can will be reduced to 0 EA. Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 20257 of 48 83 INSTALL NEW SIZE 2, 2 MODULE LED AIRFIELD GUIDANCE SIGN WITH NEW ISOLATION TRANSFORMER ON NEW CONCRETE FOUNDATION L-125 EA 1 84 SEEDING T-901 AC 2.2 85 MULCH T-901 AC 3.3 86 TOPSOIL T-905 CY 885 87 RESTRAINED DUCTILE IRON PIPE CLASS 52 FOR WATER MAIN, 6 INCH DIAM.W-100 LF 52 88 ABANDON EXISTING FIRE WATERLINE (CLSM)W-100 LS 1 89 ADJUST METER BOX W-100 EA 1 90 ADJUST DOUBLE CHECK VALVE ASSEMBLY (DCVA) BOX W-100 EA 1 91 REMOVAL OF EXISTING 48 IN. DIAM. WATER MANHOLE AND GATE VALVE W-100 EA 3 92 12"X6" TAPPING TEE AND VALVE W-101 EA 1 93 16"X6" TAPPING TEE AND VALVE W-101 EA 1 94 HYDRANT ASSEMBLY W-102 EA 2 95 BOLLARD W-102 EA 4 96 REMOVAL OF EXISTING ABOVE GRADE FIRE HYDRANT W-102 EA 3 97 REMOVAL OF EXISTING BELOW GRADE FIRE HYDRANT W-102 EA 6 SCHEDULE A Subtotal Bid Amount = WA State Sales Tax (10.3%)* = SCHEDULE A TOTAL BID AMOUNT = *NOTE: Sales tax is per WAC 458-20-170 (Rule 170). Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 20258 of 48 ITEM NO. ITEM DESCRIPTION SPEC. SECTION UNIT QUANTITY UNIT PRICE EXTENSION 98 FOD PREVENTION CONTROLS C-101 LS 1 99 CONSTRUCTION SAFETY AND PHASING C-103 LS 1 100 MOBILIZATION C-105 LS 1 101 CONSTRUCTION STAKING C-140 LS 1 102 ASPHALT PAVEMENT REMOVAL - 1 TO 8 INCH THICKNESS P-101 SY 120 103 COLD MILLING - VARIABLE DEPTH (4 INCH NOMINAL)P-101 SY 9,530 104 OVERLAY BASE PREPARATION P-101 SY 7,150 105 ASPHALT SURFACE COURSE P-401 TON 2,310 106 ASPHALT LEVELING COURSE P-401 TON 15 107 EMULSIFIED ASPHALT TACK COAT P-603 TON 5.6 108 INITIAL MARKINGS P-620 SF 3,390 109 REFLECTIVE PERMANENT MARKINGS P-620 SF 4,600 110 12-INCH REINFORCED CONCRETE PIPE6 D-701 LF 399 111 12-INCH DUCTILE IRON PIPE7 D-701 LF 198 112 CONNECT EXISTING PIPE TO NEW STRUCTURE8 D-701 EA 3 113 CB TYPE 3 - AIRCRAFT RATED9 D-751 EA 8 114 CB TYPE 4 - AIRCRAFT RATED SMH10 D-751 EA 2 SCHEDULE B Subtotal Bid Amount = WA State Sales Tax (10.3%)* = SCHEDULE B TOTAL BID AMOUNT = 6If Schedule C is not awarded, plan quantity for Bid Item 110 12-Inch Reinforced Concrete Pipe will be reduced to 188 LF. 7If Schedule C is not awarded, plan quantity for Bid Item 111 12-Inch Ductile Iron Pipe will be reduced to 0 LF. 8If Schedule C is not awarded, plan quantity for Bid Item 112 Connect Existing Pipe to New Structure will be reduced to 2 EA. 9If Schedule C is not awarded, plan quantity for Bid Item 113 CB Type 3 - AIRCRAFT RATED will be reduced to 3 EA. 10If Schedule C is not awarded, plan quantity for Bid Item 114 CB Type 4 - AIRCRAFT RATED SMH will be reduced to 1 EA. SCHEDULE B: ADDITIVE PAVEMENT REHABILITATION -PHASE 1 (AIP ELIGIBLE) *NOTE: Sales tax is per WAC 458-20-170 (Rule 170). Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 20259 of 48 ITEM NO. ITEM DESCRIPTION SPEC. SECTION UNIT QUANTITY UNIT PRICE EXTENSION 115 FOD PREVENTION CONTROLS C-101 LS 1 116 CONSTRUCTION SAFETY AND PHASING C-103 LS 1 117 MOBILIZATION C-105 LS 1 118 CONSTRUCTION STAKING C-140 LS 1 119 ASPHALT PAVEMENT REMOVAL - 1 TO 8 INCH THICKNESS P-101 SY 680 120 COLD MILLING - VARIABLE DEPTH (4 INCH NOMINAL)P-101 SY 6,860 121 OVERLAY BASE PREPARATION P-101 SY 5,140 122 ASPHALT SURFACE COURSE P-401 TON 1,810 123 ASPHALT LEVELING COURSE P-401 TON 5 124 EMULSIFIED ASPHALT TACK COAT P-603 TON 4 125 INITIAL MARKINGS P-620 SF 3,060 126 CONNECT EXISTING PIPE TO NEW STRUCTURE D-701 EA 2 127 REMOVE EXISTING CATCH BASIN D-751 EA 2 128 CB TYPE 4 - AIRCRAFT RATED SMH D-751 EA 2 SCHEDULE C Subtotal Bid Amount = WA State Sales Tax (10.3%)* = SCHEDULE C TOTAL BID AMOUNT = SCHEDULE C: ADDITIVE PAVEMENT REHABILITATION - PHASE 1 (NON-AIP ELIGIBLE) *NOTE: Sales tax is per WAC 458-20-170 (Rule 170). Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 202510 of 48 ITEM NO. ITEM DESCRIPTION SPEC. SECTION UNIT QUANTITY UNIT PRICE EXTENSION 129 CONSTRUCTION SAFETY AND PHASING C-103 LS 1 130 MOBILIZATION C-105 LS 1 131 CONSTRUCTION STAKING C-140 LS 1 132 NEW AIRFIELD LIGHTING VAULT BUILDING L-109 LS 1 133 DEMOLISH EXISTING AIRFIELD LIGHTING VAULT BUILDING L-109 LS 1 134 INSTALL NEW 7.5KW FERRORESONANT CONSTANT CURRENT REGULATOR IN AIRFIELD LIGHTING VAULT L-109 EA 3 135 INSTALL NEW 10KW FERRORESONANT CONSTANT CURRENT REGULATOR IN AIRFIELD LIGHTING VAULT L-109 EA 1 136 NEW L-841 RELAY CABINET L-109 EA 1 137 NEW L-854 PILOT CONTROLLED RADIO L-109 EA 2 138 NEW AIRFIELD LIGHTING PATCH PANEL L-109 EA 1 139 RELOCATE EXISTING PAPIS & REILS BOOST TRANSFORMER L-109 EA 1 140 RELOCATE EXISTING AUTOMATIC TRANSFER SWITCH L-109 EA 3 141 RELOCATE EXISTING AUTOMATIC TRANSFER SWITCH MONITORING CABINET L-109 EA 1 142 RELOCATE EXISTING MAIN SERVICE PANEL LV L-109 EA 1 143 CONTRACTOR SUPPLIED STRUCTURAL STAMPED VAULT BUILDING DRAWINGS BY WASHINGTON PE, INCLUDING ANY CITY REQUIRED PERMITS L-109 LS 1 144 (4) 2" SCH. 80 HDPE DIRECTIONAL BORE L-110 LF 250 145 INSTALL NEW H-20 LOAD RATED CONCRETE HANDHOLE L-115 EA 2 146 INSTALL NEW AIRCRAFT LOAD RATED CONCRETE HANDHOLE L-115 EA 2 SCHEDULE D Subtotal Bid Amount = WA State Sales Tax (10.3%)* = SCHEDULE D TOTAL BID AMOUNT = *NOTE: Sales tax is per WAC 458-20-170 (Rule 170). SCHEDULE D: ADDITIVE LIGHTING VAULT IMPROVEMENTS - PHASE 1 (AIP ELIGIBLE) Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 202511 of 48 ITEM NO. ITEM DESCRIPTION SPEC. SECTION UNIT QUANTITY UNIT PRICE EXTENSION 147 FOD PREVENTION CONTROLS C-101 LS 1 148 CONSTRUCTION SAFETY AND PHASING C-103 LS 1 149 MOBILIZATION C-105 LS 1 150 CONSTRUCTION STAKING C-140 LS 1 151 ASPHALT PAVEMENT REMOVAL - 1 TO 8 INCH THICKNESS P-101 SY 720 152 UNCLASSIFIED EXCAVATION - WITHOUT PCC UNDERLAYMENT P-152 CY 680 153 UNSUITABLE EXCAVATION P-152 CY 160 154 QUARRY SPALLS P-152 CY 105 155 CRUSHED AGGREGATE BASE COURSE P-209 CY 430 156 CHOKE STONE P-209 CY 55 157 SEPARATION GEOTEXTILE P-209 SY 1,800 158 BIAXIAL GEOGRID P-311 SY 310 159 ASPHALT SURFACE COURSE P-401 TON 180 160 ASPHALT BASE COURSE P-403 TON 850 161 EMULSIFIED ASPHALT TACK COAT P-603 TON 2 162 INITIAL MARKINGS P-620 SF 650 163 REFLECTIVE PERMANENT MARKINGS P-620 SF 650 SCHEDULE E Subtotal Bid Amount = WA State Sales Tax (10.3%)* = SCHEDULE E TOTAL BID AMOUNT = SCHEDULE E: ADDITIVE PAVEMENT REHABILIATION - PHASE 1 (BOEING NON-AIP ELIGIBLE) *NOTE: Sales tax is per WAC 458-20-170 (Rule 170). Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 202512 of 48 ITEM NO. ITEM DESCRIPTION SPEC. SECTION UNIT QUANTITY UNIT PRICE EXTENSION 164 FOD PREVENTION CONTROLS C-101 LS 1 165 CONSTRUCTION SAFETY AND PHASING C-103 LS 1 166 MOBILIZATION C-105 LS 1 167 CONSTRUCTION STAKING C-140 LS 1 168 AIRFIELD ELECTRICAL SYSTEM DEMOLITION AND SALVAGE L-100 LS 1 169 BARE #6 CU COUNTERPOISE CABLE INSTALLED IN TRENCH OR BORE INCLUDING GROUND RODS L-108 LF 6,020 170 (1) 2" PVC SCH 40, DIRECT BURIED L-110 LF 5,440 171 (2) 2" PVC SCH 40, CONCRETE ENCASED L-110 LF 580 172 INSTALL NEW AIRCRAFT LOAD RATED CONCRETE HANDHOLE L-115 EA 8 173 INSTALL NEW L-861T(L) LED TAXIWAY EDGE LIGHT WITH NEW ISOLATION TRANSFORMER AND HARDWARE ON NEW L-867 BASE CAN L-125 EA 72 SCHEDULE F Subtotal Bid Amount = WA State Sales Tax (10.3%)* = SCHEDULE F TOTAL BID AMOUNT = *NOTE: Sales tax is per WAC 458-20-170 (Rule 170). SCHEDULE F: ELECTRICAL ADDITIVE - PHASE 1 (AIP ELIGIBLE) Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 202513 of 48 ITEM NO. ITEM DESCRIPTION SPEC. SECTION UNIT QUANTITY UNIT PRICE EXTENSION 174 CONTRACTOR QUALITY CONTROL PROGRAM (CQCP)C-100 LS 1 175 FOD PREVENTION CONTROLS C-101 LS 1 176 CATCH BASIN PROTECTION C-102 EA 30 177 INTERCEPTER BERM C-102 LF 2,864 178 WHEEL WASH C-102 EA 2 179 CONSTRUCTION SAFETY AND PHASING C-103 LS 1 180 MOBILIZATION C-105 LS 1 181 CONSTRUCTION STAKING C-140 LS 1 182 ASPHALT PAVEMENT REMOVAL - 1 TO 8 INCH THICKNESS P-101 SY 17,420 183 ASPHALT PAVEMENT REMOVAL - 8 TO 14 INCH THICKNESS P-101 SY 750 184 COLD MILLING - VARIABLE DEPTH (2 INCH NOMINAL)P-101 SY 1,380 185 COLD MILLING - VARIABLE DEPTH (4 INCH NOMINAL)P-101 SY 1,910 186 OVERLAY BASE PREPARATION P-101 SY 1,430 187 CRACK SEALING P-101 FA 1 15,000.00$ 15,000.00$ 188 TRENCH EXCAVATION SAFETY SYSTEMS P-102 LS 1 189 UTILITY POTHOLING P-103 EA 34 190 UNCLASSIFIED EXCAVATION - WITH PCC UNDERLAYMENT P-152 CY 6,530 191 UNCLASSIFIED EXCAVATION - WITHOUT PCC UNDERLAYMENT P-152 CY 1,640 192 EMBANKMENT IN PLACE P-152 CY 570 193 UNSUITABLE EXCAVATION P-152 CY 1,890 194 STRIPPING P-152 CY 500 195 QUARRY SPALLS P-152 CY 1,260 196 DEWATERING P-152 LS 1 197 CRUSHED AGGREGATE BASE COURSE P-209 CY 5,100 198 CHOKE STONE P-209 CY 640 199 SEPARATION GEOTEXTILE P-209 SY 22,530 200 BIAXIAL GEOGRID P-311 SY 3,760 201 ASPHALT SURFACE COURSE P-401 TON 4,980 202 ASPHALT LEVELING COURSE P-401 TON 25 203 ASPHALT BASE COURSE P-403 TON 6,820 204 EMULSIFIED ASPHALT TACK COAT P-603 TON 25 205 CONCRETE FOR TRANSITION SLABS P-610 SY 300 206 PAVEMENT MARKING REMOVAL P-620 SF 140 207 INITIAL MARKINGS P-620 SF 5,360 208 PERMANENT MARKINGS11 P-620 SF 3,190 SCHEDULE G: BASE BID - PHASE 2 (AIP ELIGIBLE) Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 202514 of 48 209 REFLECTIVE PERMANENT MARKINGS P-620 SF 6,650 210 12-INCH REINFORCED CONCRETE PIPE D-701 LF 515 211 12-INCH DUCTILE IRON PIPE D-701 LF 445 212 REMOVE EXISTING STORM DRAINAGE PIPE D-701 LF 531 213 CONNECT TO EXISTING STORM STRUCTURE D-701 EA 4 214 CONNECT EXISTING PIPE TO NEW STRUCTURE D-701 EA 2 215 6-INCH CONVENTIONAL UNDERDRAIN D-705 LF 2,438 216 UNDERDRAIN CLEANOUT D-705 EA 36 217 6-INCH UNDERDRAIN OUTFALL PIPE D-705 LF 519 218 REMOVE EXISTING CATCH BASIN D-751 EA 3 219 CB TYPE I D-751 EA 8 220 ADJUST STRUCTURE TO GRADE (PAVEMENT)D-751 EA 2 221 AIRFIELD ELECTRICAL SYSTEM DEMOLITION AND SALVAGE L-100 LS 1 222 BARE #6 CU COUNTERPOISE CABLE INSTALLED IN TRENCH OR BORE INCLUDING GROUND RODS L-108 LF 1,405 223 NEW L-824 TYPE C #8, 5 KV CABLE INSTALLED IN EXISTING OR NEW CONDUIT L-108 LF 6,980 224 (1) 2" PVC SCH 40, DIRECT BURIED L-110 LF 1,150 225 (2) 2" PVC SCH 40, CONCRETE ENCASED L-110 LF 255 226 SALVAGE EXISTING ELEVATED L-861 RUNWAY EDGE LIGHT AND REINSTALL ON NEW L-867 BASE CAN L-125 EA 1 227 INSTALL NEW L-861T(L) LED TAXIWAY EDGE LIGHT WITH NEW ISOLATION TRANSFORMER AND HARDWARE ON EXISTING L-867 BASE CAN12 L-125 EA 20 228 INSTALL NEW L-861T(L) LED TAXIWAY EDGE LIGHT WITH NEW ISOLATION TRANSFORMER AND HARDWARE INCLUDING BASE CAN EXTENSION/SPACER RINGS ON EXISTING L-867 BASE CAN13 L-125 EA 3 229 INSTALL NEW L-861T(L) LED TAXIWAY EDGE LIGHT WITH NEW ISOLATION TRANSFORMER AND HARDWARE ON NEW L-867 BASE CAN L-125 EA 20 11If Schedule H is awarded, plan quantity for Bid Item 208 Permanent Markings will be reduced to 0 LF. 12If Schedule K is awarded, plan quantity for Bid Item 227 Install New L-861T(L) LED Taxiway Edge Light with New Isolation Transformer and Hardware on Existing L-867 Base Can will be reduced to 0 EA. 13If Schedule K is awarded, plan quantity for Bid Item 228 Install New L-861T(L) LED Taxiway Edge Light with New Isolation Transformer and Hardware including Base Can Extension/Spacer Rings on Existing L-867 Base Can will be reduced to 0 EA. Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 202515 of 48 230 INSTALL NEW SIZE 2, 1 MODULE LED AIRFIELD GUIDANCE SIGN WITH NEW ISOLATION TRANSFORMER ON EXISTING CONCRETE FOUNDATION L-125 EA 2 231 INSTALL NEW SIZE 2, 2 MODULE LED AIRFIELD GUIDANCE SIGN WITH NEW ISOLATION TRANSFORMER ON EXISTING CONCRETE FOUNDATION L-125 EA 1 232 INSTALL NEW SIZE 2, 2 MODULE LED AIRFIELD GUIDANCE SIGN WITH NEW ISOLATION TRANSFORMER ON NEW CONCRETE FOUNDATION L-125 EA 1 233 INSTALL NEW SIZE 2, 4 MODULE LED AIRFIELD GUIDANCE SIGN WITH NEW ISOLATION TRANSFORMER ON NEW CONCRETE FOUNDATION L-125 EA 1 234 SALVAGE EXISTING IN-PAVEMENT L-850C RUNWAY EDGE LIGHT AND REINSTALL ON NEW L-868 BASE CAN L-125 EA 1 235 SEEDING T-901 AC 0.5 236 MULCH T-901 AC 0.8 237 TOPSOIL T-905 CY 500 238 ABANDON EXISTING FIRE WATERLINE (CLSM)W-100 LS 1 239 REMOVAL OF EXISTING 48 IN. DIAM. WATER MANHOLE AND GATE VALVE W-100 EA 6 240 REMOVAL OF EXISTING BELOW GRADE FIRE HYDRANT W-102 EA 7 241 4" COMPRESSED AIR, DIRECT BURIED W-103 FA 1 25,000.00$ 25,000.00$ SCHEDULE G Subtotal Bid Amount = WA State Sales Tax (10.3%)* = SCHEDULE G TOTAL BID AMOUNT = *NOTE: Sales tax is per WAC 458-20-170 (Rule 170). Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 202516 of 48 ITEM NO. ITEM DESCRIPTION SPEC. SECTION UNIT QUANTITY UNIT PRICE EXTENSION 242 FOD PREVENTION CONTROLS C-101 LS 1 243 CONSTRUCTION SAFETY AND PHASING C-103 LS 1 244 MOBILIZATION C-105 LS 1 245 CONSTRUCTION STAKING C-140 LS 1 246 COLD MILLING - VARIABLE DEPTH (4 INCH NOMINAL)P-101 SY 4,400 247 OVERLAY BASE PREPARATION P-101 SY 3,290 248 ASPHALT SURFACE COURSE P-401 TON 1,050 249 ASPHALT LEVELING COURSE P-401 TON 10 250 EMULSIFIED ASPHALT TACK COAT P-603 TON 2.6 251 INITIAL MARKINGS P-620 SF 1,840 252 REFLECTIVE PERMANENT MARKINGS P-620 SF 2,330 SCHEDULE H Subtotal Bid Amount = WA State Sales Tax (10.3%)* = SCHEDULE H TOTAL BID AMOUNT = SCHEDULE H: ADDITIVE PAVEMENT REHABILIATION - PHASE 2 (AIP ELIGIBLE) *NOTE: Sales tax is per WAC 458-20-170 (Rule 170). Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 202517 of 48 ITEM NO. ITEM DESCRIPTION SPEC. SECTION UNIT QUANTITY UNIT PRICE EXTENSION 253 FOD PREVENTION CONTROLS C-101 LS 1 254 CONSTRUCTION SAFETY AND PHASING C-103 LS 1 255 MOBILIZATION C-105 LS 1 256 CONSTRUCTION STAKING C-140 LS 1 257 ASPHALT PAVEMENT REMOVAL - 1 TO 8 INCH THICKNESS P-101 SY 890 258 COLD MILLING - VARIABLE DEPTH (4 INCH NOMINAL)P-101 SY 3,000 259 OVERLAY BASE PREPARATION P-101 SY 2,230 260 ASPHALT SURFACE COURSE P-401 TON 930 261 EMULSIFIED ASPHALT TACK COAT P-603 TON 1.8 262 INITIAL MARKINGS P-620 SF 1,590 SCHEDULE I Subtotal Bid Amount = WA State Sales Tax (10.3%)* = SCHEDULE I TOTAL BID AMOUNT = *NOTE: Sales tax is per WAC 458-20-170 (Rule 170). SCHEDULE I: ADDITIVE PAVEMENT REHABILITATION - PHASE 2 (NON-AIP ELIGIBLE) Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 202518 of 48 ITEM NO. ITEM DESCRIPTION SPEC. SECTION UNIT QUANTITY UNIT PRICE EXTENSION 263 FOD PREVENTION CONTROLS C-101 LS 1 264 CONSTRUCTION SAFETY AND PHASING C-103 LS 1 265 MOBILIZATION C-105 LS 1 266 CONSTRUCTION STAKING C-140 LS 1 267 ASPHALT PAVEMENT REMOVAL - 1 TO 8 INCH THICKNESS P-101 SY 990 268 UNCLASSIFIED EXCAVATION - WITHOUT PCC UNDERLAYMENT P-152 CY 840 269 UNSUITABLE EXCAVATION P-152 CY 20 270 QUARRY SPALLS P-152 CY 15 271 CRUSHED AGGREGATE BASE COURSE P-209 CY 30 272 CHOKE STONE P-209 CY 10 273 SEPARATION GEOTEXTILE P-209 SY 140 274 BIAXIAL GEOGRID P-311 SY 40 275 ASPHALT SURFACE COURSE P-401 TON 240 276 ASPHALT BASE COURSE P-403 TON 1,740 277 EMULSIFIED ASPHALT TACK COAT P-603 TON 3.0 278 INITIAL MARKINGS P-620 SF 1,230 279 REFLECTIVE PERMANENT MARKINGS P-620 SF 1,230 280 STATIC GROUND ROD STATION RESTORATION L-110 EA 5 SCHEDULE J Subtotal Bid Amount = WA State Sales Tax (10.3%)* = SCHEDULE J TOTAL BID AMOUNT = *NOTE: Sales tax is per WAC 458-20-170 (Rule 170). SCHEDULE J: ADDITIVE PAVEMENT REHABILIATION - PHASE 2 (BOEING NON-AIP ELIGIBLE) Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 202519 of 48 ITEM NO. ITEM DESCRIPTION SPEC. SECTION UNIT QUANTITY UNIT PRICE EXTENSION 281 FOD PREVENTION CONTROLS C-101 LS 1 282 CONSTRUCTION SAFETY AND PHASING C-103 LS 1 283 MOBILIZATION C-105 LS 1 284 CONSTRUCTION STAKING C-140 LS 1 285 AIRFIELD ELECTRICAL SYSTEM DEMOLITION AND SALVAGE L-100 LS 1 286 BARE #6 CU COUNTERPOISE CABLE INSTALLED IN TRENCH OR BORE INCLUDING GROUND RODS L-108 LF 2,255 287 (1) 2" PVC SCH 40, DIRECT BURIED L-110 LF 1,980 288 (2) 2" PVC SCH 40, CONCRETE ENCASED L-110 LF 275 289 INSTALL NEW AIRCRAFT LOAD RATED CONCRETE HANDHOLE L-115 EA 4 290 INSTALL NEW L-861T(L) LED TAXIWAY EDGE LIGHT WITH NEW ISOLATION TRANSFORMER AND HARDWARE ON NEW L-867 BASE CAN L-125 EA 23 291 SALVAGE EXISTING IN-PAVEMENT L-850C RUNWAY EDGE LIGHT AND REINSTALL ON NEW L-868 BASE CAN L-125 EA 1 SCHEDULE K Subtotal Bid Amount = WA State Sales Tax (10.3%)* = SCHEDULE K TOTAL BID AMOUNT = AWARD ALTERNATIVE 1 (Base Bid Schedules A + B + G + H) = AWARD ALTERNATIVE 2 (Base Bid + Shedule D) = AWARD ALTERNATIVE 3 (Base Bid + Shedules D + F + K) = SCHEDULE K: ELECTRICAL ADDITIVE - PHASE 2 (AIP ELIGIBLE) *NOTE: Sales tax is per WAC 458-20-170 (Rule 170). Taxiway A Rehabilitation and Associated Improvements Addendum 1 Proposal - xx of xx Schedule of Prices 202520 of 48 CENTURY WEST ENGINEERING Section 80 Execution and Progress - 1 of 7 MAY 2025 | #35022.008.02 Addendum 1 Section 80 Execution and Progress 80-01 Subletting of contract. The Owner will not recognize any subcontractor on the work. The Contractor shall at all times when work is in progress be represented either in person, by a qualified superintendent, or by other designated, qualified representative who is duly authorized to receive and execute orders of the Resident Project Representative (RPR). The Contractor shall perform, with his organization, an amount of work equal to at least 25 percent of the total contract cost. Should the Contractor elect to assign their contract, said assignment shall be concurred in by the surety, shall be presented for the consideration and approval of the Owner, and shall be consummated only on the written approval of the Owner. The Contractor shall provide copies of all subcontracts to the RPR 14 days prior to being utilized on the project. As a minimum, the information shall include the following: · Subcontractor's legal company name. · Subcontractor's legal company address, including County name. · Principal contact person's name, telephone and fax number. · Complete narrative description, and dollar value of the work to be performed by the subcontractor. · Copies of required insurance certificates in accordance with the specifications. · Minority/ non-minority status. 80-02 Notice to proceed (NTP). The Owners notice to proceed will state the date on which contract time commences. The Contractor is expected to commence project operations within 10 days of the NTP date. The Contractor shall notify the RPR at least 24 hours in advance of the time contract operations begins. The Contractor shall not commence any actual operations prior to the date on which the notice to proceed is issued by the Owner. 80-03 Execution and progress. Unless otherwise specified, the Contractor shall submit their coordinated construction schedule showing all work activities for the RPR’s review and acceptance at least 5days prior to the preconstruction conference. The Contractor’s progress schedule, once accepted by the RPR, will represent the Contractor's baseline plan to accomplish the project in accordance with the terms and conditions of the Contract. The RPR will compare actual Contractor progress against the baseline schedule to determine that status of the Contractor's performance. The Contractor shall provide sufficient materials, equipment, and labor to guarantee the completion of the project in accordance with the plans and specifications within the time set forth in the proposal. If the Contractor falls significantly behind the submitted schedule, the Contractor shall, upon the RPR’s request, submit a revised schedule for completion of the work within the contract time and modify their operations to provide such additional materials, equipment, and labor necessary to meet the revised schedule. Should the execution of the work be discontinued for any reason, the Contractor shall notify the RPR at least 24 hours in advance of resuming operations. CENTURY WEST ENGINEERING Section 80 Execution and Progress - 2 of 7 MAY 2025 | #35022.008.02 Addendum 1 The Contractor shall not commence any actual construction prior to the date on which the NTP is issued by the Owner. The project schedule shall be prepared as a network diagram in Critical Path Method (CPM), Program Evaluation and Review Technique (PERT), or other format, or as otherwise specified. It shall include information on the sequence of work activities, milestone dates, and activity duration. The schedule shall show all work items identified in the project proposal for each work area and shall include the project start date and end date. Distinct items of contract work shall be defined and separated on the schedule. As a minimum, the work items shall include each contract pay item, mobilization, demobilization, and cleanup. Pay items that are partially subcontracted shall be split up to distinctly show the subcontracted work. These items of work shall be plotted on a graph with calendar day duration as a horizontal reference. Anticipated start and finish dates for each work stage and for each of the work items within a stage shall be shown. The project name, the Contractor's name, and the date of the schedule submittal shall be clearly shown on the submittal. The Contractor shall maintain the work schedule and provide an update and analysis of the progress schedule on a weekly basis, or as otherwise specified in the contract. Submission of the work schedule shall not relieve the Contractor of overall responsibility for scheduling, sequencing, and coordinating all work to comply with the requirements of the contract. 80-04 Limitation of operations. The Contractor shall control their operations and the operations of their subcontractors and all suppliers to provide for the free and unobstructed movement of aircraft in the air operations areas (AOA) of the airport. When the work requires the Contractor to conduct their operations within an AOA of the airport, the work shall be coordinated with airport operations (through the RPR) at least 48 hours prior to commencement of such work. The Contractor shall not close an AOA until so authorized by the RPR and until the necessary temporary marking, signage and associated lighting is in place as provided in Section 70, paragraph 70-08, Construction Safety and Phasing Plan (CSPP). When the contract work requires the Contractor to work within an AOA of the airport on an intermittent basis (intermittent opening and closing of the AOA), the Contractor shall maintain constant communications as specified; immediately obey all instructions to vacate the AOA; and immediately obey all instructions to resume work in such AOA. Failure to maintain the specified communications or to obey instructions shall be cause for suspension of the Contractor’s operations in the AOA until satisfactory conditions are provided. The areas of the AOA identified in the Construction Safety Phasing Plan (CSPP) and as listed below, cannot be closed to operating aircraft to permit the Contractor’s operations on a continuous basis and will therefore be closed to aircraft operations intermittently as follows: See Construction Safety and Phasing Plan sheets G2.1 – G2.12 (Phase 1 and Phase 2). The Contractor shall be required to conform to safety standards contained in AC 150/5370-2, Operational Safety on Airports During Construction and the approved CSPP. 80-04.1 Operational safety on airport during construction. All Contractors’ operations shall be conducted in accordance with the approved project Construction Safety and Phasing Plan (CSPP) and the Safety Plan Compliance Document (SPCD) and the provisions set forth within the current version of AC 150/5370-2, Operational Safety on Airports During Construction. The CSPP included within the contract documents conveys minimum requirements for operational safety on the airport during construction activities. The Contractor shall prepare and submit a SPCD that details how it proposes to comply with the requirements presented within the CSPP. CENTURY WEST ENGINEERING Section 80 Execution and Progress - 3 of 7 MAY 2025 | #35022.008.02 Addendum 1 The Contractor shall implement all necessary safety plan measures prior to commencement of any work activity. The Contractor shall conduct routine checks to assure compliance with the safety plan measures. The Contractor is responsible to the Owner for the conduct of all subcontractors it employs on the project. The Contractor shall assure that all subcontractors are made aware of the requirements of the CSPP and SPCD and that they implement and maintain all necessary measures. No deviation or modifications may be made to the approved CSPP and SPCD unless approved in writing by the Owner. The necessary coordination actions to review Contractor proposed modifications to an approved CSPP or approved SPCD can require a significant amount of time. 80-05 Character of workers, methods, and equipment. The Contractor shall, at all times, employ sufficient labor and equipment for prosecuting the work to full completion in the manner and time required by the contract, plans, and specifications. All workers shall have sufficient skill and experience to perform properly the work assigned to them. Workers engaged in special work or skilled work shall have sufficient experience in such work and in the operation of the equipment required to perform the work satisfactorily. Any person employed by the Contractor or by any subcontractor who violates any operational regulations or operational safety requirements and, in the opinion of the RPR, does not perform his work in a proper and skillful manner or is intemperate or disorderly shall, at the written request of the RPR, be removed immediately by the Contractor or subcontractor employing such person, and shall not be employed again in any portion of the work without approval of the RPR. Should the Contractor fail to remove such person or persons, or fail to furnish suitable and sufficient personnel for the proper execution of the work, the RPR may suspend the work by written notice until compliance with such orders. All equipment that is proposed to be used on the work shall be of sufficient size and in such mechanical condition as to meet requirements of the work and to produce a satisfactory quality of work. Equipment used on any portion of the work shall not cause injury to previously completed work, adjacent property, or existing airport facilities due to its use. When the methods and equipment to be used by the Contractor in accomplishing the work are not prescribed in the contract, the Contractor is free to use any methods or equipment that will accomplish the work in conformity with the requirements of the contract, plans, and specifications. When the contract specifies the use of certain methods and equipment, such methods and equipment shall be used unless otherwise authorized by the RPR. If the Contractor desires to use a method or type of equipment other than specified in the contract, the Contractor may request authority from the RPR to do so. The request shall be in writing and shall include a full description of the methods and equipment proposed and of the reasons for desiring to make the change. If approval is given, it will be on the condition that the Contractor will be fully responsible for producing work in conformity with contract requirements. If, after trial use of the substituted methods or equipment, the RPR determines that the work produced does not meet contract requirements, the Contractor shall discontinue the use of the substitute method or equipment and shall complete the remaining work with the specified methods and equipment. The Contractor shall remove any deficient work and replace it with work of specified quality, or take such other corrective action as the RPR may direct. No change will be made in basis of payment for the contract items involved nor in contract time as a result of authorizing a change in methods or equipment under this paragraph. 80-06 Temporary suspension of the work. The Owner shall have the authority to suspend the work wholly, or in part, for such period or periods the Owner may deem necessary, due to unsuitable weather, or other conditions considered unfavorable for the execution of the work, or for such time necessary due CENTURY WEST ENGINEERING Section 80 Execution and Progress - 4 of 7 MAY 2025 | #35022.008.02 Addendum 1 to the failure on the part of the Contractor to carry out orders given or perform any or all provisions of the contract. In the event that the Contractor is ordered by the Owner, in writing, to suspend work for some unforeseen cause not otherwise provided for in the contract and over which the Contractor has no control, the Contractor may be reimbursed for actual money expended on the work during the period of shutdown. No allowance will be made for anticipated profits. The period of shutdown shall be computed from the effective date of the written order to suspend work to the effective date of the written order to resume the work. Claims for such compensation shall be filed with the RPR within the time period stated in the RPR’s order to resume work. The Contractor shall submit with their own claim information substantiating the amount shown on the claim. The RPR will forward the Contractor’s claim to the Owner for consideration in accordance with local laws or ordinances. No provision of this article shall be construed as entitling the Contractor to compensation for delays due to inclement weather or for any other delay provided for in the contract, plans, or specifications. If it becomes necessary to suspend work for an indefinite period, the Contractor shall store all materials in such manner that they will not become an obstruction nor become damaged in any way. The Contractor shall take every precaution to prevent damage or deterioration of the work performed and provide for normal drainage of the work. The Contractor shall erect temporary structures where necessary to provide for traffic on, to, or from the airport. 80-07 Determination and extension of contract time. The number of calendar days shall be stated in the proposal and contract and shall be known as the Contract Time. If the contract time requires extension for reasons beyond the Contractor’s control, it shall be adjusted as follows: 80-07.1 Contract time based on calendar days. Contract Time based on calendar days shall consist of the number of calendar days stated in the contract counting from the effective date of the Notice to Proceed and including all Saturdays, Sundays, holidays, and non-work days. All calendar days elapsing between the effective dates of the Owner’s orders to suspend and resume all work, due to causes not the fault of the Contractor, shall be excluded. At the time of final payment, the contract time shall be increased in the same proportion as the cost of the actually completed quantities bears to the cost of the originally estimated quantities in the proposal. Such increase in the contract time shall not consider either cost of work or the extension of contract time that has been covered by a change order or supplemental agreement. Charges against the contract time will cease as of the date of final acceptance. 80-08 Failure to complete on time. For each calendar day or working day, as specified in the contract, that any work remains uncompleted after the contract time (including all extensions and adjustments as provided in paragraph 80-07, Determination and Extension of Contract Time) the sum specified in the contract and proposal as liquidated damages (LD) will be deducted from any money due or to become due the Contractor or their own surety. Such deducted sums shall not be deducted as a penalty but shall be considered as liquidation of a reasonable portion of damages including but not limited to additional engineering services that will be incurred by the Owner should the Contractor fail to complete the work in the time provided in their contract. See table below: CENTURY WEST ENGINEERING Section 80 Execution and Progress - 5 of 7 MAY 2025 | #35022.008.02 Addendum 1 Phase Anticipated NTP Allowed Construction Time Liquidated Damages Ph a s e 1 Electrical Equipment Procurement NTP is anticipated to be issued on or about August 1, 2025 No contract time will be counted towards the allowed contract duration if all electrical equipment can be documented to have occurred by September 30, 2025. One calendar day will be counted against the allowed contract time for every calendar day after September 30, 2025, until all electrical equipment has been ordered by the contractor. $4,940/day for each calendar day beyond the contract total days allowed for each phase. Schedule D, Items 132 and 143 - new Airfield Lighting Vault building (if awarded) NTP is anticipated to be issued on or about September 15, 2025 5 calendar days No contract time will be counted towards the allowed contract duration for Phase 1 if all work associated with the new Airfield Lighting Vault building is complete within 5 calendar days. One calendar day will be counted against the allowed contract time for Phase 1 for every calendar day that the work remains incomplete after the allowed 5 calendar days. Phase 1 Construction not including final application of pavement markings and final seeding NTP is anticipated to be issued on or about May 11, 2026 133 calendar days Phase 1 final application of pavement markings and final seeding NTP will be no earlier than 30 days after initial pavement markings to allow for curing period. May be delayed until Spring 2027 due to weather conditions. 2 calendar days Ph a s e 2 Phase 2 Construction not including final application of pavement markings and final seeding NTP is anticipated to be issued on or about June 7, 2027 77 calendar days Phase 2 final application of pavement markings and final seeding NTP will be no earlier than 30 days after initial pavement markings to allow for curing period. May be delayed until 2 calendar days CENTURY WEST ENGINEERING Section 80 Execution and Progress - 6 of 7 MAY 2025 | #35022.008.02 Addendum 1 Spring 2028 due to weather conditions. The maximum construction time allowed is as described in the Information for Bidders and the Proposal. The maximum construction time allowed for individual work areas is as shown on the Plans. Permitting the Contractor to continue and finish the work or any part of it after the time fixed for its completion, or after the date to which the time for completion may have been extended, will in no way operate as a wavier on the part of the Owner of any of its rights under the contract. 80-09 Default and termination of contract. The Contractor shall be considered in default of their contract and such default will be considered as cause for the Owner to terminate the contract for any of the following reasons, if the Contractor: a. Fails to begin the work under the contract within the time specified in the Notice to Proceed, or b. Fails to perform the work or fails to provide sufficient workers, equipment and/or materials to assure completion of work in accordance with the terms of the contract, or c. Performs the work unsuitably or neglects or refuses to remove materials or to perform anew such work as may be rejected as unacceptable and unsuitable, or d. Discontinues the execution of the work, or e. Fails to resume work which has been discontinued within a reasonable time after notice to do so, or f. Becomes insolvent or is declared bankrupt, or commits any act of bankruptcy or insolvency, or g. Allows any final judgment to stand against the Contractor unsatisfied for a period of 10 days, or h. Makes an assignment for the benefit of creditors, or i. For any other cause whatsoever, fails to carry on the work in an acceptable manner. Should the Owner consider the Contractor in default of the contract for any reason above, the Owner shall immediately give written notice to the Contractor and the Contractor’s surety as to the reasons for considering the Contractor in default and the Owner’s intentions to terminate the contract. If the Contractor or surety, within a period of 10 days after such notice, does not proceed in accordance therewith, then the Owner will, upon written notification from the RPR of the facts of such delay, neglect, or default and the Contractor’s failure to comply with such notice, have full power and authority without violating the contract, to take the execution of the work out of the hands of the Contractor. The Owner may appropriate or use any or all materials and equipment that have been mobilized for use in the work and are acceptable and may enter into an agreement for the completion of said contract according to the terms and provisions thereof, or use such other methods as in the opinion of the RPR will be required for the completion of said contract in an acceptable manner. All costs and charges incurred by the Owner, together with the cost of completing the work under contract, will be deducted from any monies due or which may become due the Contractor. If such expense exceeds the sum which would have been payable under the contract, then the Contractor and the surety shall be liable and shall pay to the Owner the amount of such excess. 80-10 Termination for national emergencies. The Owner shall terminate the contract or portion thereof by written notice when the Contractor is prevented from proceeding with the construction contract as a direct result of an Executive Order of the President with respect to the execution of war or in the interest of national defense. When the contract, or any portion thereof, is terminated before completion of all items of work in the contract, payment will be made for the actual number of units or items of work completed at the contract CENTURY WEST ENGINEERING Section 80 Execution and Progress - 7 of 7 MAY 2025 | #35022.008.02 Addendum 1 price or as mutually agreed for items of work partially completed or not started. No claims or loss of anticipated profits shall be considered. Reimbursement for organization of the work, and other overhead expenses, (when not otherwise included in the contract) and moving equipment and materials to and from the job will be considered, the intent being that an equitable settlement will be made with the Contractor. Acceptable materials, obtained or ordered by the Contractor for the work and that are not incorporated in the work shall, at the option of the Contractor, be purchased from the Contractor at actual cost as shown by receipted bills and actual cost records at such points of delivery as may be designated by the RPR. Termination of the contract or a portion thereof shall neither relieve the Contractor of their responsibilities for the completed work nor shall it relieve their surety of its obligation for and concerning any just claim arising out of the work performed. 80-11 Work area, storage area and sequence of operations. The Contractor shall obtain approval from the RPR prior to beginning any work in all areas of the airport. No operating runway, taxiway, or air operations area (AOA) shall be crossed, entered, or obstructed while it is operational. The Contractor shall plan and coordinate work in accordance with the approved CSPP and SPCD. END OF SECTION 80 CENTURY WEST ENGINEERING P-101 Preparation/Removal of Existing Pavements - 1 of 5 MAY 2025 | #35022.008.02 Addendum 1 Item P-101 Preparation/Removal of Existing Pavements DESCRIPTION 101-1 This item shall consist of preparation of existing pavement surfaces for overlay, surface treatments, removal of existing pavement, and other miscellaneous items. The work shall be accomplished in accordance with these specifications and the applicable plans. EQUIPMENT AND MATERIALS 101-2 All equipment and materials shall be specified here and in the following paragraphs or approved by the Resident Project Representative (RPR). The equipment shall not cause damage to the pavement to remain in place. CONSTRUCTION 101-3.1 Removal of existing pavement. The Contractor’s removal operation shall be controlled to not damage adjacent pavement structure, and base material, cables, utility ducts, pipelines, or drainage structures which are to remain under the pavement. a. Concrete pavement removal. Full depth saw cuts shall be made perpendicular to the slab surface. The Contractor shall saw through the full depth of the slab including any dowels at the joint, removing the pavement and installing new dowels as shown on the plans and per the specifications. Where the perimeter of the removal limits is not located on the joint and there are no dowels present, the perimeter shall be saw cut the full depth of the pavement. The pavement inside the saw cut shall be removed by methods which will not cause distress in the pavement which is to remain in place. Concrete pavement shall be disposed of off airport property. Concrete slabs that are damaged by under breaking shall be repaired or removed and replaced as directed by the RPR. The edge of existing concrete pavement against which new pavement abuts shall be protected from damage at all times. Spall and underbreak repair shall be in accordance with the plans. Any underlaying material that is to remain in place, shall be recompacted and/or replaced as shown on the plans. Adjacent areas damaged during repair shall be repaired or replaced at the Contractor’s expense. b. Asphalt pavement removal. Asphalt pavement to be removed shall be cut to the full depth of the asphalt pavement around the perimeter of the area to be removed. Asphalt pavement shall be disposed of off airport property. c. Repair or removal of Base, Subbase, and/or Subgrade. All failed material including surface, base course, subbase course, and subgrade shall be removed and repaired as shown on the plans or as directed by the RPR. Materials and methods of construction shall comply with the applicable sections of these specifications. Any damage caused by Contractor’s removal process shall be repaired at the Contractor’s expense. 101-3.2 Preparation of joints and cracks prior to overlay/surface treatment. Remove all vegetation and debris from cracks to a minimum depth of 1 inch (25 mm). If extensive vegetation exists, treat the specific area with a concentrated solution of a water-based herbicide approved by the RPR. Fill all cracks CENTURY WEST ENGINEERING P-101 Preparation/Removal of Existing Pavements - 2 of 5 MAY 2025 | #35022.008.02 Addendum 1 greater than 1/4 inch (6 mm) wide with a crack sealant per ASTM D6690. The crack sealant, preparation, and application shall be compatible with the surface treatment/overlay to be used. To minimize contamination of the asphalt with the crack sealant, underfill the crack sealant a minimum of 1/8 inch (3 mm), not to exceed 1/4 inch (6 mm). Any excess joint or crack sealer shall be removed from the pavement surface. 101-3.3 Removal of Foreign Substances/contaminates prior to overlay or remarking. Removal of foreign substances/contaminates from existing pavement that will affect the bond of the new treatment shall consist of removal of rubber, fuel spills, oil, crack sealer, at least 90% of paint, and other foreign substances from the surface of the pavement. Areas that require removal are designated on the plans and as directed by the RPR in the field during construction. Chemicals, high-pressure water, heater scarifier (asphaltic concrete only), cold milling, or rotary grinding may be used. If chemicals are used, they shall comply with the state’s environmental protection regulations. Removal methods used shall not cause major damage to the pavement, or to any structure or utility within or adjacent to the work area. Major damage is defined as changing the properties of the pavement, removal of asphalt causing the aggregate to ravel, or removing pavement over 1/8 inch (3 mm) deep. If it is deemed by the RPR that damage to the existing pavement is caused by operational error, such as permitting the application method to dwell in one location for too long, the Contractor shall repair the damaged area without compensation and as directed by the RPR. Removal of foreign substances shall not proceed until approved by the RPR. Water used for high-pressure water equipment shall be provided by the Contractor at the Contractor's expense. No material shall be deposited on the pavement shoulders. All wastes shall be disposed of off Airport property. 101-3.4 Concrete spall or failed asphaltic concrete pavement repair. a. Repair of concrete spalls in areas to be overlaid with asphalt. The Contractor shall repair all spalled concrete as shown on the plans or as directed by the RPR. The perimeter of the repair shall be saw cut a minimum of 2 inches (50 mm) outside the affected area and 2 inches (50 mm) deep. The deteriorated material shall be removed to a depth where the existing material is firm or cannot be easily removed with a geologist pick. The removed area shall be filled with asphalt mixture with aggregate sized appropriately for the depth of the patch. The material shall be compacted with equipment approved by the RPR until the material is dense and no movement or marks are visible. The material shall not be placed in lifts over 4 inches (100 mm) in depth. This method of repair applies only to pavement to be overlaid. b. Asphalt pavement repair. The Contractor shall repair all failed asphalt pavement as shown on the plans or as directed by the RPR. The failed areas shall be removed as specified in paragraph 101-3.1b. All failed material including surface, base course, subbase course, and subgrade shall be removed. Materials and methods of construction shall comply with the applicable sections of these specifications. 101-3.5 Cold milling. Milling shall be performed with a power-operated milling machine or grinder, capable of producing a uniform finished surface. The milling machine or grinder shall operate without tearing or gouging the underlaying surface. The milling machine or grinder shall be equipped with grade and slope controls, and a positive means of dust control. All millings shall be removed and disposed off Airport property. If the Contractor mills or grinds deeper or wider than the plans specify, the Contractor shall replace the material removed with new material at the Contractor’s Expense. a. Patching. The milling machine shall be capable of cutting a vertical edge without chipping or spalling the edges of the remaining pavement and it shall have a positive method of controlling the depth of cut. The RPR shall layout the area to be milled with a straightedge in increments of 1-foot (30 cm) widths. The area to be milled shall cover only the failed area. Any excessive area that is milled because the Contractor doesn’t have the appropriate milling machine, or areas that are damaged because of his negligence, shall be repaired by the Contractor at the Contractor’s Expense. CENTURY WEST ENGINEERING P-101 Preparation/Removal of Existing Pavements - 3 of 5 MAY 2025 | #35022.008.02 Addendum 1 b. Profiling, grade correction, or surface correction. The milling machine shall have a minimum width of 7 feet and it shall be equipped with electronic grade control devices that will cut the surface to the grade specified. The tolerances shall be maintained within +0 inch and -1/4 inch (+0 mm and -6mm) of the specified grade. The machine must cut vertical edges and have a positive method of dust control. The machine must have the ability to remove the millings or cuttings from the pavement and load them into a truck. All millings shall be removed and disposed of off the airport. c. Clean-up. The Contractor shall sweep the milled surface daily and immediately after the milling until all residual materials are removed from the pavement surface. Prior to paving, the Contractor shall wet down the milled pavement and thoroughly sweep and/or blow the surface to remove loose residual material. Waste materials shall be collected and removed from the pavement surface and adjacent areas by sweeping or vacuuming. Waste materials shall be removed and disposed off Airport property. d. Overlay Base Preparation. Areas where milling either punches through existing asphalt or leaves behind a thin section of asphalt that breaks apart shall be saw cut to form a clean edge, prepared, and recompacted in accordance with Item P-152 prior to paving. This work shall be paid for as Overlay Base Preparation. Any saw cutting and removal of damaged pavement shall be considered incidental to this item. 101-3.6. Preparation of asphalt pavement surfaces prior to surface treatment. Existing asphalt pavements to be treated with a surface treatment shall be prepared as follows: a. Patch asphalt pavement surfaces that have been softened by petroleum derivatives or have failed due to any other cause. Remove damaged pavement to the full depth of the damage and replace with new asphalt pavement similar to that of the existing pavement in accordance with paragraph 101-3.4b. b. Repair joints and cracks in accordance with paragraph 101-3.2. c. Remove oil or grease that has not penetrated the asphalt pavement by scrubbing with a detergent and washing thoroughly with clean water. After cleaning, treat these areas with an oil spot primer. d. Clean pavement surface immediately prior to placing the surface treatment so that it is free of dust, dirt, grease, vegetation, oil or any type of objectionable surface film. 101-3.7 Maintenance. The Contractor shall perform all maintenance work necessary to keep the pavement in a satisfactory condition until the full section is complete and accepted by the RPR. The surface shall be kept clean and free from foreign material. The pavement shall be properly drained at all times. If cleaning is necessary or if the pavement becomes disturbed, any work repairs necessary shall be performed at the Contractor’s expense. 101-3.8 Preparation of Joints in Rigid Pavement prior to resealing. Prior to application of sealant material, clean and dry the joints of all scale, dirt, dust, old sealant, curing compound, moisture and other foreign matter. The Contractor shall demonstrate, in the presence of the RPR, that the method used cleans the joint and does not damage the joint. 101-3.8.1 Removal of Existing Joint Sealant. All existing joint sealants will be removed by plowing or use of hand tools. Any remaining sealant and or debris will be removed by use of wire brushes or other tools as necessary. Resaw joints removing no more than 1/16 inch (2 mm) from each joint face. Immediately after sawing, flush out joint with water and other tools as necessary to completely remove the slurry. 101-3.8.2 Cleaning prior to sealing. Immediately before sealing, joints shall be cleaned by removing any remaining laitance and other foreign material. Allow sufficient time to dry out joints prior to sealing. Joint surfaces will be surface-dry prior to installation of sealant. 101-3.8.3 Joint sealant. Joint material and installation will be in accordance with Item P-605. CENTURY WEST ENGINEERING P-101 Preparation/Removal of Existing Pavements - 4 of 5 MAY 2025 | #35022.008.02 Addendum 1 101-3.9 Preparation of Cracks in Flexible Pavement prior to sealing. Prior to application of sealant material, clean and dry the joints of all scale, dirt, dust, old sealant, curing compound, moisture and other foreign matter. The Contractor shall demonstrate, in the presence of the RPR, that the method used cleans the cracks and does not damage the pavement. 101-3.9.1 Preparation of Crack. Widen crack with router or random crack saw by removing a minimum of 1/16 inch (2 mm) from each side of crack. Immediately before sealing, cracks will be blown out with a hot air lance combined with oil and water-free compressed air. 101-3.9.2 Removal of Existing Crack Sealant. Existing sealants will be removed by routing or random crack saw. Following routing or sawing any remaining debris will be removed by use of a hot lance combined with oil and water-free compressed air. 101-3.9.3 Crack Sealant. Crack sealant material and installation will be in accordance with Item P- 605. 101-3.10 Removal of Pipe and other Buried Structures. a. Removal of Existing Pipe Material. Not used. b. Removal of Inlets/Manholes. Not used. 101-3.11 Trench Pavement Removal and Restoration. For pipe trenching in paved areas outside of the Type 1 and Type 2 rehabilitation limits, pavement removal and restoration shall be completed per the details shown on the plans. If PCC underlies the HMA within these trenching areas, underlayment removal zone and underlayment restoration zone work shall be completed per the details shown on the plans and will be incidental to the Trench Underlayment Removal and Restoration pay item in this specification. METHOD OF MEASUREMENT 101-4.1 Asphalt Pavement Removal. The unit of measurement for asphalt pavement removal shall be the number of square yards removed by the Contractor. Any pavement removed outside the limits of removal because the pavement was damaged by negligence on the part of the Contractor shall not be included in the measurement for payment. No direct measurement or payment shall be made for saw cutting. Saw cutting shall be incidental to pavement removal. 101-4.2 Cold Milling. The unit of measure for cold milling shall be per square yard. The location and depth of the cold milling shall be as shown on the plans. If the initial cut does not correct the condition, the Contractor shall re-mill the area and will be paid for the total depth of milling. 101-4.3 Overlay Base Preparation. The unit of measurement for Overlay Base Preparation shall be the number of square yards completed by the Contractor. 101-4.4 Trench Underlayment Removal and Restoration. The unit of measurement for trench underlayment removal and restoration shall be the number of square yards removed and restored per the details shown on the plans. 101-4.5 Crack Sealing. The unit of measurement for crack sealing shall be per force account. The bid item for crack sealing is set and listed at a predetermined cost. If necessary, the predetermined cost will be adjusted up or down to accommodate actual costs necessary during construction. Any adjustments shall be determined by the Owner. Payment for this item will be for actual documented costs of crack sealing only. The locations and linear footage shall be determined and agreed upon by the RPR and the Contractor. Payment for this item shall include all materials, equipment, labor, tools, and incidentals necessary to complete this item. 101-4.6 Saw Cutting. All saw cutting on the project shall be considered incidental to other applicable bid items and no separate measurement shall be made. CENTURY WEST ENGINEERING P-101 Preparation/Removal of Existing Pavements - 5 of 5 MAY 2025 | #35022.008.02 Addendum 1 101-4.7 Preparation at Work Area Boundaries. All cold milling, saw cutting, pavement removal, or any other surface preparation needed to provide required offsets between transverse joints at the boundaries between work areas as specified in Items P-401 and P-403 shall be considered incidental to the applicable paving bid items in P-401 and P-403. No separate measurement shall be made for this work. BASIS OF PAYMENT 101-5.1 Payment. Payment shall be made at contract unit price for the unit of measurement as specified above. This price shall be full compensation for furnishing all materials and for all preparation, hauling, and placing of the material and for all labor, equipment, tools, and incidentals necessary to complete the item. Item P 101-5.1 Asphalt Pavement Removal - 1 to 8 Inch Thickness – per square yard Item P 101-5.2 Asphalt Pavement Removal - 8 to 14 Inch Thickness – per square yard Item P-101-5.3 Cold Milling - Variable Depth (2 Inch Nominal) – per square yard Item P-101-5.4 Cold Milling - Variable Depth (4 Inch Nominal) – per square yard Item P-101-5.5 Overlay Base Preparation – per square yard Item P 101-5.6 Trench Underlayment Removal and Restoration – per square yard Item P 101-5.7 Crack Sealing – per force account REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. Advisory Circulars (AC) AC 150/5380-6 Guidelines and Procedures for Maintenance of Airport Pavements. ASTM International (ASTM) ASTM D6690 Standard Specification for Joint and Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements END OF ITEM P-101 THIS PAGE INTENTIONALLY LEFT BLANK CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts – ADDENDUM 1 - 1 of 6 MAY 2025 | #35022.008.02 Item D-701 Pipe for Storm Drains and Culverts – ADDENDUM 1 DESCRIPTION 701-1.1 This item shall consist of the construction of pipe culverts and storm drains in accordance with these specifications and in reasonably close conformity with the lines and grades shown on the plans. MATERIALS 701-2.1 Materials shall meet the requirements shown on the plans and specified below. Underground piping and components used in drainage systems for terminal and aircraft fueling ramp drainage shall be noncombustible and inert to fuel in accordance with National Fire Protection Association (NFPA) 415. 701-2.2 Pipe.The pipe shall be of the type called for on the plans or in the proposal and shall be in accordance with the following appropriate requirements shown in paragraph designated REFERENCES at the end of this specification. 701-2.3 Concrete. Concrete for pipe cradles shall have a minimum compressive strength of 2000 psi at 28 days and conform to the requirements of ASTM C94. 701-2.4 Rubber gaskets. Rubber gaskets for rigid pipe shall conform to the requirements of ASTM C443. 701-2.5 Joint mortar.Not used. 701-2.6 Joint fillers. Not used. 701-2.7 Plastic gaskets. Not used. 701-2.8 Controlled low-strength material (CLSM). Controlled low-strength material shall conform to the requirements of Item P-153. When CLSM is used, all joints shall have gaskets. 701-2.9 Reinforced concrete pipe (RCP). Reinforced concrete pipe shall be furnished by a plant meeting National Precast Concrete Association Plant Certification Program or American Concrete Pipe Association QCast Plant Certification program. RCP shall conform to the requirements of ASTM C76. The nominal length for RCP pipe shall not be less than 8 feet. Concrete used for casting RCP shall have a minimum compressive strength of 4000 psi. Concrete cement shall meet the requirements of ASTM C150. RCP shall have a minimum absorption value of 9 percent when tested according to ASTM C497, Section 7, Method A. 701-2.10 Ductile Iron pipe (DIP). Ductile iron pipe and fittings shall meet the requirements of AWWA C151, thickness Class 52 minimum (or higher if shown on the plans). Ductile iron pipe shall be cement-mortar lined per AWWA C104. Pipe shall be asphalt coated per AWWA C151. Manufacturing quality control testing of ductile iron pipe shall meet the requirements of ASTM A746. 701-2.11 Joining pipe. Joints shall be made with rubber gaskets. CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts – ADDENDUM 1 - 2 of 6 MAY 2025 | #35022.008.02 a.Concrete pipe. Concrete pipe may be either bell and spigot or tongue and groove. Pipe sections at joints shall be fully seated and the inner surfaces flush and even. Concrete pipe joints shall be sealed with rubber gaskets meeting ASTM C443 when leak resistant joints are required. b.Ductile Iron pipe. Ductile iron storm drainage pipe joints shall meet the following requirements: a.Push-on joint per AWWA C111 b.Rubber gasket per AWWA C111 701-2.12 Bedding. The bedding surface for the pipe shall provide a foundation of uniform density to support the pipe throughout its entire length. Bedding material shall be crushed aggregate top course per WSDOT std. spec. 9-03.9(3). 701-2.13 Embedment Material Requirements a.Paved Areas. Embedment material shall be controlled-low strength material (CLSM) per Specification Section P-153. The trench width shall not exceed the width required for each pipe size. CLSM shall be filled up to the top of subgrade and left neat to the subgrade elevation. CLSM shall cure to the design strength prior to placing material over it. b.Non-paved areas. Non-paved areas shall be backfilled with native material, gravel borrow (per WSDOT std. spec. 9-03.12(3) or as approved by the Engineer. Material shall be compacted to 90% max. dry density. c.Utility Locate Wire. All buried stormwater pipe shall have a utility locate wire installed above the pipe. d.Utility Marking Tape. All buried stormwater pipe shall have a 4-inch-wide marking tape installed at the top of the pipe and shall meet the requirements of APWA color standards. Material shall be non-degradable. CONSTRUCTION METHODS 701-3.1 Excavation. The width of the pipe trench shall be sufficient to permit satisfactory jointing of the pipe and thorough tamping of the bedding material under and around the pipe, but it shall not be less than the external diameter of the pipe plus 12 inches on each side. The trench walls shall be approximately vertical. Trenching and shoring shall meet the requirements of the Washington Administration Code (WAC) 296- 155, Part N. The Contractor shall comply with all current federal, state and local rules and regulations governing the safety of men and materials during the excavation, installation and backfilling operations. Specifically, the Contractor shall observe that all requirements of the Occupational Safety and Health Administration (OSHA) relating to excavations, trenching, and shoring are strictly adhered to. The width of the trench shall be sufficient to permit satisfactorily jointing of the pipe and thorough compaction of the bedding material under the pipe and backfill material around the pipe, but it shall not be greater than the widths shown on the plans trench detail. Where rock, hardpan, or other unyielding material is encountered, the Contractor shall remove it from below the foundation grade for a depth of at least 8 inches or 1/2 inch for each foot of fill over the top of the pipe (whichever is greater) but for no more than three-quarters of the nominal diameter of the pipe. The excavation below grade should be filled with granular material to form a uniform foundation. Where a firm foundation is not encountered at the grade established, due to soft, spongy, or other unstable soil, the unstable soil shall be removed and replaced with approved granular material for the full trench CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts – ADDENDUM 1 - 3 of 6 MAY 2025 | #35022.008.02 width. The ENGINEER shall determine the depth of removal necessary. The granular material shall be compacted to provide adequate support for the pipe. The excavation for pipes placed in embankment fill shall not be made until the embankment has been completed to a height above the top of the pipe as shown on the plans. 701-3.2 Laying pipe. The pipe laying shall begin at the lowest point of the trench and proceed upgrade. The lower segment of the pipe shall be in contact with the bedding throughout its full length. Bell or groove ends of rigid pipes and outside circumferential laps of flexible pipes shall be placed facing upgrade. Paved or partially lined pipe shall be placed so that the longitudinal center line of the paved segment coincides with the flow line. Elliptical and elliptically reinforced concrete pipes shall be placed with the manufacturer’s reference lines designating the top of the pipe within five degrees of a vertical plane through the longitudinal axis of the pipe. 701-3.3 Embedment and Overfill. Pipes shall be inspected before any fill material is placed; any pipes found to be out of alignment, unduly settled, or damaged shall be removed and re-laid or replaced at the Contractor’s expense. 701-3.4 Placement of Embedment Material The embedment material shall be compacted in layers not exceeding 6 inches on each side of the pipe and shall be brought up one foot above the top of the pipe or to natural ground level, whichever is greater. Thoroughly compact the embedment material under the haunches of the pipe without displacing the pipe. Material shall be brought up evenly on each side of the pipe for the full length of the pipe. When the top of the pipe is above the top of the trench, the embedment material shall be compacted in layers not exceeding 6 inches and shall be brought up evenly on each side of the pipe to one foot above the top of the pipe. All embedment material shall be compacted to a density required under Item P-152. Concrete cradles and flowable fills, such as controlled low strength material (CLSM) per Section P-153 may be used for embedment provided adequate flotation resistance can be achieved by restraints, weighing, or placement technique. It shall be the Contractor’s responsibility to protect installed pipes and culverts from damage due to construction equipment operations. The Contractor shall be responsible for installation of any extra strutting or backfill required to protect pipes from the construction equipment. 701-3.5 Overfill Pipes shall be inspected before any overfill is in place. Any pipes found to be out of alignment, unduly settled, or damaged shall be removed and replaced at the Contractor’s expense. Evaluation of any damage to RCP shall be evaluated based on AASHTO R73. Overfill material shall be place and compacted in layers as required to achieve compaction to at least 95 percent standard proctor per ASTM D1557. The soil shall contain no debris, organic matter, frozen material, or stones with a diameter greater than one half the thickness of the compacted layers being placed. 701-3.6 Inspection Requirements An initial post installation inspection shall be performed by the ENGINEER no sooner than 30 days after completion of installation and final backfill. Clean or flush all lines prior to inspection. Use a camera with lighting suitable to allow a clear picture of the entire periphery of the pipe interior. Center the camera in the pipe both vertically and horizontally and be able to pan and tilt to a 90-degree CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts – ADDENDUM 1 - 4 of 6 MAY 2025 | #35022.008.02 angle with the axis of the pipe rotating 360 degrees. Use equipment to move the camera through the pipe that will not obstruct the camera’s view or interfere with proper documentation of the pipe’s condition. The video image shall be clear, focused, and relatively free from roll, static, or other image distortion qualities that would prevent the reviewer from evaluating the condition of the pipe. Incorporate specific inspection requirements for the various types of pipes beneath the general inspection requirements. Reinforced concrete pipe shall be inspected, evaluated, and reported on in accordance with ASTM C1840, “Standard Practice for Inspection and Acceptance of Installed Reinforced Concrete Culvert, Storm Drain, and Storm Sewer Pipe.” Any issues reported shall include still photo and video documentation. The zoom ratio shall be provided for all still or video images that document any issues of concern by the inspection firm. 701-3.7 Sediment Removal and Trenchless Pipe Repair The Contractor shall plug the outfall of the downstream manhole to be the receiving area for flushing. The Contractor shall flush sediment out from the existing pipe, excavate the sediment from the downstream manhole and repeat the flushing process until the pipe is free from sediment. Once the sediment has been removed, the contractor shall CCTV the pipe to determine the condition. The CCTV report shall be provided to the Engineer for evaluation. If remediation is determined to be needed by the Engineer, the Contractor shall provide a trenchless pipe repair to the existing pipe according to industry standards and practice. The lining shall be done by a company with 5 years of experience doing this kind of repair. Submit qualifications for the subcontractor to perform the repair for approval. METHOD OF MEASUREMENT 701-4.1 12-Inch Reinforced Concrete Pipe shall be measured in linear feet of pipe in place, completed, and accepted. It shall be measured along the centerline of the pipe from end or inside face of structure to the end or inside face of structure, whichever is applicable. The size of pipe shall be measured separately. All fittings shall be included in the footage as typical pipe sections in the pipe being measured. 701-4.2 12-Inch Ductile Iron Pipe shall be measured in linear feet of pipe in place, completed, and accepted. It shall be measured along the centerline of the pipe from end or inside face of structure to the end or inside face of structure, whichever is applicable. The size of pipe shall be measured separately. All fittings shall be included in the footage as typical pipe sections in the pipe being measured. 701-4.3. Remove Existing Storm Drainage Pipe: The length of pipe shall be measured in linear feet of pipe removed and accepted. It shall be measured along the centerline of the pipe from end or inside face of structure to the end or inside face of structure, whichever is applicable. No separate measurement for size of pipe shall be completed. 701-4.4. Connect to Existing Storm Structure: The Connect to Existing Storm Structure shall be measured by each for the connection of new pipe to an existing structure or pipe. All fittings, coring, blocking, patching, and other incidentals to allow a clean, watertight connection to the existing structure. 701-4.5. Abandon Existing Storm Drainage Pipe: Abandon Existing Storm Drainage Pipe shall be measure for the linear foot of grout pumped into the pipe for permanent abandonment. All work for this item shall be included in Item 701-5.5. 701-4.6. Connect Existing Pipe to New Structure shall be measured for each connection for existing pipe to a new structure or pipe. All labor, materials, coring, couplings, and equipment shall be included in the measurement for this item. This is different than Item 701-4.4. CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts – ADDENDUM 1 - 5 of 6 MAY 2025 | #35022.008.02 701-4.7 Trenchless Pipe Repair shall be measured per force account and shall be inclusive of all labor, equipment, and lining of the pipe. 701-4.8 Remove Pipe Sediment shall be measured by the linear foot and shall include all means and methods, equipment, and labor required to flush sediment from sediment laden stormwater pipes as shown on the Plans. The measurement for this item also includes CCTV of the pipe after it is flushed. BASIS OF PAYMENT 701-5.0 These prices shall fully compensate the Contractor for furnishing all materials and for all preparation, excavation, and installation of these materials; and for all labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made at the contract unit price under: Item D-701-5.1 12-Inch Reinforced Concrete Pipe per linear foot Item D-701-5.2 12-Inch Ductile Iron Pipe per linear foot Item D-701-5.3 Remove Existing Storm Drainage Pipe per linear foot Item D-701-5.4 Connect to Existing Storm Structure per each Item D-701-5.5 Abandon Existing Storm Drainage Pipe per linear foot Item D-701-5.6 Connect Existing Pipe to New Structure per each Item D-701-5.7 Trenchless Pipe Repair per force account. Item D-701-5.8 Remove Pipe Sediment per linear foot. REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. American Association of State Highway and Transportation Officials (AASHTO) AASHTO R73 Standard Practice for Evaluation of Precast Concrete Pipe, Box Culverts, Manholes, and Drainage Inlets ASTM International (ASTM) ASTM A536 Standard Specification for Ductile Iron Castings ASTM A536 Standard Specification for Ductile Iron Gravity Sewer Pipe AASHTO R73 Standard Practice for Evaluation of Precast Concrete Drainage Productions ASTM A746 Standard Specification for Ductile Iron Gravity Sewer Pipe ASTM C76 Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe ASTM C150 Standard Specification for Portland Cement ASTM C443 Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts – ADDENDUM 1 - 6 of 6 MAY 2025 | #35022.008.02 ASTM C506 Standard Specification for Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe ASTM C507 Standard Specification for Reinforced Concrete Elliptical Culvert, Storm Drain and Sewer Pipe ASTM C655 Standard Specification for Reinforced Concrete D-Load Culvert, Storm Drain and Sewer Pipe ASTM C990 Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants ASTM C1433 Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers ASTM C1479 Standard Practice for Installation of Precast Concrete Sewer, Storm Drain, and Culvert Pipe Using Standard Installations ASTM C1577 Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers Designed According to AASHTO LRFD ASTM C1786 Standard Specification for Segmental Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers Designed According to AASHTO LRFD ASTM C1840 Standard Practice for Inspection and Acceptance of Installed Reinforced Concrete Culvert, Storm Drain, and Storm Sewer Pipe ASTM D1056 Standard Specification for Flexible Cellular Materials Sponge or Expanded Rubber ASTM D3282 Standard Practice for Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes American Water Works Association AWWA C104 Cement-Mortar Lining for Ductile-Iron Pipe and Fittings AWWA C111 Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings AWWA C151 Ductile-Iron Pipe, Centrifugally Cast National Fire Protection Association (NFPA) NFPA 415 Standard on Airport Terminal Buildings, Fueling Ramp Drainage, and Loading Walkways END ITEM D-701 City of Renton Contract Provisions for Taxiway A Rehabilitation and Associated Improvements ______________________________________________________________________________ APPENDIX B. DAVIS BACON WAGE RATE SCHEDULE Note: In accordance with 29 CFR 1.6(c)(2)(ii)(D), if the contract is not awarded within 90 days after bid opening, the Davis Bacon wages in effect at the time of the award will be incorporated into the contract. No adjustments will be made to the pricing established in the bid as a result of modifications to the wage determinations. "General Decision Number: WA20250001 04/25/2025 Superseded General Decision Number: WA20240001 State: Washington Construction Type: Highway Counties: Washington Statewide. HIGHWAY (Excludes D.O.E. Hanford Site in Benton and Franklin Counties) Note: Contracts subject to the Davis-Bacon Act are generally required to pay at least the applicable minimum wage rate required under Executive Order 14026 or Executive Order 13658. Please note that these Executive Orders apply to covered contracts entered into by the federal government that are subject to the Davis-Bacon Act itself, but do not apply to contracts subject only to the Davis-Bacon Related Acts, including those set forth at 29 CFR 5.1(a)(1). ______________________________________________________________ |If the contract is entered |. Executive Order 14026 | |into on or after January 30, | generally applies to the | |2022, or the contract is | contract. | |renewed or extended (e.g., an |. The contractor must pay | |option is exercised) on or | all covered workers at | |after January 30, 2022: | least $17.75 per hour (or | | | the applicable wage rate | | | listed on this wage | | | determination, if it is | | | higher) for all hours | | | spent performing on the | | | contract in 2025. | |______________________________|_____________________________| |If the contract was awarded on|. Executive Order 13658 | |or between January 1, 2015 and| generally applies to the | |January 29, 2022, and the | contract. | |contract is not renewed or |. The contractor must pay all| |extended on or after January | covered workers at least | |30, 2022: | $13.30 per hour (or the | | | applicable wage rate listed| | | on this wage determination,| | | if it is higher) for all | | | hours spent performing on | | | that contract in 2025. | |______________________________|_____________________________| The applicable Executive Order minimum wage rate will be adjusted annually. If this contract is covered by one of the Executive Orders and a classification considered necessary for performance of work on the contract does not appear on this wage determination, the contractor must still submit a conformance request. Additional information on contractor requirements and worker protections under the Executive Orders is available at http://www.dol.gov/whd/govcontracts. Modification Number Publication Date 0 01/03/2025 1 02/07/2025 2 03/21/2025 3 04/25/2025 CARP0003-006 06/01/2021 SOUTHWEST WASHINGTON: CLARK, COWLITZ, KLICKITAT, LEWIS(Piledriver only), PACIFIC (South of a straight line made by extending the north boundary line of Wahkiakum County west to Willapa Bay to the Pacific Ocean), SKAMANIA, and WAHKIAKUM Counties. Rates Fringes Carpenters: CARPENTERS..................$ 44.38 16.87 DIVERS TENDERS..............$ 49.09 16.87 DIVERS......................$ 93.09 16.87 DRYWALL.....................$ 44.38 16.87 MILLWRIGHTS.................$ 46.89 16.87 PILEDRIVERS.................$ 44.97 16.87 DEPTH PAY: 50 TO 100 FEET $1.00 PER FOOT OVER 50 FEET 101 TO 150 FEET $1.50 PER FOOT OVER 101 FEET 151 TO 200 FEET $2.00 PER FOOT OVER 151 FEET Zone Differential (Add up Zone 1 rates): Zone 2 - $0.85 Zone 3 - 1.25 Zone 4 - 1.70 Zone 5 - 2.00 Zone 6 - 3.00 BASEPOINTS: ASTORIA, LONGVIEW, PORTLAND, THE DALLES, AND VANCOUVER, (NOTE: All dispatches for Washington State Counties: Cowlitz, Wahkiakum and Pacific shall be from Longview Local #1707 and mileage shall be computed from that point.) ZONE 1: Projects located within 30 miles of the respective city hall of the above mentioned cities ZONE 2: Projects located more than 30 miles and less than 40 miles of the respective city of the above mentioned cities ZONE 3: Projects located more than 40 miles and less than 50 miles of the respective city of the above mentioned cities ZONE 4: Projects located more than 50 miles and less than 60 miles of the respective city of the above mentioned cities. ZONE 5: Projects located more than 60 miles and less than 70 miles of the respective city of the above mentioned cities ZONE 6: Projects located more than 70 miles of the respected city of the above mentioned cities ---------------------------------------------------------------- CARP0030-004 06/01/2021 CLALLAM, GRAYS HARBOR, ISLAND, JEFFERSON, KING, KITSAP, LEWIS, MASON, PACIFIC (North of a straight line made by extending the north boundary line of Wahkiakum County west to the Pacific Ocean), PIERCE, SAN JUAN, SKAGIT, SNOHOMISH, THURSTON AND WHATCOM Counties Rates Fringes CARPENTER BRIDGE CARPENTERS...........$ 49.18 19.01 CARPENTERS ON CREOSOTE MATERIAL....................$ 47.02 19.01 CARPENTERS..................$ 49.18 19.01 DIVERS TENDER...............$ 54.54 19.01 DIVERS......................$ 103.43 19.01 MILLWRIGHT AND MACHINE ERECTORS....................$ 50.68 19.01 PILEDRIVER, DRIVING, PULLING, CUTTING, PLACING COLLARS, SETTING, WELDING OR CRESOTE TREATED MATERIAL, ALL PILING........$ 49.58 19.01 (HOURLY ZONE PAY: WESTERN AND CENTRAL WASHINGTON - ALL CLASSIFICATIONS EXCEPT MILLWRIGHTS AND PILEDRIVERS Hourly Zone Pay shall be paid on jobs located outside of the free zone computed from the city center of the following listed cities: Seattle Olympia Bellingham Auburn Bremerton Anacortes Renton Shelton Yakima Aberdeen-Hoquiam Tacoma Wenatchee Ellensburg Everett Port Angeles Centralia Mount Vernon Sunnyside Chelan Pt. Townsend Zone Pay: 0 -25 radius miles Free 26-35 radius miles $1.00/hour 36-45 radius miles $1.15/hour 46-55 radius miles $1.35/hour Over 55 radius miles $1.55/hour (HOURLY ZONE PAY: WESTERN AND CENTRAL WASHINGTON - MILLWRIGHT AND PILEDRIVER ONLY) Hourly Zone Pay shall be computed from Seattle Union Hall, Tacoma City center, and Everett City center Zone Pay: 0 -25 radius miles Free 26-45 radius miles $ .70/hour Over 45 radius miles $1.50/hour ---------------------------------------------------------------- CARP0059-002 06/01/2024 ADAMS, ASOTIN, BENTON, CHELAN (East of 120th meridian), COLUMBIA, DOUGLAS, FERRY, FRANKLIN, GARFIELD, GRANT (East of 120th meridian), KITTITAS (East of 120th meridian), LINCOLN, OKANOGAN (East of 120th meridian), PEND OREILLE, SPOKANE, STEVENS, WALLA WALLA, WHITMAN, and YAKIMA (East of 120th meridian) Counties Rates Fringes CARPENTER GROUP 1.....................$ 41.86 16.56 GROUP 2.....................$ 47.42 18.96 GROUP 3.....................$ 47.41 16.61 GROUP 4.....................$ 45.86 16.56 GROUP 5.....................$ 105.46 16.56 GROUP 6.....................$ 51.73 16.56 GROUP 7.....................$ 52.73 16.56 GROUP 8.....................$ 48.41 16.56 GROUP 9.....................$ 55.73 16.56 CARPENTER & DIVER CLASSIFICATIONS: GROUP 1: Carpenter GROUP 2: Millwright, Machine Erector GROUP 3: Piledriver - includes driving, pulling, cutting, placing collars, setting, welding, or creosote treated material, on all piling GROUP 4: Bridge, Dock, and Wharf carpenters GROUP 5: Diver Wet GROUP 6: Diver Tender, Manifold Operator, ROV Operator GROUP 7: Diver Standby GROUP 8: Assistant Diver Tender, ROV Tender/Technician GROUP 9: Manifold Operator-Mixed Gas ZONE PAY: ZONE 1 0-45 MILES FREE ZONE 2 45-100 $4.00/PER HOUR ZONE 3 OVER 100 MILES $6.00/PER HOUR DISPATCH POINTS: CARPENTERS/MILLWRIGHTS: PASCO (515 N Neel Street) or Main Post Office of established residence of employee (Whichever is closest to the worksite). CARPENTERS/PILEDRIVER: SPOKANE (127 E. AUGUSTA AVE.) or Main Post Office of established residence of employee (Whichever is closest to the worksite). CARPENTERS: WENATCHEE (27 N. CHELAN) or Main Post Office of established residence of employee (Whichever is closest to the worksite). CARPENTERS: COEUR D' ALENE (1839 N. GOVERNMENT WAY) or Main Post Office of established residence of employee (Whichever is closest to the worksite). CARPENTERS: MOSCOW (306 N. JACKSON) or Main Post Office of established residence of employee (Whichever is closest to the worksite). DEPTH PAY FOR DIVERS BELOW WATER SURFACE: 50-100 feet $2.00 per foot 101-150 feet $3.00 per foot 151-220 feet $4.00 per foot 221 feet and deeper $5.00 per foot PREMIUM PAY FOR DIVING IN ENCLOSURES WITH NO VERTICAL ASCENT: 0-25 feet Free 26-300 feet $1.00 per Foot SATURATION DIVING: The standby rate applies until saturation starts. The saturation diving rate applies when divers are under pressure continuously until work task and decompression are complete. the diver rate shall be paid for all saturation hours. WORK IN COMBINATION OF CLASSIFICATIONS: Employees working in any combination of classifications within the diving crew (except dive supervisor) in a shift are paid in the classification with the highest rate for that shift. HAZMAT PROJECTS: Anyone working on a HAZMAT job (task), where HAZMAT certification is required, shall be compensated at a premium, in addition to the classification working in as follows: LEVEL D + $.25 per hour - This is the lowest level of protection. No respirator is used and skin protection is minimal. LEVEL C + $.50 per hour - This level uses an air purifying respirator or additional protective clothing. LEVEL B + $.75 per hour - Uses same respirator protection as Level A. Supplied air line is provided in conjunction with a chemical ""splash suit"". LEVEL A +$1.00 per hour - This level utilizes a fully encapsulated suit with a self-contained breathing apparatus or a supplied air line. ---------------------------------------------------------------- CARP0770-003 06/01/2021 WEST OF 120TH MERIDIAN FOR THE FOLLOWING COUNTIES: CHELAN, DOUGLAS, GRANT, KITTITAS, OKANOGAN, and YAKIMA Rates Fringes CARPENTER CARPENTERS ON CREOSOTE MATERIAL....................$ 47.02 19.01 CARPENTERS..................$ 49.18 19.01 DIVERS TENDER...............$ 54.54 19.01 DIVERS......................$ 103.43 19.01 MILLWRIGHT AND MACHINE ERECTORS....................$ 50.68 19.01 PILEDRIVER, DRIVING, PULLING, CUTTING, PLACING COLLARS, SETTING, WELDING OR CRESOTE TREATED MATERIAL, ALL PILING........$ 49.58 19.01 (HOURLY ZONE PAY: WESTERN AND CENTRAL WASHINGTON - ALL CLASSIFICATIONS EXCEPT MILLWRIGHTS AND PILEDRIVERS Hourly Zone Pay shall be paid on jobs located outside of the free zone computed from the city center of the following listed cities: Seattle Olympia Bellingham Auburn Bremerton Anacortes Renton Shelton Yakima Aberdeen-Hoquiam Tacoma Wenatchee Ellensburg Everett Port Angeles Centralia Mount Vernon Sunnyside Chelan Pt. Townsend Zone Pay: 0 -25 radius miles Free 26-35 radius miles $1.00/hour 36-45 radius miles $1.15/hour 46-55 radius miles $1.35/hour Over 55 radius miles $1.55/hour (HOURLY ZONE PAY: WESTERN AND CENTRAL WASHINGTON - MILLWRIGHT AND PILEDRIVER ONLY) Hourly Zone Pay shall be computed from Seattle Union Hall, Tacoma City center, and Everett City center Zone Pay: 0 -25 radius miles Free 26-45 radius miles $ .70/hour Over 45 radius miles $1.50/hour ---------------------------------------------------------------- ELEC0046-001 08/05/2024 CALLAM, JEFFERSON, KING AND KITSAP COUNTIES Rates Fringes CABLE SPLICER....................$ 80.94 31.06 ELECTRICIAN......................$ 73.58 30.84 ---------------------------------------------------------------- * ELEC0048-003 01/01/2025 CLARK, KLICKITAT AND SKAMANIA COUNTIES Rates Fringes CABLE SPLICER....................$ 44.22 21.50 ELECTRICIAN......................$ 63.50 29.73 HOURLY ZONE PAY: Hourly Zone Pay shall be paid on jobs located outside of the free zone computed from the city center of the following listed cities: Portland, The Dalles, Hood River, Tillamook, Seaside and Astoria Zone Pay: Zone 1: 31-50 miles $1.50/hour Zone 2: 51-70 miles $3.50/hour Zone 3: 71-90 miles $5.50/hour Zone 4: Beyond 90 miles $9.00/hour *These are not miles driven. Zones are based on Delorrne Street Atlas USA 2006 plus. ---------------------------------------------------------------- ELEC0048-029 01/01/2025 COWLITZ AND WAHKIAKUM COUNTY Rates Fringes CABLE SPLICER....................$ 44.22 21.50 ELECTRICIAN......................$ 63.50 29.73 ---------------------------------------------------------------- ELEC0073-001 07/01/2024 ADAMS, FERRY, LINCOLN, PEND OREILLE, SPOKANE, STEVENS, WHITMAN COUNTIES Rates Fringes CABLE SPLICER....................$ 34.10 16.68 ELECTRICIAN......................$ 47.55 18.03 ---------------------------------------------------------------- ELEC0076-002 02/01/2025 GRAYS HARBOR, LEWIS, MASON, PACIFIC, PIERCE, AND THURSTON COUNTIES Rates Fringes CABLE SPLICER....................$ 69.19 26.63 ELECTRICIAN......................$ 62.90 26.26 ---------------------------------------------------------------- ELEC0112-005 06/01/2024 ASOTIN, BENTON, COLUMBIA, FRANKLIN, GARFIELD, KITTITAS, WALLA WALLA, YAKIMA COUNTIES Rates Fringes CABLE SPLICER....................$ 60.90 26.01 ELECTRICIAN......................$ 58.00 25.92 ---------------------------------------------------------------- ELEC0191-003 06/01/2022 ISLAND, SAN JUAN, SNOHOMISH, SKAGIT AND WHATCOM COUNTIES Rates Fringes CABLE SPLICER....................$ 44.23 17.73 ELECTRICIAN......................$ 53.20 27.51 ---------------------------------------------------------------- ELEC0191-004 06/01/2018 CHELAN, DOUGLAS, GRANT AND OKANOGAN COUNTIES Rates Fringes CABLE SPLICER....................$ 40.82 17.63 ELECTRICIAN......................$ 42.45 21.34 ---------------------------------------------------------------- ENGI0302-003 06/01/2024 CHELAN (WEST OF THE 120TH MERIDIAN), CLALLAM, DOUGLAS (WEST OF THE 120TH MERIDIAN), GRAYS HARBOR, ISLAND, JEFFERSON, KING, KITSAP, KITTITAS, MASON, OKANOGAN (WEST OF THE 120TH MERIDIAN), SAN JUNA, SKAGIT, SNOHOMISH, WHATCOM AND YAKIMA (WEST OF THE 120TH MERIDIAN) COUNTIES Zone 1 (0-25 radius miles): Rates Fringes POWER EQUIPMENT OPERATOR Group 1A...................$ 59.54 26.57 Group 1AA..................$ 60.40 26.57 Group 1AAA.................$ 61.27 26.57 Group 1.....................$ 58.67 26.57 Group 2.....................$ 57.92 26.57 Group 3.....................$ 57.27 26.57 Group 4.....................$ 53.62 26.57 Zone Differential (Add to Zone 1 rates): Zone 2 (26-45 radius miles) - $1.00 Zone 3 (Over 45 radius miles) - $1.30 BASEPOINTS: Aberdeen, Bellingham, Bremerton, Everett, Kent, Mount Vernon, Port Angeles, Port Townsend, Seattle, Shelton, Wenatchee, Yakima POWER EQUIPMENT OPERATORS CLASSIFICATIONS GROUP 1AAA - Cranes-over 300 tons, or 300 ft of boom (including jib with attachments) GROUP 1AA - Cranes 200 to 300 tons, or 250 ft of boom (including jib with attachments); Tower crane over 175 ft in height, base to boom GROUP 1A - Cranes, 100 tons thru 199 tons, or 150 ft of boom (including jib with attachments); Crane-overhead, bridge type, 100 tons and over; Tower crane up to 175 ft in height base to boom; Loaders-overhead, 8 yards and over; Shovels, excavator, backhoes-6 yards and over with attachments GROUP 1 - Cableway; Cranes 45 tons thru 99 tons, under 150 ft of boom (including jib with attachments); Crane-overhead, bridge type, 45 tons thru 99 tons; Derricks on building work; Excavator, shovel, backhoes over 3 yards and under 6 yards; Hard tail end dump articulating off-road equipment 45 yards and over; Loader- overhead 6 yards to, but not including 8 yards; Mucking machine, mole, tunnel, drill and/or shield; Quad 9, HD 41, D-10; Remote control operator on rubber tired earth moving equipment; Rollagon; Scrapers-self propelled 45 yards and over; Slipform pavers; Transporters, all truck or track type GROUP 2 - Barrier machine (zipper); Batch Plant Operaor- Concrete; Bump Cutter; Cranes, 20 tons thru 44 tons with attachments; Crane-overhead, bridge type-20 tons through 44 tons; Chipper; Concrete Pump-truck mount with boom attachment; Crusher; Deck Engineer/Deck Winches (power); Drilling machine; Excavator, shovel, backhoe-3yards and under; Finishing Machine, Bidwell, Gamaco and similar equipment; Guardrail punch; Horizontal/directional drill operator; Loaders-overhead under 6 yards; Loaders-plant feed; Locomotives-all; Mechanics-all; Mixers-asphalt plant; Motor patrol graders-finishing; Piledriver (other than crane mount); Roto-mill,roto-grinder; Screedman, spreader, topside operator-Blaw Knox, Cedar Rapids, Jaeger, Caterpillar, Barbar Green; Scraper-self propelled, hard tail end dump, articulating off-road equipment-under 45 yards; Subgrade trimmer; Tractors, backhoes-over 75 hp; Transfer material service machine-shuttle buggy, blaw knox-roadtec; Truck crane oiler/driver-100 tons and over; Truck Mount portable conveyor; Yo Yo Pay dozer GROUP 3 - Conveyors; Cranes-thru 19 tons with attachments; A-frame crane over 10 tons; Drill oilers-auger type, truck or crane mount; Dozers-D-9 and under; Forklift-3000 lbs. and over with attachments; Horizontal/directional drill locator; Outside hoists-(elevators and manlifts), air tuggers, strato tower bucket elevators; Hydralifts/boom trucks over 10 tons; Loader-elevating type, belt; Motor patrol grader-nonfinishing; Plant oiler- asphalt, crusher; Pumps-concrete; Roller, plant mix or multi-lift materials; Saws-concrete; Scrpers-concrete and carry-all; Service engineer-equipment; Trenching machines; Truck Crane Oiler/Driver under 100 tons; Tractors, backhoe 75 hp and under GROUP 4 - Assistant Engineer; Bobcat; Brooms; Compressor; Concrete finish mahine-laser screed; Cranes-A frame-10 tons and under; Elevator and Manlift-permanent or shaft type; Gradechecker, Stakehop; Forklifts under 3000 lbs. with attachments; Hydralifts/boom trucks, 10 tons and under; Oil distributors, blower distribution and mulch seeding operator; Pavement breaker; Posthole digger, mechanical; Power plant; Pumps, water; Rigger and Bellman; Roller-other than plant mix; Wheel Tractors, farmall type; Shotcrete/gunite equipment operator HANDLING OF HAZARDOUS WASTE MATERIALS: Personnel in all craft classifications subject to working inside a federally designated hazardous perimeter shall be elgible for compensation in accordance with the following group schedule relative to the level of hazardous waste as outlined in the specific hazardous waste project site safety plan. H-1 Base wage rate when on a hazardous waste site when not outfitted with protective clothing H-2 Class ""C"" Suit - Base wage rate plus $ .25 per hour. H-3 Class ""B"" Suit - Base wage rate plus $ .50 per hour. H-4 Class ""A"" Suit - Base wage rate plus $ .75 per hour. ---------------------------------------------------------------- ENGI0370-002 06/01/2024 ADAMS, ASOTIN, BENTON, CHELAN (EAST OF THE 120TH MERIDIAN), COLUMBIA, DOUGLAS (EAST OF THE 120TH MERIDIAN), FERRY, FRANKLIN, GARFIELD, GRANT, LINCOLN, OKANOGAN (EAST OF THE 120TH MERIDIAN), PEND OREILLE, SPOKANE, STEVENS, WALLA WALLA, WHITMAN AND YAKIMA (EAST OF THE 120TH MERIDIAN) COUNTIES ZONE 1: Rates Fringes POWER EQUIPMENT OPERATOR GROUP 1.....................$ 35.91 22.45 GROUP 2.....................$ 36.28 22.45 GROUP 3.....................$ 36.99 22.45 GROUP 4.....................$ 37.18 22.45 GROUP 5.....................$ 37.37 22.45 GROUP 6.....................$ 37.69 22.45 GROUP 7.....................$ 38.01 22.45 GROUP 8.....................$ 39.88 22.45 ZONE DIFFERENTIAL (Add to Zone 1 rate): Zone 2 - $2.00 Zone 1: Within 45 mile radius of Spokane, Pasco, Washington; Lewiston, Idaho Zone 2: Outside 45 mile radius of Spokane, Pasco, Washington; Lewiston, Idaho POWER EQUIPMENT OPERATORS CLASSIFICATIONS GROUP 1: Bit Grinders; Bolt Threading Machine; Compressors (under 2000 CFM, gas, diesel, or electric power); Deck Hand; Fireman & Heater Tender; Hydro-seeder, Mulcher, Nozzleman; Oiler Driver, & Cable Tender, Mucking Machine; Pumpman; Rollers, all types on subgrade, including seal and chip coatings (farm type, Case, John Deere & similar, or Compacting Vibrator), except when pulled by Dozer with operable blade; Welding Machine; Crane Oiler-Driver (CLD required) & Cable Tender, Mucking Machine GROUP 2: A-frame Truck (single drum); Assistant Refrigeration Plant (under 1000 ton); Assistant Plant Operator, Fireman or Pugmixer (asphalt); Bagley or Stationary Scraper; Belt Finishing Machine; Blower Operator (cement); Cement Hog; Compressor (2000 CFM or over, 2 or more, gas diesel or electric power); Concrete Saw (multiple cut); Distributor Leverman; Ditch Witch or similar; Elevator Hoisting Materials; Dope Pots (power agitated); Fork Lift or Lumber Stacker, hydra-lift & similar; Gin Trucks (pipeline); Hoist, single drum; Loaders (bucket elevators and conveyors); Longitudinal Float; Mixer (portable-concrete); Pavement Breaker, Hydra-Hammer & similar; Power Broom; Railroad Ballast Regulation Operator (self-propelled); Railroad Power Tamper Operator (self-propelled); Railroad Tamper Jack Operator (self-propelled; Spray Curing Machine (concrete); Spreader Box (self-propelled); Straddle Buggy (Ross & similar on construction job only); Tractor (Farm type R/T with attachment, except Backhoe); Tugger Operator GROUP 3: A-frame Truck (2 or more drums); Assistant Refrigeration Plant & Chiller Operator (over 1000 ton); Backfillers (Cleveland & similar); Batch Plant & Wet Mix Operator, single unit (concrete); Belt-Crete Conveyors with power pack or similar; Belt Loader (Kocal or similar); Bending Machine; Bob Cat (Skid Steer); Boring Machine (earth); Boring Machine (rock under 8 inch bit) (Quarry Master, Joy or similar); Bump Cutter (Wayne, Saginau or similar); Canal Lining Machine (concrete); Chipper (without crane); Cleaning & Doping Machine (pipeline); Deck Engineer; Elevating Belt-type Loader (Euclid, Barber Green & similar); Elevating Grader-type Loader (Dumor, Adams or similar); Generator Plant Engineers (diesel or electric); Gunnite Combination Mixer & Compressor; Locomotive Engineer; Mixermobile; Mucking Machine; Posthole Auger or Punch; Pump (grout or jet); Soil Stabilizer (P & H or similar); Spreader Machine; Dozer/Tractor (up to D-6 or equivalent) and Traxcavator; Traverse Finish Machine; Turnhead Operator GROUP 4: Concrete Pumps (squeeze-crete, flow-crete, pump- crete, Whitman & similar); Curb Extruder (asphalt or concrete); Drills (churn, core, calyx or diamond); Equipment Serviceman; Greaser & Oiler; Hoist (2 or more drums or Tower Hoist); Loaders (overhead & front-end, under 4 yds. R/T); Refrigeration Plant Engineer (under 1000 ton); Rubber-tired Skidders (R/T with or without attachments); Surface Heater & Plant Machine; Trenching Machines (under 7 ft. depth capacity); Turnhead (with re-screening); Vacuum Drill (reverse circulation drill under 8 inch bit) GROUP 5: Backhoe (under 45,000 gw); Backhoe & Hoe Ram (under 3/4 yd.); Carrydeck & Boom Truck (under 25 tons); Cranes (25 tons & under), all attachments including clamshell, dragline; Derricks & Stifflegs (under 65 tons); Drilling Equipment(8 inch bit & over) (Robbins, reverse circulation & similar); Hoe Ram; Piledriving Engineers; Paving (dual drum); Railroad Track Liner Operaotr (self-propelled); Refrigeration Plant Engineer (1000 tons & over); Signalman (Whirleys, Highline Hammerheads or similar); Grade Checker GROUP 6: Asphalt Plant Operator; Automatic Subgrader (Ditches & Trimmers)(Autograde, ABC, R.A. Hansen & similar on grade wire); Backhoe (45,000 gw and over to 110,000 gw); Backhoes & Hoe Ram (3/4 yd. to 3 yd.); Batch Plant (over 4 units); Batch & Wet Mix Operator (multiple units, 2 & incl. 4); Blade Operator (motor patrol & attachments); Cable Controller (dispatcher); Compactor (self-propelled with blade); Concrete Pump Boom Truck; Concrete Slip Form Paver; Cranes (over 25 tons, to and including 45 tons), all attachments including clamshell, dragline; Crusher, Grizzle & Screening Plant Operator; Dozer, 834 R/T & similar; Drill Doctor; Loader Operator (front-end & overhead, 4 yds. incl. 8 yds.); Multiple Dozer Units with single blade; Paving Machine (asphalt and concrete); Quad-Track or similar equipment; Rollerman (finishing asphalt pavement); Roto Mill (pavement grinder); Scrapers, all, rubber-tired; Screed Operator; Shovel(under 3 yds.); Trenching Machines (7 ft. depth & over); Tug Boat Operator Vactor guzzler, super sucker; Lime Batch Tank Operator (REcycle Train); Lime Brain Operator (Recycle Train); Mobile Crusher Operator (Recycle Train) GROUP 7: Backhoe (over 110,000 gw); Backhoes & Hoe Ram (3 yds & over); Blade (finish & bluetop) Automatic, CMI, ABC, Finish Athey & Huber & similar when used as automatic; Cableway Operators; Concrete Cleaning/Decontamination machine operator; Cranes (over 45 tons to but not including 85 tons), all attachments including clamshell and dragine; Derricks & Stiffleys (65 tons & over); Elevating Belt (Holland type); Heavy equipment robotics operator; Loader (360 degrees revolving Koehring Scooper or similar); Loaders (overhead & front-end, over 8 yds. to 10 yds.); Rubber-tired Scrapers (multiple engine with three or more scrapers); Shovels (3 yds. & over); Whirleys & Hammerheads, ALL; H.D. Mechanic; H.D. Welder; Hydraulic Platform Trailers (Goldhofer, Shaurerly andSimilar); Ultra High Pressure Wateriet Cutting Tool System Operator (30,000 psi); Vacuum Blasting Machine Operator GROUP 8: Cranes (85 tons and over, and all climbing, overhead,rail and tower), all attachments including clamshell, dragline; Loaders (overhead and front-end, 10 yards and over); Helicopter Pilot BOOM PAY: (All Cranes, Including Tower) 180 ft to 250 ft $ .50 over scale Over 250 ft $ .80 over scale NOTE: In computing the length of the boom on Tower Cranes, they shall be measured from the base of the Tower to the point of the boom. HAZMAT: Anyone working on HAZMAT jobs, working with supplied air shall receive $1.00 an hour above classification. ---------------------------------------------------------------- ENGI0612-001 06/01/2024 PIERCE County ON PROJECTS DESCRIBED IN FOOTNOTE A BELOW, THE RATE FOR EACH GROUP SHALL BE 90% OF THE BASE RATE PLUS FULL FRINGE BENEFITS. ON ALL OTHER WORK, THE FOLLOWING RATES APPLY. Zone 1 (0-25 radius miles): Rates Fringes POWER EQUIPMENT OPERATOR GROUP 1A...................$ 59.46 26.07 GROUP 1AA..................$ 60.32 26.07 GROUP 1AAA.................$ 61.17 26.07 GROUP 1.....................$ 58.60 26.07 GROUP 2.....................$ 57.85 26.07 GROUP 3.....................$ 57.21 26.07 GROUP 4.....................$ 53.58 26.07 Zone Differential (Add to Zone 1 rates): Zone 2 (26-45 radius miles) = $1.00 Zone 3 (Over 45 radius miles) - $1.30 BASEPOINTS: CENTRALIA, OLYMPIA, TACOMA POWER EQUIPMENT OPERATORS CLASSIFICATIONS GROUP 1 AAA - Cranes-over 300 tons or 300 ft of boom (including jib with attachments) GROUP 1AA - Cranes- 200 tonsto 300 tons, or 250 ft of boom (including jib with attachments; Tower crane over 175 ft in height, bas to boom GROUP 1A - Cranes, 100 tons thru 199 tons, or 150 ft of boom (including jib with attachments); Crane-overhead, bridge type, 100 tons and over; Tower crane up to 175 ft in height base to boom; Loaders-overhead, 8 yards and over; Shovels, excavator, backhoes-6 yards and over with attachments GROUP 1 - Cableway; Cranes 45 tons thru 99 tons under 150 ft of boom (including jib with attachments); Crane-overhead, bridge type, 45 tons thru 99 tons; Derricks on building work; Excavator, shovel, backhoes over 3 yards and under 6 yards; Hard tail end dump articulating off-road equipment 45 yards and over; Loader- overhead, 6 yards to, but not including, 8 yards; Mucking machine, mole, tunnel, drill and/or shield; Quad 9 HD 41, D-10; Remote control operator on rubber tired earth moving equipment; Rollagon; Scrapers- self-propelled 45 yards and over; Slipform pavers; Transporters, all track or truck type GROUP 2 - Barrier machine (zipper); Batch Plant Operator- concrete; Bump Cutter; Cranes, 20 tons thru 44 tons with attachments; Crane-Overhead, bridge type, 20 tons through 44 tons; Chipper; Concrete pump-truck mount with boom attachment; Crusher; Deck engineer/deck winches (power); Drilling machine; Excavator, shovel, backhoe-3 yards and under; Finishing machine, Bidwell, Gamaco and similar equipment; Guardrail punch; Loaders, overhead under 6 yards; Loaders-plant feed; Locomotives-all; Mechanics- all; Mixers, asphalt plant; Motor patrol graders, finishing; Piledriver (other than crane mount); Roto-mill, roto- grinder; Screedman, spreader, topside operator-Blaw Knox, Cedar Rapids, Jaeger, Caterpillar, Barbar Green; Scraper-self- propelled, hard tail end dump, articulating off-road equipment- under 45 yards; Subgrader trimmer; Tractors, backhoe over 75 hp; Transfer material service machine-shuttle buggy, Blaw Knox- Roadtec; Truck Crane oiler/driver-100 tons and over; Truck Mount Portable Conveyor; Yo Yo pay GROUP 3 - Conveyors; Cranes through 19 tons with attachments; Crane-A-frame over 10 tons; Drill oilers-auger type, truck or crane mount; Dozer-D-9 and under; Forklift-3000 lbs. and over with attachments; Horizontal/directional drill locator; Outside Hoists-(elevators and manlifts), air tuggers, strato tower bucket elevators; Hydralifts/boom trucks over 10 tons; Loaders-elevating type, belt; Motor patrol grader-nonfinishing; Plant oiler- asphalt, crusher; Pump-Concrete; Roller, plant mix or multi-lfit materials; Saws-concrete; Scrapers, concrete and carry all; Service engineers-equipment; Trenching machines; Truck crane oiler/driver under 100 tons; Tractors, backhoe under 75 hp GROUP 4 - Assistant Engineer; Bobcat; Brooms; Compressor; Concrete Finish Machine-laser screed; Cranes A-frame 10 tons and under; Elevator and manlift (permanent and shaft type); Forklifts-under 3000 lbs. with attachments; Gradechecker, stakehop; Hydralifts/boom trucks, 10 tons and under; Oil distributors, blower distribution and mulch seeding operator; Pavement breaker; Posthole digger-mechanical; Power plant; Pumps-water; Rigger and Bellman; Roller-other than plant mix; Wheel Tractors, farmall type; Shotcrete/gunite equipment operator FOOTNOTE A- Reduced rates may be paid on the following: 1. Projects involving work on structures such as buildings and bridges whose total value is less than $1.5 million excluding mechanical, electrical, and utility portions of the contract. 2. Projects of less than $1 million where no building is involved. Surfacing and paving included, but utilities excluded. 3. Marine projects (docks, wharfs, etc.) less than $150,000. HANDLING OF HAZARDOUS WASTE MATERIALS: Personnel in all craft classifications subject to working inside a federally designated hazardous perimeter shall be elgible for compensation in accordance with the following group schedule relative to the level of hazardous waste as outlined in the specific hazardous waste project site safety plan. H-1 Base wage rate when on a hazardous waste site when not outfitted with protective clothing, Class ""D"" Suit - Base wage rate plus $ .50 per hour. H-2 Class ""C"" Suit - Base wage rate plus $1.00 per hour. H-3 Class ""B"" Suit - Base wage rate plus $1.50 per hour. H-4 Class ""A"" Suit - Base wage rate plus $2.00 per hour. ---------------------------------------------------------------- ENGI0612-012 06/01/2024 LEWIS, PACIFIC (portion lying north of a parallel line extending west from the northern boundary of Wahkaikum County to the sea) AND THURSTON COUNTIES ON PROJECTS DESCRIBED IN FOOTNOTE A BELOW, THE RATE FOR EACH GROUP SHALL BE 90% OF THE BASE RATE PLUS FULL FRINGE BENEFITS. ON ALL OTHER WORK, THE FOLLOWING RATES APPLY. Zone 1 (0-25 radius miles): Rates Fringes POWER EQUIPMENT OPERATOR GROUP 1A...................$ 58.33 26.07 GROUP 1AA..................$ 59.19 26.07 GROUP 1AAA.................$ 60.02 26.07 GROUP 1.....................$ 57.48 26.07 GROUP 2.....................$ 56.75 26.07 GROUP 3.....................$ 56.11 26.07 GROUP 4.....................$ 52.53 26.07 Zone Differential (Add to Zone 1 rates): Zone 2 (26-45 radius miles) = $1.00 Zone 3 (Over 45 radius miles) - $1.30 BASEPOINTS: CENTRALIA, OLYMPIA, TACOMA POWER EQUIPMENT OPERATORS CLASSIFICATIONS GROUP 1 AAA - Cranes-over 300 tons or 300 ft of boom (including jib with attachments) GROUP 1AA - Cranes- 200 tonsto 300 tons, or 250 ft of boom (including jib with attachments; Tower crane over 175 ft in height, bas to boom GROUP 1A - Cranes, 100 tons thru 199 tons, or 150 ft of boom (including jib with attachments); Crane-overhead, bridge type, 100 tons and over; Tower crane up to 175 ft in height base to boom; Loaders-overhead, 8 yards and over; Shovels, excavator, backhoes-6 yards and over with attachments GROUP 1 - Cableway; Cranes 45 tons thru 99 tons under 150 ft of boom (including jib with attachments); Crane-overhead, bridge type, 45 tons thru 99 tons; Derricks on building work; Excavator, shovel, backhoes over 3 yards and under 6 yards; Hard tail end dump articulating off-road equipment 45 yards and over; Loader- overhead, 6 yards to, but not including, 8 yards; Mucking machine, mole, tunnel, drill and/or shield; Quad 9 HD 41, D-10; Remote control operator on rubber tired earth moving equipment; Rollagon; Scrapers- self-propelled 45 yards and over; Slipform pavers; Transporters, all track or truck type GROUP 2 - Barrier machine (zipper); Batch Plant Operator- concrete; Bump Cutter; Cranes, 20 tons thru 44 tons with attachments; Crane-Overhead, bridge type, 20 tons through 44 tons; Chipper; Concrete pump-truck mount with boom attachment; Crusher; Deck engineer/deck winches (power); Drilling machine; Excavator, shovel, backhoe-3 yards and under; Finishing machine, Bidwell, Gamaco and similar equipment; Guardrail punch; Loaders, overhead under 6 yards; Loaders-plant feed; Locomotives-all; Mechanics- all; Mixers, asphalt plant; Motor patrol graders, finishing; Piledriver (other than crane mount); Roto-mill, roto- grinder; Screedman, spreader, topside operator-Blaw Knox, Cedar Rapids, Jaeger, Caterpillar, Barbar Green; Scraper-self- propelled, hard tail end dump, articulating off-road equipment- under 45 yards; Subgrader trimmer; Tractors, backhoe over 75 hp; Transfer material service machine-shuttle buggy, Blaw Knox- Roadtec; Truck Crane oiler/driver-100 tons and over; Truck Mount Portable Conveyor; Yo Yo pay GROUP 3 - Conveyors; Cranes through 19 tons with attachments; Crane-A-frame over 10 tons; Drill oilers-auger type, truck or crane mount; Dozer-D-9 and under; Forklift-3000 lbs. and over with attachments; Horizontal/directional drill locator; Outside Hoists-(elevators and manlifts), air tuggers, strato tower bucket elevators; Hydralifts/boom trucks over 10 tons; Loaders-elevating type, belt; Motor patrol grader-nonfinishing; Plant oiler- asphalt, crusher; Pump-Concrete; Roller, plant mix or multi-lfit materials; Saws-concrete; Scrapers, concrete and carry all; Service engineers-equipment; Trenching machines; Truck crane oiler/driver under 100 tons; Tractors, backhoe under 75 hp GROUP 4 - Assistant Engineer; Bobcat; Brooms; Compressor; Concrete Finish Machine-laser screed; Cranes A-frame 10 tons and under; Elevator and manlift (permanent and shaft type); Forklifts-under 3000 lbs. with attachments; Gradechecker, stakehop; Hydralifts/boom trucks, 10 tons and under; Oil distributors, blower distribution and mulch seeding operator; Pavement breaker; Posthole digger-mechanical; Power plant; Pumps-water; Rigger and Bellman; Roller-other than plant mix; Wheel Tractors, farmall type; Shotcrete/gunite equipment operator FOOTNOTE A- Reduced rates may be paid on the following: 1. Projects involving work on structures such as buildings and bridges whose total value is less than $1.5 million excluding mechanical, electrical, and utility portions of the contract. 2. Projects of less than $1 million where no building is involved. Surfacing and paving included, but utilities excluded. 3. Marine projects (docks, wharfs, etc.) less than $150,000. HANDLING OF HAZARDOUS WASTE MATERIALS: Personnel in all craft classifications subject to working inside a federally designated hazardous perimeter shall be elgible for compensation in accordance with the following group schedule relative to the level of hazardous waste as outlined in the specific hazardous waste project site safety plan. H-1 Base wage rate when on a hazardous waste site when not outfitted with protective clothing, Class ""D"" Suit - Base wage rate plus $ .50 per hour. H-2 Class ""C"" Suit - Base wage rate plus $1.00 per hour. H-3 Class ""B"" Suit - Base wage rate plus $1.50 per hour. H-4 Class ""A"" Suit - Base wage rate plus $2.00 per hour. ---------------------------------------------------------------- ENGI0701-002 01/01/2022 CLARK, COWLITZ, KLICKKITAT, PACIFIC (SOUTH), SKAMANIA, AND WAHKIAKUM COUNTIES POWER RQUIPMENT OPERATORS: ZONE 1 Rates Fringes POWER EQUIPMENT OPERATOR GROUP 1.....................$ 51.65 16.35 GROUP 1A....................$ 53.81 16.35 GROUP 1B....................$ 55.97 16.35 GROUP 2.....................$ 49.74 16.35 GROUP 3.....................$ 48.59 16.35 GROUP 4.....................$ 45.26 16.35 GROUP 5.....................$ 44.02 16.35 GROUP 6.....................$ 40.80 16.35 Zone Differential (add to Zone 1 rates): Zone 2 - $3.00 Zone 3 - $6.00 For the following metropolitan counties: MULTNOMAH; CLACKAMAS; MARION; WASHINGTON; YAMHILL; AND COLUMBIA; CLARK; AND COWLITZ COUNTY, WASHINGTON WITH MODIFICATIONS AS INDICATED: All jobs or projects located in Multnomah, Clackamas and Marion Counties, West of the western boundary of Mt. Hood National Forest and West of Mile Post 30 on Interstate 84 and West of Mile Post 30 on State Highway 26 and West of Mile Post 30 on Highway 22 and all jobs or projects located in Yamhill County, Washington County and Columbia County and all jobs or porjects located in Clark & Cowlitz County, Washington except that portion of Cowlitz County in the Mt. St. Helens ""Blast Zone"" shall receive Zone I pay for all classifications. All jobs or projects located in the area outside the identified boundary above, but less than 50 miles from the Portland City Hall shall receive Zone II pay for all classifications. All jobs or projects located more than 50 miles from the Portland City Hall, but outside the identified border above, shall receive Zone III pay for all classifications. For the following cities: ALBANY; BEND; COOS BAY; EUGENE; GRANTS PASS; KLAMATH FALLS; MEDFORD; ROSEBURG All jobs or projects located within 30 miles of the respective city hall of the above mentioned cities shall receive Zone I pay for all classifications. All jobs or projects located more than 30 miles and less than 50 miles from the respective city hall of the above mentioned cities shall receive Zone II pay for all classifications. All jobs or projects located more than 50 miles from the respective city hall of the above mentioned cities shall receive Zone III pay for all classifications. POWER EQUIPMENT OPERATORS CLASSIFICATIONS Group 1 Concrete Batch Plan and or Wet mix three (3) units or more; Crane, Floating one hundred and fifty (150) ton but less than two hundred and fifty (250) ton; Crane, two hundred (200) ton through two hundred ninety nine (299) ton with two hundred foot (200') boom or less (including jib, inserts and/or attachments); Crane, ninety (90) ton through one hundred ninety nine (199) ton with over two hundred (200') boom Including jib, inserts and/or attachments); Crane, Tower Crane with one hundred seventy five foot (175') tower or less and with less than two hundred foot (200') jib; Crane, Whirley ninety (90) ton and over; Helicopter when used in erecting work Group 1A Crane, floating two hundred fifty (250) ton and over; Crane, two hundred (200) ton through two hundred ninety nine (299) ton, with over two hundred foot (200') boom (including jib, inserts and/or attachments); Crane, three hundred (300) ton through three hundred ninety nine (399) ton; Crane, Tower Crane with over one hundred seventy five foot (175') tower or over two hundred foot (200') jib; Crane, tower Crane on rail system or 2nd tower or more in work radius Group 1B Crane, three hundred (300) ton through three hundred ninety nine (399) ton, with over two hundred foot (200') boom (including jib, inserts and/or attachments); Floating crane, three hundred fifty (350) ton and over; Crane, four hundred (400) ton and over Group 2 Asphalt Plant (any type); Asphalt Roto-Mill, pavement profiler eight foot (8') lateral cut and over; Auto Grader or ""Trimmer""; Blade, Robotic; Bulldozer, Robotic Equipment (any type); Bulldozer, over one hundred twenty thousand (120,000) lbs. and above; Concrete Batch Plant and/or Wet Mix one (1) and two (2) drum; Concrete Diamond Head Profiler; Canal Trimmer; Concrete, Automatic Slip Form Paver (Assistant to the Operator required); Crane, Boom Truck fifty (50) ton and with over one hundred fifty foot (150') boom and over; Crane, Floating (derrick barge) thirty (30) ton but less than one hundred fifty (150) ton; Crane, Cableway twenty-five (25) ton and over; Crane, Floating Clamshell three (3) cu. Yds. And over; Crane, ninety (90) ton through one hundred ninety nine (199) ton up to and including two hundred foot (200') of boom (including jib inserts and/or attachments); Crane, fifty (50) ton through eighty nine (89) ton with over one hundred fifty foot (150') boom (including jib inserts and/or attachments); Crane, Whirley under ninety (90) ton; Crusher Plant; Excavator over one hundred thirty thousand (130,000) lbs.; Loader one hundred twenty thousand (120,000) lbs. and above; Remote Controlled Earth Moving Equipment; Shovel, Dragline, Clamshell, five (5) cu. Yds. And over; Underwater Equipment remote or otherwise, when used in construction work; Wheel Excavator any size Group 3 Bulldozer, over seventy thousand (70,000) lbs. up to and including one hundred twenty thousand (120,000) lbs.; Crane, Boom Truck fifty (50) ton and over with less than one hundred fifty foot (150') boom; Crane, fifty (50) ton through eighty nine (89) ton with one hundred fifty foot (150') boom or less (including jib inserts and/or attachments); Crane, Shovel, Dragline or Clamshell three (3) cu. yds. but less than five (5) cu. Yds.; Excavator over eighty thousand (80,000) lbs. through one hundred thirty thousand (130,000) lbs.; Loader sixty thousand (60,000) lbs. and less than one hundred twenty thousand (120,000) lbs. Group 4 Asphalt, Screed; Asphalt Paver; Asphalt Roto-Mill, pavement profiler, under eight foot (8') lateral cut; Asphalt, Material Transfer Vehicle Operator; Back Filling Machine; Backhoe, Robotic, track and wheel type up to and including twenty thousand (20,000) lbs. with any attachments; Blade (any type); Boatman; Boring Machine; Bulldozer over twenty thousand (20,000) lbs. and more than one hundred (100) horse up to seventy thousand (70,000) lbs.; Cable-Plow (any type); Cableway up to twenty five (25) ton; Cat Drill (John Henry); Chippers; Compactor, multi-engine; Compactor, Robotic; Compactor with blade self-propelled; Concrete, Breaker; Concrete, Grout Plant; Concrete, Mixer Mobile; Concrete, Paving Road Mixer; Concrete, Reinforced Tank Banding Machine; Crane, Boom Truck twenty (20) ton and under fifty (50) ton; Crane, Bridge Locomotive, Gantry and Overhead; Crane, Carry Deck; Crane, Chicago Boom and similar types; Crane, Derrick Operator, under one hundred (100) ton; Crane, Floating Clamshell, Dragline, etc. Operator, under three (3) cu. yds. Or less than thirty (30) ton; Crane, under fifty (50) ton; Crane, Quick Tower under one hundred foot (100') in height and less than one hundred fifty foot (150') jib (on rail included); Diesel-Electric Engineer (Plant or Floating); Directional Drill over twenty thousand (20,000) lbs. pullback; Drill Cat Operator; Drill Doctor and/or Bit Grinder; Driller, Percussion, Diamond, Core, Cable, Rotary and similar type; Excavator Operator over twenty thousand (20,000) lbs. through eighty thousand (80,000) lbs.; Generator Operator; Grade-all; Guardrail Machines, i.e. punch, auger, etc.; Hammer Operator (Piledriver); Hoist, stiff leg, guy derrick or similar type, fifty (50) ton and over; Hoist, two (2) drums or more; Hydro Axe (loader mounted or similar type); Jack Operator, Elevating Barges, Barge Operator, self-unloading; Loader Operator, front end and overhead, twenty five thousand (25,000) lbs. and less than sixty thousand (60,000) lbs.; Log Skidders; Piledriver Operator (not crane type); Pipe, Bending, Cleaning, Doping and Wrapping Machines; Rail, Ballast Tamper Multi-Purpose; Rubber-tired Dozers and Pushers; Scraper, all types; Side-Boom; Skip Loader, Drag Box; Strump Grinder (loader mounted or similar type); Surface Heater and Planer; Tractor, rubber-tired, over fifty (50) HP Flywheel; Trenching Machine three foot (3') depth and deeper; Tub Grinder (used for wood debris); Tunnel Boring Machine Mechanic; Tunnel, Mucking Machine; Ultra High Pressure Water Jet Cutting Tool System Operator; Vacuum Blasting Machine Operator; Water pulls, Water wagons Group 5 Asphalt, Extrusion Machine; Asphalt, Roller (any asphalt mix); Asphalt, Roto-Mill pavement profiler ground man; Bulldozer, twenty thousand (20,000) lbs. or less, or one hundred (100) horse or less; Cement Pump; Chip Spreading Machine; Churn Drill and Earth Boring Machine; Compactor, self-propelled without blade; Compressor, (any power) one thousand two hundred fifty (1,250) cu. ft. and over, total capacity; Concrete, Batch Plant Quality control; Concrete, Combination Mixer and compressor operator, gunite work; Concrete, Curb Machine, Mechanical Berm, Curb and/or Curb and Gutter; Concrete, Finishing Machine; Concrete, Grouting Machine; Concrete, Internal Full Slab Vibrator Operator; Concrete, Joint Machine; Concrete, Mixer single drum, any capacity; Concrete, Paving Machine eight foot (8') or less; Concrete, Planer; Concrete, Pump; Concrete, Pump Truck; Concrete, Pumpcrete Operator (any type); Concrete, Slip Form Pumps, power driven hydraulic lifting device for concrete forms; Conveyored Material Hauler; Crane, Boom Truck under twenty (20) tons; Crane, Boom Type lifting device, five (5) ton capacity or less; Drill, Directional type less than twenty thousand (20,000) lbs. pullback; Fork Lift, over ten (10) ton or Robotic; Helicopter Hoist; Hoist Operator, single drum; Hydraulic Backhoe track type up to and including twenty thousand (20,000) lbs.; Hydraulic Backhoe wheel type (any make); Laser Screed; Loaders, rubber-tired type, less than twenty five thousand (25,000) lbs.; Pavement Grinder and/or Grooving Machine (riding type); Pipe, cast in place Pipe Laying Machine; Pulva-Mixer or similar types; Pump Operator, more than five (5) pumps (any size); Rail, Ballast Compactor, Regulator, or Tamper machines; Service Oiler (Greaser); Sweeper Self-Propelled; Tractor, Rubber-Tired, fifty (50) HP flywheel and under; Trenching Machine Operator, maximum digging capacity three foot (3') depth; Tunnel, Locomotive, Dinkey; Tunnel, Power Jumbo setting slip forms, etc. Group 6 Asphalt, Pugmill (any type); Asphalt, Raker; Asphalt, Truck Mounted Asphalt Spreader, with Screed; Auger Oiler; Boatman; Bobcat, skid steed (less than one (1) yard); Broom, self-propelled; Compressor Operator (any power) under 1,250 cu. ft. total capacity; Concrete Curing Machine (riding type); Concrete Saw; Conveyor Operator or Assistant; Crane, Tugger; Crusher Feederman; Crusher Oiler; Deckhand; Drill, Directional Locator; Fork Lift; Grade Checker; Guardrail Punch Oiler; Hydrographic Seeder Machine, straw, pulp or seed; Hydrostatic Pump Operator; Mixer Box (CTB, dry batch, etc.); Oiler; Plant Oiler; Pump (any power); Rail, Brakeman, Switchman, Motorman; Rail, Tamping Machine, mechanical, self-propelled; Rigger; Roller grading (not asphalt); Truck, Crane Oiler-Driver ---------------------------------------------------------------- IRON0014-005 01/01/2024 ADAMS, ASOTIN, BENTON, COLUMBIA, DOUGLAS, FERRY, FRANKLIN, GARFIELD, GRANT, LINCOLN, OKANOGAN, PEND ORIELLE, SPOKANE, STEVENS, WALLA WALLA AND WHITMAN COUNTIES Rates Fringes IRONWORKER.......................$ 38.91 32.27 ---------------------------------------------------------------- IRON0029-002 01/02/2023 CLARK, COWLITZ, KLICKITAT, PACIFIC, SKAMANIA, AND WAHKAIKUM COUNTIES Rates Fringes IRONWORKER.......................$ 42.27 32.57 ---------------------------------------------------------------- IRON0086-002 01/01/2024 YAKIMA, KITTITAS AND CHELAN COUNTIES Rates Fringes IRONWORKER.......................$ 38.91 32.27 ---------------------------------------------------------------- IRON0086-004 01/01/2024 CLALLAM, GRAYS HARBOR, ISLAND, JEFFERSON, KING, KITSAP, LEWIS, MASON, PIERCE, SKAGIT, SNOHOMISH, THURSTON, AND WHATCOM COUNTIES Rates Fringes IRONWORKER.......................$ 53.45 34.02 ---------------------------------------------------------------- LABO0238-004 06/01/2023 A-1 AREA: ASOTIN, BENTON, FRANKLIN, GARFIELD, LINCOLN, SPOKANE, WALLA WALLA, & WHITMAN COUNTIES A-2 AREA: ADAMS, COLUMBIA,DOUGLAS (East of 120th Meridian), FERRY, GRANT, OKANOGAN, PEND OREILLE, & STEVENS COUNTIES Rates Fringes LABORER (A-1) GROUP 1.....................$ 30.88 15.70 GROUP 2.....................$ 33.72 15.70 GROUP 3.....................$ 34.03 15.70 GROUP 4.....................$ 34.33 15.70 GROUP 5.....................$ 34.64 15.70 LABORER (A-2) GROUP 1.....................$ 33.88 15.60 GROUP 2.....................$ 36.72 15.60 GROUP 3.....................$ 37.03 15.60 GROUP 4.....................$ 37.33 15.60 GROUP 5.....................$ 37.64 15.60 LABORERS CLASSIFICATIONS GROUP 1: Flagman; Landscape Laborer; Scaleman; Traffic Control Maintenance Laborer (to include erection and maintenance of barricades, signs and relief of flagperson); Window Washer/Cleaner (detail cleanup, such as, but not limited to cleaning floors, ceilings, walls, windows, etc. prior to final acceptance by the owner) GROUP 2: Asbestos Abatement Worker; Brush Hog Feeder; Carpenter Tender; Cement Handler; Clean-up Laborer; Concrete Crewman (to include stripping of forms, hand operating jacks on slip form construction, application of concrete curing compounds, pumpcrete machine, signaling, handling the nozzle of squeezcrete or similar machine,6 inches and smaller); Confined Space Attendant; Concrete Signalman; Crusher Feeder; Demolition (to include clean-up, burning, loading, wrecking and salvage of all material); Dumpman; Fence Erector; Firewatch; Form Cleaning Machine Feeder, Stacker; General Laborer; Grout Machine Header Tender; Guard Rail (to include guard rails, guide and reference posts, sign posts, and right-of-way markers); Hazardous Waste Worker, Level D (no respirator is used and skin protection is minimal); Miner, Class ""A"" (to include all bull gang, concrete crewman, dumpman and pumpcrete crewman, including distributing pipe, assembly & dismantle, and nipper); Nipper; Riprap Man; Sandblast Tailhoseman; Scaffold Erector (wood or steel); Stake Jumper; Structural Mover (to include separating foundation, preparation, cribbing, shoring, jacking and unloading of structures); Tailhoseman (water nozzle); Timber Bucker and Faller (by hand); Track Laborer (RR); Truck Loader; Well-Point Man; All Other Work Classifications Not Specially Listed Shall Be Classified As General Laborer GROUP 3: Asphalt Roller, walking; Cement Finisher Tender; Concrete Saw, walking; Demolition Torch; Dope Pot Firemen, non-mechanical; Driller Tender (when required to move and position machine); Form Setter, Paving; Grade Checker using level; Hazardous Waste Worker, Level C (uses a chemical ""splash suit"" and air purifying respirator); Jackhammer Operator; Miner, Class ""B"" (to include brakeman, finisher, vibrator, form setter); Nozzleman (to include squeeze and flo-crete nozzle); Nozzleman, water, air or steam; Pavement Breaker (under 90 lbs.); Pipelayer, corrugated metal culvert; Pipelayer, multi- plate; Pot Tender; Power Buggy Operator; Power Tool Operator, gas, electric, pneumatic; Railroad Equipment, power driven, except dual mobile power spiker or puller; Railroad Power Spiker or Puller, dual mobile; Rodder and Spreader; Tamper (to include operation of Barco, Essex and similar tampers); Trencher, Shawnee; Tugger Operator; Wagon Drills; Water Pipe Liner; Wheelbarrow (power driven) GROUP 4: Air and Hydraulic Track Drill; Aspahlt Raker;Brush Machine (to include horizontal construction joint cleanup brush machine, power propelled); Caisson Worker, free air; Chain Saw Operator and Faller; Concrete Stack (to include laborers when laborers working on free standing concrete stacks for smoke or fume control above 40 feet high); Gunite (to include operation of machine and nozzle); Hazardous Waste Worker, Level B (uses same respirator protection as Level A. A supplied air line is provided in conjunction with a chemical ""splash suit""); High Scaler; Laser Beam Operator (to include grade checker and elevation control); Miner, Class C (to include miner, nozzleman for concrete, laser beam operator and rigger on tunnels); Monitor Operator (air track or similar mounting); Mortar Mixer; Nozzleman (to include jet blasting nozzleman, over 1,200 lbs., jet blast machine power propelled, sandblast nozzle); Pavement Breaker (90 lbs. and over); Pipelayer (to include working topman, caulker, collarman, jointer, mortarman, rigger, jacker, shorer, valve or meter installer); Pipewrapper; Plasterer Tender; Vibrators (all) GROUP 5 - Drills with Dual Masts; Hazardous Waste Worker, Level A (utilizes a fully encapsulated suit with a self-contained breathing apparatus or a supplied air line); Miner Class ""D"", (to include raise and shaft miner, laser beam operator on riases and shafts) ---------------------------------------------------------------- LABO0238-006 06/01/2023 COUNTIES EAST OF THE 120TH MERIDIAN: ADAMS, ASOTIN, BENTON, CHELAN, COLUMBIA, DOUGLAS, FERRY, FRANKLIN, GARFIELD, GRANT, LINCOLN, OKANOGAN, PEND OREILLE, STEVENS, SPOKANE, WALLA WALLA, WHITMAN Rates Fringes Hod Carrier......................$ 34.97 15.70 ---------------------------------------------------------------- LABO0242-003 06/01/2022 KING COUNTY Rates Fringes LABORER GROUP 1.....................$ 29.82 13.80 GROUP 2A....................$ 34.20 13.80 GROUP 3.....................$ 42.86 13.80 GROUP 4.....................$ 43.90 13.80 GROUP 5.....................$ 44.62 13.80 Group 6.....................$ 45.91 13.90 BASE POINTS: BELLINGHAM, MT. VERNON, EVERETT, SEATTLE, KENT, TACOMA, OLYMPIA, CENTRALIA, ABERDEEN, SHELTON, PT. TOWNSEND, PT. ANGELES, AND BREMERTON ZONE 1 - Projects within 25 radius miles of the respective city hall ZONE 2 - More than 25 but less than 45 radius miles from the respective city hall ZONE 3 - More than 45 radius miles from the respective city hall ZONE DIFFERENTIAL (ADD TO ZONE 1 RATES): ZONE 2 - $1.00 ZONE 3 - $1.30 BASE POINTS: CHELAN, SUNNYSIDE, WENATCHEE, AND YAKIMA ZONE 1 - Projects within 25 radius miles of the respective city hall ZONE 2 - More than 25 radius miles from the respective city hall ZONE DIFFERENTIAL (ADD TO ZONE 1 RATES): ZONE 2 - $2.25 LABORERS CLASSIFICATIONS GROUP 1: Landscaping and Planting; Watchman; Window Washer/Cleaner (detail clean-up, such as but not limited to cleaning floors, ceilings, walls, windows, etc., prior to final acceptance by the owner) GROUP 2A: Batch Weighman; Crusher Feeder; Fence Laborer; Flagman; Pilot Car GROUP 3: General Laborer; Air, Gas, or Electric Vibrating Screed; Asbestos Abatement Laborer; Ballast Regulator Machine; Brush Cutter; Brush Hog Feeder; Burner; Carpenter Tender; Cement Finisher Tender; Change House or Dry Shack; Chipping Gun (under 30 lbs.); Choker Setter; Chuck Tender; Clean-up Laborer; Concrete Form Stripper; Curing Laborer; Demolition (wrecking and moving including charred material); Ditch Digger; Dump Person; Fine Graders; Firewatch; Form Setter; Gabian Basket Builders; Grout Machine Tender; Grinders; Guardrail Erector; Hazardous Waste Worker (Level C: uses a chemical ""splash suit"" and air purifying respirator); Maintenance Person; Material Yard Person; Pot Tender; Rip Rap Person; Riggers; Scale Person; Sloper Sprayer; Signal Person; Stock Piler; Stake Hopper; Toolroom Man (at job site); Topper-Tailer; Track Laborer; Truck Spotter; Vinyl Seamer GROUP 4: Cement Dumper-Paving; Chipping Gun (over 30 lbs.); Clary Power Spreader; Concrete Dumper/Chute Operator; Concrete Saw Operator; Drill Operator (hydraulic, diamond, aiartrac); Faller and Bucker Chain Saw; Grade Checker and Transit Person; Groutmen (pressure) including post tension beams; Hazardous Waste Worker (Level B: uses same respirator protection as Level A. A supplied air line is provided in conjunction with a chemical ""splash suit""); High Scaler; Jackhammer; Laserbeam Operator; Manhole Builder-Mudman; Nozzleman (concrete pump, green cutter when using combination of high pressure air and water on concrete and rock, sandblast, gunite, shotcrete, water blaster, vacuum blaster); Pavement Breaker; Pipe Layer and Caulker; Pipe Pot Tender; Pipe Reliner (not insert type); Pipe Wrapper; Power Jacks; Railroad Spike Puller-Power; Raker-Asphalt; Rivet Buster; Rodder; Sloper (over 20 ft); Spreader (concrete); Tamper and Similar electric, air and glas operated tool; Timber Person-sewer (lagger shorer and cribber); Track Liner Power; Tugger Operator; Vibrator; Well Point Laborer GROUP 5: Caisson Worker; Mortarman and Hodcarrier; Powderman; Re-Timberman; Hazardous Waste Worker (Level A: utilizes a fully encapsulated suit with a self-contained breathing apparatus or a supplied air line). Group 6: Miner ---------------------------------------------------------------- LABO0252-010 06/01/2022 CLALLAM, GRAYS HARBOR, JEFFERSON, KITSAP, LEWIS, MASON, PACIFIC (EXCLUDING SOUTHWEST), PIERCE, AND THURSTON COUNTIES Rates Fringes LABORER GROUP 1.....................$ 29.82 13.80 GROUP 2.....................$ 34.20 13.80 GROUP 3.....................$ 42.86 13.80 GROUP 4.....................$ 43.90 13.80 GROUP 5.....................$ 44.62 13.80 BASE POINTS: BELLINGHAM, MT. VERNON, EVERETT, SEATTLE, KENT, TACOMA, OLYMPIA, CENTRALIA, ABERDEEN, SHELTON, PT. TOWNSEND, PT. ANGELES, AND BREMERTON ZONE 1 - Projects within 25 radius miles of the respective city hall ZONE 2 - More than 25 but less than 45 radius miles from the respective city hall ZONE 3 - More than 45 radius miles from the respective city hall ZONE DIFFERENTIAL (ADD TO ZONE 1 RATES): ZONE 2 - $1.00 ZONE 3 - $1.30 BASE POINTS: CHELAN, SUNNYSIDE, WENATCHEE, AND YAKIMA ZONE 1 - Projects within 25 radius miles of the respective city hall ZONE 2 - More than 25 radius miles from the respective city hall ZONE DIFFERENTIAL (ADD TO ZONE 1 RATES): ZONE 2 - $2.25 LABORERS CLASSIFICATIONS GROUP 1: Landscaping and Planting; Watchman; Window Washer/Cleaner (detail clean-up, such as but not limited to cleaning floors, ceilings, walls, windows, etc., prior to final acceptance by the owner) GROUP 2: Batch Weighman; Crusher Feeder; Fence Laborer; Flagman; Pilot Car GROUP 3: General Laborer; Air, Gas, or Electric Vibrating Screed; Asbestos Abatement Laborer; Ballast Regulator Machine; Brush Cutter; Brush Hog Feeder; Burner; Carpenter Tender; Cement Finisher Tender; Change House or Dry Shack; Chipping Gun (under 30 lbs.); Choker Setter; Chuck Tender; Clean-up Laborer; Concrete Form Stripper; Curing Laborer; Demolition (wrecking and moving including charred material); Ditch Digger; Dump Person; Fine Graders; Firewatch; Form Setter; Gabian Basket Builders; Grout Machine Tender; Grinders; Guardrail Erector; Hazardous Waste Worker (Level C: uses a chemical ""splash suit"" and air purifying respirator); Maintenance Person; Material Yard Person; Pot Tender; Rip Rap Person; Riggers; Scale Person; Sloper Sprayer; Signal Person; Stock Piler; Stake Hopper; Toolroom Man (at job site); Topper-Tailer; Track Laborer; Truck Spotter; Vinyl Seamer GROUP 4: Cement Dumper-Paving; Chipping Gun (over 30 lbs.); Clary Power Spreader; Concrete Dumper/Chute Operator; Concrete Saw Operator; Drill Operator (hydraulic, diamond, aiartrac); Faller and Bucker Chain Saw; Groutmen (pressure) including post tension beams; Hazardous Waste Worker (Level B: uses same respirator protection as Level A. A supplied air line is provided in conjunction with a chemical ""splash suit""); Jackhammer; Laserbeam Operator; Manhole Builder-Mudman; Nozzleman (concrete pump, green cutter when using combination of high pressure air and water on concrete and rock, sandblast, gunite, shotcrete, water blaster, vacuum blaster); Pavement Breaker; Pipe Layer and Caulker; Pipe Pot Tender; Pipe Reliner (not insert type); Pipe Wrapper; Power Jacks; Railroad Spike Puller-Power; Raker-Asphalt; Rivet Buster; Rodder; Sloper (over 20 ft); Spreader (concrete); Tamper and Similar electric, air and glas operated tool; Timber Person-sewer (lagger shorer and cribber); Track Liner Power; Tugger Operator; Vibrator; Well Point Laborer GROUP 5: Caisson Worker; Miner; Mortarman and Hodcarrier; Grade Checker and Transit Person; High Scaler; Powderman; Re-Timberman; Hazardous Waste Worker (Level A: utilizes a fully encapsulated suit with a self-contained breathing apparatus or a supplied air line). ---------------------------------------------------------------- LABO0292-008 06/01/2022 ISLAND, SAN JUAN, SKAGIT, SNOHOMISH, AND WHATCOM COUNTIES Rates Fringes LABORER GROUP 1.....................$ 29.82 13.80 GROUP 2.....................$ 34.20 13.80 GROUP 3.....................$ 42.86 13.80 GROUP 4.....................$ 43.90 13.80 GROUP 5.....................$ 44.62 13.80 BASE POINTS: BELLINGHAM, MT. VERNON, EVERETT, SEATTLE, KENT, TACOMA, OLYMPIA, CENTRALIA, ABERDEEN, SHELTON, PT. TOWNSEND, PT. ANGELES, AND BREMERTON ZONE 1 - Projects within 25 radius miles of the respective city hall ZONE 2 - More than 25 but less than 45 radius miles from the respective city hall ZONE 3 - More than 45 radius miles from the respective city hall ZONE DIFFERENTIAL (ADD TO ZONE 1 RATES): ZONE 2 - $1.00 ZONE 3 - $1.30 BASE POINTS: CHELAN, SUNNYSIDE, WENATCHEE, AND YAKIMA ZONE 1 - Projects within 25 radius miles of the respective city hall ZONE 2 - More than 25 radius miles from the respective city hall ZONE DIFFERENTIAL (ADD TO ZONE 1 RATES): ZONE 2 - $2.25 LABORERS CLASSIFICATIONS GROUP 1: Landscaping and Planting; Watchman; Window Washer/Cleaner (detail clean-up, such as but not limited to cleaning floors, ceilings, walls, windows, etc., prior to final acceptance by the owner) GROUP 2: Batch Weighman; Crusher Feeder; Fence Laborer; Flagman; Pilot Car GROUP 3: General Laborer; Air, Gas, or Electric Vibrating Screed; Asbestos Abatement Laborer; Ballast Regulator Machine; Brush Cutter; Brush Hog Feeder; Burner; Carpenter Tender; Cement Finisher Tender; Change House or Dry Shack; Chipping Gun (under 30 lbs.); Choker Setter; Chuck Tender; Clean-up Laborer; Concrete Form Stripper; Curing Laborer; Demolition (wrecking and moving including charred material); Ditch Digger; Dump Person; Fine Graders; Firewatch; Form Setter; Gabian Basket Builders; Grout Machine Tender; Grinders; Guardrail Erector; Hazardous Waste Worker (Level C: uses a chemical ""splash suit"" and air purifying respirator); Maintenance Person; Material Yard Person; Pot Tender; Rip Rap Person; Riggers; Scale Person; Sloper Sprayer; Signal Person; Stock Piler; Stake Hopper; Toolroom Man (at job site); Topper-Tailer; Track Laborer; Truck Spotter; Vinyl Seamer GROUP 4: Cement Dumper-Paving; Chipping Gun (over 30 lbs.); Clary Power Spreader; Concrete Dumper/Chute Operator; Concrete Saw Operator; Drill Operator (hydraulic, diamond, aiartrac); Faller and Bucker Chain Saw; Grade Checker and Transit Person; Groutmen (pressure) including post tension beams; Hazardous Waste Worker (Level B: uses same respirator protection as Level A. A supplied air line is provided in conjunction with a chemical ""splash suit""); High Scaler; Jackhammer; Laserbeam Operator; Manhole Builder-Mudman; Nozzleman (concrete pump, green cutter when using combination of high pressure air and water on concrete and rock, sandblast, gunite, shotcrete, water blaster, vacuum blaster); Pavement Breaker; Pipe Layer and Caulker; Pipe Pot Tender; Pipe Reliner (not insert type); Pipe Wrapper; Power Jacks; Railroad Spike Puller-Power; Raker-Asphalt; Rivet Buster; Rodder; Sloper (over 20 ft); Spreader (concrete); Tamper and Similar electric, air and glas operated tool; Timber Person-sewer (lagger shorer and cribber); Track Liner Power; Tugger Operator; Vibrator; Well Point Laborer GROUP 5: Caisson Worker; Miner; Mortarman and Hodcarrier; Powderman; Re-Timberman; Hazardous Waste Worker (Level A: utilizes a fully encapsulated suit with a self-contained breathing apparatus or a supplied air line). ---------------------------------------------------------------- LABO0335-001 06/01/2022 CLARK, COWLITZ, KLICKITAT, PACIFIC (SOUTH OF A STRAIGHT LINE MADE BY EXTENDING THE NORTH BOUNDARY LINE OF WAHKIAKUM COUNTY WEST TO THE PACIFIC OCEAN), SKAMANIA AND WAHKIAKUM COUNTIES Rates Fringes Laborers: ZONE 1: GROUP 1....................$ 37.98 13.80 GROUP 2....................$ 38.76 13.80 GROUP 3....................$ 39.35 13.80 GROUP 4....................$ 39.85 13.80 GROUP 5....................$ 34.75 13.80 GROUP 6....................$ 31.61 13.80 GROUP 7....................$ 27.44 13.80 Zone Differential (Add to Zone 1 rates): Zone 2 $ 0.65 Zone 3 - 1.15 Zone 4 - 1.70 Zone 5 - 2.75 BASE POINTS: LONGVIEW AND VANCOUVER ZONE 1: Projects within 30 miles of the respective city all. ZONE 2: More than 30 miles but less than 40 miles from the respective city hall. ZONE 3: More than 40 miles but less than 50 miles from the respective city hall. ZONE 4: More than 50 miles but less than 80 miles from the respective city hall. ZONE 5: More than 80 miles from the respective city hall. LABORERS CLASSIFICATIONS GROUP 1: Asphalt Plant Laborers; Asphalt Spreaders; Batch Weighman; Broomers; Brush Burners and Cutters; Car and Truck Loaders; Carpenter Tender; Change-House Man or Dry Shack Man; Choker Setter; Clean-up Laborers; Curing, Concrete; Demolition, Wrecking and Moving Laborers; Dumpers, road oiling crew; Dumpmen (for grading crew); Elevator Feeders; Median Rail Reference Post, Guide Post, Right of Way Marker; Fine Graders; Fire Watch; Form Strippers (not swinging stages); General Laborers; Hazardous Waste Worker; Leverman or Aggregate Spreader (Flaherty and similar types); Loading Spotters; Material Yard Man (including electrical); Pittsburgh Chipper Operator or Similar Types; Railroad Track Laborers; Ribbon Setters (including steel forms); Rip Rap Man (hand placed); Road Pump Tender; Sewer Labor; Signalman; Skipman; Slopers; Spraymen; Stake Chaser; Stockpiler; Tie Back Shoring; Timber Faller and Bucker (hand labor); Toolroom Man (at job site); Tunnel Bullgang (above ground); Weight-Man- Crusher (aggregate when used) GROUP 2: Applicator (including pot power tender for same), applying protective material by hand or nozzle on utility lines or storage tanks on project; Brush Cutters (power saw); Burners; Choker Splicer; Clary Power Spreader and similar types; Clean- up Nozzleman-Green Cutter (concrete, rock, etc.); Concrete Power Buggyman; Concrete Laborer; Crusher Feeder; Demolition and Wrecking Charred Materials; Gunite Nozzleman Tender; Gunite or Sand Blasting Pot Tender; Handlers or Mixers of all Materials of an irritating nature (including cement and lime); Tool Operators (includes but not limited to: Dry Pack Machine; Jackhammer; Chipping Guns; Paving Breakers); Pipe Doping and Wrapping; Post Hole Digger, air, gas or electric; Vibrating Screed; Tampers; Sand Blasting (Wet); Stake-Setter; Tunnel-Muckers, Brakemen, Concrete Crew, Bullgang (underground) GROUP 3: Asbestos Removal; Bit Grinder; Drill Doctor; Drill Operators, air tracks, cat drills, wagon drills, rubber-mounted drills, and other similar types including at crusher plants; Gunite Nozzleman; High Scalers, Strippers and Drillers (covers work in swinging stages, chairs or belts, under extreme conditions unusual to normal drilling, blasting, barring-down, or sloping and stripping); Manhole Builder; Powdermen; Concrete Saw Operator; Pwdermen; Power Saw Operators (Bucking and Falling); Pumpcrete Nozzlemen; Sand Blasting (Dry); Sewer Timberman; Track Liners, Anchor Machines, Ballast Regulators, Multiple Tampers, Power Jacks, Tugger Operator; Tunnel-Chuck Tenders, Nippers and Timbermen; Vibrator; Water Blaster GROUP 4: Asphalt Raker; Concrete Saw Operator (walls); Concrete Nozzelman; Grade Checker; Pipelayer; Laser Beam (pipelaying)-applicable when employee assigned to move, set up, align; Laser Beam; Tunnel Miners; Motorman-Dinky Locomotive-Tunnel; Powderman-Tunnel; Shield Operator-Tunnel GROUP 5: Traffic Flaggers GROUP 6: Fence Builders GROUP 7: Landscaping or Planting Laborers ---------------------------------------------------------------- LABO0335-019 06/01/2022 Rates Fringes Hod Carrier......................$ 37.98 13.80 ---------------------------------------------------------------- LABO0348-003 06/01/2022 CHELAN, DOUGLAS (W OF 12TH MERIDIAN), KITTITAS, AND YAKIMA COUNTIES Rates Fringes LABORER GROUP 1.....................$ 25.37 13.80 GROUP 2.....................$ 29.16 13.80 GROUP 3.....................$ 31.94 13.80 GROUP 4.....................$ 32.72 13.80 GROUP 5.....................$ 32.09 13.19 BASE POINTS: BELLINGHAM, MT. VERNON, EVERETT, SEATTLE, KENT, TACOMA, OLYMPIA, CENTRALIA, ABERDEEN, SHELTON, PT. TOWNSEND, PT. ANGELES, AND BREMERTON ZONE 1 - Projects within 25 radius miles of the respective city hall ZONE 2 - More than 25 but less than 45 radius miles from the respective city hall ZONE 3 - More than 45 radius miles from the respective city hall ZONE DIFFERENTIAL (ADD TO ZONE 1 RATES): ZONE 2 - $1.00 ZONE 3 - $1.30 BASE POINTS: CHELAN, SUNNYSIDE, WENATCHEE, AND YAKIMA ZONE 1 - Projects within 25 radius miles of the respective city hall ZONE 2 - More than 25 radius miles from the respective city hall ZONE DIFFERENTIAL (ADD TO ZONE 1 RATES): ZONE 2 - $2.25 LABORERS CLASSIFICATIONS GROUP 1: Landscaping and Planting; Watchman; Window Washer/Cleaner (detail clean-up, such as but not limited to cleaning floors, ceilings, walls, windows, etc., prior to final acceptance by the owner) GROUP 2: Batch Weighman; Crusher Feeder; Fence Laborer; Flagman; Pilot Car GROUP 3: General Laborer; Air, Gas, or Electric Vibrating Screed; Asbestos Abatement Laborer; Ballast Regulator Machine; Brush Cutter; Brush Hog Feeder; Burner; Carpenter Tender; Cement Finisher Tender; Change House or Dry Shack; Chipping Gun (under 30 lbs.); Choker Setter; Chuck Tender; Clean-up Laborer; Concrete Form Stripper; Curing Laborer; Demolition (wrecking and moving including charred material); Ditch Digger; Dump Person; Fine Graders; Firewatch; Form Setter; Gabian Basket Builders; Grout Machine Tender; Grinders; Guardrail Erector; Hazardous Waste Worker (Level C: uses a chemical ""splash suit"" and air purifying respirator); Maintenance Person; Material Yard Person; Pot Tender; Rip Rap Person; Riggers; Scale Person; Sloper Sprayer; Signal Person; Stock Piler; Stake Hopper; Toolroom Man (at job site); Topper-Tailer; Track Laborer; Truck Spotter; Vinyl Seamer GROUP 4: Cement Dumper-Paving; Chipping Gun (over 30 lbs.); Clary Power Spreader; Concrete Dumper/Chute Operator; Concrete Saw Operator; Drill Operator (hydraulic, diamond, aiartrac); Faller and Bucker Chain Saw; Grade Checker and Transit Person; Groutmen (pressure) including post tension beams; Hazardous Waste Worker (Level B: uses same respirator protection as Level A. A supplied air line is provided in conjunction with a chemical ""splash suit""); High Scaler; Jackhammer; Laserbeam Operator; Manhole Builder-Mudman; Nozzleman (concrete pump, green cutter when using combination of high pressure air and water on concrete and rock, sandblast, gunite, shotcrete, water blaster, vacuum blaster); Pavement Breaker; Pipe Layer and Caulker; Pipe Pot Tender; Pipe Reliner (not insert type); Pipe Wrapper; Power Jacks; Railroad Spike Puller-Power; Raker-Asphalt; Rivet Buster; Rodder; Sloper (over 20 ft); Spreader (concrete); Tamper and Similar electric, air and glas operated tool; Timber Person-sewer (lagger shorer and cribber); Track Liner Power; Tugger Operator; Vibrator; Well Point Laborer GROUP 5: Caisson Worker; Miner; Mortarman and Hodcarrier; Powderman; Re-Timberman; Hazardous Waste Worker (Level A: utilizes a fully encapsulated suit with a self-contained breathing apparatus or a supplied air line). ---------------------------------------------------------------- PAIN0005-002 07/01/2022 STATEWIDE EXCEPT CLARK, COWLITZ, KLICKITAT, PACIFIC (SOUTH), SKAMANIA, AND WAHKIAKUM COUNTIES Rates Fringes Painters: STRIPERS....................$ 33.37 18.53 ---------------------------------------------------------------- PAIN0005-004 03/01/2009 CLALLAM, GRAYS HARBOR, ISLAND, JEFFERSON, KING, KITSAP, LEWIS, MASON, PIERCE, SAN JUAN, SKAGIT, SNOHOMISH, THURSTON AND WHATCOM COUNTIES Rates Fringes PAINTER..........................$ 20.82 7.44 ---------------------------------------------------------------- * PAIN0005-006 07/01/2018 ADAMS, ASOTIN; BENTON AND FRANKLIN (EXCEPT HANFORD SITE); CHELAN, COLUMBIA, DOUGLAS, FERRY, GARFIELD, GRANT, KITTITAS, LINCOLN, OKANOGAN, PEND OREILLE, SPOKANE, STEVENS, WALLA WALLA, WHITMAN AND YAKIMA COUNTIES Rates Fringes PAINTER Application of Cold Tar Products, Epoxies, Polyure thanes, Acids, Radiation Resistant Material, Water and Sandblasting............$ 30.19 11.71 Over 30'/Swing Stage Work..$ 22.20 7.98 Brush, Roller, Striping, Steam-cleaning and Spray....$ 22.94 11.61 Lead Abatement, Asbestos Abatement...................$ 21.50 7.98 *$.70 shall be paid over and above the basic wage rates listed for work on swing stages and high work of over 30 feet. ---------------------------------------------------------------- * PAIN0055-003 04/01/2025 CLARK, COWLITZ, KLICKITAT, PACIFIC, SKAMANIA, AND WAHKIAKUM COUNTIES Rates Fringes PAINTER Brush & Roller..............$ 39.94 15.94 Spray and Sandblasting......$ 39.94 15.94 All high work over 60 ft. = base rate + $0.75 ---------------------------------------------------------------- * PAIN0055-006 04/01/2025 CLARK, COWLITZ, KLICKITAT, SKAMANIA and WAHKIAKUM COUNTIES Rates Fringes Painters: HIGHWAY & PARKING LOT STRIPER.....................$ 39.94 15.94 ---------------------------------------------------------------- PLAS0072-004 06/01/2023 ADAMS, ASOTIN, BENTON, CHELAN, COLUMBIA, DOUGLAS, FERRY, FRANKLIN, GARFIELD, GRANT, KITTITAS, LINCOLN, OKANOGAN, PEND OREILLE, SPOKANE, STEVENS, WALLA WALLA, WHITMAN, AND YAKIMA COUNTIES Rates Fringes CEMENT MASON/CONCRETE FINISHER ZONE 1......................$ 38.05 16.89 Zone Differential (Add to Zone 1 rate): Zone 2 - $3.00 BASE POINTS: Spokane, Pasco, Lewiston; Wenatchee Zone 1: 0 - 45 radius miles from the main post office Zone 2: Over 45 radius miles from the main post office ---------------------------------------------------------------- PLAS0528-001 06/01/2024 CLALLAM, COWLITZ, GRAYS HARBOR, ISLAND, JEFFERSON, KING, KITSAP, LEWIS, MASON, PACIFIC, PIERCE, SAN JUAN, SKAGIT, SNOHOMISH, THURSTON, WAHKIAKUM AND WHATCOM COUNTIES Rates Fringes CEMENT MASON CEMENT MASON................$ 54.16 21.27 COMPOSITION, TROWEL MACHINE, GRINDER, POWER TOOLS, GUNNITE NOZZLE.......$ 54.66 21.27 TROWELING MACHINE OPERATOR ON COMPOSITION..............$ 54.66 21.27 ---------------------------------------------------------------- PLAS0555-002 06/01/2023 CLARK, KLICKITAT AND SKAMANIA COUNTIES ZONE 1: Rates Fringes CEMENT MASON CEMENT MASONS DOING BOTH COMPOSITION/POWER MACHINERY AND SUSPENDED/HANGING SCAFFOLD..$ 45.06 19.95 CEMENT MASONS ON SUSPENDED, SWINGING AND/OR HANGING SCAFFOLD............$ 44.19 19.95 CEMENT MASONS...............$ 43.33 19.95 COMPOSITION WORKERS AND POWER MACHINERY OPERATORS...$ 44.19 19.95 Zone Differential (Add To Zone 1 Rates): Zone 2 - $0.65 Zone 3 - 1.15 Zone 4 - 1.70 Zone 5 - 3.00 BASE POINTS: BEND, CORVALLIS, EUGENE, MEDFORD, PORTLAND, SALEM, THE DALLES, VANCOUVER ZONE 1: Projects within 30 miles of the respective city hall ZONE 2: More than 30 miles but less than 40 miles from the respective city hall. ZONE 3: More than 40 miles but less than 50 miles from the respective city hall. ZONE 4: More than 50 miles but less than 80 miles from the respective city hall. ZONE 5: More than 80 miles from the respective city hall ---------------------------------------------------------------- TEAM0037-002 06/01/2024 CLARK, COWLITZ, KLICKITAT, PACIFIC (South of a straight line made by extending the north boundary line of Wahkiakum County west to the Pacific Ocean), SKAMANIA, AND WAHKIAKUM COUNTIES Rates Fringes Truck drivers: ZONE 1 GROUP 1....................$ 33.09 17.63 GROUP 2....................$ 33.24 17.63 GROUP 3....................$ 33.40 17.63 GROUP 4....................$ 33.72 17.63 GROUP 5....................$ 33.97 17.63 GROUP 6....................$ 34.18 17.63 GROUP 7....................$ 34.42 17.63 Zone Differential (Add to Zone 1 Rates): Zone 2 - $0.65 Zone 3 - 1.15 Zone 4 - 1.70 Zone 5 - 2.75 BASE POINTS: ASTORIA, THE DALLES, LONGVIEW AND VANCOUVER ZONE 1: Projects within 30 miles of the respective city hall. ZONE 2: More than 30 miles but less than 40 miles from the respective city hall. ZONE 3: More than 40 miles but less than 50 miles from the respective city hall. ZONE 4: More than 50 miles but less than 80 miles from the respective city hall. ZONE 5: More than 80 miles from the respective city hall. TRUCK DRIVERS CLASSIFICATIONS GROUP 1: A Frame or Hydra lifrt truck w/load bearing surface; Articulated Dump Truck; Battery Rebuilders; Bus or Manhaul Driver; Concrete Buggies (power operated); Concrete Pump Truck; Dump Trucks, side, end and bottom dumps, including Semi Trucks and Trains or combinations there of: up to and including 10 cu. yds.; Lift Jitneys, Fork Lifts (all sizes in loading, unloading and transporting material on job site); Loader and/or Leverman on Concrete Dry Batch Plant (manually operated); Pilot Car; Pickup Truck; Solo Flat Bed and misc. Body Trucks, 0-10 tons; Truck Tender; Truck Mechanic Tender; Water Wagons (rated capacity) up to 3,000 gallons; Transit Mix and Wet or Dry Mix - 5 cu. yds. and under; Lubrication Man, Fuel Truck Driver, Tireman, Wash Rack, Steam Cleaner or combinations; Team Driver; Slurry Truck Driver or Leverman; Tireman GROUP 2: Boom Truck/Hydra-lift or Retracting Crane; Challenger; Dumpsters or similar equipment all sizes; Dump Trucks/Articulated Dumps 6 cu to 10 cu.; Flaherty Spreader Driver or Leverman; Lowbed Equipment, Flat Bed Semi-trailer or doubles transporting equipment or wet or dry materials; Lumber Carrier, Driver-Straddle Carrier (used in loading, unloading and transporting of materials on job site); Oil Distributor Driver or Leverman; Transit mix and wet or dry mix trcuks: over 5 cu. yds. and including 7 cu. yds.; Vacuum Trucks; Water truck/Wagons (rated capacity) over 3,000 to 5,000 gallons GROUP 3: Ammonia Nitrate Distributor Driver; Dump trucks, side, end and bottom dumps, including Semi Trucks and Trains or combinations thereof: over 10 cu. yds. and including 30 cu. yds. includes Articulated Dump Trucks; Self-Propelled Street Sweeper; Transit mix and wet or dry mix truck: over 7 cu yds. and including 11 cu yds.; Truck Mechanic-Welder-Body Repairman; Utility and Clean-up Truck; Water Wagons (rated capacity) over 5,000 to 10,000 gallons GROUP 4: Asphalt Burner; Dump Trucks, side, end and bottom cumps, including Semi-Trucks and Trains or combinations thereof: over 30 cu. yds. and including 50 cu. yds. includes Articulated Dump Trucks; Fire Guard; Transit Mix and Wet or Dry Mix Trucks, over 11 cu. yds. and including 15 cu. yds.; Water Wagon (rated capacity) over 10,000 gallons to 15,000 gallons GROUP 5: Composite Crewman; Dump Trucks, side, end and bottom dumps, including Semi Trucks and Trains or combinations thereof: over 50 cu. yds. and including 60 cu. yds. includes Articulated Dump Trucks GROUP 6: Bulk Cement Spreader w/o Auger; Dry Pre-Batch concrete Mix Trucks; Dump trucks, side, end and bottom dumps, including Semi Trucks and Trains of combinations thereof: over 60 cu. yds. and including 80 cu. yds., and includes Articulated Dump Trucks; Skid Truck GROUP 7: Dump Trucks, side, end and bottom dumps, including Semi Trucks and Trains or combinations thereof: over 80 cu. yds. and including 100 cu. yds., includes Articulated Dump Trucks; Industrial Lift Truck (mechanical tailgate) ---------------------------------------------------------------- * TEAM0174-001 06/01/2024 CLALLAM, GRAYS HARBOR, ISLAND, JEFFERSON, KING, KITSAP, LEWIS, MASON, PACIFIC (North of a straight line made by extending the north boundary line of Wahkiakum County west to the Pacific Ocean), PIERCE, SAN JUAN, SKAGIT, SNOHOMISH, THURSTON AND WHATCOM COUNTIES Rates Fringes Truck drivers: ZONE A: GROUP 1:...................$ 52.88 26.52 GROUP 2:...................$ 52.04 26.52 GROUP 3:...................$ 49.23 26.52 GROUP 4:...................$ 44.26 26.52 GROUP 5:...................$ 52.43 26.52 ZONE B (25-45 miles from center of listed cities*): Add $.70 per hour to Zone A rates. ZONE C (over 45 miles from centr of listed cities*): Add $1.00 per hour to Zone A rates. *Zone pay will be calculated from the city center of the following listed cities: BELLINGHAM CENTRALIA RAYMOND OLYMPIA EVERETT SHELTON ANACORTES BELLEVUE SEATTLE PORT ANGELES MT. VERNON KENT TACOMA PORT TOWNSEND ABERDEEN BREMERTON TRUCK DRIVERS CLASSIFICATIONS GROUP 1 - ""A-frame or Hydralift"" trucks and Boom trucks or similar equipment when ""A"" frame or ""Hydralift"" and Boom truck or similar equipment is used; Buggymobile; Bulk Cement Tanker; Dumpsters and similar equipment, Tournorockers, Tournowagon, Tournotrailer, Cat DW series, Terra Cobra, Le Tourneau, Westinghouse, Athye Wagon, Euclid Two and Four-Wheeled power tractor with trailer and similar top-loaded equipment transporting material: Dump Trucks, side, end and bottom dump, including semi-trucks and trains or combinations thereof with 16 yards to 30 yards capacity: Over 30 yards $.15 per hour additional for each 10 yard increment; Explosive Truck (field mix) and similar equipment; Hyster Operators (handling bulk loose aggregates); Lowbed and Heavy Duty Trailer; Road Oil Distributor Driver; Spreader, Flaherty Transit mix used exclusively in heavy construction; Water Wagon and Tank Truck-3,000 gallons and over capacity GROUP 2 - Bulllifts, or similar equipment used in loading or unloading trucks, transporting materials on job site; Dumpsters, and similar equipment, Tournorockers, Tournowagon, Turnotrailer, Cat. D.W. Series, Terra Cobra, Le Tourneau, Westinghouse, Athye wagon, Euclid two and four-wheeled power tractor with trailer and similar top-loaded equipment transporting material: Dump trucks, side, end and bottom dump, including semi-trucks and trains or combinations thereof with less than 16 yards capacity; Flatbed (Dual Rear Axle); Grease Truck, Fuel Truck, Greaser, Battery Service Man and/or Tire Service Man; Leverman and loader at bunkers and batch plants; Oil tank transport; Scissor truck; Slurry Truck; Sno-Go and similar equipment; Swampers; Straddler Carrier (Ross, Hyster) and similar equipment; Team Driver; Tractor (small, rubber-tired)(when used within Teamster jurisdiction); Vacuum truck; Water Wagon and Tank trucks-less than 3,000 gallons capacity; Winch Truck; Wrecker, Tow truck and similar equipment GROUP 3 - Flatbed (single rear axle); Pickup Sweeper; Pickup Truck. (Adjust Group 3 upward by $2.00 per hour for onsite work only) GROUP 4 - Escort or Pilot Car GROUP 5 - Mechanic HAZMAT PROJECTS Anyone working on a HAZMAT job, where HAZMAT certification is required, shall be compensated as a premium, in addition to the classification working in as follows: LEVEL C: +$.25 per hour - This level uses an air purifying respirator or additional protective clothing. LEVEL B: +$.50 per hour - Uses same respirator protection as Level A. Supplied air line is provided in conjunction with a chemical ""splash suit."" LEVEL A: +$.75 per hour - This level utilizes a fully- encapsulated suit with a self-contained breathing apparatus or a supplied air line. ---------------------------------------------------------------- TEAM0690-004 06/01/2024 ADAMS, ASOTIN, BENTON, CHELAN, COLUMBIA, DOUGLAS, FERRY, FRANKLIN, GARFIELD, GRANT KITTITAS, LINCOLN, OKANOGAN, PEND OREILLE, SPOKANE, STEVENS, WALLA WALLA, WHITMAN AND YAKIMA COUNTIES Rates Fringes Truck drivers: (AREA 1: SPOKANE ZONE CENTER: Adams, Chelan, Douglas, Ferry, Grant, Kittitas, Lincoln, Okanogan, Pen Oreille, Spokane, Stevens, and Whitman Counties AREA 1: LEWISTON ZONE CENTER: Asotin, Columbia, and Garfield Counties AREA 2: PASCO ZONE CENTER: Benton, Franklin, Walla Walla and Yakima Counties) AREA 1: GROUP 1....................$ 36.83 20.93 GROUP 2....................$ 39.47 20.93 GROUP 3....................$ 39.58 20.93 GROUP 4....................$ 39.91 20.93 GROUP 5....................$ 40.02 20.93 GROUP 6....................$ 40.22 20.93 GROUP 7....................$ 40.56 20.93 GROUP 8....................$ 40.88 20.93 AREA 2: GROUP 1....................$ 33.83 20.93 GROUP 2....................$ 36.47 20.93 GROUP 3....................$ 36.58 20.93 GROUP 4....................$ 36.91 20.93 GROUP 5....................$ 37.02 20.93 GROUP 6....................$ 37.22 20.93 GROUP 7....................$ 37.56 20.93 GROUP 8....................$ 37.88 20.93 Zone Differential (Add to Zone 1 rate: Zone 1 + $2.00) BASE POINTS: Spokane, Pasco, Lewiston Zone 1: 0-45 radius miles from the main post office. Zone 2: Outside 45 radius miles from the main post office TRUCK DRIVERS CLASSIFICATIONS GROUP 1: Escort Driver or Pilot Car; Employee Haul; Power Boat Hauling Employees or Material GROUP 2: Fish Truck; Flat Bed Truck; Fork Lift (3000 lbs. and under); Leverperson (loading trucks at bunkers); Trailer Mounted Hydro Seeder and Mulcher; Seeder & Mulcher; Stationary Fuel Operator; Tractor (small, rubber-tired, pulling trailer or similar equipment) GROUP 3: Auto Crane (2000 lbs. capacity); Buggy Mobile & Similar; Bulk Cement Tanks & Spreader; Dumptor (6 yds. & under); Flat Bed Truck with Hydraullic System; Fork Lift (3001-16,000 lbs.); Fuel Truck Driver, Steamcleaner & Washer; Power Operated Sweeper; Rubber-tired Tunnel Jumbo; Scissors Truck; Slurry Truck Driver; Straddle Carrier (Ross, Hyster, & similar); Tireperson; Transit Mixers & Truck Hauling Concrete (3 yd. to & including 6 yds.); Trucks, side, end, bottom & articulated end dump (3 yards to and including 6 yds.); Warehouseperson (to include shipping & receiving); Wrecker & Tow Truck GROUP 4: A-Frame; Burner, Cutter, & Welder; Service Greaser; Trucks, side, end, bottom & articulated end dump (over 6 yards to and including 12 yds.); Truck Mounted Hydro Seeder; Warehouseperson; Water Tank truck (0-8,000 gallons) GROUP 5: Dumptor (over 6 yds.); Lowboy (50 tons & under); Self- loading Roll Off; Semi-Truck & Trailer; Tractor with Steer Trailer; Transit Mixers and Trucks Hauling Concrete (over 6 yds. to and including 10 yds.); Trucks, side, end, bottom and end dump (over 12 yds. to & including 20 yds.); Truck-Mounted Crane (with load bearing surface either mounted or pulled, up to 14 ton); Vacuum Truck (super sucker, guzzler, etc.) GROUP 6: Flaherty Spreader Box Driver; Flowboys; Fork Lift (over 16,000 lbs.); Dumps (Semi-end); Mechanic (Field); Semi- end Dumps; Transfer Truck & Trailer; Transit Mixers & Trucks Hauling Concrete (over 10 yds. to & including 20 yds.); Trucks, side, end, bottom and articulated end dump (over 20 yds. to & including 40 yds.); Truck and Pup; Tournarocker, DWs & similar with 2 or more 4 wheel-power tractor with trailer, gallonage or yardage scale, whichever is greater Water Tank Truck (8,001- 14,000 gallons); Lowboy(over 50 tons) GROUP 7: Oil Distributor Driver; Stringer Truck (cable oeprated trailer); Transit Mixers & Trucks Hauling Concrete (over 20 yds.); Truck, side, end, bottom end dump (over 40 yds. to & including 100 yds.); Truck Mounted Crane (with load bearing surface either mounted or pulled (16 through 25 tons); GROUP 8: Prime Movers and Stinger Truck; Trucks, side, end, bottom and articulated end dump (over 100 yds.); Helicopter Pilot Hauling Employees or Materials Footnote A - Anyone working on a HAZMAT job, where HAZMAT certification is required, shall be compensated as a premium, in additon to the classification working in as follows: LEVEL C-D: - $.50 PER HOUR (This is the lowest level of protection. This level may use an air purifying respirator or additional protective clothing. LEVEL A-B: - $1.00 PER HOUR (Uses supplied air is conjunction with a chemical spash suit or fully encapsulated suit with a self-contained breathing apparatus. Employees shall be paid Hazmat pay in increments of four(4) and eight(8) hours. NOTE: Trucks Pulling Equipment Trailers: shall receive $.15/hour over applicable truck rate ---------------------------------------------------------------- WELDERS - Receive rate prescribed for craft performing operation to which welding is incidental. ================================================================ Note: Executive Order (EO) 13706, Establishing Paid Sick Leave for Federal Contractors applies to all contracts subject to the Davis-Bacon Act for which the contract is awarded (and any solicitation was issued) on or after January 1, 2017. If this contract is covered by the EO, the contractor must provide employees with 1 hour of paid sick leave for every 30 hours they work, up to 56 hours of paid sick leave each year. Employees must be permitted to use paid sick leave for their own illness, injury or other health-related needs, including preventive care; to assist a family member (or person who is like family to the employee) who is ill, injured, or has other health-related needs, including preventive care; or for reasons resulting from, or to assist a family member (or person who is like family to the employee) who is a victim of, domestic violence, sexual assault, or stalking. Additional information on contractor requirements and worker protections under the EO is available at https://www.dol.gov/agencies/whd/government-contracts. Unlisted classifications needed for work not included within the scope of the classifications listed may be added after award only as provided in the labor standards contract clauses (29CFR 5.5 (a) (1) (iii)). ---------------------------------------------------------------- The body of each wage determination lists the classifications and wage rates that have been found to be prevailing for the type(s) of construction and geographic area covered by the wage determination. The classifications are listed in alphabetical order under rate identifiers indicating whether the particular rate is a union rate (current union negotiated rate), a survey rate, a weighted union average rate, a state adopted rate, or a supplemental classification rate. Union Rate Identifiers A four-letter identifier beginning with characters other than ""SU"", ""UAVG"", ?SA?, or ?SC? denotes that a union rate was prevailing for that classification in the survey. Example: PLUM0198-005 07/01/2024. PLUM is an identifier of the union whose collectively bargained rate prevailed in the survey for this classification, which in this example would be Plumbers. 0198 indicates the local union number or district council number where applicable, i.e., Plumbers Local 0198. The next number, 005 in the example, is an internal number used in processing the wage determination. The date, 07/01/2024 in the example, is the effective date of the most current negotiated rate. Union prevailing wage rates are updated to reflect all changes over time that are reported to WHD in the rates in the collective bargaining agreement (CBA) governing the classification. Union Average Rate Identifiers The UAVG identifier indicates that no single rate prevailed for those classifications, but that 100% of the data reported for the classifications reflected union rates. EXAMPLE: UAVG-OH-0010 01/01/2024. UAVG indicates that the rate is a weighted union average rate. OH indicates the State of Ohio. The next number, 0010 in the example, is an internal number used in producing the wage determination. The date, 01/01/2024 in the example, indicates the date the wage determination was updated to reflect the most current union average rate. A UAVG rate will be updated once a year, usually in January, to reflect a weighted average of the current rates in the collective bargaining agreements on which the rate is based. Survey Rate Identifiers The ""SU"" identifier indicates that either a single non-union rate prevailed (as defined in 29 CFR 1.2) for this classification in the survey or that the rate was derived by computing a weighted average rate based on all the rates reported in the survey for that classification. As a weighted average rate includes all rates reported in the survey, it may include both union and non-union rates. Example: SUFL2022-007 6/27/2024. SU indicates the rate is a single non-union prevailing rate or a weighted average of survey data for that classification. FL indicates the State of Florida. 2022 is the year of the survey on which these classifications and rates are based. The next number, 007 in the example, is an internal number used in producing the wage determination. The date, 6/27/2024 in the example, indicates the survey completion date for the classifications and rates under that identifier. ?SU? wage rates typically remain in effect until a new survey is conducted. However, the Wage and Hour Division (WHD) has the discretion to update such rates under 29 CFR 1.6(c)(1). State Adopted Rate Identifiers The ""SA"" identifier indicates that the classifications and prevailing wage rates set by a state (or local) government were adopted under 29 C.F.R 1.3(g)-(h). Example: SAME2023-007 01/03/2024. SA reflects that the rates are state adopted. ME refers to the State of Maine. 2023 is the year during which the state completed the survey on which the listed classifications and rates are based. The next number, 007 in the example, is an internal number used in producing the wage determination. The date, 01/03/2024 in the example, reflects the date on which the classifications and rates under the ?SA? identifier took effect under state law in the state from which the rates were adopted. ----------------------------------------------------------- WAGE DETERMINATION APPEALS PROCESS 1) Has there been an initial decision in the matter? This can be: a) a survey underlying a wage determination b) an existing published wage determination c) an initial WHD letter setting forth a position on a wage determination matter d) an initial conformance (additional classification and rate) determination On survey related matters, initial contact, including requests for summaries of surveys, should be directed to the WHD Branch of Wage Surveys. Requests can be submitted via email to davisbaconinfo@dol.gov or by mail to: Branch of Wage Surveys Wage and Hour Division U.S. Department of Labor 200 Constitution Avenue, N.W. Washington, DC 20210 Regarding any other wage determination matter such as conformance decisions, requests for initial decisions should be directed to the WHD Branch of Construction Wage Determinations. Requests can be submitted via email to BCWD-Office@dol.gov or by mail to: Branch of Construction Wage Determinations Wage and Hour Division U.S. Department of Labor 200 Constitution Avenue, N.W. Washington, DC 20210 2) If an initial decision has been issued, then any interested party (those affected by the action) that disagrees with the decision can request review and reconsideration from the Wage and Hour Administrator (See 29 CFR Part 1.8 and 29 CFR Part 7). Requests for review and reconsideration can be submitted via email to dba.reconsideration@dol.gov or by mail to: Wage and Hour Administrator U.S. Department of Labor 200 Constitution Avenue, N.W. Washington, DC 20210 The request should be accompanied by a full statement of the interested party's position and any information (wage payment data, project description, area practice material, etc.) that the requestor considers relevant to the issue. 3) If the decision of the Administrator is not favorable, an interested party may appeal directly to the Administrative Review Board (formerly the Wage Appeals Board). Write to: Administrative Review Board U.S. Department of Labor 200 Constitution Avenue, N.W. Washington, DC 20210. ================================================================ END OF GENERAL DECISION" SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE: CENTURY WEST E N G I N E E R I N G PUGET SOUND OFFICE 22232 17TH AVENUE SE SUITE #206 PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION AND ASSOCIATED IMPROVEMENTS - PHASE 1 C: \ C e n t u r y w e s t D r o p b o x \ P u g e t S o u n d \ P r o j e c t s \ R E N T O N , C I T Y O F \ ` T a x i w a y A R e h a b i l i t a t i o n \ C A D \ _ W O R K I N G \ S H E E T \ 0 4 _ G 2 . 3 C O N S T R U C T I O N S A F E T Y A N D P H A S I N G N O T E S & D E T A I L S . d w g 425.286.6602 OFFICE BOTHELL, WA 98021 R LU A 2 4 - 0 0 0 2 0 8 C2 4 0 0 3 6 8 1 TE D - 4 0 - 4 3 1 3 GENERAL WORK AREA NOTES: 1.THE CONTRACTOR SHALL BE RESTRICTED TO USE THE ENTRANCE AND HAULING ROUTES SHOWN ON THE DRAWINGS. FOLLOW AIRPORT AND FAA SAFETY PROCEDURES WHEN MOVING EQUIPMENT OR PERSONNEL. NO PERSONAL VEHICLES SHALL BE ALLOWED OUTSIDE OF THE STAGING AREA. THE AIRPORT MAY IMMEDIATELY REMOVE ANY PERSONNEL AND EQUIPMENT FROM THE SITE IN VIOLATION OF AIRPORT SAFETY PROCEDURES. 2.CONTRACTOR SHALL AVOID IMPACTS TO AIRFIELD LIGHTING AND PAVEMENTS OUTSIDE WORK AREA. CONTRACTOR SHALL PROVIDE TEMPORARY CONNECTIONS TO KEEP ELECTRICAL SYSTEMS ENERGIZED OUTSIDE OF THE WORK AREA AT NO COST TO AIRPORT. 3.LIMIT EQUIPMENT HEIGHT TO 12' FEET UNLESS OTHERWISE APPROVED BY THE ENGINEER. 4.LIMIT STOCK PILES TO 10' IN HEIGHT AND AT LEAST 320' FROM RUNWAY CENTERLINE AND 62' FROM TAXIWAY CENTERLINE. STOCK PILES SHALL NOT PENETRATE PART 77 SURFACES AS SHOWN IN THESE PLANS. 5.IN THE EVENT OF AN EMERGENCY, MOVE ALL EQUIPMENT AND PERSONNEL TO THE CONTRACTOR'S STAGING AREA UNLESS OTHERWISE DIRECTED BY THE ENGINEER. 6.ACCESS TO ANY WORK AREA MUST BE AUTHORIZED BY THE ENGINEER PRIOR TO WORK IN THAT AREA. NOTIFY THE ENGINEER A MINIMUM OF 72 HOURS PRIOR TO BEGINNING WORK IN ANY AREA. 7.PLACE LOW LEVEL BARRICADES, FOD BARRIER, AND TUBULAR MARKERS AS SHOWN AND DESCRIBED IN SECTION C-103 OF THE SPECIFICATIONS. ADDITIONALLY, LOW LEVEL BARRICADES SHALL BE PLACED AT ALL CONNECTOR TAXIWAY HOLD LINES DURING RUNWAY CLOSURES (APPROXIMATELY 850 LINEAR FEET TOTAL LENGTH). 8.FOR RUNWAY CLOSURE, PLACE CONTRACTOR-PROVIDED ILLUMINATED CLOSURE CROSSES AS SHOWN. DISENGAGE LIGHTING SYSTEM, BEACON, REILS, RUNWAY 16 PAPI, RUNWAY 34 PAPI, AND WINDCONE DURING RUNWAY CLOSURE(S). DO NOT IMPACT FAA-OWNED FACILITIES. 9.WHILE WORKING IN ANY AREA, THE CONTRACTOR SHALL HAVE AN AIRPORT RADIO CAPABLE OF MONITORING RENTON GROUND FREQUENCY (121.600) AND THE CTAF (124.7) DURING HOURS WHEN CONTROL TOWER IS CLOSED. 10.FOR ADDITIONAL REQUIREMENTS, REFER TO SECTION C-103, AIRPORT SAFETY, IN THE TECHNICAL SPECIFICATIONS. 11.MAINTAIN PUBLIC ACCESS TO ALL AIRPORT FACILITIES AND OPERATION AREAS, OUTSIDE OF CLOSED WORK AREAS, AT ALL TIMES. 12.THE CONTRACTOR SHALL MAINTAIN ACCESS TO THE AIRFIELD AT ALL TIMES DURING CONSTRUCTION FOR EMERGENCY AMBULANCE AND MEDI-VAC OPERATIONS. DURING MEDICAL EVACUATION EMERGENCIES CONTRACTOR SHALL MOVE ALL WORKERS AND EQUIPMENT TO THE STAGING AREA. 13.THE CONTRACTOR SHALL DISENGAGE LIGHTING CIRCUITS, DARKEN LIGHT FIXTURES, AND COVER GUIDANCE SIGNS AS DIRECTED BY THE AIRPORT OR ENGINEER TO PREVENT AIRCRAFT FROM TAXIING TOWARDS CLOSED WORK AREAS. 14.STAGING AREAS 1, 1A, 2, 3 AND 4 WILL BE AVAILABLE TO THE CONTRACTOR DURING CONSTRUCTION. 15.THE CONTRACTOR SHALL NOTIFY THE ENGINEER AND AIRPORT A MINIMUM OF 7 DAYS PRIOR TO ANY SCHEDULED RUNWAY CLOSURE WORK TO ALLOW NOTIFICATION TO TENANTS AND THE FAA. 16.AIRPORT WILL ISSUE NOTAMS FOR ALL RUNWAY CLOSURES AND OPERATIONAL IMPACTS. WORK IN SAFETY AREAS AND OBJECT FREE AREAS: 1.NO WORK IS ALLOWED IN ACTIVE RUNWAY AND TAXIWAY SAFETY AREAS. RUNWAY SAFETY AREA (RSA) AND TAXIWAY SAFETY AREA (TSA) ARE DEFINED AS AREAS THAT SHALL BE CLEARED AND GRADED AND HAVE NO RUTS, HUMPS, DEPRESSIONS, OR OTHER SURFACE VARIATIONS. THE MAXIMUM SLOPE ANYWHERE WITHIN A RUNWAY OR TAXIWAY SAFETY AREA SHALL BE 5%. IN TRANSITIONS FROM PAVED TO UNPAVED AREAS, A 1.5 INCH VERTICAL DROP IS ALLOWED. THE RUNWAY AND TAXIWAY SAFETY AREAS SHALL BE MAINTAINED AT ALL TIMES WHEN THE RUNWAY AND TAXIWAY ARE OPEN TO AIR TRAFFIC. PERSONNEL, EQUIPMENT, OR MATERIAL WITHIN A RUNWAY SAFETY AREA AT ANY TIME REQUIRES A CLOSURE. SAFETY AREAS THAT ARE CLOSED FOR CONSTRUCTION MUST MEET THESE CRITERIA PRIOR TO REOPENING. 2.THE CONTRACTOR SHALL ANTICIPATE THE CONSTRUCTION OF TEMPORARY FILLS, COMPACTION, AND GRADING TO MEET THE REQUIREMENTS OF "WORK IN SAFETY AREAS AND OBJECT FREE AREAS", PRIOR TO REOPENING RUNWAYS AND TAXIWAYS. THIS WORK IS CONSIDERED INCIDENTAL TO VARIOUS WORK ITEMS AND SEPARATE PAYMENT WILL NOT BE MADE. 3.CONTRACTOR SHALL NOT ENTER ANY ACTIVE RSA OR TSA WITHOUT AUTHORIZATION FROM THE AIRPORT. ALL EQUIPMENT, TOOLS, AND MATERIALS SHALL BE MOVED TO STAGING AREAS PRIOR TO REOPENING A RUNWAY OR TAXIWAY. 4.SAFETY AREA LIMITS TAXIWAY - 39.5' FROM RUNWAY 16-34 - 75' FROM 5.RUNWAY AND TAXIWAY OBJECT FREE ZONES ARE DEFINED AS AREAS THAT SHALL BE CLEAR OF FIXED OR MOVABLE OBJECTS. NO WORK MAY OCCUR IN TAXIWAY OBJECT OBJECT FREE AREAS UNLESS THE TAXIWAY IS CLOSED TO AIRCRAFT TRAFFIC. NO STORAGE OF EQUIPMENT, MATERIALS OR STOCKPILES IS ALLOWED WITHIN TAXIWAY OBJECT FREE AREAS. 6.OBJECT FREE AREA LIMITS TAXIWAYS - 62' FROM RUNWAY 16-34 - 250' FROM 7.RUNWAY AND TAXIWAY SAFETY AREA AND RUNWAY AND TAXIWAY OBJECT FREE AREA CRITERIA MUST BOTH BE MET PRIOR TO OPENING AN IMPACTED RUNWAY OR TAXIWAY. EQUIPMENT SHALL NOT BE STAGED WITHIN THE RUNWAY OBJECT FREE AREA. 8.CONTRACTOR SHALL ANTICIPATE A FOD WALK WITH AIRPORT STAFF, BOEING STAFF, AND THE ENGINEER PRIOR TO OPENING ANY AREA TO AIR TRAFFIC. THE PRIME CONTRACTOR SHALL ATTEND ANY FOD WALK AND CORRECT ANY DEFICIENCIES IMMEDIATELY PRIOR TO OPENING TO AIR TRAFFIC. CL CL WORK AREA DESCRIPTIONS: WORK SCHEDULES: ·SCHEDULE A: BASE BID - PHASE 1 ·SCHEDULE B: ADDITIVE PAVEMENT REHABILITATION - PHASE 1 (AIP ELIGIBLE) ·SCHEDULE C: ADDITIVE PAVEMENT REHABILITATION - PHASE 1 (NON-AIP ELIGIBLE) ·SCHEDULE D: ADDITIVE LIGHTING VAULT IMPROVEMENTS - PHASE 1 (AIP-ELIGIBLE) ·SCHEDULE E: ADDITIVE PAVEMENT REHABILITATION - PHASE 1 (BOEING NON-AIP ELIGIBLE) ·SCHEDULE F: ELECTRICAL ADDITIVE - PHASE 1 (AIP-ELIGIBLE) 1.WORK AREA 1 - SCHEDULE A, SCHEDULE D, & SCHEDULE F 2.WORK AREA 2 - SCHEDULE B, SCHEDULE C, SCHEDULE D, & SCHEDULE E 3.WORK AREA 3A - SCHEDULE A, SCHEDULE B, SCHEDULE C, SCHEDULE E, & SCHEDULE F 4.WORK AREA 3B - SCHEDULE A, SCHEDULE B, SCHEDULE C, SCHEDULE E, & SCHEDULE F 5.WORK AREA 4 - SCHEDULE A, SCHEDULE B, & SCHEDULE C, & SCHEDULE F 6.WORK AREA 5 - SCHEDULE A, SCHEDULE B, & SCHEDULE C, & SCHEDULE F 7.WORK AREA R1 - SCHEDULE A & SCHEDULE F 8.WORK AREA R3 - SCHEDULE A & SCHEDULE F 9.WORK AREA R4 - SCHEDULE A & SCHEDULE F 10.WORK AREA R5 - SCHEDULE A & SCHEDULE F 11.WORK AREA F1 - SCHEDULE A 12.WORK AREA F2 - SCHEDULE A TOTAL CONSTRUCTION TIME = 135 DAYS (SEE NOTE 4) WA 1 = 35 DAYS (S E E N O T E 6 ) B E G I N W O R K 2 0 2 6 EN D W O R K 2 0 2 6 NOTES: 1.THE WORD "DAYS" IN THIS DETAIL REFERS TO CONTINUOUS CALENDAR DAYS. 2.WA F1 SHALL BE PERFORMED CONCURRENTLY WITHIN THE CONSTRUCTION TIME OF WA 1 (35 DAYS). 3.WA F2 SHALL BE PERFORMED IN 5 CONTINUOUS CALENDAR DAYS AT ANY POINT CONCURRENTLY WITHIN CONSTRUCTION TIME OF WA 1 (35 DAYS). 4.A CONTINUOUS 2-CALENDAR DAY PERIOD SHALL BE ALLOWED AT THE CONCLUSION OF THE WORK, 30 DAYS AFTER FINAL PAVING, TO ALLOW FOR THE FINAL PAVEMENT MARKING APPLICATION AND FINAL SEEDING. DUE TO WEATHER CONDITIONS, THIS APPLICATION MAY BE DELAYED UNTIL SPRING 2027. THE CONTRACTOR SHALL ANTICIPATE PERFORMING THIS WORK AT NO ADDITIONAL COST TO THE OWNER, REGARDLESS OF THE TIMING OF APPLICATION. WITHIN THE 2-CALENDAR DAY PERIOD, THE RUNWAY WILL BE CLOSED FOR (1) PERIOD FROM 12:00PM TO 10:00PM. 5.WA 2 AND WA R1 MAY BE CONCURRENT WITH THE ALLOWABLE CONTRACT TIMELINE CONSTRAINTS. 6.PROCUREMENT OF ELECTRICAL EQUIPMENT AND INSTALLATION OF NEW AIRFIELD LIGHTING VAULT (SCHEDULE D), IF AWARDED, WILL INCLUDE A NOTICE TO PROCEED IN AUGUST OR SEPTEMBER 2025. SEE THE CALL FOR BIDS. INSTALLATION OF THE NEW AIRFIELD LIGHTING VAULT SHALL BE COMPLETE IN 5 CONTINUOUS CALENDAR DAYS (MONDAY-FRIDAY) AND SHALL NOT COUNT TOWARDS THE OVERALL CONTRACT TIME. IF THE INSTALLATION OF THE NEW AIRFIELD LIGHTING VAULT IS NOT COMPLETE IN 5 CONTINUOUS CALENDAR DAYS, LIQUIDATED DAMAGES WILL BE ASSESSED. 7.WORK IN WA 5 AND WA R5 CANNOT START UNTIL TUESDAY SEPTEMBER 8, 2026. CONTRACT TIME WILL PAUSE AFTER THE COMPLETION OF WA 4 AND WA R4 IF COMPLETE PRIOR TO SEPTEMBER 8, 2026 . WA 2 = 7 DAYS WA 3A = 21 DAYS WA 4 = 21 DAYS WA 5 = 21 DAYS WA R1 = 14 DAYS WA R4 = 14 DAYS TR A N S I T I O N A L SU R F A C E S = 7 : 1 T R A N S I T I O N A L S U R F A C E S = 7 : 1 CL CL PART 77 SURFACE EXISTING GROUND PROFILE GRADE AT RUNWAY CENTERLINE CONTRACTOR STOCKPILED MATERIAL AND EQUIPMENT SHALL NOT PENETRATE PART 77 SURFACE, NOR SHALL IT BE LEFT UNATTENDED WITHIN OBJECT FREE ZONES. RUNWAY 16-34 (250') CL WA F1 = 35 DAYS, WA F2 = 5 DAYS CL GENERAL SEQUENCING AND PHASING NOTES: 1.ALL PHASE 1 WORK SHALL BE COMPLETE WITHIN 133 CONSECUTIVE CALENDAR DAYS OF CONTRACT NOTICE TO PROCEED. IF WORK IS NOT COMPLETE WITHIN THE 133 CONSECUTIVE CALENDAR DAY PERIOD LIQUIDATED DAMAGES WILL BE ASSESSED. 2.COORDINATE WORK AREA CLOSURES WITH THE AIRPORT TO ENSURE ACCESS AS NEEDED TO MAINTAIN AIRPORT OPERATIONS, INCLUDING PROVIDING FOR AND MAINTAINING ACCESS TO THE FOLLOWING: ·BOEING C APRON AT ALL TIMES; ·ACCESS TO THE GA RAMP AT ALL TIMES; ·ACCESS TO THE HANGAR COMPLEX AT ALL TIMES; ·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© 2025 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS - PHASE Pl o t t e d B y : Va l e n z u e l a , Z a i r e S h e e t S e t : RN T _ T A X I W A Y A R E H A B L a y o u t : C6 . 1 Ma y 0 6 , 2 0 2 5 1 1 : 2 7 : 1 8 a m K: \ S E A _ P u b l i c S e c t o r \ 0 9 0 1 1 9 0 0 0 . 3 - R e n t o n A i r p o r t - T a x i w a y A \ 0 8 C A D D \ P l a n S h e e t s \ P h a s e 1 - 2 0 2 4 B i d P a c k a g e \ C 6 . 0 - P H A S E 1 D R A I N A G E S E R I E S . d w g TE D - 4 0 - 4 3 1 3 LU A 2 4 - 0 0 0 2 0 8 C2 4 0 0 3 6 8 1 MA T C H L I N E S T A . 3 2 + 3 3 . 8 4 S E E S H E E T C 6 . 2 REMOVE EXISTING STORM PIPE REMOVE EXISTING CATCH BASIN INSTALL NEW CATCH BASIN STORM DRAINAGE NOTES N 0 SCALE 1" = 40 80 40 CONNECT TO EXISTING STRUCTURE INSTALL NEW STORM DRAINAGE PIPE CONNECT EXISTING PIPE TO NEW CATCH BASIN INSTALL NEW STORM DRAIN PIPE AND CONNECT TO EXISTING STORM DRAIN PIPE WHERE EXISTING CATCH BASIN HAS BEEN REMOVED ADJUST STRUCTURE TO GRADE REMOVE AND REPLACE EXISTING STORM PIPE REMOVE AND REPLACE EXISTING CATCH BASIN SDSD LEGEND EXISTING STORM PIPE EXISTING STORM INLET PROPOSED STORM PIPE PROPOSED STORM STRUCTURE CONTRACTOR TO POTHOLE LOCATION AS SOON AS POSSIBLE AFTER CONTRACT EXECUTION AND PRIOR TO PREPARING STORM DRAINAGE STRUCTURE SUBMITTALS TO CONFIRM EXISTING STORM AND UTILITY LOCATIONS ABANDON EXISTING STORM DRAIN PIPE IN PLACE, FILL WITH CLSM PER P-153 GENERAL NOTES A.AIRCRAFT-RATED STORM DRAINAGE STRUCTURES, TYPE 2, 3, & 4 CATCH BASINS, SHALL BE AIRCRAFT LOAD RATED FOR A 100 KIP WHEEL LOAD. B.EXISTING CATCH BASINS MUST BE PROTECTED IN PLACE DURING CONSTRUCTION ACTIVITIES. R-431369 1 REMOVE SEDIMENT AND DEBRIS / CCTV PIPE ONCE SEDIMENT HAS BEEN REMOVED TRENCHLESS PIPE REPAIR AS DETERMINED BY THE ENGINEER 1 5/7/25 MS DCW ADDENDUM 1 APRIL 2025 35022.008.02 1" = 40' DSW AWB MS STORM DRAINAGE IMPROVEMENTS PLAN 1 OF 3 C6.1 69 OF 112 1 1 1 1 1 1 8''W 8''W 8''W8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W MP H 15 MP H 15 MP H 15 MP H 15 TAXIWAY A RUNWAY 16-34 T A X I W A Y A 3 176 LF 12" DI193 LF 12" DI 95 LF 12" RCP 12 LF 12" RCP 148 LF 12" DI 166 LF 12" DI 9 LF 99 LF 69 LF 62 LF 86 LF INV IN (12"): UNKNOWN E (EXISTING) 137 LF 12" DI 23.2 23.2 23.0 24.2 2 2 . 6 22.2 23.0 24.0 23.0 24.0 24.2 24 . 4 24. 2 24.4 25.0 25.0 NEW ELV: 24.15 SD IE 12" RCP(E)=17.95' IE 12" RCP(N)=20.23' SD S D SD SD CB17 - BID SCH B CB TYPE 3 - AIRCRAFT RATED STA: 32+60.08, 60.00' LT RIM: 24.68 INV OUT (12"): 20.35 S CB14 CB TYPE 2 - 48" AIRCRAFT RATED STA: 36+77.72, 60.00' LT RIM: 24.55 INV IN (12"): 16.91 SE INV IN (12"): 16.91 NE INV OUT (12"): 16.91 W CB11 CB TYPE 1 STA: 41+59.31, 99.32' RT RIM: 22.56 INV IN (12"): 19.07 S INV IN (6"): 19.57 W INV OUT (12"): 19.07 N CB16 CB TYPE 1 STA: 36+67.97, 113.89' RT RIM: 22.47 INV IN (12"): 19.40 N INV OUT (12"): 19.40 SW CB13 CB TYPE 1 STA: 38+02.53, 86.60' RT RIM: 22.01 INV IN (6"): 19.00 SE INV IN (6"): 19.00 NW INV OUT (12"): 18.50 SW CB10 CB TYPE 1 STA: 43+25.62, 99.21' RT RIM: 21.90 INV IN (12"): 18.57 S INV IN (12"): 20.60 E INV OUT (12"): 18.57 W CB12 CB TYPE 1 STA: 40+11.71, 99.42' RT RIM: 21.80 INV OUT (12"): 19.51 N IE 6" PVC(W)=20.23' IE 6" RCP(N)=19.95' CB15 CB TYPE 1 STA: 35+97.16, 50.84' RT RIM: 23.24 INV IN (12"): 18.85 S INV IN (12"): 18.85 NE INV OUT (12"): 18.85 NW 12 LF 12" RCP (EXISTING-EST.) R MBX KEYPLAN © 2025 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS - PHASE Pl o t t e d B y : Va l e n z u e l a , Z a i r e S h e e t S e t : RN T _ T A X I W A Y A R E H A B L a y o u t : C6 . 2 Ma y 0 6 , 2 0 2 5 1 1 : 2 7 : 2 3 a m K: \ S E A _ P u b l i c S e c t o r \ 0 9 0 1 1 9 0 0 0 . 3 - R e n t o n A i r p o r t - T a x i w a y A \ 0 8 C A D D \ P l a n S h e e t s \ P h a s e 1 - 2 0 2 4 B i d P a c k a g e \ C 6 . 0 - P H A S E 1 D R A I N A G E S E R I E S . d w g TE D - 4 0 - 4 3 1 3 LU A 2 4 - 0 0 0 2 0 8 C2 4 0 0 3 6 8 1 1 5/7/25 MS DCW ADDENDUM 1 APRIL 2025 35022.008.02 1" = 40' DSW AWB MS STORM DRAINAGE IMPROVEMENTS PLAN 2 OF 3 C6.2 70 OF 112 MA T C H L I N E S T A . 3 2 + 3 3 . 8 4 S E E S H E E T C 6 . 1 MA T C H L I N E S T A . 4 4 + 5 2 . 2 4 S E E S H E E T C 6 . 3 N 0 SCALE 1" = 40 80 40 STORM DRAINAGE NOTES GENERAL NOTES SDSD LEGEND EXISTING STORM PIPE EXISTING STORM INLET PROPOSED STORM PIPE PROPOSED STORM STRUCTURE REMOVE EXISTING STORM PIPE REMOVE EXISTING CATCH BASIN INSTALL NEW CATCH BASIN CONNECT TO EXISTING STRUCTURE INSTALL NEW STORM DRAINAGE PIPE CONNECT EXISTING PIPE TO NEW CATCH BASIN INSTALL NEW STORM DRAIN PIPE AND CONNECT TO EXISTING STORM DRAIN PIPE WHERE EXISTING CATCH BASIN HAS BEEN REMOVED ADJUST STRUCTURE TO GRADE REMOVE AND REPLACE EXISTING STORM PIPE REMOVE AND REPLACE EXISTING CATCH BASIN CONTRACTOR TO POTHOLE LOCATION AS SOON AS POSSIBLE AFTER CONTRACT EXECUTION AND PRIOR TO PREPARING STORM DRAINAGE STRUCTURE SUBMITTALS TO CONFIRM EXISTING STORM AND UTILITY LOCATIONS ABANDON EXISTING STORM DRAIN PIPE IN PLACE, FILL WITH CLSM PER P-153 R-431370 REMOVE SEDIMENT AND DEBRIS / CCTV PIPE ONCE SEDIMENT HAS BEEN REMOVED A.AIRCRAFT-RATED STORM DRAINAGE STRUCTURES, TYPE 2, 3, & 4 CATCH BASINS, SHALL BE AIRCRAFT LOAD RATED FOR A 100 KIP WHEEL LOAD. B.EXISTING CATCH BASINS MUST BE PROTECTED IN PLACE DURING CONSTRUCTION ACTIVITIES. 1 TRENCHLESS PIPE REPAIR AS DETERMINED BY THE ENGINEER 1 8''W MP H 15 MP H 15 TA X I W A Y A 2 RUNWAY 16-34 160 LF 64 LF 12" RCP 70 LF 12" RCP 161 LF 100 LF 12" DI 40 LF 12" RCP TA X I W A Y A 1 22.0 23.0 24.0 22.0 23.0 80 LF 12" DI 134 LF 12" DI 131 LF PROTECT EXISTING KC SEWER MAIN, TYP. INV IN (12"): UNKNOWN (EXISTING) TAXIWAY A 6 LF 12" RCP 20.6 19.619.8 20. 4 20. 2 21. 0 22.6 23.2 24.2 20.0 20.6 20.8 (EXISTING-EST.) (EXISTING-EST.) (EXISTING-EST.) (EXISTING-EST.) SCH C SCH C 23.0 24.0 25.0 22.0 NEW ELV: 21.00 SD IE 6" PVC(W)=18.18' IE 12" RCP(N)=17.91' IE 12" RCP(SE)=17.91' SD CB2 CB TYPE 1 STA: 51+91.56, 100.64' RT RIM: 21.26 INV IN (12"): 17.68 S INV IN (12"): 17.68 N INV OUT (12"): 17.68 W CB4 CB TYPE 1 STA: 50+33.48, 133.78' RT RIM: 20.78 INV IN (6"): 18.30 S INV OUT (12"): 18.26 NW CB1 CB TYPE 1 STA: 52+58.28, 120.31' RT RIM: 20.29 INV IN (6"): 18.42 W INV OUT (12"): 17.93 S CB6 CB TYPE 1 STA: 48+76.30, 100.24' RT RIM: 19.94 INV IN (12"): 15.69 S INV IN (6"): 16.45 N INV OUT (12"): 15.69 W CB9 CB TYPE 1 STA: 46+22.13, 100.22' RT RIM: 19.36 INV OUT (12"): 16.71 N CB7 CB TYPE 1 STA: 48+36.20, 100.44' RT RIM: 19.21 INV IN (12"): 15.85 S INV IN (6"): 16.31 W INV OUT (12"): 15.85 N CB8 CB TYPE 1 STA: 47+02.13, 100.30' RT RIM: 19.06 INV IN (12"): 16.39 S INV OUT (12"): 16.39 N CB5 - BID SCH C CB TYPE 4 - AIRCRAFT RATED SMH STA: 48+75.96, 59.76' LT RIM: 22.38 INV IN (12"): 15.31 E INV OUT (12"): 15.31 W CB3 - BID SCH C CB TYPE 4 - AIRCRAFT RATED SMH STA: 51+91.27, 60.00' LT RIM: 23.29 INV IN (12"): 17.12 E INV OUT (12"): 17.12 W R MBX KEYPLAN © 2025 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS - PHASE Pl o t t e d B y : Va l e n z u e l a , Z a i r e S h e e t S e t : RN T _ T A X I W A Y A R E H A B L a y o u t : C6 . 3 Ma y 0 6 , 2 0 2 5 1 1 : 2 7 : 2 8 a m K: \ S E A _ P u b l i c S e c t o r \ 0 9 0 1 1 9 0 0 0 . 3 - R e n t o n A i r p o r t - T a x i w a y A \ 0 8 C A D D \ P l a n S h e e t s \ P h a s e 1 - 2 0 2 4 B i d P a c k a g e \ C 6 . 0 - P H A S E 1 D R A I N A G E S E R I E S . d w g TE D - 4 0 - 4 3 1 3 LU A 2 4 - 0 0 0 2 0 8 C2 4 0 0 3 6 8 1 MA T C H L I N E S T A . 4 4 + 5 2 . 2 4 S E E S H E E T C 6 . 2 N 0 SCALE 1" = 40 80 40 STORM DRAINAGE NOTES GENERAL NOTES SDSD LEGEND EXISTING STORM PIPE EXISTING STORM INLET PROPOSED STORM PIPE PROPOSED STORM STRUCTURE REMOVE EXISTING STORM PIPE REMOVE EXISTING CATCH BASIN INSTALL NEW CATCH BASIN CONNECT TO EXISTING STRUCTURE INSTALL NEW STORM DRAINAGE PIPE CONNECT EXISTING PIPE TO NEW CATCH BASIN INSTALL NEW STORM DRAIN PIPE AND CONNECT TO EXISTING STORM DRAIN PIPE WHERE EXISTING CATCH BASIN HAS BEEN REMOVED ADJUST STRUCTURE TO GRADE REMOVE AND REPLACE EXISTING STORM PIPE REMOVE AND REPLACE EXISTING CATCH BASIN CONTRACTOR TO POTHOLE LOCATION AS SOON AS POSSIBLE AFTER CONTRACT EXECUTION AND PRIOR TO PREPARING STORM DRAINAGE STRUCTURE SUBMITTALS TO CONFIRM EXISTING STORM AND UTILITY LOCATIONS ABANDON EXISTING STORM DRAIN PIPE IN PLACE, FILL WITH CLSM PER P-153 R-431371 A.AIRCRAFT-RATED STORM DRAINAGE STRUCTURES, TYPE 2, 3, & 4 CATCH BASINS, SHALL BE AIRCRAFT LOAD RATED FOR A 100 KIP WHEEL LOAD. B.EXISTING CATCH BASINS MUST BE PROTECTED IN PLACE DURING CONSTRUCTION ACTIVITIES. 1 REMOVE SEDIMENT AND DEBRIS / CCTV PIPE ONCE SEDIMENT HAS BEEN REMOVED TRENCHLESS PIPE REPAIR AS DETERMINED BY THE ENGINEER 1 5/7/25 MS DCW ADDENDUM 1 APRIL 2025 35022.008.02 1" = 40' DSW AWB MS STORM DRAINAGE IMPROVEMENTS PLAN 3 OF 3 C6.3 71 OF 112 1 1 1 1 05/06/25 DKP ADDENDUM 1 APRIL 2025 35022.008.02 N/A JDB DKP JPT ELECTRICAL DETAILS 2 OF 6 E3.2 103 OF 112 R © 2025 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS - PHASE Pl o t t e d B y : Pa t e l , D i s h a S h e e t S e t : RN T _ T A X I W A Y A R E H A B L a y o u t : E3 . 2 Ma y 0 6 , 2 0 2 5 0 2 : 4 5 : 1 1 p m \\ s e a f p 0 1 \ m p _ s e a \ S E A _ P u b l i c S e c t o r \ 0 9 0 1 1 9 0 0 0 . 3 - R e n t o n A i r p o r t - T a x i w a y A \ 0 8 C A D D \ P l a n S h e e t s \ P h a s e 1 - 2 0 2 4 B i d P a c k a g e \ E 3 . 0 - E L E C D E T A I L S - 0 9 0 1 1 9 0 0 0 . d w g LU A 2 4 - 0 0 0 2 0 8 C2 4 0 0 3 6 8 1 ASPHALT PAVEMENT CONCRETE ENCASEMENT (P-610) 12" ALL AROUND LOWER SECTION OF BASE 24" DEEP SIZE 'B' L-868 BASE L-830 ISOLATION TRANSFORMER SET ISOLATION TRANSFORMER ON BRICK PER FAA STANDARDS #6 BC CONNECT FROM EXTERNAL BASE GROUNDING LUG TO GROUND ROD BELL END EXTEND 1-12" INTO BASE (TYP.) 6' COIL OF SLACK CONDUCTOR 12" DIA SUBGRADE, SEE CIVIL DRAWINGS 3" 12" MIN. IN-PAVEMENT EDGE LIGHT FIXTURE FLANGE RING, ONE SPACER (1/2", 1/4" OR 1/8" AS REQUIRED) AND 4" EXTENSION WITH P-605 SEALANT BETWEEN BASE CAN AND ASPHALT PAVEMENT #6 B.C. COUNTERPOISE AT TOP OF CONCRETE ENCASEMENT REFER TO CIVIL PAVEMENT SECTIONS 2" PVC CONDUIT WITH MIN. 3" CONCRETE SURROUND (TYP BOTH SIDES, OTHER SIDE NOT SHOWN FOR CLARITY OF STRUCTURAL SECTION) REBAR CAGE, SEE DETAIL 3 THIS SHEET 36" DIA. EXCAVATION 48" LENGTH OF #6 BC GROUND. CONNECT TO INTERNAL BASE 3-HOLE GROUNDING LUG & BOLT TO FIXTURE BASE PLATE. BASE/FIXTURE ALIGNMENT NOTES: BASE SHALL BE INSTALLED TO ASSURE: 1.FIXTURE IS LEVEL IN BOTH AXES. 2.FIXTURE ALIGNMENT IS PARALLEL TO THE R/W CENTERLINE. 3.THE "UPHILL" SIDE, TOP OF FIXTURE FLANGE IS FLUSH W/PAVEMENT. CONCRETE SUPPORT BLOCK, (MIN 3) NO. 5 REBAR, BOTH DIRECTIONS, WIRE TIE ALL INTERSECTIONS 24" 24" 6" TYP. 6" TYP. ISO-ELEVATION PLAN (5) NO. 5, 20" LONG REBARS EQUAL SPACING (72 DEG.), WELDED TO RING (INSIDE) NO. 3 REBAR, (4) CONTINUOUS RING SPIRALS SPACED AT 6" +/- BETWEEN, 24" NOMINAL DIAMETER PVC CONDUIT L-868 BASE SIZE 'B'MIN. 3" CLEAR EDGE OF CORE DRILL REBAR MAT MIN. 3" CLEAR 3" MIN BOTTOM OF EXCAVATION REBAR MAT IN-PAVEMENT TAXIWAY EDGE LIGHT FIXTURE ON NEW L-868 BASECAN IN ASPHALT REINFORCING STEEL FOR IN-PAVEMENT FIXTURECONDUIT REPAIR 1.DETAIL SHOWN FOR REFERENCE PURPOSES. DETAIL SHALL BE UTILIZED IF CONDUIT IS DAMAGED DURING CONSTRUCTION OR IS DISCOVERED DAMAGED DURING GRADING. NEW CONDUIT SHALL BE PAID PER LF PER PAY ITEM L-110-5.1 AND REMOVAL OF DAMAGED CONDUIT SHALL BE INCIDENTAL TO PAY ITEM L-100-5.1. NOTES: 5' MIN FINISH GRADE COUNTERPOISE CONDUCTOR, 6" ABOVE CONDUIT(S) DETECTABLE WARNING TAPE BURIED 6" ABOVE CONDUIT PATCH EXISTING CONDUIT WITH SLIP COUPLINGS, MATCH EXISTING (TYP) SURFACE RESTORATION, 2" TOPSOIL AND SEED PER T-901 BACKFILL WITH NATIVE EXCAVATED MATERIAL COMPACT TO 95% OF ASTM D-1557 1 5/06/25 R © 2025 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS - PHASE Pl o t t e d B y : Pa t e l , D i s h a S h e e t S e t : RN T _ T A X I W A Y A R E H A B L a y o u t : 4. 1 Ma y 0 6 , 2 0 2 5 0 2 : 4 5 : 1 8 p m \\ s e a f p 0 1 \ m p _ s e a \ S E A _ P u b l i c S e c t o r \ 0 9 0 1 1 9 0 0 0 . 3 - R e n t o n A i r p o r t - T a x i w a y A \ 0 8 C A D D \ P l a n S h e e t s \ P h a s e 1 - 2 0 2 4 B i d P a c k a g e \ E 4 . 0 - V A U L T I M P R O V E M E N T - 0 9 0 1 1 9 0 0 0 . d w g LU A 2 4 - 0 0 0 2 0 8 C2 4 0 0 3 6 8 1 1 05/06/25 DKP ADDENDUM 1 APRIL 2025 35022.008.02 N/A JDB DKP JPT AIRFIELD LIGHTING VAULT DEMOLITION PLAN E4.1 108 OF 112 SYM EQUIPMENT SCHEDULE DESCRIPTION EXISTING 24"x24"x7" L-841 RELAY CABINET TO BE RELOCATED EXISTING PILOT-CONTROLLED RADIO L-854(B) TO BE RELOCATED EXISTING 34"x20"x72" ATS-L TO BE RELOCATED EXISTING PILOT-CONTROLLED RADIO L-854(A) TO REMAIN IN PLACE EXISTING PANEL 'LA' TO REMAIN IN PLACE EXISTING 32"x36"x44" RUNWAY CONSTANT CURRENT REGULATOR TO REMAIN IN PLACE EXISTING 32"x36"x44" TAXIWAY CONSTANT CURRENT REGULATOR TO REMAIN IN PLACE EXISTING PAPI & REIL CONTROL RELAY TO BE RELOCATED EXISTING BEACON CONTACTOR TO REMAIN IN PLACE EXISTING DEMAND METERING CABINET TO REMAIN IN PLACE EXISTING BOOST TRANSFORMER TO REMAIN IN PLACE 13 5 " 128" 57" 36 " 56" 32" EXISTING 34"x20"x72" ATS-B TO REMAIN IN PLACE. EXISTING 34"x20"x72" ATS-F TO REMAIN IN PLACE. EXISTING UTILITY METER TO REMAIN IN PLACE. EXISTING PANEL TO REMAIN IN PLACE. EXISTING ELECTRICAL DISCONNECT TO REMAIN IN PLACE. 32"32" 36 " 34" 34 " 34 " EXISTING ALV DEMOLITION PLAN SCALE: NTS 1 PROPOSED PANEL LV SCHEDULE SCALE: NTS BID TABULATION NOTE: THE DEMOLITION PLAN SHOWN ON THIS SHEET SHALL ONLY BE COMPLETED PRIOR TO THE VAULT RECONFIGURATION SHOWN ON SHEET E4.2. SHOULD SCHEDULE D BE SELECTED, THE WORK SHOWN ON THIS SHEET WILL NOT BE COMPLETED. 5/06/25 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE: CENTURY WEST E N G I N E E R I N G PUGET SOUND OFFICE 22232 17TH AVENUE SE SUITE #206 PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION AND ASSOCIATED IMPROVEMENTS - PHASE 2 C: \ C e n t u r y w e s t D r o p b o x \ P u g e t S o u n d \ P r o j e c t s \ R E N T O N , C I T Y O F \ ` T a x i w a y A R e h a b i l i t a t i o n \ C A D \ _ W O R K I N G \ _ P H A S E 2 \ S H E E T \ 0 4 _ G 2 . 2 C O N S T R U C T I O N S A F E T Y A N D P H A S I N G N O T E S & D E T A I L S . d w g 425.286.6602 OFFICE BOTHELL, WA 98021 R GENERAL WORK AREA NOTES: 1.THE CONTRACTOR SHALL BE RESTRICTED TO USE THE ENTRANCE AND HAULING ROUTES SHOWN ON THE DRAWINGS. FOLLOW AIRPORT AND FAA SAFETY PROCEDURES WHEN MOVING EQUIPMENT OR PERSONNEL. NO PERSONAL VEHICLES SHALL BE ALLOWED OUTSIDE OF THE STAGING AREA. THE AIRPORT MAY IMMEDIATELY REMOVE ANY PERSONNEL AND EQUIPMENT FROM THE SITE IN VIOLATION OF AIRPORT SAFETY PROCEDURES. 2.CONTRACTOR SHALL AVOID IMPACTS TO AIRFIELD LIGHTING AND PAVEMENTS OUTSIDE WORK AREA. CONTRACTOR SHALL PROVIDE TEMPORARY CONNECTIONS TO KEEP ELECTRICAL SYSTEMS ENERGIZED OUTSIDE OF THE WORK AREA AT NO COST TO AIRPORT. 3.LIMIT EQUIPMENT HEIGHT TO 12' FEET UNLESS OTHERWISE APPROVED BY THE ENGINEER. 4.LIMIT STOCK PILES TO 10' IN HEIGHT AND AT LEAST 320' FROM RUNWAY CENTERLINE AND 62' FROM TAXIWAY CENTERLINE. STOCK PILES SHALL NOT PENETRATE PART 77 SURFACES AS SHOWN IN THESE PLANS. 5.IN THE EVENT OF AN EMERGENCY, MOVE ALL EQUIPMENT AND PERSONNEL TO THE CONTRACTOR'S STAGING AREA UNLESS OTHERWISE DIRECTED BY THE ENGINEER. 6.ACCESS TO ANY WORK AREA MUST BE AUTHORIZED BY THE ENGINEER PRIOR TO WORK IN THAT AREA. NOTIFY THE ENGINEER A MINIMUM OF 72 HOURS PRIOR TO BEGINNING WORK IN ANY AREA. 7.PLACE LOW LEVEL BARRICADES, FOD BARRIER, AND TUBULAR MARKERS AS SHOWN AND DESCRIBED IN SECTION C-103 OF THE SPECIFICATIONS. ADDITIONALLY, LOW LEVEL BARRICADES SHALL BE PLACED AT ALL CONNECTOR TAXIWAY HOLD LINES DURING RUNWAY CLOSURES (APPROXIMATELY 850 LINEAR FEET TOTAL LENGTH). 8.FOR RUNWAY CLOSURE, PLACE CONTRACTOR-PROVIDED ILLUMINATED CLOSURE CROSSES AS SHOWN. DISENGAGE LIGHTING SYSTEM, BEACON, REILS, RUNWAY 16 PAPI, RUNWAY 34 PAPI, AND WINDCONE DURING RUNWAY CLOSURE(S). 9.WHILE WORKING IN ANY AREA, THE CONTRACTOR SHALL HAVE AN AIRPORT RADIO CAPABLE OF MONITORING RENTON GROUND FREQUENCY (121.600) AND THE CTAF (124.7) DURING HOURS WHEN CONTROL TOWER IS CLOSED. 10.FOR ADDITIONAL REQUIREMENTS, REFER TO SECTION C-103, AIRPORT SAFETY, IN THE TECHNICAL SPECIFICATIONS. 11.MAINTAIN PUBLIC ACCESS TO ALL AIRPORT FACILITIES AND OPERATION AREAS, OUTSIDE OF CLOSED WORK AREAS, AT ALL TIMES. 12.THE CONTRACTOR SHALL MAINTAIN ACCESS TO THE AIRFIELD AT ALL TIMES DURING CONSTRUCTION FOR EMERGENCY AMBULANCE AND MEDI-VAC OPERATIONS. DURING MEDICAL EVACUATION EMERGENCIES CONTRACTOR SHALL MOVE ALL WORKERS AND EQUIPMENT TO THE STAGING AREA. 13.THE CONTRACTOR SHALL DISENGAGE LIGHTING CIRCUITS, DARKEN LIGHT FIXTURES, AND COVER GUIDANCE SIGNS AS DIRECTED BY THE AIRPORT OR ENGINEER TO PREVENT AIRCRAFT FROM TAXIING TOWARDS CLOSED WORK AREAS. 14.STAGING AREAS 3, 4 AND 5 WILL BE AVAILABLE FOR THE CONTRACTOR DURING PHASE 2 CONSTRUCTION. 15.AIRPORT WILL ISSUE NOTAMS FOR ALL RUNWAY CLOSURES AND OPERATIONAL IMPACTS. WORK IN SAFETY AREAS AND OBJECT FREE AREAS: 1.NO WORK IS ALLOWED IN ACTIVE RUNWAY AND TAXIWAY SAFETY AREAS. RUNWAY SAFETY AREA (RSA) AND TAXIWAY SAFETY AREA (TSA) ARE DEFINED AS AREAS THAT SHALL BE CLEARED AND GRADED AND HAVE NO RUTS, HUMPS, DEPRESSIONS, OR OTHER SURFACE VARIATIONS. THE MAXIMUM SLOPE ANYWHERE WITHIN A RUNWAY OR TAXIWAY SAFETY AREA SHALL BE 5%. IN TRANSITIONS FROM PAVED TO UNPAVED AREAS, A 1.5 INCH VERTICAL DROP IS ALLOWED. THE RUNWAY AND TAXIWAY SAFETY AREAS SHALL BE MAINTAINED AT ALL TIMES WHEN THE RUNWAY AND TAXIWAY ARE OPEN TO AIR TRAFFIC. PERSONNEL, EQUIPMENT, OR MATERIAL WITHIN A RUNWAY SAFETY AREA AT ANY TIME REQUIRES A CLOSURE. SAFETY AREAS THAT ARE CLOSED FOR CONSTRUCTION MUST MEET THESE CRITERIA PRIOR TO REOPENING. 2.THE CONTRACTOR SHALL ANTICIPATE THE CONSTRUCTION OF TEMPORARY FILLS, COMPACTION, AND GRADING TO MEET THE REQUIREMENTS OF "WORK IN SAFETY AREAS AND OBJECT FREE AREAS", PRIOR TO REOPENING RUNWAYS AND TAXIWAYS. THIS WORK IS CONSIDERED INCIDENTAL TO VARIOUS WORK ITEMS AND SEPARATE PAYMENT WILL NOT BE MADE. 3.CONTRACTOR SHALL NOT ENTER ANY ACTIVE RSA OR TSA WITHOUT AUTHORIZATION FROM THE AIRPORT. ALL EQUIPMENT, TOOLS, AND MATERIALS SHALL BE MOVED TO STAGING AREAS PRIOR TO REOPENING A RUNWAY OR TAXIWAY. 4.SAFETY AREA LIMITS TAXIWAY - 39.5' FROM RUNWAY 16-34 - 75' FROM 5.RUNWAY AND TAXIWAY OBJECT FREE ZONES ARE DEFINED AS AREAS THAT SHALL BE CLEAR OF FIXED OR MOVABLE OBJECTS. NO WORK MAY OCCUR IN TAXIWAY OBJECT OBJECT FREE AREAS UNLESS THE TAXIWAY IS CLOSED TO AIRCRAFT TRAFFIC. NO STORAGE OF EQUIPMENT, MATERIALS OR STOCKPILES IS ALLOWED WITHIN TAXIWAY OBJECT FREE AREAS. 6.OBJECT FREE AREA LIMITS TAXIWAYS - 62' FROM RUNWAY 16-34 - 250' FROM 7.RUNWAY AND TAXIWAY SAFETY AREA AND RUNWAY AND TAXIWAY OBJECT FREE AREA CRITERIA MUST BOTH BE MET PRIOR TO OPENING AN IMPACTED RUNWAY OR TAXIWAY. CL CL WORK AREA DESCRIPTIONS: WORK SCHEDULES: ·SCHEDULE G: BASE BID - PHASE 2 (AIP ELIGIBLE) ·SCHEDULE H: ADDITIVE PAVEMENT REHABILITATION - PHASE 2 (AIP ELIGIBLE) ·SCHEDULE I: ADDITIVE PAVEMENT REHABILITATION - PHASE 2 (NON-AIP ELIGIBLE) ·SCHEDULE J: ADDITIVE PAVEMENT REHABILITATION - PHASE 2 (BOEING NON-AIP ELIGIBLE) ·SCHEDULE K: ELECTRICAL ADDITIVE (AIP ELIGIBLE) 1. WORK AREA #6 - SCHEDULE G, SCHEDULE H, SCHEDULE I, SCHEDULE J, & SCHEDULE K 2. WORK AREA #7 - SCHEDULE G, SCHEDULE H, SCHEDULE I, SCHEDULE J, & SCHEDULE K 3. WORK AREA #8 - SCHEDULE G, SCHEDULE H, SCHEDULE I, SCHEDULE J, & SCHEDULE K 4. WORK AREA #R6 - SCHEDULE G & SCHEDULE K 5. WORK AREA #R8 - SCHEDULE G & SCHEDULE K 6. WORK AREA #R9 - SCHEDULE G 7. WORK AREA #F2 - SCHEDULE G 8. WORK AREA #F3 - SCHEDULE G 2 G2.2 CONSTRUCTION TIMELINE NO SCALE NOTES: 1.THE WORD "DAYS" IN THIS DETAIL REFERS TO CONTINUOUS CALENDAR DAYS. 2.WA F2 SHALL BE PERFORMED IN 5 CONTINUOUS CALENDAR DAYS AT ANY POINT CONCURRENTLY WITHIN THE CONSTRUCTION TIME OF WA 6 (35 DAYS). 3.A CONTINUOUS 2-CALENDAR DAY PERIOD SHALL BE ALLOWED AT THE CONCLUSION OF THE WORK, 30 DAYS AFTER FINAL PAVING, TO ALLOW FOR THE FINAL PAVEMENT MARKING APPLICATION AND FINAL SEEDING. DUE TO WEATHER CONDITIONS, THIS APPLICATION MAY BE DELAYED UNTIL FALL 2027. THE CONTRACTOR SHALL ANTICIPATE PERFORMING THIS WORK AT NO ADDITIONAL COST TO THE OWNER, REGARDLESS OF THE TIMING OF APPLICATION, WITHIN THE 2-CALENDAR DAY PERIOD, THE RUNWAY WILL BE CLOSED FOR (1) PERIOD FROM 12:00PM TO 10:00PM. 4.WA R9 AND WA F3 SHALL BE PERFORMED CONCURRENT WITH ANY OTHER WORK AREAS THAT REQUIRE A RUNWAY CLOSURE. TOTAL CONSTRUCTION TIME = 79 DAYS (SEE NOTE 3) WA #6 = 35 DAYS BE G I N W O R K 2 0 2 7 EN D W O R K 2 0 2 7 WA #7 = 21 DAYS WA #8 = 21 DAYS WA #R6 = 14 DAYS WA #R8 = 14 DAYS TR A N S I T I O N A L SU R F A C E S = 7 : 1 T R A N S I T I O N A L S U R F A C E S = 7 : 1 CL CL PART 77 SURFACE EXISTING GROUND PROFILE GRADE AT RUNWAY CENTERLINE CONTRACTOR STOCKPILED MATERIAL AND EQUIPMENT SHALL NOT PENETRATE PART 77 SURFACE, NOR SHALL IT BE LEFT UNATTENDED WITHIN OBJECT FREE ZONES. RUNWAY 16-34 (250') 1 G2.2 TYPICAL CROSS SECTION PART 77 SURFACE NO SCALE CL CL GENERAL SEQUENCING AND PHASING NOTES: 1.ALL PHASE 2 WORK SHALL BE COMPLETE WITHIN 77 CONSECUTIVE CALENDAR DAYS OF CONTRACT NOTICE TO PROCEED. IF WORK IS NOT COMPLETE WITHIN THE 77 CONSECUTIVE CALENDAR DAY PERIOD, LIQUIDATED DAMAGES WILL BE ASSESSED. 2.COORDINATE WORK AREA CLOSURES WITH THE AIRPORT TO ENSURE ACCESS AS NEEDED TO MAINTAIN AIRPORT OPERATIONS, INCLUDING PROVIDING FOR AND MAINTAINING ACCESS TO THE FOLLOWING: ·ACCESS TO THE BOEING B APRON AT ALL TIMES; ·ACCESS TO THE GA RAMP AT ALL TIMES; ·ACCESS TO THE HANGAR COMPLEX AT ALL TIMES; ·ACCESS TO THE FBO RAMP AT ALL TIMES; 2.RUNWAY 16-34 (FULL LENGTH) MUST BE OPEN AT ALL TIMES, EXCEPT DURING SWING SHIFT WORK. SWING SHIFT WORK INCLUDES WA R6, WA R8, WA R9 AND WA F3. 3.WORK IN WA 6 MAY BE ACCESSED DURING THE SWING SHIFT WORK IN WA R6. 4.WORK IN WA 8 MAY BE ACCESSED DURING THE SWING SHIFT WORK IN WA R8. 5.WA F3 AND WA R9 CAN BE CONCURRENT WITH ANY OTHER WORK AREAS THAT REQUIRE A RUNWAY CLOSURE. 6.CONTRACTOR SHALL BE PREPARED TO COVER ("BAG") SIGNS AND/OR BLACKEN (PAINT) SURFACE SIGNS IF DIRECTED BY THE AIRPORT, AT NO ADDITIONAL COST. WORK AREA "ACCESS VIA AIRPORT ESCORT" NOTES: 1.WHERE "ACCESS VIA AIRPORT ESCORT" IS DESIGNATED ON THE PLANS, THE NOTES THAT FOLLOW SHALL APPLY. SEE DRAWING G2.6 FOR WA F3. 3.ACCESS TO "ACCESS VIA AIRPORT ESCORT" AREAS WILL BE LIMITED TO 1 ENTRANCE AND 1 EXIT PER CALENDAR DAY. THE CONTRACTOR SHALL MOBILIZE ALL NECESSARY LABOR, EQUIPMENT, MATERIALS, SANITARY FACILITIES, DRINKING WATER, AND OTHER ITEMS NECESSARY TO COMPLETE THE WORK WITHIN THE AREA. 4.WHILE WORKING IN ANY AREA, THE CONTRACTOR SHALL HAVE AN AIRPORT RADIO CAPABLE OF MONITORING THE AIRPORT UNICOM FREQUENCY AND CTAF. 5.WHEN WORK IS COMPLETE IN THE WORK AREA, THE CONTRACTOR SHALL CONTACT THE AIRPORT TO ARRANGE FOR AN ESCORT BY THE AIRPORT FROM THE WORK AREA. GENERAL WORK SCHEDULE NOTES: 1.A 77 CALENDAR DAY PERIOD IS ALLOWED FOR ALL CONTRACT WORK ASSOCIATED WITH THE PHASE 2, INCLUDING 1 COAT OF TEMPORARY PAVEMENT MARKINGS (WITH GLASS BEADS). ALL AIRPORT FACILITIES SHALL BE OPEN AND USABLE AT THE END OF THE 77 CALENDAR DAY PERIOD. 2.THE ONLY WORK EXEMPT FROM THE 77 CALENDAR DAY PERIOD IS THE FINAL PAVEMENT MARKING APPLICATIONS AND FINAL SEEDING, WHICH WILL BE ALLOWED OVER 2 CONTINUOUS CALENDAR DAYS. 3.ANY TIME DURING THE 77 CALENDAR DAY PERIOD, SWING SHIFT WORK, WHICH REQUIRES THE CLOSURE OF RUNWAY 16-34, IS ALLOWED AT THE CONTRACTOR'S OPTION. THE CONTRACTOR SHALL PLACE AND MAINTAIN UP TO TWO SETS OF AIRPORT CLOSURE CROSSES DURING SWING SHIFT WORK. THE CONTRACTOR SHALL ALLOW ADEQUATE TIME FOR AIRPORT STAFF TO CONDUCT RUNWAY INSPECTIONS AND AUTHORIZATION OF THE RUNWAY OPENING UPON COMPLETION OF SWING SHIFT WORK. 4.FOR COMMENCEMENT OF MATERIAL, PRODUCT, AND EQUIPMENT SUBMITTALS PROCESS, PRODUCTION AND/OR PROCUREMENT OF MATERIALS AND LONG LEAD TIME ITEMS FOR 2027 CONSTRUCTION: NTP FOR MATERIAL ACQUISITION WILL BE ISSUED PRIOR TO PHASE 2 NTP. THE WORK SHALL BE COMPLETE PRIOR TO THE NTP DATE FOR CONSTRUCTION OF PHASE 2. 5.THE RUNWAY SHALL BE OPEN AT ALL TIMES DURING THE SEAFAIR AIR SHOW. IT IS ANTICIPATED THE SEAFAIR AIR SHOW WILL BE APPROXIMATELY HALF DAY IN DURATION EACH DAY OVER THE FOUR-DAY PERIOD, WITH EXACT TIMES UNKNOWN, BUT THE CONTRACTOR SHALL ANTICIPATE UP TP FOUR DAYS THAT THE RUNWAY SHALL BE OPENED TO ACCOMMODATE THE AIR SHOW. WORK PERIOD DEFINITIONS: 1."SWING SHIFT WORK," AND THE LIKE SHALL MEAN A TIME PERIOD BEGINNING AFTER 12:00PM AND END BEFORE 10:00PM. FULL CLOSURE OF RUNWAY 16-34 IS REQUIRED DURING SWING SHIFT WORK IN WORK AREAS R1, R2, R3, R4&5, R6, R7&8, R9, R10, R11 AND R12. SWING SHIFT CONSTRUCTION ACTIVITIES SHALL END AT LEAST ONE HOUR BEFORE THE END OF SWING SHIFT TO ALLOW FOR CONTRACTOR CLEANUP, OWNER INSPECTIONS OF THE WORK AREAS, OWNER INSPECTIONS OF THE RUNWAYS AND TAXIWAYS, AND OWNER AUTHORIZATION FOR RUNWAY AND TAXIWAY OPENINGS. 2. "PAVEMENT CURING PERIOD" SHALL MEAN THE PERIOD OF TIME BEGINNING THE DAY AFTER THE LAST DAY OF PAVING AND ENDING 30 CALENDAR DAYS AFTER THE LAST DAY OF PAVING. APRIL 2025 35022.008.02 AS NOTED GJR SAS DMY CONSTRUCTION SAFETY AND PHASING NOTES & DETAILS 1 OF 2 G2.2 5 OF 71 WA #F3 AND WA R9= 28 DAYS (SEE NOTE 4) WA #F2 = 5 DAYS RUNWAY 16-34 DECLARED DISTANCES SUMMARY: 1.PUBLISHED DECLARED DISTANCES: TAKEOFF RUN AVAILABLE (TORA) RUNWAY 16 - 5382'; RUNWAY 34 - 5382' TAKEOFF DISTANCE AVAILABLE (TODA) RUNWAY 16 - 5382'; RUNWAY 34 - 5382' ACCELERATE-STOP DISTANCE AVAILABLE (ASDA) RUNWAY 16 - 5042'; RUNWAY 34 - 5082' LANDING DISTANCE AVAILABLE (LDA) RUNWAY 16 - 4742'; RUNWAY 34 - 4742' 2.DECLARED DISTANCES DURING WORK AREA R8: TAKEOFF RUN AVAILABLE (TORA) RUNWAY 16 - 5382'; RUNWAY 34 - 5054' TAKEOFF DISTANCE AVAILABLE (TODA) RUNWAY 16 - 5382'; RUNWAY 34 - 5054' ACCELERATE-STOP DISTANCE AVAILABLE (ASDA) RUNWAY 16 - 4714'; RUNWAY 34 - 4795' LANDING DISTANCE AVAILABLE (LDA) RUNWAY 16 - 4455'; RUNWAY 34 - 4455' 1 1 1 5/7/2025 SAS GJR ADDENDUM 1 5/7/2025 1 05/06/25 DKP ADDENDUM 1 APRIL 2025 35022.008.02 1" = 40' JDB DKP JPT ELECTRICAL DETAILS 2 OF 5 E3.2 67 OF 71 R © 2025 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS - PHASE Pl o t t e d B y : Pa t e l , D i s h a S h e e t S e t : RN T _ T A X I W A Y A R E H A B L a y o u t : E3 . 2 Ma y 0 6 , 2 0 2 5 0 2 : 4 5 : 3 0 p m \\ s e a f p 0 1 \ m p _ s e a \ S E A _ P u b l i c S e c t o r \ 0 9 0 1 1 9 0 0 0 . 3 - R e n t o n A i r p o r t - T a x i w a y A \ 0 8 C A D D \ P l a n S h e e t s \ P h a s e 2 \ E 3 . 0 - E L E C D E T A I L S - 0 9 0 1 1 9 0 0 0 . d w g VARIABLE DEPTH ASPHALT PAVEMENT CONCRETE ENCASEMENT (P-610) 12" ALL AROUND LOWER SECTION OF BASE 24" DEEP SIZE 'B' L-868 BASE L-830 ISOLATION TRANSFORMER SET ISOLATION TRANSFORMER ON BRICK PER FAA STANDARDS #6 BC CONNECT FROM EXTERNAL BASE GROUNDING LUG TO GROUND ROD BELL END EXTEND 1-12" INTO BASE (TYP.) 6' COIL OF SLACK CONDUCTOR 12" DIA SUBGRADE, SEE CIVIL DRAWINGS 3" 12" MIN. IN-PAVEMENT EDGE LIGHT FIXTURE FLANGE RING, ONE SPACER (1/2", 1/4" OR 1/8" AS REQUIRED) AND 4" EXTENSION WITH P-605 SEALANT BETWEEN BASE CAN AND ASPHALT PAVEMENT #6 B.C. COUNTERPOISE AT TOP OF CONCRETE ENCASEMENT 2" PVC CONDUIT WITH MIN. 3" CONCRETE SURROUND (TYP BOTH SIDES, OTHER SIDE NOT SHOWN FOR CLARITY OF STRUCTURAL SECTION) REBAR CAGE, SEE DETAIL 3 THIS SHEET 36" DIA. EXCAVATION 48" LENGTH OF #6 BC GROUND. CONNECT TO INTERNAL BASE 3-HOLE GROUNDING LUG & BOLT TO FIXTURE BASE PLATE. BASE/FIXTURE ALIGNMENT NOTES: BASE SHALL BE INSTALLED TO ASSURE: 1.FIXTURE IS LEVEL IN BOTH AXES. 2.FIXTURE ALIGNMENT IS PARALLEL TO THE R/W CENTERLINE. 3.THE "UPHILL" SIDE, TOP OF FIXTURE FLANGE IS FLUSH W/PAVEMENT. CONCRETE SUPPORT BLOCK, (MIN 3) NO. 5 REBAR, BOTH DIRECTIONS, WIRE TIE ALL INTERSECTIONS 24" 24" 6" TYP. 6" TYP. ISO-ELEVATION PLAN (5) NO. 5, 20" LONG REBARS EQUAL SPACING (72 DEG.), WELDED TO RING (INSIDE) NO. 3 REBAR, (4) CONTINUOUS RING SPIRALS SPACED AT 6" +/- BETWEEN, 24" NOMINAL DIAMETER PVC CONDUIT L-868 BASE SIZE 'B'MIN. 3" CLEAR EDGE OF CORE DRILL REBAR MAT MIN. 3" CLEAR 3" MIN BOTTOM OF EXCAVATION REBAR MAT IN-PAVEMENT RUNWAY EDGE LIGHT FIXTURE ON NEW L-868 BASECAN REINFORCING STEEL FOR IN-PAVEMENT FIXTURECONDUIT REPAIR 1.DETAIL SHOWN FOR REFERENCE PURPOSES. DETAIL SHALL BE UTILIZED IF CONDUIT IS DAMAGED DURING CONSTRUCTION OR IS DISCOVERED DAMAGED DURING GRADING. NEW CONDUIT SHALL BE PAID PER LF PER PAY ITEM L-110-5.1 AND REMOVAL OF DAMAGED CONDUIT SHALL BE INCIDENTAL TO PAY ITEM L-100-5.1. NOTES: 5' MIN FINISH GRADE PATCH EXISTING CONDUIT, MATCH EXISTING (TYP) SURFACE RESTORATION, 2" TOPSOIL AND SEED PER T-901 BACKFILL WITH NATIVE EXCAVATED MATERIAL COMPACT TO 95% OF ASTM D-1557 VARIABLE DEPTH PCC PAVEMENT TO REMAIN. SEE CIVIL DRAWINGS FOR PAVEMENT SECTION 2 COUNTERPOISE CONDUCTOR, 6" ABOVE CONDUIT(S) DETECTABLE WARNING TAPE BURIED 6" ABOVE CONDUIT 5/06/25 GEOTECHNICAL REPORT RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON HWA Project No. 2023-027-21 May 31, 2024 Prepared for Century West Engineering RMA – Taxiway A Rehabilitation/Reconstruction i HWA GEOSCIENCES INC. TABLE OF CONTENTS 1.0 INTRODUCTION ..........................................................................................................1 1.1 GENERAL .......................................................................................................1 1.2 PROJECT UNDERSTANDING ............................................................................1 2.0 FIELD INVESTIGATION AND LABORATORY TESTING ..................................................2 2.1 DRILLED BORINGS .........................................................................................2 2.2 PAVEMENT CORING .......................................................................................3 2.3 FALLING WEIGHT DEFLECTOMETER TESTING ...............................................7 2.4 TEST PIT EXPLORATIONS ...............................................................................13 2.5 LABORATORY TESTING .................................................................................14 3.0 SITE CONDITIONS ......................................................................................................15 3.1 SITE DESCRIPTION .........................................................................................15 3.2 GENERAL GEOLOGY ......................................................................................16 3.3 SUBSURFACE CONDITIONS ............................................................................17 3.4 GROUNDWATER CONDITIONS ........................................................................18 4.0 CONCLUSIONS AND RECOMMENDATIONS ..................................................................19 4.1 GENERAL .......................................................................................................19 4.2 FROST CONDITIONS .......................................................................................22 4.3 SUBGRADE STABILIZATION ...........................................................................24 4.4 DRAINAGE .....................................................................................................25 4.5 WET WEATHER EARTHWORK ........................................................................25 4.6 TEMPORARY EXCAVATIONS ..........................................................................25 5.0 CONDITIONS AND LIMITATIONS .................................................................................26 LIST OF FIGURES (FOLLOWING TEXT) Figure 1 Site & Vicinity Map Figures 2A – 2D Site and Exploration Plans Figure 3 FWD Test Results – Taxiway A Maximum Deflections Figure 4 FWD Test Results – Taxiway A Subgrade Resilient Moduli Figures 5 – 10 FWD Test Results – Connector Taxiway Maximum Deflections Figures 11 – 18 FWD Test Results – Connector Taxiway Subgrade Resilient Moduli Figure 19 FWD Test Results – Comparison of Mr Calculation Method Figure 20 Historic Lake Washington Shoreline APPENDICES Appendix A: Field Exploration Figure A-1 Legend of Terms and Symbols Used on Exploration Logs Figures A-2 – A-26 Logs of Borings B-1 through B-25 RMA – Taxiway A Rehabilitation/Reconstruction ii HWA GEOSCIENCES INC. Figures A-27 – A-49 Logs of Pavement Cores Core-1 through Core-23 Figures A-50 – A72 Logs of Test Pits TP-1 through TP-22, and PIT-1 Appendix B: Laboratory Test Results Figures B-1 – B-4 Summary of Material Properties Figures B-5 – B-28 Particle Size Analysis of Soils Figure B-29 Liquid Limit, Plastic Limit & Plasticity Index of Soils Appendix C: Laboratory Test Results Figures C-1 – C-18 Aggregate Grainsize Analysis & Fracture Face Count Appendix D: Laboratory Test Results Figures D-1 – D-6 Moisture Density Relationship of Laboratory Compacted Soils Figures D-7 – D-12 California Bearing Ratio of Laboratory Compacted Soils Appendix E: Pavement Condition Photos Figures E-1 – E-23 Pavement Condition Photos at Pavement Core Locations Figures E-24 – E-48 Pavement Condition Photos at Borehole Locations Appendix F: Historical Photographs Figures F-1 – F-5 Historical Photographs at Renton Municipal Airport GEOTECHNICAL REPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 1.0 INTRODUCTION 1.1 GENERAL This report summarizes the results of a geotechnical investigation undertaken by HWA GeoSciences Inc. (HWA) at Renton Municipal Airport, Washington, in support of the design of the Taxiway A Rehabilitation/Reconstruction & Associated Improvements project. Our scope of work included: • Logging the drilling of 25 geotechnical borings to a depth of about 11.5 feet each. • Performing pavement coring at 23 locations along with shallow excavations through each core hole using hand digging equipment. • Performing Falling Weight Deflectometer testing along the Taxiway A and connectors. • Logging the excavation of 22 test pits and one attempted small-scale Pilot Infiltration Test (PIT). • Performing laboratory testing consisting of natural moisture content testing, grain size analyses, fracture face count on crushed aggregate, Atterberg Limits, California Bearing Ratio (CBR) of Lab Compacted Soils and moisture density relationship of soils (Proctor). • Performing engineering analyses pertaining to the proposed improvements and development of this report. The general project location is shown on the Site & Vicinity Map, Figure 1. The locations of our drilled boring, pavement core, and test pit explorations are shown on the Site and Exploration Plans, Figures 2A through 2D. 1.2 PROJECT UNDERSTANDING We understand that Renton Municipal Airport (RMA) plans to reconstruct and/or rehabilitate the pavement along Taxiway A and connector areas; Taxiways A1 through A7, Apron Service Road, and the Seaplane Ramp. RMA also plans to widen and pave taxiway shoulders along the connecter taxiways and portions of Taxiway A. Upgraded lighting, removal of Fire Waterline May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 2 HWA GEOSCIENCES INC. running north-south along Taxiway A, replacement of Fire Waterline running under Taxiway A, and drainage improvements to the infield are also included in this project. 2.0 FIELD INVESTIGATION AND LABORATORY TESTING 2.1 DRILLED BORINGS HWA logged the drilling of 25 geotechnical borings along Taxiway A, associated taxiway connectors, and the Seaplane Ramp between the dates of September 11 – 15, 2023, to assess pavement layer thicknesses and subsurface soil and groundwater conditions. The borings were drilled by Holt Services, of Edgewood, Washington, under subcontract to HWA, using a Terrasonic TSi 150 track mounted sonic drill rig. Sonic drilling provides a continuous sample by advancing a 4.75-inch core barrel into the ground by simultaneously rotating and vibrating the drill stem and cutting head. Each sample is extruded from the core barrel by air pressure into a tubular plastic bag. The plastic bag is cut open then the soils are logged, photographed, and grab samples may be taken before disposal of the cuttings in a steel drum. Small bag samples collected during drilling are shown on the borehole logs in Appendix A. The locations of the drilled borings are shown on Figures 2A through 2D. Standard Penetration Test (SPT) sampling was performed at depths of 5 and 10 feet below ground surface in each of the borings. The SPT resistance (“N-value”) of the soil was logged during each test. Standard Penetration Testing (SPT) was performed using a 2-inch outside diameter split-spoon sampler driven by a 140-pound automatic hammer. During the tests, samples are obtained by driving the sampler 18 inches into the soil with the hammer free-falling 30 inches. The number of blows required for each 6-inches of penetration was recorded by a geologist or engineer during the test. If a total of 50 blows was recorded within a single 6-inch interval, the test was terminated, and the blow count was recorded as 50 blows for the number of inches of penetration. This resistance, or N-value, provides an indication of relative density of granular soils and relative consistency of cohesive soils. A geologist and a geotechnical engineer from HWA logged the explorations and recorded pertinent information, including sample depths, stratigraphy, soil descriptions, and groundwater occurrence. Soil samples obtained from the explorations were classified in the field and representative portions were placed in plastic bags. These soil samples were then taken to our Bothell, Washington, laboratory for further examination and testing. Soils were classified in general accordance with the American Society for Testing and Materials (ASTM) classification system. The summary boring logs are presented in Figures A-2 through A-26, Appendix A. The stratigraphic contacts shown on the exploration logs represent the approximate boundaries between soil types, actual transitions may be more gradual. The soil and May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 3 HWA GEOSCIENCES INC. groundwater conditions depicted are only for the specific date and location reported and, therefore, are not necessarily representative of other locations and times. 2.2 PAVEMENT CORING Pavement coring was performed on June 19, 26, and 27, 2023, at 23 locations throughout Taxiway A, connector taxiways, the Apron Service Road, and the Seaplane Ramp area. Pavement core locations are shown in Figures 2A through 2D. Pavement coring was performed using a 6-inch diameter, trailer hitch mounted, electric core drill to evaluate Hot Mix Asphalt (HMA) pavement thickness, HMA lift thickness and depth of cracking and Portland Cement Concrete (PCC) thickness. Shallow excavations to depths of about 1.5 to 2 feet below pavement surface were completed below each pavement core, using hand digging equipment, to assess crushed aggregate base thickness and shallow subgrade support conditions. Two geologists from HWA completed the pavement coring and shallow excavations. Samples of the crushed aggregate base and subgrade soils were collected for laboratory testing. Pavement core holes were backfilled with material that was excavated from the hole and compacted in lifts. Pavement patching at the surface was completed by compacting water activated Aquaphalt 6.0 permanent pavement repair material. The thickness of the pavement patch material matched or exceeded the thickness of the existing HMA layer. Table 1 summarizes the pavement structure encountered at the locations of drilled borings and pavement cores. Photographs showing the pavement condition at each pavement core and boring location are presented in Appendix E. Table 1. Summary of Pavement Structure Exploration Designation Location HMA Thickness (in.) Crushed Aggregate Base Thickness (in.) PCC Thickness (in.) Subgrade Notes Core-1 Apron Service Road 3.25 4.75 5.75 Medium dense, sandy gravel. Core-2 TWY A 7.5 3.5 9.0 Medium dense, sandy gravel. Core-3 TWY A 7.0 7.0 5.75 2.25 inches HMA on top of buried PCC. Dense, sandy gravel below PCC. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 4 HWA GEOSCIENCES INC. Exploration Designation Location HMA Thickness (in.) Crushed Aggregate Base Thickness (in.) PCC Thickness (in.) Subgrade Notes Core-4 Apron Service Road 11.5 - 9.0 Medium dense, sandy gravel. Core-5 Apron Service Road 3.5 4.5 >3 Terminated in PCC. Core-6 TWY A6 4.5 2.5 >1 5 inches HMA above PCC. Terminated in PCC. Core-7 TWY A 13.25 7.75 - Medium dense, sandy gravel. Core-8 TWY A 7.75 9.25 - Medium dense, sandy gravel. Core-9 TWY A 3.0 5.5 6.0 2.5 inches HMA above PCC. Dense, sandy gravel below PCC. Core-10 TWY A4 7.5 10.5 - Dense, sandy gravel. Core-11 TWY A 6.0 0.5 - 1.5 inches HMA below crushed base. Terminated in additional crushed base. Core-12 TWY A 6.75 6.25 - Dense, sandy gravel. Core-13 TWY A 6.0 1.5 - 6 inches buried HMA. Dense sandy, gravel below buried HMA. Core-14 TWY A 7.0 12.5 - Buried HMA below crushed base. Core-15 Seaplane Ramp 1.0 7.0 - Medium dense, silty sand and medium stiff clay. Core-16 Apron Service Road 3.25 4.25 6.0 Dense, sandy gravel. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 5 HWA GEOSCIENCES INC. Exploration Designation Location HMA Thickness (in.) Crushed Aggregate Base Thickness (in.) PCC Thickness (in.) Subgrade Notes Core-17 Apron Service Road 3.0 - 5.0 Medium dense, sandy gravel. Core-18 Apron Service Road 3.0 18.0 - Buried HMA. Core-19 Apron Service Road 3.25 >20.75 - Terminated in crushed base. Core-20 TWY A 4.0 14.0 - 3 inches buried HMA. Additional crushed base below buried HMA. Core-21 TWY A 3.25 5.75 >1 3 inches buried HMA below crushed base. Terminated in PCC below buried HMA. Core-22 Apron Service Road 4.0 4.0 >1 Terminated in PCC. Core-23 Apron Service Road 3.75 8.25 - Very dense, sandy gravel. B-1 TWY A 5.5 11.5 5.0 Dense, gravel with sand. B-2 Apron Service Road 2.0 6.0 4.0 Dense, silty, sandy gravel. B-3 TWY A 6.5 7.0 - 2 inches buried HMA below crushed base. Dense, silty gravel below HMA. B-4 TWY A 4.5 - 8.5 Dense, gravel and silty sand B-5 TWY A 5.0 3.0 7.0 Dense, gravel. B-6 TWY A 6.0 6.0 5.0 Dense, gravel with silt and sand. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 6 HWA GEOSCIENCES INC. Exploration Designation Location HMA Thickness (in.) Crushed Aggregate Base Thickness (in.) PCC Thickness (in.) Subgrade Notes B-7 TWY A 5.0 5.0 5.0 Dense, gravel with sand. B-8 TWY A5 3.5 26.5 - Medium stiff, silt. B-9 TWY A 9.5 5.5 - Dense, gravel with silt and sand. B-10 TWY A 4.0 4.0 3.5 Buried HMA and crushed base above PCC. Dense, gravel with silt and sand below. B-11 TWY A 7.0 19.0 5.0 Dense, gravel with silt and sand. B-12 TWY A3 9.0 3.0 - Medium dense, sand with silt and gravel. B-13 TWY A 3.0 13.0 5.0 Dense, gravel with silt and sand. B-14 TWY A 6.0 14.0 3.0 Dense, gravel with sand. B-15 Seaplane Ramp 4.0 5.0 - Medium dense, silty sand. B-16 Apron Service Road 6.0 1.0 3.5 Dense, gravel with sand. B-17 Apron Service Road 3.0 5.0 4.5 Dense, gravel with silt and sand. B-18 Apron Service Road 4.5 15.5 6.0 Buried HMA and crushed base above PCC. Dense, gravel with silt and sand below PCC. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 7 HWA GEOSCIENCES INC. Exploration Designation Location HMA Thickness (in.) Crushed Aggregate Base Thickness (in.) PCC Thickness (in.) Subgrade Notes B-19 TWY A 4.0 24.0 5.0 Dense, gravel with silt and sand. B-20 Apron Service Road 3.5 14.5 - Dense, gravel with sand. B-21 Apron Service Road 4.0 5.0 - Dense, gravel with sand. B-22 Apron Service Road 5.5 4.5 - Dense, gravel with sand. B-23 Apron Service Road 3.0 - - Dense, silty gravel with sand. B-24 Apron Service Road 7.0 13.0 - Medium dense, silty gravel with sand. B-25 Apron Service Road 6.0 - - Dense, gravel with sand. 2.3 FALLING WEIGHT DEFLECTOMETER TESTING Falling Weight Deflectometer (FWD) testing was conducted on June 6, 2023, within the project limits along Taxiway A, connector Taxiways A1 through A7, and a portion of the Seaplane Ramp. FWD Station 0+00 for Taxiway A was arbitrarily set where Taxiway A meets the grass at the south end of the airport. For connector taxiways, FWD Station 0+00 was arbitrarily set where the taxiway pavement intersects Runway 16/34 pavement. Testing along Taxiway A was performed at 100-foot spacings roughly 4 feet west of the centerline to avoid testing on a longitudinal construction joint, and approximately 15 feet east and west of the centerline. Connector taxiways were tested at approximately 50-foot spacings, at offsets of about 6 feet on either side of the centerline. Figures 2A and 2D show the approximate Stationing used for FWD testing. Figure 3 presents the maximum deflections (immediately under the applied load) normalized to a load of 25,000 pounds for each test line along Taxiway A. Figures 4 through 10 present plots of maximum deflections, normalized to a load of 25,000 pounds, for the connector taxiways. Figure 11 presents the subgrade resilient modulus for each test location along Taxiway A. Figures 12 through 18 present the subgrade resilient moduli values for connector taxiways. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 8 HWA GEOSCIENCES INC. The FWD testing was undertaken using a Dynatest Model 8012 Fast Falling Weight Deflectometer. This FWD allows the pavement to be tested under a wide range of loading conditions (6,500 to 27,000 pounds) to simulate a variety of traffic loads. For this project, pulse loads of approximately 12,000, 17,000 and 25,000 pounds were applied to the pavement surface at each test location. The corresponding pavement surface deflections were measured with velocity transducers located directly under the loaded area, and at 8,12, 18, 24, 36, 48, 60, and 72 inches from the center of the loaded area. Tables 2 and 3 summarize the FWD deflection data for the areas tested. Table 2. Maximum Deflection Normalized to 25,000-pound Load - Taxiway A Test Lane Number of Tests Included Average Maximum Deflection, mils Standard Deviation, mils Highest Deflection in Segment, mils Lowest Deflection in Segment, mils TWY A, 15 ft West of Centerline 55 29.6 6.5 46.3 7.8 TWY A, 4 ft West of Centerline 53 26.4 3.9 34.7 17.6 TWY A, 15 ft East of Centerline 54 33.6 12.8 64.1 16.4 Table 3. Maximum Deflection Normalized to 25,000-pound Load – Taxiway Connectors A1 through A7 Test Lane Number of Tests Included Average Maximum Deflection, mils Standard Deviation, mils Highest Deflection in Segment, mils Lowest Deflection in Segment, mils TWY A1, 6 ft North of Centerline 5 24.8 6.4 31.5 16.3 TWY A1, 6 ft South of Centerline 5 25.7 6.9 32.7 14.6 TWY A2, 6 ft North of Centerline 4 23.3 7.4 29.1 12.5 May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 9 HWA GEOSCIENCES INC. Test Lane Number of Tests Included Average Maximum Deflection, mils Standard Deviation, mils Highest Deflection in Segment, mils Lowest Deflection in Segment, mils TWY A2, 6 ft South of Centerline 4 20.9 4.8 24.4 13.8 TWY A3, 6 ft North of Centerline 6 31.2 14.3 15.6 6.6 TWY A3, 6 ft South of Centerline 6 32.6 14.5 49.5 7.25 TWY A4, 6 ft North of Centerline 5 39.4 18.8 57.0 14.6 TWY A4, 6 ft South of Centerline 5 35.7 18.6 60.7 11.3 TWY A5, 6 ft North of Centerline 6 66.0 27.4 96.8 17.5 TWY A5, 6 ft South of Centerline 8 56.8 33.9 95.5 5.4 TWY A6, 6 ft North of Centerline 5 21.3 4.9 25.7 15.8 TWY A6, 6 ft South of Centerline 5 19.7 3.1 24.3 16.2 TWY A7, 6 ft North of Centerline 4 24.6 6.1 32.7 18.3 TWY A7, 6 ft South of Centerline 4 27.8 4.6 33.5 22.8 Due to the high variability of pavement types and thicknesses across the project site, backcalculation of the subgrade resilient modulus was performed at locations where FWD testing was conducted adjacent to an exploration where pavement layer thicknesses were known. These layer thicknesses were input into the computer program BAKFAA and the subgrade resilient modulus values were backcalculated. Because the backcalculated values are highly sensitive to pavement layer thickness inputs, we could not use the BAKFAA program for most of the data given the high variability in pavement layer types and thicknesses. The backcalculations were performed at 14 locations along Taxiway A, 2 locations along taxiway connectors, and 2 locations located at the Seaplane Ramp. Experience has shown that surface modulus values, determined using the computer program ELMOD6, at 18, 24, 36, or 48 inches from the applied load often closely match backcalculated resilient modulus values. Selecting the correct distance from the load for this correlation May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 10 HWA GEOSCIENCES INC. depends on thickness of the pavement section and subgrade response characteristics. For the FWD test results obtained, surface modulus values at 48 inches from the applied load closely matched backcalculated modulus values. Table 4 presents backcalculated subgrade resilient modulus values for each of the exploration locations where pavement layer thickness and type were available from pavement coring and drilled borings. These modulus values are presented next to surface modulus values at 48 inches from the load for comparison. Table 4. Subgrade Resilient Modulus Versus Surface Modulus at 48 inches From Load – Taxiway A Exploration Designation FWD Station FWD Test Line Subgrade Resilient Modulus, ksi Surface Modulus at 48 inches From Load, ksi B-1 3+02 TWY A 15' E 30.5 29.7 Core-3 8+74 TWY A 15' W 39.1 35.0 B-3 9+81 TWY A 15' E 27.3 29.5 B-4 12+00 TWY A 15' E 20.7 19.1 B-5 15+40 TWY A 15' E 19.1 18.2 B-6 16+99 TWY A 4' W 17.0 16.9 Core-7 18+67 TWY A 15' E 15.2 16.1 Core-8 22+07 TWY A 15' E 13.0 12.9 Core-9 23+07 TWY A 15' W 14.9 14.9 B-9 25+18 TWY A 15' E 19.7 18.6 B-11 30+04 TWY A 15' W 32.6 34.3 Core-12 31+79 TWY A 15' E 22.5 22.1 Core-13 36+68 TWY A 15' E 14.6 14.1 Core-14 43+19 TWY A 15' E 31.5 34.0 May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 11 HWA GEOSCIENCES INC. Figure 19 provides a graphic representation of the data in Table 4. As shown in Figure 19, the correlation between the two methods of subgrade modulus calculation is very close. For this reason, statistics for modulus values presented in Tables 5 through 7 represent surface modulus values at 48 inches from the applied load. This method of analysis does not introduce additional error into the backcalculation by inputting incorrect pavement layer thickness information, while also providing representative subgrade modulus values for each test location. Table 5. Surface Modulus at 48 inches From Load – Taxiway A Test Lane Number of Tests Included Average Modulus, ksi Standard Deviation, ksi Highest Value, ksi Lowest Value, ksi TWY A, 15 ft West of Centerline 55 29.1 15.4 75.7 13.3 TWY A, 4 ft West of Centerline 53 27.3 14.4 86.8 13.4 TWY A, 15 ft East of Centerline 54 25.1 14.7 80.6 13.1 Table 6. Surface Modulus at 48-inches From Load – Taxiway Connectors A-1 through A-7 Test Lane Number of Tests Included Average Modulus, ksi Standard Deviation, ksi Highest Value, ksi Lowest Value, ksi TWY A1, 6 ft North of Centerline 5 30.1 2.1 33.0 27.7 TWY A1, 6 ft South of Centerline 5 29.9 4.1 34.7 25.3 TWY A2, 6 ft North of Centerline 4 35.8 6.1 44.5 31.2 TWY A2, 6 ft South of Centerline 4 36.4 6.4 44.9 29.6 May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 12 HWA GEOSCIENCES INC. Test Lane Number of Tests Included Average Modulus, ksi Standard Deviation, ksi Highest Value, ksi Lowest Value, ksi TWY A3, 6 ft North of Centerline 5 16.7 4.8 24.3 12.9 TWY A3, 6 ft South of Centerline 5 16.2 3.7 22.6 13.6 TWY A4, 6 ft North of Centerline 4 13.3 4.8 20.4 10.7 TWY A4, 6 ft South of Centerline 4 13.7 3.8 19.4 11.5 TWY A5, 6 ft North of Centerline 5 9.7 1.2 11.5 8.3 TWY A5, 6 ft South of Centerline 6 9.4 1.6 12.3 7.9 TWY A6, 6 ft North of Centerline 5 21.5 3.4 25.1 17.9 TWY A6, 6 ft South of Centerline 5 22.2 2.5 24.5 18.9 TWY A7, 6 ft North of Centerline 4 30.2 6.3 35.6 21.5 TWY A7, 6 ft South of Centerline 4 26.6 11.9 42.7 14.0 Taxiways A3 through A5 have an existing utility trench patch running roughly perpendicular to the taxiway that resulted in high modulus values between 30 and 40 ksi. FWD tests that were completed on the utility trench patch were omitted from the statistics in Table 6 as they skewed the average modulus values upward and did not represent subgrade conditions nearby. As shown in Table 6, Taxiways A3 through A5 had the lowest modulus values of all the taxiways tested with average values between 9.4 and 16.7 ksi. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 13 HWA GEOSCIENCES INC. FWD testing performed at the Seaplane ramp resulted in backcalculated subgrade resilient modulus values of between 12.6 ksi, at the location of Core-15, and 15.3 ksi at the location of B-15, using pavement thickness information obtained from these explorations. After comparing backcalculated subgrade resilient modulus from BAKFAA and surface modulus values from Elmod, it was determined that surface modulus at 12 inches from the load was most representative of subgrade conditions within the Seaplane ramp. Table 7 provides a statistical summary of moduli values from each segment of test line performed at the Seaplane Ramp. Table 7. Surface Modulus at 12 inches From Load – Seaplane Ramp Test Lane Number of Tests Included Average Subgrade Resilient Modulus, ksi Standard Deviation, ksi Highest Value, ksi Lowest Value, ksi TWY A, 15 ft West of Centerline 3 13.5 4.5 16.4 8.3 TWY A, 4 ft West of Centerline 2 11.9 4.9 15.4 8.4 TWY A, 15 ft East of Centerline 2 14.0 3.7 16.6 11.4 2.4 TEST PIT EXPLORATIONS Test pit explorations were completed on September 11 and 12, 2023, at locations selected by Century West Engineering along the infield, between Runway 34/16 and Taxiway A. Northwest Excavating, of Mill Creek, Washington was subcontracted by HWA to excavate the test pits using a Bobcat E50 mini excavator. A geologist from HWA logged the test pits, recording soil stratigraphy, texture, soil classification, groundwater occurrence, and collected samples for laboratory testing. Test pits were backfilled with excavated spoils and tamped with the excavator bucket at the completion of each excavation. Test pit locations are presented in Figures 2A through 2D. Photographic logs of the test pits are presented in Figures A-50 through A-72, Appendix A. One small scale Pilot Infiltration Test (PIT) was attempted to determine surface water infiltration feasibility on September 14, 2023, at a location selected by Century West Engineering. The base of the PIT was 51 inches below the ground surface. The pre-soak period of the PIT began at 9:47 AM, and water was added to the excavation until a head of 1.38 feet of water was reached. The water level in the PIT remained at 1.38 feet for 3 hours without introduction of additional May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 14 HWA GEOSCIENCES INC. water. The PIT was terminated at 1:00 PM due to the static water level remaining unchanged in the test pit. During excavation, after the water had been removed from the test pit, saturated soils were observed only 1 inch below the base of the PIT excavation. Medium dense, silty sand receptor soils extended to a depth of 57 inches below ground surface, overlying loose, wet, poorly graded sand. Groundwater was observed at 57 inches below ground surface. After the first phase of test pit explorations and laboratory testing were completed, it was determined that additional test pits would be beneficial to characterize soil conditions adjacent to Taxiway A and to provide samples for modified Proctor and California Bearing Ration (CBR) testing. On December 11, 2023, HWA and NW Excavating returned to complete six additional test pits, designated TP-17 through TP-22, at the locations shown on Figures 2A through 2D. Bulk samples of near surface soils were collected from each test pit for sieve analysis, CBR and modified Proctor testing. The test pits were excavated using a Bobcat E-60 excavator. A geologist from HWA logged each of the test pits and collected samples for laboratory testing. The results of CBR and modified Proctor testing are presented in Figures D-1 through D-12, Appendix D, and summarized below in Sections 2.5 and 4.1 of this report. 2.5 LABORATORY TESTING Representative soil samples obtained from the drilled borings, pavement cores, and test pits were taken to the HWA laboratory for examination and testing. Laboratory tests were conducted on selected soil samples to characterize engineering properties of the soils. Laboratory tests, as described below, included moisture and visual description, grain size distribution, Atterberg Limits, aggregate fracture face count, CBR testing and modified Proctor testing. The results of the laboratory testing are presented in Appendix B, Appendix C, and Appendix D. Moisture Content of Soil: The moisture content (percent by dry mass) of selected soil samples was determined in general accordance with ASTM D 2216. The results are shown at the sampled intervals on the appropriate exploration logs in Appendix A and on the Summary of Material Properties reports, Appendix B, Figures B-1 through B-4. Particle Size Analysis of Soils: The particle size distribution of selected soil samples from the explorations were determined in general accordance with ASTM D6913/D7928. The results are summarized in the attached Particle-Size Analysis of Soils reports, Figures B-5 through B-28, Appendix B, which also provide information regarding the classification of the samples and the moisture content at the time of testing. Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits): Three samples were tested using method ASTM D4318, multi-point method. The results are reported on the attached Liquid Limit, Plastic Limit, and Plasticity Index of Soils report, Figure B-29 along with the classification of the samples and the moisture content at the time of testing. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 15 HWA GEOSCIENCES INC. Sieve Analysis of Aggregate: Samples of the Crushed Aggregate Base, described as Crushed Base in the logs, were obtained in 17 of the 23 pavement cores, including 2 samples that were obtained in Core-16, for a total of 18 samples. Particle size distribution of each sample was determined by sieving, in general accordance with ASTM C136. The grain size distribution plots are presented in the Particle Size Distribution Reports, Figures C-1 through C-18, Appendix C, and are plotted against the grain size specifications for Item P-209, Crushed Aggregate Base. As indicated on the plots, only 3 of the 18 samples tested met the gradation requirements for Item P-209, while others were out of specification on one to three sieves. Percent Fractured Aggregate: The percentage by weight of gravel-sized particles with at least two fractured faces was determined for the Crushed Aggregate Base samples obtained beneath the HMA. The weight of all fractured gravel-sized particles was divided by the total weight of all gravel-sized particles in the sample. The results are reported on the Particle Size Distribution Reports, Figures C-1 through C-18, Appendix C. As indicated, the test results indicated values of 85% to 99% fractured faces. Laboratory Compaction Characteristics of Soil (Proctor Test): Bulk soil samples from test pits TP-17 through TP-22, representing fill soils nearest to Taxiway A, were tested using ASTM D 1557-12 (modified Proctor). The tests were performed on the portion of the sample passing the ¾-inch sieve, as required by the test procedure. Results of testing are summarized in the attached Laboratory Compaction Test Reports, Figures D-1 through D-6, Appendix D. CBR (California Bearing Ratio) of Laboratory Compacted Soils: The samples discussed above for Proctor testing were tested in general accordance with method ASTM D 1883. Test results for the bulk samples obtained from test pits TP-17 through TP-22, using the ASTM D 1557-12 compaction standard, are summarized in the CBR of Laboratory Compacted Soils reports, Figures D-7 through D-12, Appendix D. 3.0 SITE CONDITIONS 3.1 SITE DESCRIPTION Renton Municipal Airport is located in King County, Washington within the northwestern portion of the City of Renton. The airport has a single runway (Runway16/34) accompanied by parallel Taxiway A to the west and Taxiway B to the east. The runway and associated taxiways are approximately 5,400 feet long. Currently, Taxiway A is approximately 75 feet wide with additional pavement for the Apron Service Road, extending about 50 feet west where it connects with airport aprons. Seven connector taxiways, Taxiways A1 through A7, approximately 40 feet wide, connect Taxiway A to Runway 16/34. The ground surface in the vicinity of this project is predominantly flat and situated between approximately 20 to 30 feet above mean sea level, sloping gently downward north toward Lake Washington. Prior to development, the project area May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 16 HWA GEOSCIENCES INC. existed as the southern extent of Lake Washington and as a flood plain for the Cedar River and Black River. Figure 20, Historic Lake Washington Shoreline, shows the historic lake levels, wetlands, and forested uplands. 3.2 GENERAL GEOLOGY The project site is located within the Puget Lowland. The Puget Lowland has repeatedly been occupied by a portion of the continental glaciers that developed during the ice ages of the Quaternary period. During at least four periods, portions of the ice sheet advanced south from British Columbia into the lowlands of Western Washington. The southern extent of these glacial advances was near Olympia, Washington. Each major advance included numerous local advances and retreats, and each advance and retreat resulted in its own sequence of erosion and deposition of glacial lacustrine, outwash, till, and drift deposits. Between and following these glacial advances, sediments from the Olympic and Cascade Mountains accumulated in the Puget Lowland. As the most recent glacier retreated, it uncovered a sculpted landscape of elongated, north-south trending hills and valleys between the Cascade and Olympic Mountain ranges, composed of a complex sequence of glacial and interglacial deposits. Geologic information for the project area was obtained from the Washington State Department of Natural Resources Geologic Information Portal. According to this map, the project site soil is mapped as artificial fill and modified land. Historically, Lake Washington drained to the south through the Black River. Before the year 1916, Lake Washington extended as far south as the current Taxiway A5 location at Renton Municipal Airport. From there, Lake Washington flowed into the mouth of the Black River and met the Cedar River at the southern end of Taxiway A. In the year 1916, a canal had been completed between Lake Washington and Portage Bay (Lake Union) resulting in a lowering of Lake Washington water levels by about 9 feet to match that of Lake Union. Both lake levels would become controlled by the Hiram M. Chittenden Locks, also known as the Ballard Locks. The Cedar River was rerouted to flow into Lake Washington during the same period of land modification, to prevent flooding in the City of Renton. This activity severed Lake Washington’s outflow to the Black River, as well as the Cedar River’s flow into the Black River. As the Black River dried, fill soils were placed in the historic river channel, nearby wetlands, and the local flood plain to create usable land for development. Several historic photos in the project vicinity are presented in Appendix F. Given the historic Lake Washington water levels and nearby rivers in the vicinity of the project area, much of the fill soils at the project site are underlain by soft or loose alluvial silt, clay, sand, and gravel along with wetland deposits consisting of organic silt and peat. Alluvium is mapped east of the project site, adjacent to modified land and fill soils, in the Renton Landing area. Vashon glacial till, glaciofluvial deposits consisting of kame terrace deposits, and undifferentiated glacial deposits are mapped along the hillside to the west of Renton Municipal Airport and may underlie alluvial deposits at Renton Municipal Airport. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 17 HWA GEOSCIENCES INC. 3.3 SUBSURFACE CONDITIONS Buried HMA and/or PCC pavement layers were encountered in 14 of the 25 borings and in 13 of the 23 pavement cores, extending to depths of up to 35 inches below ground surface at the location of boring B-18. At locations where buried pavement was observed, a crushed base layer had typically been placed on top of PCC and then paved with HMA. The buried PCC had been overlayed by HMA before burial with crushed base at several locations, likely as part of development over the years. Fill soils encountered below buried pavement consists of gravel or sand with varying amounts of silt, and sandy silt placed during construction of the Boeing Plant and Renton Municipal Airport between the years 1941 and 1945. The average fill thickness below Taxiway A was approximately 5 feet. The thickest fill deposits were encountered in borings B-16 and B-14, with respective depths of 9.5 and 11.5+ feet. Borings B-5, B-8, B-9, B-12, B-22, and B-23 encountered the thinnest fill thickness, varying between 2 and 3 feet in depth. Fill soils overlie alluvial deposits from Lake Washington, the Black River, and the Cedar River. Soil type and depth of fill varies across the site and is likely thickest where the Black River channel was infilled, and in the northern portion of the airport. The following sections describe each soil type encountered below buried pavement. Gravel Borrow Fill: Loose to dense, brown, dark grayish brown, and dark gray, poorly graded to well graded gravel with varying amounts of silt, sand, and cobbles, moist. Typically found below the pavement sections. This soil type is generally dense; however, medium dense gravel borrow fill was encountered in several of the borings. Loose gravel borrow fill was encountered in boring B-18. Fill: Loose to dense, brown, gray, dark gray, silty, poorly graded gravel with varying amounts of cobbles. Loose to dense, brown, dark brown, gray, and dark gray, silty sand with varying amounts of gravel. Medium stiff to stiff, brown, yellow brown, dark gray, sandy silt with varying amounts of gravel. Alluvium: Fine Grained – Very soft to medium stiff, dark olive gray, dark grayish brown, silt with varying amounts of sand, organics, and gravel. Organic silt was observed in borings B-8 and B-21, between the respective depths of 4 to 5 feet and 6 to 9.5 feet. Very soft, dark olive brown, lean clay with sand and woody debris was observed in boring B-18 between the depths of 8.75 to 11.5 feet. Granular – Loose to medium dense, dark grayish brown to dark gray, fine to medium, silty sand with varying amounts of silt, organic matter, and gravel. Loose to medium dense, brown and gray, fine to medium sand with varying amounts of silt and gravel. Loose to medium dense, brown and gray to very dark gray, poorly graded gravel with varying amounts of silt, sand, and May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 18 HWA GEOSCIENCES INC. cobbles. Coarser grained alluvium was primarily observed near the south end of Taxiway A in borings B-1 and B-2 and test pits TP-1 and TP-2, near the historic confluence of the Cedar and Black Rivers. 3.4 GROUNDWATER CONDITIONS Groundwater was observed in 23 of the 25 borings and 20 of the 23 test pits. Where encountered, the depth to groundwater varied from about 4 feet to 9.5 feet in the borings and about 4.8 feet to 8.6 feet in the test pits (excluding test pits TP-20 through TP-22 discussed below). Average groundwater elevation is about 18.4 feet across the site. The deepest groundwater encountered was observed in test pit TP-14 at elevation 14.1 feet, while the shallowest groundwater encountered was observed in boring B-1 at elevation 21.7 feet. In general, the groundwater elevation decreases to the north, toward Lake Washington, beneath Taxiway A and the infield, suggesting recharge from the southern part of the airport, possibly from the buried Black River channel and the Cedar River groundwater table. Groundwater occurrence was typically observed within permeable alluvial soils. We anticipate that the ground surface of alluvial soils was most likely undulating prior to being filled over during construction of the airport, creating an undulating aquitard of fill soil that could be controlling groundwater elevation beneath the airport. It should be noted that all of the borings and test pits TP-1 through TP-16, along with PIT-1, were performed in September 2023 during the dry season. Test pits TP-17 through TP-22 were excavated in December 2023 during the wet, rainy season. Test pits TP-20 through TP-22 all encountered very shallow, slow groundwater seepage in the granular fill perched above less permeable fill soils; however, the test pits, with the exception of TP-18, did not extend to the depth of the static groundwater table observed in other explorations. At the location of test pit TP-18, groundwater was encountered in the native, alluvial soils at a depth of 4.6 feet (elevation 19.4 feet). Lake Observations by Citizens & Satellites (LOCSS) began monitoring Lake Washington water levels at a gauge station that was installed by the City of Kirkland in 2018. The gauge station was surveyed by the City of Kirkland and the 0.00 mark was set to 16.47 feet above mean sea level. According to this data, Lake Washington water elevation varies between about 16.5 and 18.7 feet annually with peak water levels occurring between April and June. Lake Washington water levels likely affect groundwater conditions at Renton Municipal Airport during peak water levels in spring, given that the groundwater elevations observed in the northern half of the airport are similar to Lake Washington water levels. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 19 HWA GEOSCIENCES INC. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 GENERAL The results of our explorations and laboratory testing indicate a considerable variation in pavement layer types, thicknesses and subgrade support conditions across the site. Many of the explorations encountered older layers of PCC and HMA buried below fill, typically crushed aggregate base course. Depths to the older pavement layers and thicknesses of these layers varied considerably, as shown on the exploration logs in Appendix A. Only four explorations (B-4, C-4, C-5 and C-17) encountered PCC immediately below the HMA. Based on the results of the borings, there generally appears to be about 5 feet of pavement and granular fill across the site overlying alluvium. For new pavement design, we recommend that the upper 12 inches of subgrade soils below the new pavement section be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D1556 (modified Proctor). Only 6 of the 25 borings encountered less than 4 feet thickness of pavement and granular fill overlying alluvium, as indicated in Table 8 below. Table 8 also provides the depth to groundwater at the time of exploration, which varied between 4 to 6 feet at these locations. In these areas, over-excavation of soft/loose soils, and/or subgrade stabilization, may be required to construct the new pavement section. At the locations of borings B-22 and B-23, located in front of the control tower, the pavement surface exhibits high severity alligator cracking, surface depressions and relatively recent patching, suggesting ongoing problems in this area. These two borings also had the thinnest depths of pavement and granular fill encountered. Both borings encountered very soft alluvial silt at a depth of 2 feet. Subgrade stabilization recommendations are presented in Section 4.3 of this report. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 20 HWA GEOSCIENCES INC. Table 8. Explorations with Thinner Deposits of Granular Fill Boring Designation Thickness of Pavement & Granular Fill Overlying Subgrade, feet Depth to Groundwater, feet Subgrade Soil Type B-5 3 4 Very soft silt and very loose sand B-8 2.5 5 Medium stiff silt and soft organic silt B-9 3 5 Soft silt and very loose sand B-12 2 6 Very loose silty sand B-22 2 5 Very soft silt B-23 2 4.5 Very soft silt As indicated by the FWD test results, the average subgrade resilient modulus values below the areas tested are typically above 20 ksi, indicating good subgrade support. Only 4 of the areas tested had average values less than 20 ksi: Taxiway A3, Taxiway A4, Taxiway A5 and Seaplane Ramp. These values are presented in Section 2.3 of this report. As described previously, we performed CBR testing using the modified Proctor compaction standard on 6 samples obtained from test pits excavated in the infield, as described in Section 2.4 of this report. It should be noted that laboratory CBR testing is performed on material passing the ¾-inch sieve, meaning that coarse gravel and cobbles present within soils at the site have no influence on the test results. Results of CBR testing on samples obtained from test pits TP-17 through TP-22, are summarized in Table 9 below. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 21 HWA GEOSCIENCES INC. Table 9. CBR Test Results – Modified Proctor Sample Designation Soil Classification Soil Frost Group Moisture Content (%) MDD (pcf) (ASTM D1557) OMC % (ASTM D1557) Laboratory CBR % Comp CBR TP-17, S-1 GW FG-1 5.9 135.8 6.8 90.9 7.4 95.0 38.5 100.0 126.9 TP-18, S-1 SM FG-3 12.2 124.6 9.3 90.3 2.0 95.8 8.9 100.2 12.1 TP-19, S-1 SM FG-2 17.9 116.9 11.2 89.9 3.9 94.8 10.7 99.2 26.9 TP-20, S-1 ML FG-4 25.1 110.0 15.3 89.8 4.3 95.6 10.6 100.3 17.4 TP-21, S-1 ML FG-4 39.0 91.4 21.8 89.1 4.2 93.8 8.0 99.7 35.7 TP-22, S-1 SM FG-4 21.2 106.1 17.3 89.7 5.1 94.9 11.5 99.5 28.5 Table 9 Explanation: Maximum Dry Density (MDD), Optimum Moisture Content (OMC), Percent compaction (% Comp). As indicated in Table 9, at 95% modified Proctor compaction values, the silty sand (SM) soil had CBR values between 8.9 and 11.5. The silt (ML) soils had CBR values of 8.0 and 10.6 at the same compaction level, while the well-graded gravel (GW) sample had a CBR value of 38.5. With additional compaction effort near 100% of modified Proctor, two of the silty sand fill soils (TP-19 and TP-22) showed a dramatic increase in strength with CBR values 26.9 and 28.5. The samples of silt fill soils also showed a significant increase in strength near 100% of modified Proctor, with CBR values of 17.4 and 35.7. Additionally, testing showed that well graded gravel at the site becomes very strong at 95% of modified Proctor with a CBR of 38.5. Excluding the gravel (GW) sample from TP-17, the average CBR value, at approximately 95% compaction, for the samples tested is approximately 10. This roughly correlates to a resilient modulus value of 15,000 psi; which is considerably less than the results obtained from FWD testing along Taxiway A; however, the CBR test samples are soaked for 96 hours prior to testing and the FWD testing was performed during dry summer conditions. For new pavement design, we recommend using a subgrade resilient modulus value of 15,000 psi. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 22 HWA GEOSCIENCES INC. As indicated previously and shown in Appendix C, only 3 of the 18 samples of the existing crushed aggregate base below the HMA met specification requirements for Item P-209, Crushed Aggregate Base Course, as specified in AC 150/5370-10H Standard Specification for Construction of Airports. Additionally, the granular fill encountered below buried pavement layers was highly variable and unlikely to meet specification for P-208 Aggregate Base Course. Therefore, we anticipate all structural fill will need to be imported and meet the specifications for the materials designated. During discussions with the design team, we were made aware of a waterline that will be decommissioned as part of this project, which runs across Taxiway A and then along the length of the taxiway. To avoid complications with exposing soft or loose subgrade soils if the waterline were to be excavated and removed, we recommend that the waterline be abandoned in place by grouting the inside of the pipe. 4.2 FROST CONDITIONS A frost depth penetration analysis was performed as part of the pavement design process. The soils are classified per AC 150/5320-6G Airport Pavement Design and Evaluation based on grain size analyses. Table 10 provides frost group information for 15 samples collected during test pit explorations. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 23 HWA GEOSCIENCES INC. Table 10. Frost Group Determination Exploration, Sample Sample Depth (ft) USCS Classification Percent Finer than 0.02 mm by Weight Frost Group TP-1, S-1 1.4 – 2.0 SM 11 FG-2 TP-3, S-1 1.5 – 2.0 ML 39 FG-4 TP-4, S-1 1.8 – 2.1 SM 26 FG-4 TP-6, S-1 1.4 – 2.0 SM 20 FG-3 TP-8, S-1 1.5 – 2.0 ML 48 FG-4 TP-10, S-1 0.7 – 1.0 GP 2 FG-1 TP-12, S-1 1.0 – 1.5 SM 10.5 FG-2 TP-14, S-1 1.5 – 1.8 GP-GM 5 FG-1 TP-16, S-1 0.7 – 1.2 SM 21 FG-3 TP-17, S-1 1.3 – 2.0 GW 2 FG-1 TP-18, S-1 1.0 – 1.7 SM 16 FG-3 TP-19, S-1 1.5 – 2.0 SM 13 FG-2 TP-20, S-1 2.0 – 2.6 ML 26 FG-4 TP-21, S-1 2.0 – 2.5 ML 46 FG-4 TP-22, S-1 2.3 – 2.5 SM 29 FG-4 Contour maps of maximum frost penetration depth for this area indicate a depth of 20 inches for coarse-grained soils and a depth of 12 inches for fine-grained soils (Pavement Interactive website). May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 24 HWA GEOSCIENCES INC. 4.3 SUBGRADE STABILIZATION Soft or loose, native alluvial soils with high fines content were encountered below a thin section of pavement and granular fill at the locations of the explorations presented in Table 8 in Section 4.1 of this report. Depth to groundwater at these locations varied from about 4 to 6 feet below pavement surface and could potentially cause problems during subgrade compaction and construction of the new pavement section. If encountered during construction, we recommend that soft or loose subgrade soils be excavated about 1 foot below the design pavement section and compacted using a smooth drum roller. We recommend that vibratory compaction not be used for compaction of the subgrade at the locations as this could result in pumping. A large/heavy, smooth drum compactor should be used to thoroughly compact the exposed subgrade as densely as possible . Following compaction, we recommend a separator geotextile and geogrid be placed over the subgrade for stabilization. We recommend Mirafi HP570, or equivalent, for separator geotextile and Tensar InterAx NX650, or equivalent, for geogrid. The separator fabric should be placed over the compacted subgrade and the geogrid placed over the separator fabric, prior to placing and compacting the crushed aggregate base (P-209) above. Alternatively, quarry spalls could be used for stabilization. For this method, we recommend a depth of excavation of 18 inches be made below the design pavement section. A large/heavy, smooth drum compactor should be used to thoroughly compact the exposed subgrade as densely as possible . Following compaction, we recommend a separator geotextile be placed over the subgrade, followed by placement of a depth of 12 inches of 2-inch to 4-inch quarry spalls. The spalls should be thoroughly compacted and another layer of separator fabric should be placed over the spalls followed by a thickness of 6 inches of crushed aggregate base (P-209). Following stabilization, the crushed aggregate base for the new pavement structure should be placed and compacted to at least 95 percent of maximum dry density, as determined using ASTM D1557 (modified Proctor). We anticipate vibratory compaction will be required to achieve this level of compaction. This may result in pumping of the base course, in which case vibration should be discontinued and the base course left undisturbed until pore pressures dissipate. Density testing should be performed during compaction and after pore pressure dissipation to evaluate the level of compaction. This may need to be repeated to achieve the specified minimum compaction. Once the base course is compacted to the specified level, and pore pressures dissipate so that no pumping is evident, the asphalt layers can be placed and compacted. Oscillating rollers could be used to minimize potential to induce further pumping. Trenching for stormwater improvements included in the project may encounter soft or loose subgrade conditions near the groundwater table. Subgrade stabilization for the bottom of the trench, prior to placing pipe zone bedding, should include excavating the trench to 12 inches below the designed depth, placing a separator geotextile, backfilling with 2 to 4-inch quarry spalls tamped in place by the excavator bucket or hoe-pac, followed by placement of another layer of separator geotextile, prior to placing pipe zone bedding. May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 25 HWA GEOSCIENCES INC. 4.4 DRAINAGE It is essential for the satisfactory performance of the pavement that good drainage is provided to prevent water ponding on or alongside, or accumulating beneath, the pavement. Water ponding can cause saturation of the pavement and subgrade layers and lead to premature failure. The base layers and subgrade surface should be graded to prevent water being trapped within the layer. The surface of the pavement should be sloped to convey water away from the pavement to appropriate drainage facilities. 4.5 WET WEATHER EARTHWORK The silty sand, sandy silt and other fine-grained soils throughout the project are moderately to highly moisture sensitive and will be unworkable and pump when wet. The granular fill soils, typically encountered in the upper 5 feet in the drilled borings and pavement cores, are less susceptible to moisture; however, we recommend that earthwork and paving operations occur in periods of dry summer weather. If earthwork is to be performed, or fill is to be placed in wet weather or under wet conditions when soil moisture content is difficult to control, the following recommendations should apply: • Earthwork should be accomplished in small sections to minimize exposure to wet weather. Excavation or the removal of unsuitable soils should be followed promptly by the placement and compaction of a suitable thickness of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. • The ground surface within the construction area should be sloped and sealed with a smooth drum vibratory roller to promote rapid runoff of precipitation, to prevent surface water from flowing into excavations, and to prevent ponding of water. • No soil should be left uncompacted, so it can absorb water. Soils that become too wet for compaction should be removed and replaced with clean granular materials. • Excavation and placement of fill should be observed on a full-time basis by a person experienced in wet weather earthwork to verify that all unsuitable materials are removed, and suitable compaction and site drainage is achieved. 4.6 TEMPORARY EXCAVATIONS Any excavations deeper than 4 feet should be sloped or shored in accordance with current State of Washington Labor and Industries Safety and Health guidelines. Per these guidelines, all existing fill soils on site are classified as Type C Soil. Temporary unsupported excavations within Type C Soil should be sloped no steeper than 1½H:1V (horizontal: vertical). Flatter side May 31, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 26 HWA GEOSCIENCES INC. slopes could be required for excavations below the water table or where groundwater seepage is present. The contractor should monitor the stability of the temporary excavations and adjust the construction schedule and slope inclination accordingly. The contractor should be responsible for control of ground and surface water and should employ sloping, slope protection, ditching, sumps, dewatering, and other measures, as necessary, to prevent sloughing of soils and heave of the bottom of the excavation. 5.0 CONDITIONS AND LIMITATIONS We have prepared this report for Century West Engineering for use in the design of this project. This report should be provided in its entirety to prospective contractors for bidding and estimating purposes; however, the conclusions and interpretations presented herein should not be construed as a warranty of the subsurface conditions. Experience shows that soil and ground water conditions can vary significantly over small distances. Inconsistent conditions may occur between explorations that may not be detected by a geotechnical study of this nature. If, during future site operations, subsurface conditions are encountered which vary appreciably from those described herein, HWA should be notified to review the recommendations made in this report, and revise, if necessary. If there is a substantial lapse of time between submission of this report and the start of construction, or if conditions change due to construction operations, it is recommended that this report be reviewed to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. This report is issued with the understanding that it is the responsibility of the owner, or the owners’ representative, to ensure that the information and recommendations are brought to the attention of the appropriate design team personnel and incorporated into the project plans and specifications, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. We recommend HWA be retained to monitor construction, evaluate subgrade soil conditions as they are exposed, and verify that subgrade preparation, backfilling, and compaction are accomplished in accordance with the specifications. Within the limitations of scope, schedule and budget, HWA attempted to execute these services in accordance with generally accepted professional principles and practices in the fields of geotechnical and pavement engineering at the time the report was prepared. No warranty, express or implied, is made. The scope of our work did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous or toxic substances in the soil, surface water, or ground water at this site. © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS © 2023 TomTom © 2023 Microsoft Corporation © 2023 TomTom CF 2023-027-21 SITE AND VICINITY MAP RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN RENTON, WASHINGTON 0 500'1000'1500'2000' SCALE: 1" = 1000' VICINITY MAP SITE MAP 0 3000'6000'9000'12000' SCALE: 1" = 6000' SITE SP 1 DRAWN BY: PROJECT # C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <1> Plotted: 11/21/2023 9:25 AM CHECK BY: FIGURE NO.: DBE/MWBE © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS AH E A D LA N E ON E M P H 1 5 SITE & EXPLORATION PLAN 2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN RENTON, WASHINGTON BASE MAP PROVIDED BY: BING AND CENTURY WEST 11.14.2023 0 50 100 150 200 SCALE: 1" = 100' RENTON MUNICIPAL AIRPORT Scale: 1" = 100'-0" RENTON MUNICIPAL AIRPORT W PERIMETER RD AI R P O R T W A Y SP/BKH CF FIGURE NO.: PROJECT NO.: DRAWN BY: CHECK BY: C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <2A> Plotted: 12/14/2023 8:33 PM 2A DBE/MWBE MA T C H L I N E S E E 2 B EXPLORATION LEGEND B-1 BOREHOLE DESIGNATION AND APPROXIMATE LOCATION CORE-1 PAVEMENT CORE DESIGNATION AND APPROXIMATE LOCATION TP-1 TEST PIT DESIGNATION AND APPROXIMATE LOCATION B-1 B-2 B-3 CORE-1 CORE-2 CORE-3 TP-1 TP-2 TP-3 TA X I W A Y A 7FW D S T A . FW D S T A . TP-22 © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS AH E A D LA N E ON E AH E A D LA N E ON E AH E A D LA N E ON E RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN RENTON, WASHINGTON BASE MAP PROVIDED BY: BING AND CENTURY WEST 11.14.2023 0 50 100 150 200 SCALE: 1" = 100' RENTON MUNICIPAL AIRPORT Scale: 1" = 100'-0" RENTON MUNICIPAL AIRPORT W PERIMETER RD SP/BKH CFSITE & EXPLORATION PLAN 2023-027-21 FIGURE NO.: PROJECT NO.: DRAWN BY: CHECK BY: C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <2B> Plotted: 12/14/2023 8:34 PM 2B DBE/MWBE MA T C H L I N E S E E 2 C MA T C H L I N E S E E 2 A RAINIER AVE N EXPLORATION LEGEND B-4 BOREHOLE DESIGNATION AND APPROXIMATE LOCATION CORE-4 PAVEMENT CORE DESIGNATION AND APPROXIMATE LOCATION TP-4 TEST PIT DESIGNATION AND APPROXIMATE LOCATION PIT-1 PIT DESIGNATION AND APPROXIMATE LOCATION CORE-4 CORE-5 CORE-6 CORE-7 CORE-23 CORE-8 CORE-9 CORE-22 B-4 B-5 B-6 B-25 B-24 B-7 B-8 B-9 B-21 B-23 B-22 TP-4 TP-5 TP-6 TP-7 PIT-1 TA X I W A Y A 6 TAXI W A Y A 5 FW D S T A . FWD S T A . TP-21 TP-20 © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS MP H 15 MP H 15 MP H 15 MP H 15 RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN RENTON, WASHINGTON BASE MAP PROVIDED BY: BING AND CENTURY WEST 11.14.2023 0 50 100 150 200 SCALE: 1" = 100' RENTON MUNICIPAL AIRPORT Scale: 1" = 100'-0" RENTON MUNICIPAL AIRPORT SP/BKH CFSITE & EXPLORATION PLAN 2023-027-21 FIGURE NO.: PROJECT NO.: DRAWN BY: CHECK BY: C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <2C> Plotted: 12/14/2023 8:34 PM 2C DBE/MWBE MA T C H L I N E S E E 2 D MA T C H L I N E S E E 2 B EXPLORATION LEGEND B-11 BOREHOLE DESIGNATION AND APPROXIMATE LOCATION CORE-11 PAVEMENT CORE DESIGNATION AND APPROXIMATE LOCATION TP-8 TEST PIT DESIGNATION AND APPROXIMATE LOCATION B-10 B-20 B-11 B-19 B-18 B-12 CORE-21 CORE-11 CORE-20 CORE-12 CORE-19 CORE-18 CORE-13 CORE-10 TP-8 TP-9 TP-10 TP-11 TP-12 TA X I W A Y A 4 TA X I W A Y A 3 FW D S T A . FW D S T A . TP-19 TP-18 © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS MP H 15 MP H 15 RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN RENTON, WASHINGTON BASE MAP PROVIDED BY: BING AND CENTURY WEST 11.14.2023 0 50 100 150 200 SCALE: 1" = 100' RENTON MUNICIPAL AIRPORT Scale: 1" = 100'-0" RENTON MUNICIPAL AIRPORT EXPLORATION LEGEND B-13 BOREHOLE DESIGNATION AND APPROXIMATE LOCATION SP/BKH CFSITE & EXPLORATION PLAN 2023-027-21 FIGURE NO.: PROJECT NO.: DRAWN BY: CHECK BY: C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <2D> Plotted: 12/14/2023 8:35 PM 2D DBE/MWBE MA T C H L I N E S E E 2 C CORE-14 PAVEMENT CORE DESIGNATION AND APPROXIMATE LOCATION TP-13 TEST PIT DESIGNATION AND APPROXIMATE LOCATION B-13 B-17 B-16 B-14 B-15 CORE-14 CORE-17 CORE-16 CORE-15 TP-13 TP-14 TP-15 TP-16 T A X I W A Y A 2 T A X I W A Y A 1 FW D S T A . FW D S T A . TP-17 MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 3 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 0+00 5+00 10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 De f l e c t i o n , m i l s Station, feet Taxiway A -Maximum Deflection Normalized to 25,000-pound Load 15 Feet W of CL 4 Feet W of CL 15 Feet E of CL MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 4 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 0+00 0+50 1+00 1+50 2+00 2+50 De f l e c t i o n , m i l s Station, feet Taxiway A1 -Maximum Deflection Normalized to 25,000-pound Load TWY A1 N of CL TWY A1 S of CL MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 5 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 0+00 0+50 1+00 1+50 De f l e c t i o n , m i l s Station, feet Taxiway A2 -Maximum Deflection Normalized to 25,000-pound Load TWY A2 N of CL TWY A2 S of CL MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 6 2023-027 FIGURE NO. PROJECT NO. 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 0+00 0+50 1+00 1+50 2+00 2+50 3+00 De f l e c t i o n , m i l s Station, feet Taxiway A3 -Maximum Deflection Normalized to 25,000-pound Load TWY A3 N of CL TWY A3 S of CL MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 7 2023-027 FIGURE NO. PROJECT NO. MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 8 2023-027 FIGURE NO. PROJECT NO. 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 0+00 0+50 1+00 1+50 2+00 2+50 3+00 De f l e c t i o n , m i l s Station, feet Taxiway A5 -Maximum Deflection Normalized to 25,000-pound Load TWY A5 N of CL TWY A5 S of CL MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 9 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 0+00 0+50 1+00 1+50 2+00 De f l e c t i o n , m i l s Station, feet Taxiway A6 -Maximum Deflection Normalized to 25,000-pound Load TWY A6 N of CL TWY A6 S of CL MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 10 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 0+00 0+50 1+00 1+50 2+00 De f l e c t i o n , m i l s Station, feet Taxiway A7 -Maximum Deflection Normalized to 25,000-pound Load TWY A7 N of CL TWY A7 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 11 2023-027 FIGURE NO. PROJECT NO. SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 12 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50 2+00 2+50 Su r f a c e M o d u l u s , k s i Station, feet Taxiway A1 -Surface Modulus @ 48 inches TWY A1 N of CL TWY A1 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 13 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50 Su r f a c e M o d u l u s , k s i Station, feet Taxiway A2 -Surface Modulus @ 48 inches TWY A2 N of CL TWY A2 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 14 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Su r f a c e M o d u l u s , k s i Station, feet Taxiway A3 -Surface Modulus @ 48 inches TWY A3 N of CL TWY A3 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 15 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50 Su r f a c e M o d u l u s , k s i Station, feet Taxiway A4 -Surface Modulus @ 48 inches TWY A4 N of CL TWY A4 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 16 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Su r f a c e M o d u l u s , k s i Station, feet Taxiway A5 -Surface Modulus @ 48 inches TWY A5 N of CL TWY A5 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 17 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50 2+00 Su r f a c e M o d u l u s , k s i Station, feet Taxiway A6 -Surface Modulus @ 48 inches TWY A6 N of CL TWY A6 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 18 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50 2+00 Su r f a c e M o d u l u s , k s i Station, feet Taxiway A7 -Surface Modulus @ 48 inches TWY A7 N of CL TWY A7 S of CL COMPARISON OF Mr CALCULATION METHOD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 19 2023-027 FIGURE NO. PROJECT NO. HISTORIC LAKE WASHINGTON SHORELINE TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 20 2023-027 FIGURE NO. PROJECT NO. NOT TO SCALE EXPLANATION Image Credit: Historical Changes to Lake Washington and Route of the Lake Washington Ship Canal, King County Washington. By Michael Chrzastowski, 1983. USGS 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix A Field Exploration A-12023-027 Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Renton, Washington Associated Improvements - Phase 1 Predesign SYMBOLS USED ON EXPLORATION LOGS LEGEND OF TERMS AND Clean Gravel (little or no fines) More than 50% of Coarse Fraction Retained on No. 4 Sieve Gravel with SM SC ML MH CH OH RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE Very Loose Loose Medium Dense Very Dense Dense N (blows/ft) 0 to 4 4 to 10 10 to 30 30 to 50 over 50 Approximate Relative Density(%) 0 - 15 15 - 35 35 - 65 65 - 85 85 - 100 COHESIVE SOILS Consistency Very Soft Soft Medium Stiff Stiff Very Stiff Hard N (blows/ft) 0 to 2 2 to 4 4 to 8 8 to 15 15 to 30 over 30 Approximate Undrained Shear Strength (psf) <250 250 - No. 4 Sieve Sand with Fines (appreciable amount of fines) amount of fines) More than 50% Retained on No. 200 Sieve Size Sand and Sandy Soils Clean Sand (little or no fines) 50% or More of Coarse Fraction Passing Fine Grained Soils Silt and Clay Liquid Limit Less than 50% 50% or More Passing No. 200 Sieve Size Silt and Clay Liquid Limit 50% or More 500 500 - 1000 1000 - 2000 2000 - 4000 >4000 DensityDensity USCS SOIL CLASSIFICATION SYSTEM Coarse Grained Soils Gravel and Gravelly Soils Highly Organic Soils GROUP DESCRIPTIONS Well-graded GRAVEL Poorly-graded GRAVEL Silty GRAVEL Clayey GRAVEL Well-graded SAND Poorly-graded SAND Silty SAND Clayey SAND SILT Lean CLAY Organic SILT/Organic CLAY Elastic SILT Fat CLAY Organic SILT/Organic CLAY PEAT MAJOR DIVISIONS GW SP CL OL PT GP GM GC SW COHESIONLESS SOILS Fines (appreciable LEGEND 2023-027.GPJ 11/10/23 PROJECT NO.:FIGURE: Coarse sand Medium sand SIZE RANGE Larger than 12 in Smaller than No. 200 (0.074mm) Gravel 3 in to 12 in 3 in to No 4 (4.5mm) No. 4 (4.5 mm) to No. 200 (0.074 mm) COMPONENT DRY Absence of moisture, dusty, dry to the touch. MOIST COMPONENT DEFINITIONS time of drilling) Groundwater Level (measured in well or open hole after water level stabilized) Groundwater Level (measured at TEST SYMBOLS GROUNDWATER SYMBOLS AL Atterberg Limits: California Bearing Ratio CN Consolidation DD OC Organic Content pH pH of Soils 12 - 30% Clayey, Silty, Sandy, Gravelly 3 in to 3/4 in 3/4 in to No 4 (4.5mm) No. 4 (4.5 mm) to No. 10 (2.0 mm) No. 10 (2.0 mm) to No. 40 (0.42 mm) No. 40 (0.42 mm) to No. 200 (0.074 mm) NOTES: Soil classifications presented on exploration logs are based on visual and laboratory observation. Density/consistency, color, modifier (if any) GROUP NAME, additions to group name (if any), moisture content. Proportion, gradation, and angularity of constituents, additional comments. (GEOLOGIC INTERPRETATION) Please refer to the discussion in the report text as well as the exploration logs for a more complete description of subsurface conditions. Soil descriptions are presented in the following general order: < 5% Damp but no visible water. WET Visible free water, usually soil is below water table. Boulders Cobbles Coarse gravel Fine gravel Sand MOISTURE CONTENT COMPONENT PROPORTIONS Fine sand Silt and Clay 5 - 12% PROPORTION RANGE DESCRIPTIVE TERMS Clean Slightly (Clayey, Silty, Sandy) 30 - 50% Components are arranged in order of increasing quantities. Very (Clayey, Silty, Sandy, Gravelly) PID PP CBR DS Direct Shear GS Grain Size Distribution K Permeability Moisture/Density Relationship (Proctor) Resilient Modulus Photoionization Device Reading Res. Resistivity SG Percent Fines%F MD MR Specific Gravity CD Consolidated Drained Triaxial Torvane (Approx. Shear Strength, tsf) Dry Density (pcf) CU Consolidated Undrained Triaxial TV UU Unconsolidated Undrained Triaxial UC Unconfined Compression SAMPLE TYPE SYMBOLS Non-standard Penetration Test (3.0" OD Split Spoon with Brass Rings) (140 lb. hammer with 30 in. drop) Shelby Tube Small Bag Sample Large Bag (Bulk) Sample Core Run 2.0" OD Split Spoon (SPT) PL = Plastic Limit, LL = Liquid Limit Pocket Penetrometer (Approx. Comp. Strength, tsf) 3-1/4" OD Split Spoon GS GS GS S-1 S-2 S-3 S-4 S-5 S-6 S-7 5.5 inches Hot Mix Asphalt. (HMA) 11.5 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 5 inches Portland Cement Concrete. (PCC) Dense, very dark grayish-brown, fine to coarse, rounded, well graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Dense, dark grayish-brown, fine to coarse, rounded, poorly graded GRAVEL with silt, sand and cobbles, moist. Dense, dark gray, silty SAND, moist. (FILL) Very loose, dark brown, silty SAND with organics, moist, to sandy SILT with peat and trace gravels, moist. (ALLUVIUM) Medium dense, gray, silty, fine to coarse GRAVEL with sand and cobbles, wet. Medium dense, gray, fine to coarse, poorly graded GRAVEL with silt and sand, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 8 feet below ground surface. 3-2-1 14-15-11 GW GP GM SM SM GM GP GM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 1 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-2 DE P T H (f e e t ) 0 5 10 15 25 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/11/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2A DATE STARTED: 9/11/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 29.7 feet GS GS GS S-1 S-2 S-3 S-4 S-5 2 inches Hot Mix Asphalt. (HMA) 6 inches Crushed Base. Dense, dark grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 4 inches Portland Cement Concrete. (PCC) Dense, brown, silty, fine to coarse, rounded GRAVEL with sand, moist. (FILL) Medium dense, dark gray, silty, fine to medium SAND, moist. Trace gravel. Dense, very dark gray, silty SAND, moist. Very dense, very dark gray, silty SAND, moist. Very dense, very dark gray, silty SAND. Medium dense, very dark gray, silty, fine to coarse, sub-rounded GRAVEL with sand and cobbles, moist. (ALLUVIUM) Drove sampler on a cobble. Blow counts are overstated. Borehole was terminated at 10.6 feet below ground surface. No groundwater seepage was observed during the exploration. 18-40-38 30-50/1 GM SM SM SM SM GM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 2 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-3 DE P T H (f e e t ) 0 5 10 15 25 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2A DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller >> >> SURFACE ELEVATION: 25.2 feet GS GS S-1 S-2 S-3 S-4 6.5 inches Hot Mix Asphalt. (HMA) 7 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 2 inches low quality asphalt. (HMA) Dense, gray, silty, fine to coarse GRAVEL with sand and cobbles, moist. (FILL) Medium dense, very dark gray, silty SAND with gravel. Medium dense, gray, silty, GRAVEL with sand, moist. (ALLUVIUM) Medium dense, olive, silty SAND with gravel, very moist to wet. Rounded, fine to coarse gravel. Becomes wet at 7 feet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 7 feet below ground surface. 7-6-5 7-9-11 GM SM GM SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 3 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-4 DE P T H (f e e t ) 0 5 10 15 20 15 10 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2A DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 24.5 feet GS GS GS S-1 S-2 S-3 S-4 S-5 S-6 S-7 4.5 inches Hot Mix Asphalt. (HMA) 8.5 inches Portland Cement Concrete. (PCC) Dense, very dark gray, poorly graded, coarse, sub-rounded GRAVEL with silt and sand, moist. (GRAVEL BORROW FILL) Dense, gray, silty, SAND with gravel, moist. Coarse, sub-rounded gravel. (FILL) Very soft, dark olive-gray, SILT with sand and trace organics, moist. (ALLUVIUM) Very loose, dark gray, silty SAND, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 8 feet below ground surface. 1-0-1 4-7-10 GP GM SM ML SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 4 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-5 DE P T H (f e e t ) 0 5 10 15 20 15 10 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/11/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/11/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 23.5 feet GS GS GS S-1 S-2 S-3 S-4 5 inches Hot Mix Asphalt. (HMA) 3 inches Crushed Base. (CRUSHED BASE) 7 inches Portland Cement Concrete. (PCC) Dense, very dark gray, fine to coarse, rounded, poorly graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Very soft, dark olive-gray, SILT with sand and rootlets, moist. (ALLUVIUM) Very loose, very dark gray, fine to coarse, poorly graded SAND, wet. 3 inch thick anthracite coal layer. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 4 feet below ground surface. 3-1-1 0-0-0 GP ML SP BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 5 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-6 DE P T H (f e e t ) 0 5 10 15 20 15 10 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 24.2 feet GS GS S-1 S-2 6 inches Hot Mix Asphalt. (HMA) 6 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 5 inches Portland Cement Concrete. (PCC) Dense, grayish-brown, fine to coarse, rounded, poorly graded GRAVEL with silt and sand, moist. (GRAVEL BORROW FILL) Medium dense, dark gray, silty SAND, moist. (FILL) Very soft, very dark grayish-brown, sandy SILT, moist. Lenses of woody debris and rootlets. (ALLUVIUM) Very soft, dark olive-gray, sandy SILT, moist. Becomes wet at 9.5 feet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 9.5 feet below ground surface. 1-0-0 1-1-3 GP GM SM ML ML BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 6 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-7 DE P T H (f e e t ) 0 5 10 15 20 15 10 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 22.3 feet GSS-1 S-2 5 inches Hot Mix Asphalt. (HMA) 5 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL, moist. (CRUSHED BASE) 5 inches Portland Cement Concrete. (PCC) Dense, grayish-brown, fine to coarse, rounded, poorly graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Loose, grayish-brown, very silty SAND, moist. (FILL) Very loose, dark gray, silty, medium SAND with wood fragments, wet. (ALLUVIUM) Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 4.5 feet below ground surface. 1-1-0 1-1-0 GP SM SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 7 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-8 DE P T H (f e e t ) 0 5 10 15 20 15 10 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 21.4 feet GS GS GS GS S-1 S-2 S-3 S-4 3.5 inches Hot Mix Asphalt. (HMA) 17.5 inches Crushed Base. Dense, dark grayish-brown, fine, crushed GRAVEL with silt and sand, moist. (CRUSHED BASE) 9 inches Crushed Base. Dense, dark gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. Medium stiff, dark grayish-brown, sandy SILT with rootlets, moist. (ALLUVIUM) Soft, dark olive-brown, organic SILT, moist. Soft stiff, dark grayish-brown SILT, moist. Becomes wet. Occassional sand lenses. Becomes dark olive-gray. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 5 feet below ground surface. 0-0-3 0-0-0 ML OL ML BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 8 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-9 DE P T H (f e e t ) 0 5 10 15 20 15 10 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/15/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller 139 SURFACE ELEVATION: 22.0 feet GS GS S-1 S-2 9.5 inches Hot Mix Asphalt. (HMA) 5.5 inches Crushed Base. Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Dense, dark gray, fine to coarse, rounded, poorly graded GRAVEL with silt and sand, moist. (GRAVEL BORROW FILL) 3-inch cobble at contact. Soft, dark gray, sandy SILT, moist. Trace, sub-rounded, coarse gravel, moist. (ALLUVIUM) Very loose, very dark gray, silty, fine SAND with trace organics, wet. Interbedded with 3 inch lenses of organics and sand with silt. Becomes dark olive-brown. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was obsered at 5 feet below ground surface. 0-0-0 0-0-0 GP GM ML SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 9 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-10 DE P T H (f e e t ) 0 5 10 15 20 15 10 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 22.7 feet GS GS S-1 S-2 S-3 S-4 4 inches Hot Mix Asphalt. (HMA) 4 inches Crushed Base. Dense, dark grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 2.5 inches Low Quality Hot Mix Asphalt. (HMA) 3.5 inches Portland Cement Concrete. (PCC) 4 inches Crushed Base. Dense, dark gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CSBC) Dense, grayish-brown, fine to coarse, rounded, poorly graded GRAVEL with silt and sand, moist. (GRAVEL BORROW FILL) Medium dense, dark grayish-brown, very silty, fine SAND, moist. (FILL) Medium dense, olive, poorly graded SAND with silt and rootlets, moist. Very soft, olive, SILT with organics, moist. (ALLUVIUM) Very loose, dark gray, very silty SAND, wet. Very soft, dark olive-brown, sandy SILT with trace organics, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 6 feet below ground surface. 0-0-0 0-0-0 GP GM SM SP SM ML SM ML BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-10 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-11 DE P T H (f e e t ) 0 5 10 15 20 15 10 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/13/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2C DATE STARTED: 9/13/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 24.3 feet GS GS S-1 S-2 7 inches Hot Mix Asphalt. (HMA) 19 inches Crushed Surfacing Base Course. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CSBC) 5 inches Portland Cement Concrete. (PCC) Dense, dark grayish-brown, GRAVEL with silt and sand, moist. Trace cobbles. (GRAVEL BORROW FILL) Dense, dark gray, silty SAND with gravel, moist. Gravel component is fine, rounded. (FILL) Medium dense, dark gray, fine to coarse, silty SAND with gravel, wet. Gravel component is fine, rounded. 2-feet of recovery in 5-foot section. (ALLUVIUM) Grain size decreases to medium sand. Loose, dark olive-gray, silty SAND, wet. Interbedded with sandy SILT. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 5 feet below ground surface. 7-11-6 2-2-2 GP GM SM SM SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-11 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-12 DE P T H (f e e t ) 0 5 10 15 20 15 10 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/13/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2C DATE STARTED: 9/13/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 24.7 feet GS GS S-1 S-2 S-3 9 inches Hot Mix Asphalt. (HMA) 3 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Medium dense, brown, poorly graded SAND with silt and gravel, moist. Scattered fine to coarse, sub-angular gravel. (FILL) Very loose, dark olive-gray, silty SAND, moist. (ALLUVIUM) Becomes wet at 6 feet. 6 inches of woody debris. Very loose, dark gray, silty SAND, wet. Very loose, dark gray, fine to medium, poorly graded SAND with silt, wet. Grades to silty, fine SAND bottom 3-inches of sample. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 6 feet below ground surface. 1-0-0 0-1-0 SP SM SM SM SP SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-12 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-13 DE P T H (f e e t ) 0 5 10 15 25 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2C DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 27.8 feet GS GS S-1 S-2 3 inches Hot Mix Asphalt. (HMA) 13 inches Crushed Base. Dense, dark gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CSBC) 5 inches Portland Cement Concrete. (PCC) Medium dense, dark grayish-brown, fine to coarse, crushed and rounded, poorly graded GRAVEL with silt and sand, moist. Gravels up to 2.5 inch diameter. (GRAVEL BORROW FILL) Medium dense, very dark gray, poorly graded SAND with silt and gravel, wet. (ALLUVIUM) 3 inch cobble at contact. Loose, very dark gray, silty, fine SAND with gravel, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 5 feet below ground surface. 11-14-14 1-0-0 GP GM SP SM SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-13 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-14 DE P T H (f e e t ) 0 5 10 15 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2D DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.0 feet GS GS S-1 S-2 S-3 S-4 6 inches Hot Mix Asphalt. (HMA) 14 inches Crushed Base. Dense, dark grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 3 inches Portland Cement Concrete. (PCC) Dense, very dark gray, fine to coarse, rounded, well graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Becomes dark gray. Becomes wet. Sand content decreases. Loose to medium dense, very dark gray, well-graded GRAVEL with sand, wet. No recovery from SPT. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 4.5 feet below ground surface. 6-20-24 1-2-2 GW BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-14 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-15 DE P T H (f e e t ) 0 5 10 15 25 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2D DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.6 feet GS GS GS GS S-1 S-2 S-3 S-4 4 inches Hot Mix Asphalt. (HMA) 5 inches Crushed Base. Dense, brown, sandy, fine, crushed GRAVEL with silt, moist. (CRUSHED BASE) Medium dense, very dark gray, silty SAND with gravel and cobbles, moist. (FILL) Loose, dark gray SAND with silt, gravel and cobbles. Interbedded with silty SAND, moist. Loose, very dark gray, poorly graded GRAVEL with silt, wet. Very loose, very dark gray, silty SAND with gravel, wet. (ALLUVIUM) Last cobble at 7.5-feet BGS. Very loose, very dark grayish-brown, silty SAND, wet. Encountered 4 feet of heave, removed heave by re-drilling to 10 feet. Drove sampler at 10 feet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 4.5 feet below ground surface. 1-3-2 1-2-0 SM SP SM GP SM SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-15 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-16 DE P T H (f e e t ) 0 5 10 15 25 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2D DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.4 feet GS GS GS S-1 S-2 S-3 S-4 6 inches Hot Mix Asphalt. (HMA) 1 inch Crushed Base. Dense, brown, sandy, fine, crushed GRAVEL with silt, moist. (CRUSHED BASE) 3.5 inches Portland Cement Concrete. (PCC) Dense, dark gray, fine to coarse, rounded, poorly graded GRAVEL with sand, moist. Fine to coarse sand. (GRAVEL BORROW FILL) Dense, dark gray, silty, gravelly, fine SAND, moist. Fine to coarse, sub-rounded gravel. (FILL) Dense, very dark gray with gray, silty SAND, moist. Scattered coarse, rounded gravel. Medium stiff, gray with rust mottling, sandy SILT with fine to coarse gravel, moist. Very loose, very dark gray, fine to coarse, poorly graded SAND with silt and gravel, wet. (ALLUVIUM) Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 9.5 feet below ground surface. 6-7-10 0-1-1 GP SM SM ML SP SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-16 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-17 DE P T H (f e e t ) 0 5 10 15 25 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2D DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.1 feet S-1 S-2 3 inches Hot Mix Asphalt. (HMA) 5 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 4.5 inches Portland Cement Concrete. (PCC) Dense, dark olive-gray, fine to coarse, rounded, poorly graded GRAVEL with silt and sand, moist. (GRAVEL BORROW FILL) Medium dense, dark gray, very silty SAND with fine to coarse, rounded gravel, moist. (FILL) Loose, dark gray, fine to coarse, poorly graded SAND with silt and gravel, wet. Fine to coarse, rounded gravel. (ALLUVIUM) Silt content increases. Very loose, dark gray, coarse, poorly graded SAND with silt and fine, rounded gravel, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 5 feet below ground surface. 5-3-2 1-0-0 GP GM SM SP SM SP SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-17 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-18 DE P T H (f e e t ) 0 5 10 15 25 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/13/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2D DATE STARTED: 9/13/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.1 feet %F AL S-1 S-2 S-3 4.5 inches Hot Mix Asphalt. (HMA) 15.5 inches Crushed Base. Dense, gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 3 inches Low Quality Hot Mix Apshalt. (HMA) 6 inches Crushed Base. Dense, gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 6 inches Portland Cement Concrete. (PCC) Loose, dark gray, fine to coarse, sub-rounded to angular, poorly graded GRAVEL with silt, sand, and cobbles, moist. (GRAVEL BORROW FILL) Loose, dark gray, fine to coarse SAND with silt and gravel, wet. Fine to coarse, rounded gravel. (ALLUVIUM) No recovery from SPT. Very soft, dark olive-brown, lean CLAY with sand and woody debris, wet. No recovery from SPT. Borehole was terminated at 10 feet below ground surface. Groundwater seepage was observed at 5 feet below ground surface. 5-5-4 0-0-1 GP GM SP SM CL BORING-DSM 2023-027.GPJ 12/22/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-18 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-19 DE P T H (f e e t ) 0 5 10 15 25 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/13/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2C DATE STARTED: 9/13/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.5 feet GS GS S-1 S-2 S-3 4 inches Hot Mix Asphalt. (HMA) 24 inches Crushed Base. Dense, dark gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 5 inches Portland Cement Concrete. (PCC) Dense, dark gray, fine to coarse, rounded, poorly graded GRAVEL with silt and sand, moist. (GRAVEL BORROW FILL) Medium stiff, very dark gray, sandy SILT, moist. (ALLUVIUM) Soft, very dark grayish-brown SILT with sand, wet. Very loose, dark gray, medium, poorly graded SAND with silt, wet. Very soft, dark grayish-brown, sandy SILT with rootlets, wet. Very loose, dark gray, fine, poorly graded SAND with silt, wet. Poor recovery. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 7 feet below ground surface. 3-3-3 0-0-0 GP GM ML ML SP SM ML SP SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-19 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-20 DE P T H (f e e t ) 0 5 10 15 25 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2C DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 27.6 feet GS GS GS S-1 S-2 S-3 S-4 3.5 inches Hot Mix Asphalt. (HMA) 14.5 inches Crushed Base. Dense, olive-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Dense, brown, fine to coarse, rounded, poorly graded GRAVEL with sand and cobbles, moist. (GRAVEL BORROW FILL) Becomes dark yellowish-brown. Medium dense, very dark gray, poorly graded SAND with silt and coarse, sub-rounded gravel, moist. (ALLUVIUM) Medium dense, very dark gray, poorly graded SAND with gravel, moist. Becomes very loose, no recovery from SPT. Borehole was terminated at 11.5 feet below ground surface. No groundwater seepage was observed during the exploration. 9-11-9 1-0-0 GP SP SM SP BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-20 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-21 DE P T H (f e e t ) 0 5 10 15 25 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/13/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2C DATE STARTED: 9/13/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 26.4 feet GS %F AL S-1 S-2 S-3 S-4 4 inches Hot Mix Asphalt. (HMA) 5 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Dense, dark yellowish-brown, fine to coarse, rounded, well graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Loose, dark gray, silty SAND with gravel, moist. Coarse, rounded gravel. (FILL) Very loose, brown and gray, silty SAND, moist. (ALLUVIUM) Loose, dark gray, poorly graded SAND with silt, moist. Very soft, tan and very dark gray, organic SILT with sand, moist. Becomes dark gray. Very loose, dark gray, fine to coarse, poorly graded SAND with gravel, wet. Very soft, dark gray, sandy SILT, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 9.5 feet below ground surface. 1-0-1 1-0-1 GW SM SM SP SM OH SP ML BORING-DSM 2023-027.GPJ 12/22/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-21 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-22 DE P T H (f e e t ) 0 5 10 15 25 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller >>111 SURFACE ELEVATION: 25.6 feet GS GS GS S-1 S-2 S-3 S-4 5.5 inches Hot Mix Asphalt. (HMA) 4.5 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Dense, dark yellowish-brown, fine to coarse, sub-rounded, poorly graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Very soft, very dark brown and gray, laminated, sandy SILT, moist. (ALLUVIUM) Silt content decreases, lenses of brown organics. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 5 feet below ground surface. 0-0-0 0-1-0 GP ML BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-22 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-23 DE P T H (f e e t ) 0 5 10 15 25 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.7 feet GS GS S-1 S-2 S-3 S-4 3 inches Hot Mix Asphalt. (HMA) Dense, brown, silty, fine to coarse, rounded GRAVEL with sand moist. (FILL) Loose, blue-gray, silty SAND with gravel, moist. Very soft, very dark gray, SILT with sand, moist. (ALLUVIUM) Becomes wet. Very loose, very dark gray, silty, fine SAND, wet. Very loose, dark brown and gray, silty SAND to sandy SILT with trace organics and rootlets, wet. Very loose, dark gray, silty, fine SAND with lenses of dark brown, organic SILT, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 4.5 feet below ground surface. 0-1-0 0-1-2 GM SM ML SM SM SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-23 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-24 DE P T H (f e e t ) 0 5 10 15 25 20 15 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.7 feet GS GS GS S-1 S-2 S-3 S-4 S-5 7 inches Hot Mix Asphalt. (HMA) 13 inches Crushed Base. Dense, dark brown, silty, fine to coarse, crushed GRAVEL with sand, moist. (CRUSHED BASE) Medium dense, very dark gray, silty GRAVEL with sand, moist. Coarse, fractured gravel up to 2 inches. (FILL) Medium stiff, very dark gray, SILT with sand and trace organics, moist. Very soft to soft, very dark gray, sandy SILT with trace organics, laminated, moist. (ALLUVIUM) Very loose, dark gray, medium to coarse, poorly graded SAND, wet. No recovery in SPT. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 9.5 feet below ground surface. 1-2-1 0-0-0 GM ML ML SP BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-24 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-25 DE P T H (f e e t ) 0 5 10 15 20 15 10 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/11/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/11/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 24.2 feet GS GS GS S-1 S-2 S-3 S-4 S-5 6 inches Hot Mix Asphalt. (HMA) Dense, very dark brown, coarse, rounded, poorly graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Becomes gray, fines increase. Soft, very dark gray, sandy SILT with trace organics, moist. Trace, fine, rounded gravel. (ALLUVIUM) Very loose, very dark gray, fine to coarse, poorly graded SAND, wet. Very loose, dark gray, silty, fine SAND with peat lenses. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 8.5 below ground surface. 0-1-1 0-0-0 GP ML SP SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water Content US C S S O I L C L A S S Water Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-25 PAGE: 1 of 1 (b l o w s / 6 i n c h e s ) GR O U N D W A T E R PE N . R E S I S T A N C E Liquid Limit SY M B O L 0 10 20 30 40 50 0 20 40 60 80 100 SA M P L E T Y P E SA M P L E N U M B E R OT H E R T E S T S Plastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-26 DE P T H (f e e t ) 0 5 10 15 20 15 10 EL E V A T I O N (f e e t ) DATE COMPLETED: 9/11/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/11/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 24.8 feet S-1 GS GP 3.25 inches Hot Mix Asphalt. 1 lift, cracked through full depth. Cored on sealed, high severity, longitudinal crack. (HMA) 4.75 inches Crushed Base. Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 5.75 inches Portland Cement Concrete. Cored with 4-inch diameter core barrel. (PCC) Medium dense, brown, sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 18 inches below ground surface due to refusal on cobble. No groundwater seepage was observed during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core- 1 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-27 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2A 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 GS GP 7.5 inches Hot Mix Asphalt. 4 lifts: 1.75" x 2" x 1.5" x 2.25". Cracking extends through upper two lifts. All lifts are bonded. High air voids in upper two lifts. Cored on high severity longitudinal crack. (HMA) 3.5 inches Crushed Base. Medium dense to dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. Some rounded gravel. (CRUSHED BASE) 9 inches Portland Cement Concrete. Half of the core hit the east edge of concrete panel. Other half of core contained medium dense, brown, sandy, fine to coarse GRAVEL with silt, moist. (Gravel Borrow) (PCC) Medium dense, brown, sandy, fine to coarse, rounded GRAVEL, moist. Begins at 11" BGS, alongside PCC, on western half of core. (GRAVEL BORROW FILL) Corehole was terminated at 24 inches below ground surface. No groundwater seepage was observed during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core- 2 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-28 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2A 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 GS GP 7 inches Hot Mix Asphalt. 4 lifts, 2" x 1.5" x 0.5" x 3". The 0.5" layer crumbled apart during coring. Cored on sealed, medium severity longitudinal crack. (HMA) 7 inches Crushed Base. Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. Orange brick fragment. (CRUSHED BASE) 2.25 inches Hot Mix Asphalt. 2 lifts, 1.5" x 0.75". Lifts bonded, no cracking. Cored with 4-inch diameter core barrel. (HMA) 5.75 inches Portland Cement Concrete. Cored with 4-inch diameter core barrel. (PCC) Dense, gray. sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 24 inches below ground surface. No groundwater seepage was encountered during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core- 3 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-29 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2A 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A GP 11.5 inches Hot Mix Asphalt. Top lift 3 inches. Top 4 inches cracked through. Bottom 8.5 inches high air voids with lifts undiscernable. Cored on sealed, high severity, longitudinal crack. (HMA) 9 inches Portland Cement Concrete. Cored on key joint. (PCC) Medium dense, gray, sandy, fine to coarse, rounded GRAVEL, moist. (GRAVEL BORROW FILL) Corehole was terminated at 25 inches below ground surface. No groundwater seepage was observed during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core- 4 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-30 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A 3.5 inches Hot Mix Asphalt. 1 lift, cracked through. Cored on sealed, high severity, transverse crack. (HMA) 4.5 inches poor quality, recycled asphalt. (HMA) Portland Cement Concrete. Chipped through a portion, cored on PCC trasnverse joint. (PCC) Corehole was terminated at 11 inches below ground surface. Unable to core through PCC due to irregular surface. No groundwater seepage was observed during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core- 5 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-31 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A 4.5 inches Hot Mix Asphalt. 2 lifts, 2" x 2.5". Lifts bonded and cracked through. Crack seal on top of lower lift. Cored on intersection of sealed, high severity longitudinal and transverse cracks. (HMA) 2.5 inches Crushed Base. Very dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 5 inches Hot Mix Asphalt. Poor condition, crumbled. (HMA) Portland Cement Concrete. Very rough surface, could not core through. (PCC) Corehole was terminated at 12 inches below ground surface. Could not core through PCC due to rough surface. No groundwater seepage was encountered during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core- 6 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-32 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A6 S-1 GS GP 13.25 inches Hot Mix Asphalt. 5 lifts, 3" x 2" x 2.25" x 3.25" x 2.75". All lifts bonded. Cracking extends through full depth of core. Cored on medium to high severity, sealed, transverse crack. Bottom two lifts have larger aggregate, up to 1" and rounded. (HMA) 7.75 inches Crushed Base. Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Medium dense, brown, sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 24 inches below ground surface. No groundwater seepage was encountered during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core- 7 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-33 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 GS GP 7.75 inches Hot Mix Asphalt. 3 lifts, 3.25" x 2.5" x 2". Upper lift unbonded. Cracking through upper lift, takes jog 1.5 inches down. Top of second lift soft, about 1 inch. (HMA) 9.25 inches Crushed Base. Very dense, gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. Some coarse, rounded gravels mixed into CSBC. (CRUSHED BASE) Medium dense to dense, brown, sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 20 inches below ground surface. No groundwater seepage was encountered during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core- 8 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-34 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 GS GP 3 inches Hot Mix Asphalt. 1 lift. Cored on low severity, sealed longitudinal crack. Hairline crack extends through core. Cored 7 feet south of original marked location to avoid located power line. (HMA) 5.5 inches Crushed Base. Dense, brownish gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 2.5 inches Hot Mix Apshalt. 1 lift. No cracks. (HMA) 6 inches Portland Cement Concrete. Broken into 4 pieces, cracked through full depth. (PCC) Dense, gray, sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole terminated at 18 inches below ground surface. No groundwater seepage was encountered during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core- 9 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-35 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 GS GP 7.5 inches Hot Mix Asphalt. 3 lifts, 2" x 2.5" x 3". All lifts unbonded. Cored on low severity longitudinal crack. Crack extends 1 inch into upper lift. (HMA) 10.5 inches Crushed Base. Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Becomes gray at 12 inches below ground surface. Dense, brown, sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 20 inches below ground surface. No groundwater seepage was encountered during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-10 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-36 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A4 6 inches Hot Mix Asphalt. 2 lifts, 3" x 3". Lifts bonded. Cored on sealed, low severity longitudinal crack. Crack extends 1 inch into upper lift. (HMA) 0.5 inches Crushed Base. Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 1.5 inches Hot Mix Asphalt. Cored with 4 inch diameter core barrel. Poor quality HMA. (HMA) Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Corehole was terminated at 9 inches below ground surface. Could not excavate further due to narrow diameter of hole. No groundwater seepage was encountered during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-11 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-37 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 GS GP 6.75 inches Hot Mix Asphalt. 3 lifts, 2" x 2.5" x 2.25". Cored on sealed, low severity longitudinal crack. Upper lifts degraded, able to pull gravels out from core. Crack extends 0.75" into upper lift. All lifts bonded. (HMA) 6.25 inches Crushed Base. Very dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Dense, brown, sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 24 inches below ground surface. No groundwater seepage was encountered during the excavation. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/27/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-12 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-38 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A GP 6 inches Hot Mix Asphalt. 2 lifts, 2.25" x 3.75". Cored in rut from 737 wheels and sealed, medium severity alligator cracking. Cracked through upper lift. Lifts bonded. (HMA) 1.5 inches Crushed Base. Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. Partially rounded gravels included. (CRUSHED BASE) 6 inches Hot Mix Asphalt. 2 lifts, disintegrated at contact. Very poor condition. (HMA) Dense, brown, sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 16 inches below ground surface. No groundwater seepage was encountered during the exploraiton. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/27/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-13 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-39 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 GS 7 inches Hot Mix Asphalt. Very poor quality. Cored in 737 rutting and sealed alligator cracking. Top 1.5 inches came out in three pieces, held together by sealant. Remaining 5.5 inches non-cohesive, had to be removed with digging bar and hammer drill. (HMA) 12.5 inches Crushed Base. Dense, brownish gray, silty, sandy, fine to coarse, crushed GRAVEL, moist. Poor quality, very silty. (CRUSHED BASE) Hot Mix Asphalt. Unable to core through. (HMA) Corehole was terminated at 19.5 inches below ground surface. Could not core through bottom layer of asphalt as it was out of reach of core barrel extension. No groundwater seepage was encountered during the excavation. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/27/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-14 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-40 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2D 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 S-2 GS GS AL SM CL 19 1 inch Hot Mix Asphalt. 1 lift, cracked into four pieces. Cored on medium to high severity alligator cracking. (HMA) 7 inches Crushed Base. Very dense, red-brown, silty, sandy, fine to coarse, crushed GRAVEL, moist. (CRUSHED BASE) Considerable asphalt debris from 6-8 inches BGS. Medium dense, dark gray, very silty SAND with gravel and shell fragments. (FILL) Medium stiff, dark gray, sandy CLAY with shell fragments. (FILL) Corehole was terminated at 16 inches below ground surface. No groundwater seepage was observed during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-15 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-41 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2D 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 S-2 GS GS GP 3.25 inches Hot Mix Asphalt. 1 lift, cracked through. Cored on intersection of high severity transverse and longitudinal cracks. (HMA) 2.75 inches Crushed Base. Dense, red-brown, sandy, fine, crushed GRAVEL with silt, moist. (CRUSHED BASE) 1.5 inches Crushed Base. Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. 6 inches Portland Cement Concrete. (PCC) Dense, brown, sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 17 inches below ground surface. No groundwater seepage was observed during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-16 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-42 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2D 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A GP 3 inches Hot Mix Asphalt. 1 lift. Cored on sealed, medium severity, transverse crack. (HMA) 5 inches Portland Cement Concrete. Cored on transverse joint in PCC, joint filled with HMA. (PCC) Medium dense, brown, sandy, fine to coarse, rounded GRAVEL, moist. (GRAVEL BORROW FILL) Corehole was terminated at 19 inches below ground surface. No groundwater seepage was observed during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-17 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-43 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2D 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 GS 3 inches Hot Mix Asphalt. 1 lift, cracked through. Cored on sealed, high severity, longitudinal crack. (HMA) 18 inches Crushed Base. Very dense, gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Old asphalt, unkown thickness. (HMA) Corehole was terminated at 21 inches below ground surface. Could not core through bottom layer of asphalt due to uneven surface. No groundwater seepage was observed during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-18 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-44 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 GS 3.25 inches Hot Mix Asphalt. 1 lift, crack extends 1-inch into lift. Cored on low severity (hairline) longitudinal crack. In good condition. (HMA) Very dense, gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. Occassional brick chunks; good quality. (CRUSHED BASE) Corehole was terminated at 24 inches. No groundwater seepage was observed during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-19 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-45 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 GS 4 inches Hot Mix Asphalt. 1 lift, cracked through. Cored on sealed, low severity transverse crack. (HMA) 14 inches Crushed Base. Very dense, brownish gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Large, round, coarse (3") gravel encountered at 13 inches below ground surface. 3 inches Hot Mix Asphalt. 2 lifts, 1.25" x 1.75". Lifts bonded and in good condition. (HMA) Medium dense, dark gray, sandy, fine, crushed GRAVEL with silt, moist. (CRUSHED BASE) Corehole was terminated at 24 inches below ground surface. No groundwater seepage was encountered during the excavation. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/27/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-20 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-46 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 GS 3.25 inches Hot Mix Asphalt. Half of core disintegrated during coring. Cracked through, poor quality. (HMA) 5.75 inches Crushed Base. Very dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 3 inches Hot Mix Asphalt. Poor quality, used rotohammer to break apart. (HMA) Portland Cement Concrete. Cored on longitudinal joint. (PCC) Corehole was terminated at 12 inches below ground surface. Could not core through concrete due to irregular surface. No groundwater seepage was observed during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-21 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-47 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 GS 4 inches Hot Mix Asphalt. 2 lifts, 3.25" x 0.75" Bottom lift disintegrated, used rotohammer to break up/extract from corehole. Cored on high severity, trasnverse crack. (HMA) 4 inches Crushed Base. Dense, brown, silty, sandy, fine to coarse, crushed GRAVEL, moist. (CRUSHED BASE) Portland Cement Concrete. Cored over badly broken transverse joint, between panels. (PCC) Corehole was terminated at 8 inches below ground surface. Could not core PCC due to uneven surface. No groundwater seepage was observed during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-22 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-48 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 GS GM 3.75 inches Hot Mix Asphalt. 1 lift, crack extending 2-inches into HMA. Cored on low severity, longitudinal crack. (HMA) 8.25 inches Crushed Base. Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Becomes very dense at 9.5 inches, up to 3-inch spalls. Very dense, gray, silty, sandy, fine to coarse GRAVEL with cobbles, moist. (FILL) Corehole was terminated at 18 inches. No groundwater seepage was observed during the exploration. SA M P L E T Y P E OT H E R T E S T S DATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSY M B O L PAGE: 1 of 1 Core-23 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.: MO I S T U R E CO N T E N T ( % ) Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE: US C S S O I L C L A S S . 2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-49 DE P T H ( f e e t ) PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, Washington SA M P L E N U M B E R TAXIWAY: Taxiway A S-1 S-2 GS GP GM SM GP GP 8 Loose, brown, SAND with organics, rootlets, silt and gravel, moist. (TOPSOIL) 0.5 inches Asphalt. Hard, black, asphalted rounded GRAVEL, moist. (ASPHALT) Medium dense, brown, sandy, fine GRAVEL with silt, moist. (GRAVEL BORROW FILL) Medium dense, brown and yellow brown mottled, silty SAND with scattered fine gravel, moist. (FILL) Medium dense, brown, sandy GRAVEL with scattered wood, moist. (GRAVEL BORROW FILL) Medium dense, brown and gray, sandy, fine to coarse GRAVEL, moist to wet. (ALLUVIUM) Test pit was terminated at 8.6 feet below ground surface. Groundwater seepage was observed at 8.5 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 1 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-50 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2A SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 29±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 GM SM SM GP GM Loose, brown, silty, sandy, crushed GRAVEL with rootlets, moist. (FILL) 1 inch Asphalt. Hard, black, asphalted GRAVEL, moist. (ASPHALT) Medium dense, brown, silty, sandy, fine GRAVEL, moist. (FILL) Medium dense, brown, silty SAND with scattered gravel, moist. Loose to medium dense, brown and dark grayish brown, silty SAND with organic pockets, wood, gravel, cobbles, and scattered brick fragments, moist. Loose to medium dense, gray, sandy, fine to coarse GRAVEL with silt, wet. (ALLUVIUM) Test pit was terminated at 8.2 feet below ground surface. Groundwater seepage was observed at 7.75 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 2 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-51 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2A SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 28±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 GS SM ML SM 21 Loose, brown, silty SAND with gravel and rootlets, moist. (FILL) Stiff, brown and yellow brown mottled, sandy SILT with scattered gravel, moist. Loose, dark gray, very silty, fine SAND with abundant decomposing wood fragments, moist. Becomes wet at 7.8 feet bgs. (ALLUVIUM) Test pit was terminated at 8.5 feet below ground surface. Groundwater seepage was observed at 7.8 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 3 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-52 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2A SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 15 SURFACE ELEVATION: 26±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 GS GM GP GM SM SP SM 37 Medium dense, brown, silty, sandy, fine GRAVEL with rootletes, moist. (FILL) Dense, dark gray, sandy GRAVEL with asphalt fragments or grindings, moist. Medium dense, brown, silty, sandy, fine GRAVEL, moist. Medium dense, dark gray, silty fine SAND and fine sandy SILT, with scattered wood, fine organics, wood, and gravel, moist. Loose, dark gray, interlayered, fine to medium SAND with silt and silty sand, with scattered wood and organics, moist to wet. Becomes wet at 6.3 feet bgs. (ALLUVIUM) Test pit was terminated at 7.5 feet below ground surface. Groundwater seepage was observed at 6.3 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 4 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-53 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2B SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 25±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-14 GM ML SM SM SM Loose, brown, silty, sandy, fine to coarse GRAVEL with rootlets, moist. (FILL) Stiff, olive gray and yellow brown, fine sandy SILT, moist. Loose to medium dense, brown, silty, fine to medium SAND, moist. Loose to medium dense, olive gray, silty, fine to medium SAND, moist to wet. (ALLUVIUM) Loose, gray, silty, fine to medium SAND, wet. Test pit was terminated at 9 feet below ground surface. Slow groundwater seepage was observed at 5.3 feet below ground surface. Groundwater seepage and intrusion into test pit was observed at 9 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 5 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-54 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2B SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 15 SURFACE ELEVATION: 25±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 GS GM SM SM ML SP SM 14 Dense, brown, silty, sandy, fine rounded GRAVEL with scattered cobbles, moist. (FILL) Dense, gray, silty, gravelly SAND, moist. Glacial till like texture. Medium dense, gray, silty SAND with gravel and scattered organics, moist. Stiff, dark grayish brown, fine sandy SILT, moist. Loose, gray, interlayered SAND with silt and silty sand with decomposing wood, moist to wet. Becomes wet at 5.3 feet bgs. (ALLUVIUM) Test pit was terminated at 6 feet below ground surface. Groundwater seepage was observed at 5.3 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 6 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-55 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2B SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 24±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 GM SM SP SM ML SM Loose, brown, organic, SAND with silt, gravel and rootlets, moist. (TOPSOIL) Medium dense, brown, silty, sandy, fine rounded GRAVEL, moist. (FILL) Dense, brown, silty, fine to medium SAND with gravel, moist. Loose to medium dense, gray, interlayered SAND with silt and silty fine sand with roots, moist. Soft, olive brown and olive gray, organic, fine sandy SILT, moist. (ALLUVIUM) Loose, gray, silty, fine to medium SAND with scattered fine organics, moist to wet. Test pit was terminated at 10 feet below ground surface. No groundwater seepage was observed during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 7 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-56 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2B SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 15 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 GS GM SM ML SP SM SM 24 Medium dense, brown, silty, sandy, fine rounded GRAVEL, moist. (FILL) Dense, brown and gray mottled, silty SAND with gravel, moist. Stiff, dark grayish brown and gray, fine sandy SILT with scattered gravel, moist. Medium dense, brown, medium SAND with silt and gravel, moist. Loose, gray, interlayered, very silty fine SAND and sandy silt with scattered organics, moist to wet. Becomes wet at 5.2 feet bgs. (ALLUVIUM) Test pit was terminated at 5.5 feet below ground surface. Groundwater seepage was observed at 5.2 feet below ground surface during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 8 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-57 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2C SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 SM ML SP SM SM SP SM Loose, brown, organics, SAND with silt, gravel, and rootlets, moist. (TOPSOIL) 0.75 inches Asphalt. Hard, black, asphalted GRAVEL, moist. (ASPHALT) Loose, brown, silty SAND with scattered gravel, moist. (FILL) Stiff, olive gray and yellow brown mottled, fine sandy SILT, moist. Medium dense, yellow brown and gray mottled, SAND with silt, moist. Loose, gray, silty, fine to medium SAND, moist to wet. (ALLUVIUM) Loose, gray, SAND with silt and scattered decomposing wood fragments, wet. Test pit was terminated at 5.7 feet below ground surface. Groundwater seepage was observed at 5.25 feet below ground surface during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 9 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-58 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2C SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 S-2 GS GM GP SM GP GM 3 Loose, brown, silty, sandy, GRAVEL with rootlets, moist. (FILL) Medium dense, brown, sandy, poorly graded GRAVEL with cobbles, moist. (GRAVEL BORROW FILL) Medium dense, brown, silty SAND with gravel, moist. (FILL) Medium dense, gray, sandy, fine GRAVEL with silt, moist to wet. (ALLUVIUM) Test pit was terminated at 5 feet below ground surface. Groundwater seepage was observed at 4.8 feet below ground surface during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-10 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-59 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2C SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 GM GP GM SM GP GM Loose, brown, organic, silty SAND with gravel and rootlets, moist. (TOPSOIL) 0.5 inches Asphalt. Hard, black, asphalted GRAVEL, moist. (ASPHALT) Dense, brown, silty, sandy, rounded GRAVEL, moist. (FILL) Medium dense, brown, sandy, fine GRAVEL with silt, moist. Scattered coarse gravel. (GRAVEL BORROW FILL) Medium dense, brown and gray mottled, silty SAND with gravel, moist. (FILL) Loose to medium dense, dark gray, sandy GRAVEL with silt, moist. (GRAVEL BORROW FILL) Test pit was terminated at 5.9 feet below ground surface. Groundwater seepage was observed at 5.6 feet below ground surface during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-11 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-60 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/12/23 LOCATION: See Figure 2C SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 S-2 GS GM GP SM SP SM 8 Loose, brown, silty, sandy, round GRAVEL with rootlets, moist. (FILL) 1 inch Asphalt. Hard, black, asphalted GRAVEL, moist. (ASPHALT) Medium dense, brown and gray, sandy, fine GRAVEL with scattered coarse gravel, moist. (GRAVEL BORROW FILL) Medium dense to dense, olive brown, silty SAND with gravel, moist. (FILL) Loose, dark gray, SAND with silt and scattered gravel, moist to wet. Becomes wet at 5.3 feet bgs. (ALLUVIUM) Test pit was terminated at 5.5 feet below ground surface. Groundwater seepage was observed at 5.3 feet below ground surface during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-12 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-61 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/12/23 LOCATION: See Figure 2C SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 GP GM SM GP GM Loose, brown, organic, SAND with silt and gravel, moist. (TOPSOIL) Medium dense, brown, sandy, fine GRAVEL with silt, moist. (GRAVEL BORROW FILL) Very dense, gray, silty SAND with gravel and scattered cobbles, moist. Glacial till like texture. (GRAVEL BORROW FILL) Loose, dark gray, medium to coarse sandy, GRAVEL with silt, wet. Thin silty GRAVEL interlayers. (ALLUVIUM) Test pit was terminated at 5.7 feet below ground surface. Groundwater seepage was observed at 5.2 feet below ground surface during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-13 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-62 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/12/23 LOCATION: See Figure 2D SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 21±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 GS GP GM GP GM SM SP SM 6 Loose, brown, organic, SAND with silt and gravel, moist. (TOPSOIL) Medium dense, brown, sandy, fine GRAVEL with silt, moist. (GRAVEL BORROW FILL) 1 inch Asphalt. Hard, black, asphalted GRAVEL, moist. (ASPHALT) Medium dense to dense, brown, sandy, GRAVEL with silt and scattered cobbles, moist. (GRAVEL BORROW FILL) Very dense, dark gray, silty SAND with gravel and cobbles, moist. Glacial till like texture. (FILL) Loose, dark gray, fine to medium SAND with silt, wet. (ALLUVIUM) Test pit was terminated at 7 feet below ground surface. Groundwater seepage was observed at 6.3 feet below ground surface during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-14 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-63 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/12/23 LOCATION: See Figure 2D SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 20±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R GM GM SM SM SP SM Medium dense, brown, silty, sandy, fine GRAVEL with rootlets, moist. (FILL) 1 inch Asphalt. Hard, black, asphalted GRAVEL, moist. (ASPHALT) Medium dense, brown, silty, sandy, fine to coarse GRAVEL with scattered cobbles, moist. (FILL) Dense, yellow brown and gray mottled, silty SAND with gravel and scattered cobbles, moist. Dense, olive brown, silty SAND with fine to coarse GRAVEL, moist. Loose, dark gray, fine to coarse SAND with silt, wet. (ALLUVIUM) Test pit was terminated at 6.4 feet below ground surface. Groundwater seepage was observed at 5.9 feet below ground surface during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-15 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-64 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/12/23 LOCATION: See Figure 2D SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 20±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 GS SM SM SP SM 8 Loose, brown, organic, SAND with silt and gravel, moist. (TOPSOIL) Dense, olive brown and gray mottled, silty SAND with gravel and scattered cobbles, moist. (FILL) Dense, gray, silty SAND with gravel and scattered cobbles, moist. Glacial till like texture. Loose, dark gray, medium to coarse SAND with silt and gravel, wet. (ALLUVIUM) Test pit was terminated at 5.25 feet below ground surface. Groundwater seepage was observed at 5 feet below ground surface during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-16 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-65 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/12/23 LOCATION: See Figure 2D SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 22±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R S-1 GS, CBR, MD SM GM GW 6 Loose, brown, silty, gravelly SAND with organics, moist. (FILL) Loose to medium dense, brown, silty, sandy, GRAVEL with rootlets, moist. Medium dense, olive gray, sandy, well graded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Test pit was terminated at 3.5 feet below ground surface. No groundwater seepage was observed during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-17 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-66 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 12/11/23 LOCATION: See Figure 2D SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO South GR O U N D W A T E R S-1 GS, CBR, MD GP GM GP GM SM SP SM SP SM 12 Loose to medium dense, olibe brown, sandy, fine, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Medium dense, olive gray, sandy, fine, rounded GRAVEL with silt, moist. Dense, olive brown and yellow brown, silty SAND with gravel and cobbles, moist. (FILL) Medium dense, brown to dark grayish brown, fine gravelly, SAND with silt and cobbles, moist. Loose, brown and gray, laminated, SAND with silt, wet. (ALLUVIUM) Test pit was terminated at 5 feet below ground surface. Groundwater seepage was observed at 4.6 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-18 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-67 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 12/11/23 LOCATION: See Figure 2C SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 24±feet DESCRIPTION TEST PIT PHOTO South GR O U N D W A T E R S-1 GS, CBR, MD GP GM SM SM 18 Medium dense, brown, sandy, fine, crushed and rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Medium dense, gray, silty SAND with gravel, moist. (FILL) Loose to medium dense, gray, silty SAND with medium sand, rootlets, and scattered gravel, moist. (ALLUVIUM) Test pit was terminated at 5 feet below ground surface. No groundwater seepage was observed during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-19 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-68 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 12/11/23 LOCATION: See Figure 2C SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 25±feet DESCRIPTION TEST PIT PHOTO South GR O U N D W A T E R S-1 GS, CBR, MD GM GP GM ML 25 Medium dense, brown, silty, sandy, rounded GRAVEL with rootlets, moist. (FILL) 2 inches Hot Mix Asphalt. (HMA) Medium dense, brown, sandy, rounded GRAVEL with silt, moist to wet. (GRAVEL BORROW FILL) Stiff, gray, sandy SILT with gravel, moist. (FILL) Test pit was terminated at 5 feet below ground surface. Slow groundwater seepage was observed in the gravel borrow fill at 1.6 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-20 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-69 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 12/11/23 LOCATION: See Figure 2B SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 24±feet DESCRIPTION TEST PIT PHOTO South GR O U N D W A T E R S-1 GS, CBR, MD GP GM GP GM ML 39 Loose, brown, sandy, fine, crushed and rounded GRAVEL with silt, moist to wet. (GRAVEL BORROW FILL) 1 inch Hot Mix Asphalt. (HMA) Medium dense to dense, brown and gray, sandy, rounded GRAVEL with silt and scattered cobbles, wet. (GRAVEL BORROW FILL) Stiff, dark gray, fine sandy SILT with rootlets, moist. (FILL) Test pit was terminated at 4.7 feet below ground surface. Slow groundwater seepage was observed in the gravel borrow fill at 1.9 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-21 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-70 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 12/11/23 LOCATION: See Figure 2B SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 24±feet DESCRIPTION TEST PIT PHOTO South GR O U N D W A T E R S-1 GS, CBR, MD GP GM GM GP GM SM SM 21 Loose to medium dense, brown, sandy, fine, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) 1 inch Hot Mix Asphalt. (HMA) Dense, olive brown, silty, sandy, GRAVEL, moist. (FILL) 1 inch Hot Mix Asphalt. (HMA) Medium dense, brown, sandy, rounded GRAVEL with silt, wet. (GRAVEL BORROW FILL) Medium dense, dark grayish brown, silty SAND with wood and scattered gravel, moist. (FILL) Loose, dark grayish brown, silty SAND with wood, fine organics, and scattered gravel, moist. Test pit was terminated at 5.3 feet below ground surface. Slow groundwater seepage was observed in gravel borrow fill at 2 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-22 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-71 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 12/11/23 LOCATION: See Figure 2A SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 26±feet DESCRIPTION TEST PIT PHOTO South GR O U N D W A T E R S-1 S-2 GP GM SM SM SP Loose, brown, SAND with silt and organics, moist. (TOPSOIL) Loose, olive brown, sandy, fine, crushed GRAVEL with silt, moist. (FILL) 1.5 inches Hot Mix Aspalt. (HMA) Medium dense, brown, sandy, fine GRAVEL with silt, moist. Orange brown mottling at base of gravel. (GRAVEL BORROW FILL) Medium dense, dark brown, organic, silty SAND with gravel and charcoal, moist. (FILL) Medium dense, olive gray and brown, silty SAND with gravel, charcoal, rubbish, and wood, moist. Loose, dark gray, poorly graded SAND, wet. (ALLUVIUM) Test pit was terminated at 6.75 feet below ground surface. Groundwater seepage was observed at 4.75 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 PIT- 1 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-72 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SA M P L E N U M B E R LOGGED BY: S. Pemble DATE COMPLETED: 9/14/23 LOCATION: See Figure 2B SY M B O L OT H E R T E S T S US C S S O I L C L A S S MO I S T U E C O N T E N T ( % ) SA M P L E T Y P E DE P T H ( f e e t ) 0 5 10 SURFACE ELEVATION: 24±feet DESCRIPTION TEST PIT PHOTO East GR O U N D W A T E R 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix B Laboratory Test Results B- 1,S-1 2.0 3.0 2.5 63.7 32.2 4.2 GW Very dark grayish-brown, well-graded GRAVEL with sand B- 1,S-2 3.0 4.0 8.2 69.2 19.7 11.2 GP-GM Dark grayish-brown, poorly graded GRAVEL with silt and sand B- 1,S-3 4.0 5.0 13.9 4.8 58.8 36.4 SM Dark gray, silty SAND B- 2,S-1 2.0 3.0 10.5 6.1 60.7 33.1 SM Dark gray, silty SAND B- 2,S-2 4.0 5.0 13.5 7.4 59.5 33.1 SM Very dark gray, silty SAND B- 2,S-3 5.0 6.5 10.2 6.8 56.4 36.8 SM Very dark gray, silty SAND B- 3,S-1 4.0 5.0 8.8 23.8 48.9 27.3 SM Very dark gray, silty SAND with gravel B- 3,S-3 9.0 10.0 14.5 18.8 54.1 27.1 SM Olive, silty SAND with gravel B- 4,S-1 1.0 1.5 4.2 0.0 58.4 35.8 5.9 GP-GM Very dark gray, poorly graded GRAVEL with silt and sand B- 4,S-3 4.0 5.0 34.1 15.9 84.1 ML Dark olive-gray, SILT with sand B- 4,S-5 7.0 7.5 35.2 0.1 36.1 63.7 ML Dark olive-gray, sandy SILT B- 5,S-1 2.0 3.0 2.4 57.7 38.0 4.3 GP Very dark gray, poorly graded GRAVEL with sand B- 5,S-2 3.0 4.0 30.8 27.8 72.2 ML Dark olive-gray, SILT with sand B- 5,S-3 5.0 6.5 24.9 10.3 86.4 3.3 SP Very dark gray, poorly graded SAND B- 6,S-1 5.0 6.5 27.9 0.9 36.1 63.0 ML Very dark grayish-brown, sandy SILT B- 6,S-2 10.0 11.5 41.9 8.6 40.2 51.2 ML Dark olive-gray, sandy SILT B- 7,S-1 5.0 6.5 39.6 1.5 59.9 38.6 SM Dark gray, silty SAND with organics B- 8,S-1 1.0 1.8 3.6 54.5 38.6 6.8 GP-GM Dark grayish-brown, poorly graded GRAVEL with silt and sand B- 8,S-2 4.0 5.0 138.9 4.6 95.4 OL Dark olive-brown, organic SILT B- 8,S-3 5.0 6.5 20.3 ML Dark grayish-brown, SILT (f e e t ) SUMMARY OF BO T T O M D E P T H (f e e t ) Notes: TO P D E P T H MO I S T U R E CO N T E N T ( % ) LIMITS (%) ATTERBERG % C O B B L E S EX P L O R A T I O N DE S I G N A T I O N 1. This table summarizes information presented elsewhere in the report and should be used in conjunction with the report text, other graphs and tables, and the exploration logs. 2. The soil classifications in this table are based on ASTM D2487 and D2488 as applicable. MATERIAL PROPERTIES B-1 PAGE: 1 of 4 PL PILL % G R A V E L % S A N D % F I N E S AS T M S O I L SAMPLE DESCRIPTIONCL A S S I F I C A T I O N 2023-027PROJECT NO.: INDEX MASTUM 4 WITH COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington B- 8,S-4 10.0 11.5 66.0 ML Dark olive-gray, SILT B- 9,S-1 5.0 6.5 37.2 1.0 62.4 36.6 SM Very dark gray, silty SAND B- 9,S-2 10.0 11.5 51.0 0.3 50.7 49.0 SM Dark olive-brown, silty SAND B-10,S-1 4.0 5.0 12.4 0.7 89.2 10.1 SP-SM Olive, poorly graded SAND with silt B-10,S-2 5.0 6.5 95.3 14.7 85.3 ML Olive, SILT with organics B-11,S-1 5.0 6.5 14.8 22.2 64.3 13.5 SM Dark gray, silty SAND with gravel B-11,S-2 10.0 11.5 36.7 2.1 58.5 39.4 SM Dark olive-gray, silty SAND B-12,S-1 2.0 2.5 21.2 4.6 48.5 46.9 SM Dark olive-gray, silty SAND B-12,S-2 5.0 6.5 28.2 1.0 86.8 12.2 SM Dark olive-gray, silty SAND B-13,S-1 5.0 6.5 6.2 41.0 47.8 11.1 SP-SM Very dark gray, poorly graded SAND with silt and gravel B-13,S-2 10.0 11.5 19.0 27.0 59.9 13.1 SM Very dark gray, silty SAND with gravel B-14,S-2 5.5 6.5 2.1 0.0 83.5 16.3 0.2 GW Very dark gray, well-graded GRAVEL with sand B-14,S-3 8.5 9.5 5.5 0.0 65.6 33.5 0.9 GW Very dark gray, well-graded GRAVEL with sand B-15,S-1 1.0 2.0 7.2 33.8 43.7 22.5 SM Very dark gray, silty SAND with gravel B-15,S-2 4.5 5.0 5.9 0.0 72.1 25.7 2.1 GP Very dark gray, poorly graded GRAVEL with sand B-15,S-3 5.0 6.5 18.3 SM Very dark gray, silty SAND with gravel B-15,S-4 10.0 11.5 36.8 SM Very dark grayish-brown, silty SAND B-16,S-1 3.0 4.0 14.0 8.5 48.8 42.7 SM Very dark gray, silty SAND B-16,S-2 5.0 6.5 6.9 39.0 47.0 14.1 SM Very dark gray, silty SAND with gravel B-16,S-4 10.0 11.5 20.8 27.8 64.2 8.0 SP-SM Very dark gray, poorly graded SAND with silt and gravel (f e e t ) SUMMARY OF BO T T O M D E P T H (f e e t ) Notes: TO P D E P T H MO I S T U R E CO N T E N T ( % ) LIMITS (%) ATTERBERG % C O B B L E S EX P L O R A T I O N DE S I G N A T I O N 1. This table summarizes information presented elsewhere in the report and should be used in conjunction with the report text, other graphs and tables, and the exploration logs. 2. The soil classifications in this table are based on ASTM D2487 and D2488 as applicable. MATERIAL PROPERTIES B-2 PAGE: 2 of 4 PL PILL % G R A V E L % S A N D % F I N E S AS T M S O I L SAMPLE DESCRIPTIONCL A S S I F I C A T I O N 2023-027PROJECT NO.: INDEX MASTUM 4 WITH COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington B-18,S-2 9.0 10.0 41.4 48 25 23 82.2 CL Dark olive-brown, lean CLAY with sand B-19,S-1 5.0 6.5 24.6 1.3 43.6 55.1 ML Very dark gray, sandy SILT B-19,S-2 8.3 8.5 43.4 25.8 74.2 ML Very dark grayish-brown, SILT with sand B-20,S-1 3.0 4.0 3.7 59.3 35.8 4.9 GP Dark yellowish-brown, poorly graded GRAVEL with sand B-20,S-2 5.0 6.5 9.8 29.2 60.1 10.6 SP-SM Very dark gray, poorly graded SAND with silt and gravel B-20,S-3 7.0 8.0 12.5 0.0 37.0 61.7 1.3 SP Very dark gray, poorly graded SAND with gravel B-21,S-1 3.0 4.0 3.5 59.0 36.7 4.4 GW Dark yellowish-brown, well-graded GRAVEL with sand B-21,S-3 8.0 9.0 111.2 109 69 40 72.5 OH Very dark gray, organic SILT with sand B-22,S-1 1.0 2.0 3.2 0.0 81.1 15.4 3.5 GP Dark yellowish-brown, poorly graded GRAVEL with sand B-22,S-2 3.0 4.0 52.9 39.9 60.1 ML Very dark grayish-brown, sandy SILT B-22,S-3 5.0 6.5 34.5 47.7 52.3 ML Very dark gray, sandy SILT B-23,S-1 3.0 4.0 38.0 20.3 79.7 ML Very dark gray, SILT with sand B-23,S-2 5.0 6.5 35.5 67.8 32.2 SM Very dark gray, silty SAND B-24,S-1 1.7 3.0 6.7 0.0 55.7 24.4 19.8 GM Very dark gray, silty GRAVEL with sand B-24,S-2 4.0 5.0 29.8 0.3 28.9 70.7 ML Very dark gray, SILT with sand B-24,S-4 7.5 9.0 50.1 0.1 32.4 67.5 ML Very dark gray, sandy SILT with organics B-25,S-1 1.0 2.0 3.6 71.7 24.0 4.3 GP Very dark brown, poorly graded GRAVEL with sand B-25,S-2 4.0 5.0 33.0 42.3 57.7 ML Very dark gray, sandy SILT B-25,S-4 9.0 10.0 13.8 14.5 85.0 0.5 SP Very dark gray, poorly graded SAND Core-15,S-2 1.0 1.3 19.0 31 17 14 2.0 37.4 60.6 CL Very dark gray, sandy lean CLAY (f e e t ) SUMMARY OF BO T T O M D E P T H (f e e t ) Notes: TO P D E P T H MO I S T U R E CO N T E N T ( % ) LIMITS (%) ATTERBERG % C O B B L E S EX P L O R A T I O N DE S I G N A T I O N 1. This table summarizes information presented elsewhere in the report and should be used in conjunction with the report text, other graphs and tables, and the exploration logs. 2. The soil classifications in this table are based on ASTM D2487 and D2488 as applicable. MATERIAL PROPERTIES B-3 PAGE: 3 of 4 PL PILL % G R A V E L % S A N D % F I N E S AS T M S O I L SAMPLE DESCRIPTIONCL A S S I F I C A T I O N 2023-027PROJECT NO.: INDEX MASTUM 4 WITH COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington TP- 1,S-1 1.4 2.0 7.7 0.0 13.5 67.5 19.0 SM Dark yellowish-brown, silty SAND TP- 3,S-1 1.5 2.0 21.0 1.3 26.9 71.9 ML Yellowish-brown, SILT with sand TP- 4,S-1 1.8 2.1 37.3 0.0 15.9 38.1 46.0 SM Very dark brown, silty SAND with gravel TP- 6,S-1 1.4 2.0 13.7 0.0 20.4 41.2 38.4 SM Dark grayish-brown, silty SAND with gravel TP- 8,S-1 1.5 2.0 24.3 0.0 17.8 24.1 58.1 ML Dark grayish-brown, sandy SILT with gravel TP-10,S-1 0.7 1.0 2.5 6.6 45.1 44.6 3.7 GP Yellowish-brown, poorly graded GRAVEL with sand and cobbles TP-12,S-1 1.0 1.5 7.9 13.9 65.8 20.3 SM Very dark grayish-brown, silty SAND TP-14,S-1 1.5 1.8 5.8 0.0 53.9 39.0 7.1 GP-GM Dark brown, poorly graded GRAVEL with silt and sand TP-16,S-1 0.7 1.2 8.4 5.3 9.3 43.6 41.8 SM Olive-brown, silty SAND with cobbles TP-17,S-1 1.3 2.0 5.9 0.0 62.5 33.7 3.8 GW Dark brown, well-graded GRAVEL with sand TP-18,S-1 1.0 1.7 12.2 33.2 37.9 28.9 SM Dark yellowish-brown, silty SAND with gravel TP-19,S-1 1.5 2.0 17.9 31.1 37.4 31.4 SM Very dark gray, silty SAND with gravel TP-20,S-1 2.0 2.6 25.1 13.4 33.2 53.4 ML Dark brown, sandy SILT TP-21,S-1 2.0 2.5 39.0 6.0 13.3 80.7 ML Olive-brown, SILT with sand TP-22,S-1 2.3 2.5 21.2 8.2 44.8 47.0 SM Very dark brown, silty SAND (f e e t ) SUMMARY OF BO T T O M D E P T H (f e e t ) Notes: TO P D E P T H MO I S T U R E CO N T E N T ( % ) LIMITS (%) ATTERBERG % C O B B L E S EX P L O R A T I O N DE S I G N A T I O N 1. This table summarizes information presented elsewhere in the report and should be used in conjunction with the report text, other graphs and tables, and the exploration logs. 2. The soil classifications in this table are based on ASTM D2487 and D2488 as applicable. MATERIAL PROPERTIES B-4 PAGE: 4 of 4 PL PILL % G R A V E L % S A N D % F I N E S AS T M S O I L SAMPLE DESCRIPTIONCL A S S I F I C A T I O N 2023-027PROJECT NO.: INDEX MASTUM 4 WITH COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-2 S-3 2.0 - 3.0 3.0 - 4.0 4.0 - 5.0 #10 32.2 19.7 58.8 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-5 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 63.7 69.2 4.8 Sand % (GW) Very dark grayish-brown, well-graded GRAVEL with sand (GP-GM) Dark grayish-brown, poorly graded GRAVEL with silt and sand (SM) Dark gray, silty SAND Fines % 0.00050.005 CLAY B- 1 B- 1 B- 1 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 2 8 14 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 4.2 11.2 36.4 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-2 S-3 2.0 - 3.0 4.0 - 5.0 5.0 - 6.5 #10 60.7 59.5 56.4 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-6 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 6.1 7.4 6.8 Sand % (SM) Dark gray, silty SAND (SM) Very dark gray, silty SAND (SM) Very dark gray, silty SAND Fines % 0.00050.005 CLAY B- 2 B- 2 B- 2 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 11 14 10 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 33.1 33.1 36.8 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-3 S-1 4.0 - 5.0 9.0 - 10.0 1.0 - 1.5 #10 48.9 54.1 35.8 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-7 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 23.8 18.8 58.4 Sand % (SM) Very dark gray, silty SAND with gravel (SM) Olive, silty SAND with gravel (GP-GM) Very dark gray, poorly graded GRAVEL with silt and sand Fines % 0.00050.005 CLAY B- 3 B- 3 B- 4 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 9 15 4 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 27.3 27.1 5.9 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-3 S-5 S-1 4.0 - 5.0 7.0 - 7.5 2.0 - 3.0 #10 15.9 36.1 38.0 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-8 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 0.1 57.7 Sand % (ML) Dark olive-gray, SILT with sand (ML) Dark olive-gray, sandy SILT (GP) Very dark gray, poorly graded GRAVEL with sand Fines % 0.00050.005 CLAY B- 4 B- 4 B- 5 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 34 35 2 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 84.1 63.7 4.3 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-3 S-1 3.0 - 4.0 5.0 - 6.5 5.0 - 6.5 #10 27.8 86.4 36.1 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-9 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 10.3 0.9 Sand % (ML) Dark olive-gray, SILT with sand (SP) Very dark gray, poorly graded SAND (ML) Very dark grayish-brown, sandy SILT Fines % 0.00050.005 CLAY B- 5 B- 5 B- 6 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 31 25 28 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 72.2 3.3 63.0 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-1 S-1 10.0 - 11.5 5.0 - 6.5 1.0 - 1.8 #10 40.2 59.9 38.6 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-10 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 8.6 1.5 54.5 Sand % (ML) Dark olive-gray, sandy SILT (SM) Dark gray, silty SAND with organics (GP-GM) Dark grayish-brown, poorly graded GRAVEL with silt and sand Fines % 0.00050.005 CLAY B- 6 B- 7 B- 8 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 42 40 4 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 51.2 38.6 6.8 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-1 S-2 4.0 - 5.0 5.0 - 6.5 10.0 - 11.5 #10 4.6 62.4 50.7 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-11 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 1.0 0.3 Sand % (OL) Dark olive-brown, organic SILT (SM) Very dark gray, silty SAND (SM) Dark olive-brown, silty SAND Fines % 0.00050.005 CLAY B- 8 B- 9 B- 9 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 139 37 51 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 95.4 36.6 49.0 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-2 S-1 4.0 - 5.0 5.0 - 6.5 5.0 - 6.5 #10 89.2 14.7 64.3 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-12 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 0.7 22.2 Sand % (SP-SM) Olive, poorly graded SAND with silt (ML) Olive, SILT with organics (SM) Dark gray, silty SAND with gravel Fines % 0.00050.005 CLAY B-10 B-10 B-11 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 12 95 15 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 10.1 85.3 13.5 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-1 S-2 10.0 - 11.5 2.0 - 2.5 5.0 - 6.5 #10 58.5 48.5 86.8 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-13 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 2.1 4.6 1.0 Sand % (SM) Dark olive-gray, silty SAND (SM) Dark olive-gray, silty SAND (SM) Dark olive-gray, silty SAND Fines % 0.00050.005 CLAY B-11 B-12 B-12 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 37 21 28 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 39.4 46.9 12.2 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-2 S-2 5.0 - 6.5 10.0 - 11.5 5.5 - 6.5 #10 47.8 59.9 16.3 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-14 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 41.0 27.0 83.5 Sand % (SP-SM) Very dark gray, poorly graded SAND with silt and gravel (SM) Very dark gray, silty SAND with gravel (GW) Very dark gray, well-graded GRAVEL with sand Fines % 0.00050.005 CLAY B-13 B-13 B-14 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 6 19 2 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 11.1 13.1 0.2 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-3 S-1 S-2 8.5 - 9.5 1.0 - 2.0 4.5 - 5.0 #10 33.5 43.7 25.7 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-15 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 65.6 33.8 72.1 Sand % (GW) Very dark gray, well-graded GRAVEL with sand (SM) Very dark gray, silty SAND with gravel (GP) Very dark gray, poorly graded GRAVEL with sand Fines % 0.00050.005 CLAY B-14 B-15 B-15 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 6 7 6 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 0.9 22.5 2.1 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-2 S-4 3.0 - 4.0 5.0 - 6.5 10.0 - 11.5 #10 48.8 47.0 64.2 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-16 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 8.5 39.0 27.8 Sand % (SM) Very dark gray, silty SAND (SM) Very dark gray, silty SAND with gravel (SP-SM) Very dark gray, poorly graded SAND with silt and gravel Fines % 0.00050.005 CLAY B-16 B-16 B-16 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 14 7 21 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 42.7 14.1 8.0 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-1 S-2 9.0 - 10.0 5.0 - 6.5 8.3 - 8.5 48 #10 43.6 25.8 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-17 23 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 1.3 Sand % (CL) Dark olive-brown, lean CLAY with sand (ML) Very dark gray, sandy SILT (ML) Very dark grayish-brown, SILT with sand Fines % 0.00050.005 CLAY B-18 B-19 B-19 25 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 41 25 43 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 82.2 55.1 74.2 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-2 S-3 3.0 - 4.0 5.0 - 6.5 7.0 - 8.0 #10 35.8 60.1 61.7 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-18 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 59.3 29.2 37.0 Sand % (GP) Dark yellowish-brown, poorly graded GRAVEL with sand (SP-SM) Very dark gray, poorly graded SAND with silt and gravel (SP) Very dark gray, poorly graded SAND with gravel Fines % 0.00050.005 CLAY B-20 B-20 B-20 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 4 10 12 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 4.9 10.6 1.3 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-3 S-1 3.0 - 4.0 8.0 - 9.0 1.0 - 2.0 109 #10 36.7 15.4 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-19 40 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 59.0 81.1 Sand % (GW) Dark yellowish-brown, well-graded GRAVEL with sand (OH) Very dark gray, organic SILT with sand (GP) Dark yellowish-brown, poorly graded GRAVEL with sand Fines % 0.00050.005 CLAY B-21 B-21 B-22 69 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 3 111 3 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 4.4 72.5 3.5 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-3 S-1 3.0 - 4.0 5.0 - 6.5 3.0 - 4.0 #10 39.9 47.7 20.3 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-20 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 Sand % (ML) Very dark grayish-brown, sandy SILT (ML) Very dark gray, sandy SILT (ML) Very dark gray, SILT with sand Fines % 0.00050.005 CLAY B-22 B-22 B-23 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 53 34 38 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 60.1 52.3 79.7 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-1 S-2 5.0 - 6.5 1.7 - 3.0 4.0 - 5.0 #10 67.8 24.4 28.9 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-21 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 55.7 0.3 Sand % (SM) Very dark gray, silty SAND (GM) Very dark gray, silty GRAVEL with sand (ML) Very dark gray, SILT with sand Fines % 0.00050.005 CLAY B-23 B-24 B-24 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 36 7 30 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 32.2 19.8 70.7 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-4 S-1 S-2 7.5 - 9.0 1.0 - 2.0 4.0 - 5.0 #10 32.4 24.0 42.3 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-22 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 0.1 71.7 Sand % (ML) Very dark gray, sandy SILT with organics (GP) Very dark brown, poorly graded GRAVEL with sand (ML) Very dark gray, sandy SILT Fines % 0.00050.005 CLAY B-24 B-25 B-25 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 50 4 33 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 67.5 4.3 57.7 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-4 S-2 9.0 - 10.0 1.0 - 1.3 31 #10 85.0 37.4 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-23 14 Coarse #60#40#20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 14.5 2.0 Sand % (SP) Very dark gray, poorly graded SAND (CL) Very dark gray, sandy lean CLAY Fines % 0.00050.005 CLAY B-25 Core-15 17 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 14 19 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 0.5 60.6 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 0.0005 10 30 B-24 PARTICLE-SIZE ANALYSIS OF SOILS METHODS ASTM D6913/D7928 GRAVEL SAND 3/4" 50 70 90 Fine 0.005 1.4 - 2.0 1.5 - 2.0 1.8 - 2.1 CLASSIFICATION SILT SYMBOL SAMPLE Coarse 8 21 37 CLAY (SM) Dark yellowish-brown, silty SAND (ML) Yellowish-brown, SILT with sand (SM) Very dark brown, silty SAND with gravel TP- 1 TP- 3 TP- 4 DEPTH (ft) COBBLES 3" 1-1/2" #4 #10 #20 #40 #60 #100 % Cobble % Gravel 13.5 1.3 15.9 67.5 26.9 38.1 U.S. STANDARD SIEVE SIZES GRAIN SIZE IN MILLIMETERS PE R C E N T F I N E R B Y W E I G H T 0.05 12" 6"5/8" 3/8"#200 50 5 0.5 Coarse Medium Fine S-1 S-1 S-1 % MC % Sand % Fines 2.9 7.2 4.8 16.1 64.7 41.2 % Silt % Clay 0.0 0.0 2023-027PROJECT NO.: HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 0.0005 10 30 B-25 PARTICLE-SIZE ANALYSIS OF SOILS METHODS ASTM D6913/D7928 GRAVEL SAND 3/4" 50 70 90 Fine 0.005 1.4 - 2.0 1.5 - 2.0 0.7 - 1.0 CLASSIFICATION SILT SYMBOL SAMPLE Coarse 14 24 3 CLAY (SM) Dark grayish-brown, silty SAND with gravel (ML) Dark grayish-brown, sandy SILT with gravel (GP) Yellowish-brown, poorly graded GRAVEL with sand and cobbles TP- 6 TP- 8 TP-10 DEPTH (ft) COBBLES 3" 1-1/2" #4 #10 #20 #40 #60 #100 % Cobble % Gravel 20.4 17.8 45.1 41.2 24.1 44.6 U.S. STANDARD SIEVE SIZES GRAIN SIZE IN MILLIMETERS PE R C E N T F I N E R B Y W E I G H T 0.05 12" 6"5/8" 3/8"#200 50 5 0.5 Coarse Medium Fine S-1 S-1 S-1 % MC % Sand % Fines 4.6 13.4 0.5 33.8 44.6 3.2 % Silt % Clay 0.0 0.0 6.6 2023-027PROJECT NO.: HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 0.0005 10 30 B-26 PARTICLE-SIZE ANALYSIS OF SOILS METHODS ASTM D6913/D7928 GRAVEL SAND 3/4" 50 70 90 Fine 0.005 1.0 - 1.5 1.5 - 1.8 0.7 - 1.2 CLASSIFICATION SILT SYMBOL SAMPLE Coarse 8 6 8 CLAY (SM) Very dark grayish-brown, silty SAND (GP-GM) Dark brown, poorly graded GRAVEL with silt and sand (SM) Olive-brown, silty SAND with cobbles TP-12 TP-14 TP-16 DEPTH (ft) COBBLES 3" 1-1/2" #4 #10 #20 #40 #60 #100 % Cobble % Gravel 13.9 53.9 9.3 65.8 39.0 43.6 U.S. STANDARD SIEVE SIZES GRAIN SIZE IN MILLIMETERS PE R C E N T F I N E R B Y W E I G H T 0.05 12" 6"5/8" 3/8"#200 50 5 0.5 Coarse Medium Fine S-1 S-1 S-1 % MC % Sand % Fines 2.5 1.6 4.1 17.7 5.5 37.7 % Silt % Clay 0.0 5.3 2023-027PROJECT NO.: HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 0.0005 10 30 B-27 PARTICLE-SIZE ANALYSIS OF SOILS METHODS ASTM D6913/D7928 GRAVEL SAND 3/4" 50 70 90 Fine 0.005 1.3 - 2.0 1.0 - 1.7 1.5 - 2.0 CLASSIFICATION SILT SYMBOL SAMPLE Coarse 6 12 18 CLAY (GW) Dark brown, well-graded GRAVEL with sand (SM) Dark yellowish-brown, silty SAND with gravel (SM) Very dark gray, silty SAND with gravel TP-17 TP-18 TP-19 DEPTH (ft) COBBLES 3" 1-1/2" #4 #10 #20 #40 #60 #100 % Cobble % Gravel 62.5 33.2 31.1 33.7 37.9 37.4 U.S. STANDARD SIEVE SIZES GRAIN SIZE IN MILLIMETERS PE R C E N T F I N E R B Y W E I G H T 0.05 12" 6"5/8" 3/8"#200 50 5 0.5 Coarse Medium Fine S-1 S-1 S-1 % MC % Sand % Fines 0.4 3.6 3.1 3.4 25.2 28.4 % Silt % Clay 0.0 2023-027PROJECT NO.: HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 0.0005 10 30 B-28 PARTICLE-SIZE ANALYSIS OF SOILS METHODS ASTM D6913/D7928 GRAVEL SAND 3/4" 50 70 90 Fine 0.005 2.0 - 2.6 2.0 - 2.5 2.3 - 2.5 CLASSIFICATION SILT SYMBOL SAMPLE Coarse 25 39 21 CLAY (ML) Dark brown, sandy SILT (ML) Olive-brown, SILT with sand (SM) Very dark brown, silty SAND TP-20 TP-21 TP-22 DEPTH (ft) COBBLES 3" 1-1/2" #4 #10 #20 #40 #60 #100 % Cobble % Gravel 13.4 6.0 8.2 33.2 13.3 44.8 U.S. STANDARD SIEVE SIZES GRAIN SIZE IN MILLIMETERS PE R C E N T F I N E R B Y W E I G H T 0.05 12" 6"5/8" 3/8"#200 50 5 0.5 Coarse Medium Fine S-1 S-1 S-1 % MC % Sand % Fines 5.3 10.8 4.6 48.0 70.0 42.4 % Silt % Clay 2023-027PROJECT NO.: HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 0 20 40 60 80 100 % MC LL CL-ML MH SAMPLE PL A S T I C I T Y I N D E X ( P I ) SYMBOL PL PI S-2 S-3 S-2 25 69 17 41 111 19 LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS METHOD ASTM D4318 82.2 72.5 60.6 CL (CL) Dark olive-brown, lean CLAY with sand (OH) Very dark gray, organic SILT with sand (CL) Very dark gray, sandy lean CLAY CLASSIFICATION % Fines LIQUID LIMIT (LL) B-18 B-21 Core-15 ML 48 109 31 DEPTH (ft) 23 40 14 CH B-29 9.0 - 10.0 8.0 - 9.0 1.0 - 1.3 2023-027PROJECT NO.: HWAATTB 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix C Laboratory Test Results Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 17 44 10 14 10 5 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-1 Depth: 3.6" Sample Number: S-1 Date: Client: Project: Project No:Figure Brown, well-graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 96 83 61 52 39 30 24 18 11 7 5.3 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 21.8488 19.8557 12.3551 8.8179 2.3198 0.4381 0.2470 50.01 1.76 GW-GM Percent Fractured*: 89 Natural Moisture: 5.3% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-1 Tested By: TS Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 17 53 9 9 7 5 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-2 Depth: 9" Sample Number: S-1 Date: Client: Project: Project No:Figure Dark grayish-brown, poorly graded GRAVEL with sand 2" 1-1/2" 1-1/4" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 94 83 56 47 30 22 18 14 10 7 4.8 100 95-100 70-95 55-85 30-60 12-30 0-8.0 22.3139 19.7394 13.5747 10.6807 4.7630 0.6659 0.2908 46.68 5.75 GP Percent Fractured*: 92 Natural Moisture: 3.2% *Particles with at least 2 fracutred faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-2 Tested By: TS Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 17 46 10 12 10 5 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-3 Depth: 7" Sample Number: S-1 Date: Client: Project: Project No:Figure Dark grayish-brown, poorly graded GRAVEL with silt and sand2" 1-1/2" 1-1/4" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 98 83 64 54 37 29 23 18 13 7 5.1 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 21.4954 19.7960 11.5450 8.2092 2.6619 0.4024 0.2189 52.75 2.80 GP-GM Percent Fractured*: 93 Natural Moisture: 3.4% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-3 Tested By: TS Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 15 51 8 11 10 5 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-7 Depth: 13.25" Sample Number: S-1 Date: Client: Project: Project No:Figure Olive-gray, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 85 62 48 34 27 22 18 11 7 5.3 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 20.7014 19.1943 12.2681 10.1339 3.2636 0.4389 0.2500 49.08 3.47 GP-GM Percent Fracured*: 88 Natural Moisture: 4.2% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-4 Tested By: TS Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 24 37 12 16 6 5 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-8 Depth: 8" Sample Number: S-1 Date: Client: Project: Project No:Figure Dark gray, well-graded GRAVEL with silt and sand 2" 1-1/2" 1-1/4" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 95 76 59 52 39 29 20 14 9 7 5.0 100 95-100 70-95 55-85 30-60 12-30 0-8.0 23.3008 21.7780 13.2706 8.8200 2.5052 0.6951 0.3382 39.24 1.40 GW-GM Percent Fractured*: 96 Natural Moisture: 2.7% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-5 Tested By: TS Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 12 46 11 15 11 5 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-9 Depth: 3" Sample Number: S-1 Date: Client: Project: Project No:Figure Olive-gray, well-graded GRAVEL with sand 2" 1-1/2" 1-1/4" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 97 88 69 59 42 33 26 20 12 7 4.9 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X 20.2180 17.8865 9.8252 6.7778 1.7880 0.3975 0.2511 39.12 1.30 GW Percent Fractured*: 85 Natural Moisture: 3.6% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-6 Tested By: TS Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 18 52 8 7 5 10 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-10 Depth: 8" Sample Number: S-1 Date: Client: Project: Project No:Figure Olive, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 82 56 47 30 24 20 16 13 11 9.6 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X 21.1774 19.9448 13.7934 10.7908 4.6183 0.4442 0.0894 154.37 17.31 GP-GM Percent Fractured*: 95 Natural Moisture 4.0% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-7 Tested By: TS Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 35 33 11 13 4 4 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-12 Depth: 7" Sample Number: S-1 Date: Client: Project: Project No:Figure Olive, well-graded GRAVEL with sand 2" 1-1/2" 1-1/4" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 82 65 46 41 32 23 15 10 7 5 4.0 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 27.6862 26.4231 17.4334 14.0331 3.9421 1.2082 0.6207 28.09 1.44 GW Percent Fractured*: 92 Natural Moisture: 2.5% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-8 Tested By: TS Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 16 42 12 15 9 6 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-14 Depth: 7" Sample Number: S-1 Date: Client: Project: Project No:Figure Very dark gray, well-graded GRAVEL with silt and sand 2" 1-1/2" 1-1/4" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 92 84 66 57 42 32 24 18 13 8 5.5 100 95-100 70-95 55-85 30-60 12-30 0-8.0 23.9670 19.4688 10.6419 7.1702 2.0415 0.3981 0.1966 54.13 1.99 GW-GM Percent Fractured*: 99 Natural Moisture: 2.6% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-9 Tested By: KR Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 13 38 15 13 10 11 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-15 Depth: 1" Sample Number: S-1 Date: Client: Project: Project No:Figure Reddish-brown, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 95 87 75 65 49 37 28 23 19 15 11 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X 20.8443 17.6540 7.7402 4.9358 1.4152 0.1633 GP-GM Percent Fractured*: 99 Natural Moisture: 7.0% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-10 Tested By: KR Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 6 41 15 17 11 10 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-16 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Reddish-brown, well-graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 98 94 86 76 53 40 31 24 18 14 10.0 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X X 15.2888 12.2306 5.9487 4.1127 1.1162 0.1867 0.0750 79.32 2.79 GW-GM Percent Fractured*: 98 Natural Moisture: 7.3% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-11 Tested By: KR Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 17 47 11 11 7 7 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-16 Depth: 6" Sample Number: S-2 Date: Client: Project: Project No:Figure Brown, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 98 83 60 52 36 26 20 16 12 9 6.6 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 21.4043 19.8138 12.8272 8.9328 3.1990 0.4891 0.1919 66.85 4.16 GP-GM Percent Fractured*: 99 Natural Moisture: 4.5% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-12 Tested By: KR Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 15 53 10 9 8 5 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-18 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Gray, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 85 58 48 32 23 18 14 11 8 5.4 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 20.5371 19.0395 13.1792 10.3360 4.2485 0.6795 0.2322 56.75 5.90 GP-GM Percent Fractured*: 99 Natural Moisture: 5.5% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-13 Tested By: KR Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 21 50 10 8 6 5 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-19 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Gray, poorly graded GRAVEL with sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 94 79 54 44 29 21 16 13 10 7 4.9 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 23.1373 21.1409 14.1095 11.4392 5.0802 1.0077 0.3335 42.31 5.49 GP Percent Fractured*: 97 Natural Moisture: 2.5% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-14 Tested By: TS Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 9 56 10 11 9 5 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-20 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Olive-gray, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 91 61 52 35 26 21 16 12 8 5.4 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X 18.5597 17.2588 12.3826 8.9524 3.4470 0.4766 0.2083 59.44 4.61 GP-GM Percent Fractured*: 99 Natural Moisture: 4.0% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-15 Tested By: KR Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 11 55 11 10 7 6 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-21 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Brown, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 96 89 71 56 34 24 19 15 11 8 6.5 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X 19.9041 17.3532 10.3532 8.1589 3.8076 0.6096 0.2220 46.65 6.31 GP-GM Percent Fractured*: 97 Natural Moisture: 5.4% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-16 Tested By: TS Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 25 40 9 11 9 6 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-22 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Brown, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 98 75 60 50 35 27 22 18 13 9 6.3 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 22.4646 21.3621 12.6680 9.4277 3.2002 0.4056 0.1842 68.79 4.39 GP-GM Percent Fractured*: 95 Natural Moisture: 5.9% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-17 Tested By: KR Checked By: SEG Particle Size Distribution Report PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 9 53 13 12 7 6 6 i n . 3 i n . 2 i n . 1½ i n . 1 i n . ¾ i n . ½ i n . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-23 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Brown, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 91 70 59 38 27 20 15 11 8 5.6 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X 18.5421 16.8022 9.8739 7.3225 3.0180 0.5794 0.2527 39.07 3.65 GP-GM Percent Fractured*: 92 Natural Moisture: 6.9% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-18 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix D Laboratory Test Results Tested By: TS Checked By: CM Moisture-Density Relationship D r y d e n s i t y , p c f 125 130 135 140 145 150 Water content, % - Rock Corrected - Uncorrected 1.5 3 4.5 6 7.5 9 10.5 5.1%, 143.4 pcf 6.8%, 135.8 pcf ZAV for Sp.G. = 2.66 Test specification: ASTM D4718-15 Oversize Corr. Applied to Each Test Point ASTM D 1557-12 Method C Modified 1.25ft GW 5.9 2.66 29 3.8 Dark brown, well-graded GRAVEL with sand 2023-027 Century West Engineering Specific Gravity Assumed 12/12/2023 D-1 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/4 in.No.200 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Source of Sample: TP-17 Sample Number: S-1 Figure 135.8 pcf Maximum dry density = 143.4 pcf 6.8 % Optimum moisture = 5.1 % Renton Municipal Airport Taxiway A Reconstruction Tested By: TS Checked By: CM Moisture-Density Relationship D r y d e n s i t y , p c f 110 115 120 125 130 135 Water content, % - Rock Corrected - Uncorrected 2.5 5 7.5 10 12.5 15 17.5 8.8%, 126.4 pcf 9.3%, 124.6 pcf ZAV for Sp.G. = 2.65 Test specification: ASTM D4718-15 Oversize Corr. Applied to Each Test Point ASTM D 1557-12 Method C Modified 1.0ft SM 12.2 2.65 6 28.9 Dark yellowish-brown, silty SAND with gravel 2023-027 Century West Engineering Specific Gravity Assumed 12/12/2023 D-2 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/4 in.No.200 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Source of Sample: TP-18 Sample Number: S-1 Figure 124.6 pcf Maximum dry density = 126.4 pcf 9.3 % Optimum moisture = 8.8 % Renton Municipal Airport Taxiway A Reconstruction Tested By: TS Checked By: CM Moisture-Density Relationship D r y d e n s i t y , p c f 105 110 115 120 125 130 Water content, % - Rock Corrected - Uncorrected 5 7 9 11 13 15 17 10.4%, 119.7 pcf 11.2%, 116.9 pcf ZAV for Sp.G. = 2.65 Test specification: ASTM D4718-15 Oversize Corr. Applied to Each Test Point ASTM D 1557-12 Method C Modified 1.5ft SM 17.9 2.65 8 31.4 Very dark gray, silty SAND with gravel 2023-027 Century West Engineering Specific Gravity Assumed 12/12/2023 D-3 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/4 in.No.200 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Source of Sample: TP-19 Sample Number: S-1 Figure 116.9 pcf Maximum dry density = 119.7 pcf 11.2 % Optimum moisture = 10.4 % Renton Municipal Airport Taxiway A Reconstruction Tested By: TS Checked By: CM Moisture-Density Relationship Dr y d e n s i t y , p c f 95 100 105 110 115 120 Water content, % 10 12.5 15 17.5 20 22.5 25 15.3%, 110.0 pcf ZAV for Sp.G. = 2.65 Test specification:ASTM D 1557-12 Method C Modified 2.0ft ML 25.1 2.65 4 53.4 Dark brown, sandy SILT 2023-027 Century West Engineering Specific Gravity Assumed 12/12/2023 D-4 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/4 in.No.200 TEST RESULTS MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Source of Sample: TP-20 Sample Number: S-1 Figure Maximum dry density = 110.0 pcf Optimum moisture = 15.3 % Renton Municipal Airport Taxiway A Reconstruction Tested By: TS Checked By: CM Moisture-Density Relationship Dr y d e n s i t y , p c f 84 86 88 90 92 94 Water content, % 15 17.5 20 22.5 25 27.5 30 21.8%, 91.4 pcf ZAV for Sp.G. = 2.65 Test specification:ASTM D 1557-12 Method C Modified 2.0 ft ML 39.0 2.65 1 80.7 Olive-brown, silt with SAND 2023-027 Century West Engineering Specific Gravity Assumed 12/12/2023 D-5 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/4 in.No.200 TEST RESULTS MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Source of Sample: TP-21 Sample Number: S-1 Figure Maximum dry density = 91.4 pcf Optimum moisture = 21.8 % Renton Municipal Airport Taxiway A Reconstruction Tested By: TS Checked By: CM Moisture-Density Relationship Dr y d e n s i t y , p c f 100 102 104 106 108 110 Water content, % 10 12.5 15 17.5 20 22.5 25 17.3%, 106.1 pcf ZAV for Sp.G. = 2.65 Test specification:ASTM D 1557-12 Method C Modified 1.9ft SM 21.2 2.65 1 47.0 Very dark brown, silty SAND 2023-027 Century West Engineering Specific Gravity Assumed 12/12/2023 D-6 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/4 in.No.200 TEST RESULTS MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Source of Sample: TP-22 Sample Number: S-1 Figure Maximum dry density = 106.1 pcf Optimum moisture = 17.3 % Renton Municipal Airport Taxiway A Reconstruction CBR (California Bearing Ratio) OF LAB COMPACTED SOILS (ASTM D 1883) CLIENT: PROJECT:SAMPLE ID: PROJECT NO:Sampled By:Tested By: Date Sampled: Material Description: Sample Location: Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve Dry Density (pcf) Percent Compaction Moisture before Compaction (%) Percent Swell (initial ht = 7") Moisture, Top 1", after Soak (%) CBR at 0.1" Penetration CBR at 0.2" Penetration CBR Value REVIEWED BY:FIGURE: Surcharge Weight (lbs)10 10 10 Moisture after Compaction (%)5.7 6.7 6.6 0.7 Moisture, after Soaking (%) 7.4 38.5 D-7CM 5.2 35.8 120.2 7.4 38.5 126.9 135.8 0.4 100.0 126.9 0.9 95.0 6.6 7.5 7.2 Trial 2 Renton Municipal Airport Taxiway A Reconstruction Date Received:Date Tested: Dark brown, well-graded GRAVEL with sand 12/12/2023 Trial 3 TP-17 9.6 TP-17, S-1 1/4/2024 TS Century West Engineering 2023-027 RA 12/12/2023 135.8 Trial 1 7.9 6.8 29 7.1 6.7 123.4 5.7 90.9 129.0 10.3 0 500 1000 1500 2000 2500 3000 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 St r e s s ( p s i ) Displacement (in) 90.9 95.0 100.0 0 20 40 60 80 100 120 140 85 90 95 100 105 CB R % Compaction CBR (California Bearing Ratio) OF LAB COMPACTED SOILS (ASTM D 1883) CLIENT: PROJECT:SAMPLE ID: PROJECT NO:Sampled By:Tested By: Date Sampled: Material Description: Sample Location: Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve Dry Density (pcf) Percent Compaction Moisture before Compaction (%) Percent Swell (initial ht = 7") Moisture, Top 1", after Soak (%) CBR at 0.1" Penetration CBR at 0.2" Penetration CBR Value REVIEWED BY:FIGURE: 12.5 9.3 6 14.9 8.9 112.5 8.9 90.3 119.3 16.0 13.5 TP-18, S-1 12/29/2023 TS Century West Engineering 2023-027 RA 12/12/2023 124.6 Trial 1 Trial 2 Renton Municipal Airport Taxiway A Reconstruction Date Received:Date Tested: Dark yellowish-brown, silty SAND with gravel 12/12/2023 Trial 3 TP-18 124.9 0.2 100.2 12.1 0.3 95.8 8.9 15.6 14.6 2.0 8.9 12.1 1.8 8.2 11.1 2.0 8.9 D-8CM Surcharge Weight (lbs)10 10 10 Moisture after Compaction (%)8.9 8.9 8.9 0.3 Moisture, after Soaking (%) 0 50 100 150 200 250 300 350 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 St r e s s ( p s i ) Displacement (in) 90.3 95.8 100.2 0 2 4 6 8 10 12 14 85 90 95 100 105 CB R % Compaction CBR (California Bearing Ratio) OF LAB COMPACTED SOILS (ASTM D 1883) CLIENT: PROJECT:SAMPLE ID: PROJECT NO:Sampled By:Tested By: Date Sampled: Material Description: Sample Location: Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve Dry Density (pcf) Percent Compaction Moisture before Compaction (%) Percent Swell (initial ht = 7") Moisture, Top 1", after Soak (%) CBR at 0.1" Penetration CBR at 0.2" Penetration CBR Value REVIEWED BY:FIGURE: Surcharge Weight (lbs)10 10 10 Moisture after Compaction (%)11.3 11.4 11.9 0.1 Moisture, after Soaking (%) 3.9 10.7 D-9CM 3.9 10.7 26.9 3.4 9.6 21.4 116.0 0.1 99.2 26.9 0.2 94.8 11.9 19.0 17.3 Trial 2 Renton Municipal Airport Taxiway A Reconstruction Date Received:Date Tested: Very dark gray, silty SAND with gravel 12/12/2023 Trial 3 TP-19 17.2 TP-19, S-1 12/29/2023 TS Century West Engineering 2023-027 RA 12/12/2023 116.9 Trial 1 15.3 11.2 8 21.7 11.4 105.1 11.3 89.9 110.8 19.5 0 100 200 300 400 500 600 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 St r e s s ( p s i ) Displacement (in) 89.9 94.8 99.2 0 5 10 15 20 25 30 85 90 95 100 105 CB R % Compaction CBR (California Bearing Ratio) OF LAB COMPACTED SOILS (ASTM D 1883) CLIENT: PROJECT:SAMPLE ID: PROJECT NO:Sampled By:Tested By: Date Sampled: Material Description: Sample Location: Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve Dry Density (pcf) Percent Compaction Moisture before Compaction (%) Percent Swell (initial ht = 7") Moisture, Top 1", after Soak (%) CBR at 0.1" Penetration CBR at 0.2" Penetration CBR Value REVIEWED BY:FIGURE: Surcharge Weight (lbs)10 10 10 Moisture after Compaction (%)15.5 14.4 14.8 0.5 Moisture, after Soaking (%) 4.3 10.6 D-10CM 4.3 10.6 17.4 3.8 9.4 15.6 110.4 0.5 100.3 17.4 0.5 95.6 14.8 23.1 21.7 Trial 2 Renton Municipal Airport Taxiway A Reconstruction Date Received:Date Tested: Dark brown, sandy SILT 12/12/2023 Trial 3 TP-20 19.8 TP-20, S-1 12/29/2023 TS Century West Engineering 2023-027 RA 12/12/2023 110.0 Trial 1 18.4 15.3 4 24.5 14.4 98.8 15.5 89.8 105.2 23.6 0 50 100 150 200 250 300 350 400 450 500 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 St r e s s ( p s i ) Displacement (in) 89.8 95.6 100.3 0 2 4 6 8 10 12 14 16 18 20 85 90 95 100 105 CB R % Compaction CBR (California Bearing Ratio) OF LAB COMPACTED SOILS (ASTM D 1883) CLIENT: PROJECT:SAMPLE ID: PROJECT NO:Sampled By:Tested By: Date Sampled: Material Description: Sample Location: Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve Dry Density (pcf) Percent Compaction Moisture before Compaction (%) Percent Swell (initial ht = 7") Moisture, Top 1", after Soak (%) CBR at 0.1" Penetration CBR at 0.2" Penetration CBR Value REVIEWED BY:FIGURE: 32.1 21.8 1 43.0 23.1 81.4 22.7 89.1 85.7 38.6 35.6 TP-21, S-1 1/4/2024 TS Century West Engineering 2023-027 RA 12/12/2023 91.4 Trial 1 Trial 2 Renton Municipal Airport Taxiway A Reconstruction Date Received:Date Tested: Olive-brown, SILT with sand 12/12/2023 Trial 3 TP-21 91.2 0.8 99.7 35.7 0.8 93.8 21.9 41.6 32.9 3.8 6.4 35.7 4.2 8.0 33.2 4.2 8.0 D-11CM Surcharge Weight (lbs)10 10 10 Moisture after Compaction (%)22.7 23.1 21.9 1.4 Moisture, after Soaking (%) 0 100 200 300 400 500 600 700 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 St r e s s ( p s i ) Displacement (in) 89.1 93.8 99.7 0 5 10 15 20 25 30 35 40 85 90 95 100 105 CB R % Compaction CBR (California Bearing Ratio) OF LAB COMPACTED SOILS (ASTM D 1883) CLIENT: PROJECT:SAMPLE ID: PROJECT NO:Sampled By:Tested By: Date Sampled: Material Description: Sample Location: Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve Dry Density (pcf) Percent Compaction Moisture before Compaction (%) Percent Swell (initial ht = 7") Moisture, Top 1", after Soak (%) CBR at 0.1" Penetration CBR at 0.2" Penetration CBR Value REVIEWED BY:FIGURE: 20.3 17.3 1 26.1 17.4 95.2 17.6 89.7 100.7 24.7 22.7 TP-22, S-1 1/4/2024 TS Century West Engineering 2023-027 RA 12/12/2023 106.1 Trial 1 Trial 2 Renton Municipal Airport Taxiway A Reconstruction Date Received:Date Tested: Very dark brown, silty SAND 12/12/2023 Trial 3 TP-22 105.6 0.4 99.5 28.5 0.3 94.9 17.6 23.6 22.5 5.1 11.5 28.5 4.6 10.4 26.4 5.1 11.5 D-12CM Surcharge Weight (lbs)10 10 10 Moisture after Compaction (%)17.6 17.4 17.6 0.3 Moisture, after Soaking (%) 0 100 200 300 400 500 600 700 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 St r e s s ( p s i ) Displacement (in) 89.7 94.9 99.5 0 5 10 15 20 25 30 85 90 95 100 105 CB R % Compaction 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix E Pavement Condition Photos 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix E Pavement Condition Photos 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-1. Core-1 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-2. Core-2 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-3. Core-3 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-4. Core-4 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-5. Core-5 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-6. Core-6 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-7. Core-7 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-8. Core-8 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-9. Core-9 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-10. Core-10 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-11. Core-11 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-12. Core-12 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-13. Core-13 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-14. Core-14 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-15. Core-15 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-16. Core-16 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-17. Core-17 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-18. Core-18 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-19. Core-19 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-20. Core-20 Pavement Condition. B-19 is also shown. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-21. Core-21 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-22. Core-22 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-23. Core-23 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-24. B-1 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-25. B-2 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-26. B-3 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-27. B-4 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-28. B-5 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-29. B-6 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-30. B-7 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-31. B-8 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-32. B-9 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-33. B-10 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-34. B-11 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-35. B-12 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-36. B-13 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-37. B-14 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-38. B-15 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-39. B-16 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-40. B-17 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-41. B-18 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-42. B-19 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-43. B-20 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-44. B-21 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-45. B-22 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-46. B-23 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-47. B-24 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-48. B-25 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix F Historical Photographs 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure F-1. Captain Burrows Resort at the mouth of the Black River, circa 1907. Source: Image 648A, Courtesy of Renton Historical Society, Renton, WA. Figure F-2. Captain Burrows Resort at the mouth of the Black River, circa 1902. Source: Image 831A, Courtesy of Renton Historical Society, Renton, WA. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure F-3. Black River Dries Out, July 1916. Source: Seattle Times. Courtesy of Renton History Museum. RHM# 1994.068.3883, Renton, WA. Figure F-4. Boeing Renton Plant Under Construction, Cedar River and Future Renton Airport at Top of Picture. Courtesy of the Boeing Company. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure F-5. Renton Airport circa 1945. Courtesy of the Boeing Company. Memorandum April 23, 2025 68 Excelsior Avenue, Suite 101 Saratoga Springs, New York 12866 518.792.3709 To: William Adams and Manuel Cruz, City of Renton, Washington From: Sarah LaRoe, Christopher Yates, and Anna Spooner, Anchor QEA cc: Re: Renton Municipal Airport PFAS Sampling Investigation This technical memorandum summarizes the field sampling procedures and results for soil and asphalt sampling conducted at the Renton Municipal Airport by Anchor QEA on April 2, 2025. This work was completed for the City of Renton (the City) in accordance with the scope of work submitted to the City on March 21 and accepted on March 26, 2025. Summary of Sampling Activities Anchor QEA collected 14 samples for PFAS contamination analysis at 4 locations: 4 standard asphalt samples, 4 standard soil samples, 2 field duplicate samples, and 4 water samples (field blanks). Sample locations are shown in Figure 1. Asphalt Sampling A handheld drill was used for asphalt sampling. All supplies were decontaminated before use in the sampling process. New nitrile gloves were donned before each new sample collection. A field blank sample of rinse water was taken at the beginning and end of the sampling process. Field blank sampling was conducted by rinsing the drill bit with laboratory-verified PFAS-free water, and the resulting runoff was collected in a labeled sample container. For asphalt collection, 10-inch drill bits were used and multiple holes drilled to collect sufficient sample material. To collect an asphalt sample, a clean sheet of aluminum foil was placed over the area to be drilled. A hole was then drilled through the foil to the specified depth of 10 inches or refusal, whichever occurred first. The cuttings from the drilling process were then transferred from the foil to a decontaminated metal bowl. The drilling process was repeated at the same location until it was determined that sufficient cuttings were collected for an asphalt sample. The cuttings were homogenized in the metal bowl by mixing them with a decontaminated metal spoon. The resulting mixture was then poured into a labeled sample container and placed in a cooler for preservation. The process was repeated at each specified sampling location until all samples were collected. A field duplicate of a soil sample was taken at a randomly selected sampling location for quality assurance. April 23, 2025 Page 2 Soil Sampling A handheld bucket auger was used for soil sampling. All supplies were decontaminated before use in the sampling process. New nitrile gloves were donned before each new sample collection. A field blank sample of rinse water was taken at the beginning and end of the sampling process. Field blank samples were taken by rinsing the bucket auger with laboratory-verified PFAS-free water, and the resulting runoff was collected in a sample container. To collect a soil sample using the hand auger, the soil surface was excavated 6 inches at a time and the soil was placed in a decontaminated stainless-steel bowl. The process was repeated to the specified depth of 24 inches or to refusal, whichever occurred first. The soil was then mixed in the bowl with a decontaminated metal spoon until the sample was homogenized. A labeled sample container was filled with the homogenized soil and then placed in a cooler for preservation. The process was repeated at each specified sampling location until all samples were collected. A field duplicate of a soil sample was taken at a randomly selected sampling location for quality assurance. Analytical Results Samples were sent to Eurofins Environmental Test Laboratory in Sacramento, California, for analysis using EPA Method 1633. Results were reviewed and found complete by Anchor QEA staff. All field blanks (water samples) were non-detect for all PFAS compounds, indicating that cross contamination was likely not present. In addition, the results of the field duplicates were within quality control limits. The laboratory analytical report is presented as Attachment A. The Method C Washington State Department of Ecology PFAS Direct Contact Soil Cleanup Levels1 are presented in Table 1. Because the Renton Airport meets the Department of Ecology’s definition of an industrial property, the Method C cleanup levels are the most relevant to the site 2. The concentrations of compounds detected in the soil or asphalt samples are summarized in Table 2. The remainder of the analytes in EPA Method 1633 were not detected in any sample. All analytes were below the Method C Direct Contact Soil Cleanup Levels published in February 2025. 1 Available at https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Contamination-clean-up-tools/CLARC 2 A guidance document on the derivation of soil cleanup levels is available at https://apps.ecology.wa.gov/publications/documents/0109071.pdf. The definition of industrial property is available under regulation WAC 173-340-200 at https://app.leg.wa.gov/wac/default.aspx?cite=173-340-200 Tables Table 1 Washington State Department of Ecology PFAS Direct Contact Soil Cleanup Levels Chemical Name Method C Direct Contact Noncancer Method C Direct Contact Cancer 6:2 Fluorotelomer sulfonate (6:2 FTS) Hexafluoropropylene Oxide Dimer Acid (HFPO-DA; GenX) 11000 Perfluorobutanoate (PFBA) 3500000 Perfluorobutane sulfonate (PFBS) 1100000 Perfluorohexanoate (PFHxA) 1800000 Perfluorohexane sulfonate (PFHxS) 1.4 Perfluorooctanoate (PFOA) 110 4.5 Perfluorooctane sulfonate (PFOS) 350 3300 Perfluorononanoate (PFNA) 8800 Perfluorodecanoate (PFDA) 7 Note: Units are microgram per kilogram (µg/kg) Table 2 Detected PFAS Concentrations in Soil and Asphalt Samples Sample ID Location Number Sample Type Matrix PFBS PFHxS PFOS PFOA PFNA PFDS CORMAS-25-A001 001 Standard Asphalt 0.088 0.15 1.7 ND ND ND CORMAS-25-A002 002 Standard Asphalt 0.12 0.23 2.7 ND ND 0.088 CORMAS-25-A003 003 Standard Asphalt 0.063 0.11 1.4 ND ND ND CORMAS-25-A005 003 Field Duplicate Asphalt 0.056 0.11 1.4 ND ND ND CORMAS-25-A004 004 Standard Asphalt 0.11 0.16 1.9 ND ND 0.06 CORMAS-25-S001 001 Standard Soil ND ND 0.29 ND ND ND CORMAS-25-S002 002 Standard Soil ND 0.084 0.28 0.081 0.05 ND CORMAS-25-S005 002 Field Duplicate Soil ND 0.078 0.4 0.081 0.05 ND CORMAS-25-S003 003 Standard Soil ND ND 0.2 ND ND ND CORMAS-25-S004 004 Standard Soil ND ND 0.79 ND ND ND Notes: Units are microgram per kilogram (µg/kg) ND: not detected PFBS: perfluorobutane sulfonate PFHxS: perfluorohexane sulfonate PFOS: perfluorooctane sulfonate PFOA: perfluorooctanoate PFNA: perfluorononanoate PFDS: perfluorodecanoate Figure 87th Ave S 87th A ve S C e d a r Ri ve r W Perimeter R d 88th Ave S S 11 5t h Pl S 1 2 0 t h P l Rai nie r Av e S Boeing 4-51 Boeing 4-78 Boeing 4-44 Boeing 4-42 Boeing 4-41 Renton Rowing Center Lakeview C e d ar R i v e r Lind Ave NW Taylo r P l N W NW 6 t h S t N R iverside Dr E Pe ri mete r Rd NW 4t h S t S 1 21s t St S 1 2 2n d St Renton Municipal Airport Taylor West Kizuki Ramen Saint Vincent de Paul Thrift Store Pro-Flight NW 3r d P l Maple A ve N W NW 2nd P l Lind A v e NW NW 2 nd S t Church of Grace Koda Motors El Muchacho Alegre Aero-Dy ne Aviation Boeing 4-70 Boeing 4-79 Boeing Badge Office - Renton Plant Boeing 4-21 Boeing 4-20 Boeing 4-04 LA Fitness Boeing 4-81 E P e r i meter R d Burnett A ve N Williams A ve N Renton Memorial Stadium Di Martino Dental Labratories The Wellsf orth Boeing 5-403 Boeing 5-27 Truck Inspection Signature Auto Detail Boeing 4-69 Topgolf Williams A v e N LadyBug Bikini Espresso Ace Aviation Renton Senior Activity Center &250$6$ &250$66 &250$6$&250$66&250$6$ &250$66 &250$6$ &250$66&250$66 ' &250$6$ ' Publish Date: 2025/04/22, 9:44 AM | User: alesueur Filepath: \\gstfile01\gis\Jobs\City_of_Renton_0355\Maps\Airport_PFAS\Renton_Airport_PFAS.aprx Figure 1 PFAS Sampling Locations Renton Municipal Airport Renton, Washington LEGEND: PFAS Sample Location Asphalt Soil :0 500 Feet NOTES:1. Basemap: Esri World Imagery and Hybrid Reference Layer2. Sample location points are labeled with their Sample IDs. (D) indicates a field duplicate sample. Attachment A UDS Level 2 Final Report ANALYTICAL REPORT PREPARED FOR Attn: William Adams City of Renton 1055 S. Grady Way 5th Floor RENTON, Washington 98057 Generated 4/10/2025 4:50:20 PM JOB DESCRIPTION Renton Airport JOB NUMBER 320-120292-1 See page two for job notes and contact information. West Sacramento CA 95605 880 Riverside Parkway Eurofins Sacramento Page 1 of 64 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Eurofins Sacramento Eurofins Sacramento is a laboratory within Eurofins Environment Testing Northern California, LLC, a company within Eurofins Environment Testing Group of Companies Job Notes This report may not be reproduced except in full, and with written approval from the laboratory. The results relate only to the samples tested. For questions please contact the Project Manager at the e-mail address or telephone number listed on this page. The test results in this report relate only to the samples as received by the laboratory and will meet all requirements of the methodology, with any exceptions noted. This report shall not be reproduced except in full, without the express written approval of the laboratory. All questions should be directed to the Eurofins Environment Testing Northern California, LLC Project Manager. Authorization Generated 4/10/2025 4:50:20 PM Authorized for release by Jill Kellmann, Client Service Manager Jill.Kellmann@et.eurofinsus.com (916)374-4402 Page 2 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Table of Contents Client: City of Renton Project/Site: Renton Airport Laboratory Job ID: 320-120292-1 Page 3 of 64 Eurofins Sacramento 4/10/2025 Cover Page . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1 Table of Contents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3 Definitions/Glossary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4 Case Narrative . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5 Detection Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6 Client Sample Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8 Isotope Dilution Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .34 QC Sample Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .37 QC Association Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .54 Lab Chronicle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .56 Certification Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .60 Method Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .61 Sample Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .62 Chain of Custody . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .63 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Definitions/Glossary Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Qualifiers LCMS Qualifier Description *5-Isotope dilution analyte is outside acceptance limits, low biased. Qualifier *5+Isotope dilution analyte is outside acceptance limits, high biased. I Value is EMPC (estimated maximum possible concentration). J Result is less than the RL but greater than or equal to the MDL and the concentration is an approximate value. Glossary These commonly used abbreviations may or may not be present in this report. ☼Listed under the "D" column to designate that the result is reported on a dry weight basis Abbreviation %R Percent Recovery CFL Contains Free Liquid CFU Colony Forming Unit CNF Contains No Free Liquid DER Duplicate Error Ratio (normalized absolute difference) Dil Fac Dilution Factor DL Detection Limit (DoD/DOE) DL, RA, RE, IN Indicates a Dilution, Re-analysis, Re-extraction, or additional Initial metals/anion analysis of the sample DLC Decision Level Concentration (Radiochemistry) EDL Estimated Detection Limit (Dioxin) LOD Limit of Detection (DoD/DOE) LOQ Limit of Quantitation (DoD/DOE) MCL EPA recommended "Maximum Contaminant Level" MDA Minimum Detectable Activity (Radiochemistry) MDC Minimum Detectable Concentration (Radiochemistry) MDL Method Detection Limit ML Minimum Level (Dioxin) MPN Most Probable Number MQL Method Quantitation Limit NC Not Calculated ND Not Detected at the reporting limit (or MDL or EDL if shown) NEG Negative / Absent POS Positive / Present PQL Practical Quantitation Limit PRES Presumptive QC Quality Control RER Relative Error Ratio (Radiochemistry) RL Reporting Limit or Requested Limit (Radiochemistry) RPD Relative Percent Difference, a measure of the relative difference between two points TEF Toxicity Equivalent Factor (Dioxin) TEQ Toxicity Equivalent Quotient (Dioxin) TNTC Too Numerous To Count Eurofins Sacramento Page 4 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Job Narrative 320-120292-1 Receipt The samples were received on 4/3/2025 9:15 AM.Unless otherwise noted below,the samples arrived in good condition,and where required,properly preserved and on ice.The temperature of the cooler at receipt was 4.1ºC. LCMS Method 1633:Isotope Dilution Analyte (IDA)recovery is above the method recommended limit for the following samples: CORMAS-25-W003 (320-120292-11),(LCSD 320-844272/4-A)and (MB 320-844272/1-A).Quantitation by isotope dilution generally precludes any adverse effect on data quality due to elevated IDA recoveries. Method 1633:The low level continuing calibration verification (CCVL)and continuing calibration verifications (CCVs)associated with batch 320-845256 recovered above the upper control limit for one or more of the following isotope dilution analytes (IDAs), 13C2 4:2 FTS,13C2 6:2 FTS and 13C2 8:2 FTS.The associated target analytes 1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS),1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS)and 1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS)were within control limits.The samples and MB associated with these CCVs were non-detects,the low level laboratory control sample (LLCS), laboratory control sample (LCS),and laboratory control sample duplicate (LCSD)was in control for the affected analytes;therefore, the data have been reported.The associated samples are:CORMAS-25-A001 (320-120292-1),CORMAS-25-A002 (320-120292-2),CORMAS-25-S003 (320-120292-3),CORMAS-25-S002 (320-120292-4),CORMAS-25-S004 (320-120292-5), CORMAS-25-S001 (320-120292-6),CORMAS-25-A005 (320-120292-7),CORMAS-25-A003 (320-120292-8),CORMAS-25-S005 (320-120292-9),CORMAS-25-A004 (320-120292-10),(CCV 320-845256/20),(CCV 320-845256/26),(CCV 320-845256/7),(CCVL 320-845256/6),(LCS 320-844949/3-A),(LCSD 320-844949/4-A),(LLCS 320-844949/2-A)and (MB 320-844949/1-A). Method 1633:Isotope Dilution Analyte (IDA)recovery is above the method recommended limit for the following samples: CORMAS-25-S003 (320-120292-3),CORMAS-25-S002 (320-120292-4),CORMAS-25-S004 (320-120292-5),CORMAS-25-A005 (320-120292-7),CORMAS-25-A003 (320-120292-8)and CORMAS-25-S005 (320-120292-9).Quantitation by isotope dilution generally precludes any adverse effect on data quality due to elevated IDA recoveries. Method 1633:The Isotope Dilution Analyte (IDA)recovery associated with the following samples is below the method recommended limit:CORMAS-25-S003 (320-120292-3)and CORMAS-25-S001 (320-120292-6).Generally,data quality is not considered affected if the IDA signal-to-noise ratio is greater than 10:1,which is achieved for all IDA in the samples. Method 1633:The "I"qualifier means the transition mass ratio for the indicated analyte was outside the established ratio limits.The qualitative identification of the analyte has some degree of uncertainty.The associated samples have been flagged:CORMAS-25- S002 (320-120292-4)and CORMAS-25-S005 (320-120292-9). No additional analytical or quality issues were noted,other than those described above or in the Definitions/Glossary page. General Chemistry No analytical or quality issues were noted,other than those described in the Definitions/Glossary page. Organic Prep Method 1633 Shake:The following samples in preparation batch 320-844949 were yellow in color following extraction: CORMAS-25-A001 (320-120292-1),CORMAS-25-A002 (320-120292-2),CORMAS-25-S004 (320-120292-5),CORMAS-25-A005 (320-120292-7),CORMAS-25-A003 (320-120292-8)and CORMAS-25-A004 (320-120292-10). No additional analytical or quality issues were noted,other than those described above or in the Definitions/Glossary page. Case Narrative Client: City of Renton Job ID: 320-120292-1 Project: Renton Airport Eurofins Sacramento Job ID: 320-120292-1 Eurofins Sacramento Page 5 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Detection Summary Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Client Sample ID: CORMAS-25-A001 Lab Sample ID: 320-120292-1 Perfluorobutanesulfonic acid (PFBS) RL 0.20 ug/Kg MDL 0.050 Analyte Result Qualifier Unit Dil Fac D Method Prep Type Total/NA1J0.088 1633 Perfluorohexanesulfonic acid (PFHxS)0.20 ug/Kg0.050 Total/NA10.15 J 1633 Perfluorooctanesulfonic acid (PFOS)0.20 ug/Kg0.050 Total/NA11.7 1633 Client Sample ID: CORMAS-25-A002 Lab Sample ID: 320-120292-2 Perfluorobutanesulfonic acid (PFBS) RL 0.20 ug/Kg MDL 0.050 Analyte Result Qualifier Unit Dil Fac D Method Prep Type Total/NA1J0.12 1633 Perfluorohexanesulfonic acid (PFHxS)0.20 ug/Kg0.050 Total/NA10.23 1633 Perfluorooctanesulfonic acid (PFOS)0.20 ug/Kg0.050 Total/NA12.7 1633 Perfluorodecanesulfonic acid (PFDS)0.20 ug/Kg0.050 Total/NA10.088 J 1633 Client Sample ID: CORMAS-25-S003 Lab Sample ID: 320-120292-3 ☼Perfluorooctanesulfonic acid (PFOS) RL 0.19 ug/Kg MDL 0.048 Analyte Result Qualifier Unit Dil Fac D Method Prep Type Total/NA10.20 1633 Client Sample ID: CORMAS-25-S002 Lab Sample ID: 320-120292-4 ☼Perfluorooctanoic acid (PFOA) RL 0.20 ug/Kg MDL 0.062 Analyte Result Qualifier Unit Dil Fac D Method Prep Type Total/NA1J0.081 1633 ☼Perfluorononanoic acid (PFNA)0.20 ug/Kg0.050 Total/NA10.050 J I 1633 ☼Perfluorohexanesulfonic acid (PFHxS)0.20 ug/Kg0.050 Total/NA10.084 J 1633 ☼Perfluorooctanesulfonic acid (PFOS)0.20 ug/Kg0.050 Total/NA10.28 1633 Client Sample ID: CORMAS-25-S004 Lab Sample ID: 320-120292-5 ☼Perfluorooctanesulfonic acid (PFOS) RL 0.20 ug/Kg MDL 0.051 Analyte Result Qualifier Unit Dil Fac D Method Prep Type Total/NA10.79 1633 Client Sample ID: CORMAS-25-S001 Lab Sample ID: 320-120292-6 ☼Perfluorooctanesulfonic acid (PFOS) RL 0.20 ug/Kg MDL 0.049 Analyte Result Qualifier Unit Dil Fac D Method Prep Type Total/NA10.29 1633 Client Sample ID: CORMAS-25-A005 Lab Sample ID: 320-120292-7 Perfluorobutanesulfonic acid (PFBS) RL 0.19 ug/Kg MDL 0.049 Analyte Result Qualifier Unit Dil Fac D Method Prep Type Total/NA1J0.056 1633 Perfluorohexanesulfonic acid (PFHxS)0.19 ug/Kg0.049 Total/NA10.11 J 1633 Perfluorooctanesulfonic acid (PFOS)0.19 ug/Kg0.049 Total/NA11.4 1633 Client Sample ID: CORMAS-25-A003 Lab Sample ID: 320-120292-8 Perfluorobutanesulfonic acid (PFBS) RL 0.20 ug/Kg MDL 0.050 Analyte Result Qualifier Unit Dil Fac D Method Prep Type Total/NA1J0.063 1633 Perfluorohexanesulfonic acid (PFHxS)0.20 ug/Kg0.050 Total/NA10.11 J 1633 Perfluorooctanesulfonic acid (PFOS)0.20 ug/Kg0.050 Total/NA11.4 1633 Client Sample ID: CORMAS-25-S005 Lab Sample ID: 320-120292-9 ☼Perfluorooctanoic acid (PFOA) RL 0.20 ug/Kg MDL 0.062 Analyte Result Qualifier Unit Dil Fac D Method Prep Type Total/NA1J0.081 1633 ☼Perfluorononanoic acid (PFNA)0.20 ug/Kg0.050 Total/NA10.050 J I 1633 ☼Perfluorohexanesulfonic acid (PFHxS)0.20 ug/Kg0.050 Total/NA10.078 J 1633 Eurofins Sacramento This Detection Summary does not include radiochemical test results. Page 6 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Detection Summary Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Client Sample ID: CORMAS-25-S005 (Continued)Lab Sample ID: 320-120292-9 ☼Perfluorooctanesulfonic acid (PFOS) RL 0.20 ug/Kg MDL 0.050 Analyte Result Qualifier Unit Dil Fac D Method Prep Type Total/NA10.40 1633 Client Sample ID: CORMAS-25-A004 Lab Sample ID: 320-120292-10 Perfluorobutanesulfonic acid (PFBS) RL 0.20 ug/Kg MDL 0.049 Analyte Result Qualifier Unit Dil Fac D Method Prep Type Total/NA1J0.11 1633 Perfluorohexanesulfonic acid (PFHxS)0.20 ug/Kg0.049 Total/NA10.16 J 1633 Perfluorooctanesulfonic acid (PFOS)0.20 ug/Kg0.049 Total/NA11.9 1633 Perfluorodecanesulfonic acid (PFDS)0.20 ug/Kg0.049 Total/NA10.060 J 1633 Client Sample ID: CORMAS-25-W003 Lab Sample ID: 320-120292-11 No Detections. Client Sample ID: CORMAS-25-W004 Lab Sample ID: 320-120292-12 No Detections. Client Sample ID: CORMAS-25-W002 Lab Sample ID: 320-120292-13 No Detections. Client Sample ID: CORMAS-25-W001 Lab Sample ID: 320-120292-14 No Detections. Eurofins Sacramento This Detection Summary does not include radiochemical test results. Page 7 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-1Client Sample ID: CORMAS-25-A001 Matrix: SolidDate Collected: 04/02/25 09:00 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 0.40 0.099 ug/Kg 04/09/25 06:19 04/10/25 12:28 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluoropentanoic acid (PFPeA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluorohexanoic acid (PFHxA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluoroheptanoic acid (PFHpA) 0.20 0.061 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluorooctanoic acid (PFOA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluorononanoic acid (PFNA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluorodecanoic acid (PFDA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluoroundecanoic acid (PFUnA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluorododecanoic acid (PFDoA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluorotridecanoic acid (PFTrDA) 0.20 0.057 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluorotetradecanoic acid (PFTeDA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 10.088 JPerfluorobutanesulfonic acid (PFBS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluoropentanesulfonic acid (PFPeS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 10.15 JPerfluorohexanesulfonic acid (PFHxS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluoroheptanesulfonic acid (PFHpS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 11.7Perfluorooctanesulfonic acid (PFOS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluorononanesulfonic acid (PFNS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluorodecanesulfonic acid (PFDS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluorododecanesulfonic acid (PFDoS) 0.40 0.099 ug/Kg 04/09/25 06:19 04/10/25 12:28 1ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 0.40 0.099 ug/Kg 04/09/25 06:19 04/10/25 12:28 1ND1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 0.40 0.099 ug/Kg 04/09/25 06:19 04/10/25 12:28 1ND1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 0.20 0.062 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluorooctanesulfonamide (PFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDN-methylperfluorooctane sulfonamide (NMeFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDN-ethylperfluorooctane sulfonamide (NEtFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDN-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 0.99 0.25 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 0.99 0.25 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDHexafluoropropylene Oxide Dimer Acid (HFPO-DA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluoro-3-methoxypropanoic acid (PFMPA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluoro-4-methoxybutanoic acid (PFMBA) 0.20 0.061 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) Eurofins Sacramento Page 8 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-1Client Sample ID: CORMAS-25-A001 Matrix: SolidDate Collected: 04/02/25 09:00 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier 9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) 0.20 0.074 ug/Kg 04/09/25 06:19 04/10/25 12:28 1ND11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:28 1NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 0.40 0.099 ug/Kg 04/09/25 06:19 04/10/25 12:28 1ND3-Perfluoropropylpropanoic acid (3:3 FTCA) 0.99 0.25 ug/Kg 04/09/25 06:19 04/10/25 12:28 1ND3-Perfluoropentylpropanoic acid (5:3 FTCA) 0.99 0.25 ug/Kg 04/09/25 06:19 04/10/25 12:28 1ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 87.6 8 -130 04/09/25 06:19 04/10/25 12:28 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 110 04/09/25 06:19 04/10/25 12:28 135-130 13C5 PFHxA 102 04/09/25 06:19 04/10/25 12:28 140-130 13C4 PFHpA 95.1 04/09/25 06:19 04/10/25 12:28 140-130 13C8 PFOA 86.7 04/09/25 06:19 04/10/25 12:28 140-130 13C9 PFNA 88.9 04/09/25 06:19 04/10/25 12:28 140-130 13C6 PFDA 82.7 04/09/25 06:19 04/10/25 12:28 140-130 13C7 PFUnA 75.4 04/09/25 06:19 04/10/25 12:28 140-130 13C2 PFDoA 77.5 04/09/25 06:19 04/10/25 12:28 140-130 13C2 PFTeDA 72.8 04/09/25 06:19 04/10/25 12:28 120-130 13C3 PFBS 73.6 04/09/25 06:19 04/10/25 12:28 140-135 13C3 PFHxS 74.0 04/09/25 06:19 04/10/25 12:28 140-130 13C8 PFOS 67.1 04/09/25 06:19 04/10/25 12:28 140-130 13C8 FOSA 66.0 04/09/25 06:19 04/10/25 12:28 140-130 d3-NMeFOSAA 55.6 04/09/25 06:19 04/10/25 12:28 140-135 d5-NEtFOSAA 57.2 04/09/25 06:19 04/10/25 12:28 140-150 13C2 4:2 FTS 129 04/09/25 06:19 04/10/25 12:28 140-165 13C2 6:2 FTS 115 04/09/25 06:19 04/10/25 12:28 140-215 13C2 8:2 FTS 157 04/09/25 06:19 04/10/25 12:28 140-275 13C3 HFPO-DA 97.1 04/09/25 06:19 04/10/25 12:28 140-130 d7-N-MeFOSE-M 57.7 04/09/25 06:19 04/10/25 12:28 120-130 d9-N-EtFOSE-M 42.6 04/09/25 06:19 04/10/25 12:28 115-130 d5-NEtPFOSA 23.8 04/09/25 06:19 04/10/25 12:28 110-130 d3-NMePFOSA 22.9 04/09/25 06:19 04/10/25 12:28 110-130 Lab Sample ID: 320-120292-2Client Sample ID: CORMAS-25-A002 Matrix: SolidDate Collected: 04/02/25 11:01 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 12:44 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluoropentanoic acid (PFPeA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluorohexanoic acid (PFHxA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluoroheptanoic acid (PFHpA) 0.20 0.062 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluorooctanoic acid (PFOA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluorononanoic acid (PFNA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluorodecanoic acid (PFDA) Eurofins Sacramento Page 9 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-2Client Sample ID: CORMAS-25-A002 Matrix: SolidDate Collected: 04/02/25 11:01 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluoroundecanoic acid (PFUnA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluorododecanoic acid (PFDoA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluorotridecanoic acid (PFTrDA) 0.20 0.058 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluorotetradecanoic acid (PFTeDA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 10.12 JPerfluorobutanesulfonic acid (PFBS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluoropentanesulfonic acid (PFPeS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 10.23Perfluorohexanesulfonic acid (PFHxS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluoroheptanesulfonic acid (PFHpS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 12.7Perfluorooctanesulfonic acid (PFOS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluorononanesulfonic acid (PFNS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 10.088 JPerfluorodecanesulfonic acid (PFDS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluorododecanesulfonic acid (PFDoS) 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 12:44 1ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 12:44 1ND1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 12:44 1ND1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 0.20 0.063 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluorooctanesulfonamide (PFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDN-methylperfluorooctane sulfonamide (NMeFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDN-ethylperfluorooctane sulfonamide (NEtFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDN-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 1.0 0.25 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 1.0 0.25 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDHexafluoropropylene Oxide Dimer Acid (HFPO-DA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluoro-3-methoxypropanoic acid (PFMPA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluoro-4-methoxybutanoic acid (PFMBA) 0.20 0.062 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1ND9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) 0.20 0.075 ug/Kg 04/09/25 06:19 04/10/25 12:44 1ND11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 12:44 1NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 12:44 1ND3-Perfluoropropylpropanoic acid (3:3 FTCA) Eurofins Sacramento Page 10 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-2Client Sample ID: CORMAS-25-A002 Matrix: SolidDate Collected: 04/02/25 11:01 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 1.0 0.25 ug/Kg 04/09/25 06:19 04/10/25 12:44 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier 3-Perfluoropentylpropanoic acid (5:3 FTCA) 1.0 0.25 ug/Kg 04/09/25 06:19 04/10/25 12:44 1ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 91.0 8 -130 04/09/25 06:19 04/10/25 12:44 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 121 04/09/25 06:19 04/10/25 12:44 135-130 13C5 PFHxA 103 04/09/25 06:19 04/10/25 12:44 140-130 13C4 PFHpA 93.6 04/09/25 06:19 04/10/25 12:44 140-130 13C8 PFOA 89.6 04/09/25 06:19 04/10/25 12:44 140-130 13C9 PFNA 85.9 04/09/25 06:19 04/10/25 12:44 140-130 13C6 PFDA 87.4 04/09/25 06:19 04/10/25 12:44 140-130 13C7 PFUnA 81.7 04/09/25 06:19 04/10/25 12:44 140-130 13C2 PFDoA 81.7 04/09/25 06:19 04/10/25 12:44 140-130 13C2 PFTeDA 68.8 04/09/25 06:19 04/10/25 12:44 120-130 13C3 PFBS 77.9 04/09/25 06:19 04/10/25 12:44 140-135 13C3 PFHxS 75.9 04/09/25 06:19 04/10/25 12:44 140-130 13C8 PFOS 69.1 04/09/25 06:19 04/10/25 12:44 140-130 13C8 FOSA 68.4 04/09/25 06:19 04/10/25 12:44 140-130 d3-NMeFOSAA 59.2 04/09/25 06:19 04/10/25 12:44 140-135 d5-NEtFOSAA 59.3 04/09/25 06:19 04/10/25 12:44 140-150 13C2 4:2 FTS 155 04/09/25 06:19 04/10/25 12:44 140-165 13C2 6:2 FTS 142 04/09/25 06:19 04/10/25 12:44 140-215 13C2 8:2 FTS 196 04/09/25 06:19 04/10/25 12:44 140-275 13C3 HFPO-DA 95.8 04/09/25 06:19 04/10/25 12:44 140-130 d7-N-MeFOSE-M 60.9 04/09/25 06:19 04/10/25 12:44 120-130 d9-N-EtFOSE-M 43.8 04/09/25 06:19 04/10/25 12:44 115-130 d5-NEtPFOSA 22.4 04/09/25 06:19 04/10/25 12:44 110-130 d3-NMePFOSA 22.7 04/09/25 06:19 04/10/25 12:44 110-130 Lab Sample ID: 320-120292-3Client Sample ID: CORMAS-25-S003 Matrix: SolidDate Collected: 04/02/25 12:15 Percent Solids: 88.3Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 0.38 0.096 ug/Kg ☼04/09/25 06:19 04/10/25 13:01 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluoropentanoic acid (PFPeA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluorohexanoic acid (PFHxA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluoroheptanoic acid (PFHpA) 0.19 0.060 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluorooctanoic acid (PFOA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluorononanoic acid (PFNA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluorodecanoic acid (PFDA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluoroundecanoic acid (PFUnA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluorododecanoic acid (PFDoA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluorotridecanoic acid (PFTrDA) 0.19 0.056 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluorotetradecanoic acid (PFTeDA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluorobutanesulfonic acid (PFBS) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluoropentanesulfonic acid (PFPeS) Eurofins Sacramento Page 11 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-3Client Sample ID: CORMAS-25-S003 Matrix: SolidDate Collected: 04/02/25 12:15 Percent Solids: 88.3Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 0.19 0.048 ug/Kg ☼04/09/25 06:19 04/10/25 13:01 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorohexanesulfonic acid (PFHxS) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluoroheptanesulfonic acid (PFHpS) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼0.20Perfluorooctanesulfonic acid (PFOS) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluorononanesulfonic acid (PFNS) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluorodecanesulfonic acid (PFDS) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluorododecanesulfonic acid (PFDoS) 0.38 0.096 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 0.38 0.096 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼ND1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 0.38 0.096 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼ND1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 0.19 0.060 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluorooctanesulfonamide (PFOSA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDN-methylperfluorooctane sulfonamide (NMeFOSA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDN-ethylperfluorooctane sulfonamide (NEtFOSA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDN-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 0.96 0.24 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 0.96 0.24 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDHexafluoropropylene Oxide Dimer Acid (HFPO-DA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluoro-3-methoxypropanoic acid (PFMPA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluoro-4-methoxybutanoic acid (PFMBA) 0.19 0.060 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼ND9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) 0.19 0.072 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼ND11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 0.19 0.048 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 0.38 0.096 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼ND3-Perfluoropropylpropanoic acid (3:3 FTCA) 0.96 0.24 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼ND3-Perfluoropentylpropanoic acid (5:3 FTCA) 0.96 0.24 ug/Kg 04/09/25 06:19 04/10/25 13:01 1☼ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 85.7 8 -130 04/09/25 06:19 04/10/25 13:01 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 127 04/09/25 06:19 04/10/25 13:01 135-130 13C5 PFHxA 91.4 04/09/25 06:19 04/10/25 13:01 140-130 13C4 PFHpA 96.9 04/09/25 06:19 04/10/25 13:01 140-130 Eurofins Sacramento Page 12 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-3Client Sample ID: CORMAS-25-S003 Matrix: SolidDate Collected: 04/02/25 12:15 Percent Solids: 88.3Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) 13C8 PFOA 82.8 40 -130 04/09/25 06:19 04/10/25 13:01 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C9 PFNA 56.2 04/09/25 06:19 04/10/25 13:01 140-130 13C6 PFDA 44.6 04/09/25 06:19 04/10/25 13:01 140-130 13C7 PFUnA 39.7 *5-04/09/25 06:19 04/10/25 13:01 140-130 13C2 PFDoA 40.5 04/09/25 06:19 04/10/25 13:01 140-130 13C2 PFTeDA 16.1 *5-04/09/25 06:19 04/10/25 13:01 120-130 13C3 PFBS 74.7 04/09/25 06:19 04/10/25 13:01 140-135 13C3 PFHxS 78.9 04/09/25 06:19 04/10/25 13:01 140-130 13C8 PFOS 50.5 04/09/25 06:19 04/10/25 13:01 140-130 13C8 FOSA 54.5 04/09/25 06:19 04/10/25 13:01 140-130 d3-NMeFOSAA 26.7 *5-04/09/25 06:19 04/10/25 13:01 140-135 d5-NEtFOSAA 24.3 *5-04/09/25 06:19 04/10/25 13:01 140-150 13C2 4:2 FTS 182 *5+04/09/25 06:19 04/10/25 13:01 140-165 13C2 6:2 FTS 154 04/09/25 06:19 04/10/25 13:01 140-215 13C2 8:2 FTS 74.4 04/09/25 06:19 04/10/25 13:01 140-275 13C3 HFPO-DA 85.1 04/09/25 06:19 04/10/25 13:01 140-130 d7-N-MeFOSE-M 55.6 04/09/25 06:19 04/10/25 13:01 120-130 d9-N-EtFOSE-M 57.6 04/09/25 06:19 04/10/25 13:01 115-130 d5-NEtPFOSA 65.2 04/09/25 06:19 04/10/25 13:01 110-130 d3-NMePFOSA 52.2 04/09/25 06:19 04/10/25 13:01 110-130 General Chemistry RL MDL 12 0.10 0.10 %04/08/25 12:26 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Percent Moisture (EPA 1633) 0.10 0.10 %04/08/25 12:26 188Percent Solids (EPA 1633) Lab Sample ID: 320-120292-4Client Sample ID: CORMAS-25-S002 Matrix: SolidDate Collected: 04/02/25 11:20 Percent Solids: 78.5Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 0.40 0.10 ug/Kg ☼04/09/25 06:19 04/10/25 13:17 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluoropentanoic acid (PFPeA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluorohexanoic acid (PFHxA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluoroheptanoic acid (PFHpA) 0.20 0.062 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼0.081 JPerfluorooctanoic acid (PFOA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼0.050 J IPerfluorononanoic acid (PFNA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluorodecanoic acid (PFDA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluoroundecanoic acid (PFUnA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluorododecanoic acid (PFDoA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluorotridecanoic acid (PFTrDA) 0.20 0.058 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluorotetradecanoic acid (PFTeDA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluorobutanesulfonic acid (PFBS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluoropentanesulfonic acid (PFPeS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼0.084 JPerfluorohexanesulfonic acid (PFHxS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluoroheptanesulfonic acid (PFHpS) Eurofins Sacramento Page 13 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-4Client Sample ID: CORMAS-25-S002 Matrix: SolidDate Collected: 04/02/25 11:20 Percent Solids: 78.5Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL 0.28 0.20 0.050 ug/Kg ☼04/09/25 06:19 04/10/25 13:17 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorooctanesulfonic acid (PFOS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluorononanesulfonic acid (PFNS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluorodecanesulfonic acid (PFDS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluorododecanesulfonic acid (PFDoS) 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼ND1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼ND1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 0.20 0.063 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluorooctanesulfonamide (PFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDN-methylperfluorooctane sulfonamide (NMeFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDN-ethylperfluorooctane sulfonamide (NEtFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDN-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 1.0 0.25 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 1.0 0.25 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDHexafluoropropylene Oxide Dimer Acid (HFPO-DA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluoro-3-methoxypropanoic acid (PFMPA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluoro-4-methoxybutanoic acid (PFMBA) 0.20 0.062 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼ND9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) 0.20 0.075 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼ND11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼ND3-Perfluoropropylpropanoic acid (3:3 FTCA) 1.0 0.25 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼ND3-Perfluoropentylpropanoic acid (5:3 FTCA) 1.0 0.25 ug/Kg 04/09/25 06:19 04/10/25 13:17 1☼ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 82.7 8 -130 04/09/25 06:19 04/10/25 13:17 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 140 *5+04/09/25 06:19 04/10/25 13:17 135-130 13C5 PFHxA 91.1 04/09/25 06:19 04/10/25 13:17 140-130 13C4 PFHpA 102 04/09/25 06:19 04/10/25 13:17 140-130 13C8 PFOA 86.3 04/09/25 06:19 04/10/25 13:17 140-130 13C9 PFNA 75.7 04/09/25 06:19 04/10/25 13:17 140-130 13C6 PFDA 63.5 04/09/25 06:19 04/10/25 13:17 140-130 Eurofins Sacramento Page 14 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-4Client Sample ID: CORMAS-25-S002 Matrix: SolidDate Collected: 04/02/25 11:20 Percent Solids: 78.5Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) 13C7 PFUnA 46.4 40 -130 04/09/25 06:19 04/10/25 13:17 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C2 PFDoA 54.9 04/09/25 06:19 04/10/25 13:17 140-130 13C2 PFTeDA 73.7 04/09/25 06:19 04/10/25 13:17 120-130 13C3 PFBS 73.5 04/09/25 06:19 04/10/25 13:17 140-135 13C3 PFHxS 78.8 04/09/25 06:19 04/10/25 13:17 140-130 13C8 PFOS 68.2 04/09/25 06:19 04/10/25 13:17 140-130 13C8 FOSA 54.0 04/09/25 06:19 04/10/25 13:17 140-130 d3-NMeFOSAA 45.6 04/09/25 06:19 04/10/25 13:17 140-135 d5-NEtFOSAA 45.2 04/09/25 06:19 04/10/25 13:17 140-150 13C2 4:2 FTS 182 *5+04/09/25 06:19 04/10/25 13:17 140-165 13C2 6:2 FTS 212 04/09/25 06:19 04/10/25 13:17 140-215 13C2 8:2 FTS 149 04/09/25 06:19 04/10/25 13:17 140-275 13C3 HFPO-DA 93.9 04/09/25 06:19 04/10/25 13:17 140-130 d7-N-MeFOSE-M 42.6 04/09/25 06:19 04/10/25 13:17 120-130 d9-N-EtFOSE-M 41.5 04/09/25 06:19 04/10/25 13:17 115-130 d5-NEtPFOSA 53.5 04/09/25 06:19 04/10/25 13:17 110-130 d3-NMePFOSA 43.4 04/09/25 06:19 04/10/25 13:17 110-130 General Chemistry RL MDL 21 0.10 0.10 %04/08/25 12:26 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Percent Moisture (EPA 1633) 0.10 0.10 %04/08/25 12:26 179Percent Solids (EPA 1633) Lab Sample ID: 320-120292-5Client Sample ID: CORMAS-25-S004 Matrix: SolidDate Collected: 04/02/25 13:05 Percent Solids: 89.0Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 0.41 0.10 ug/Kg ☼04/09/25 06:19 04/10/25 13:34 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluoropentanoic acid (PFPeA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluorohexanoic acid (PFHxA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluoroheptanoic acid (PFHpA) 0.20 0.063 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluorooctanoic acid (PFOA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluorononanoic acid (PFNA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluorodecanoic acid (PFDA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluoroundecanoic acid (PFUnA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluorododecanoic acid (PFDoA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluorotridecanoic acid (PFTrDA) 0.20 0.059 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluorotetradecanoic acid (PFTeDA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluorobutanesulfonic acid (PFBS) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluoropentanesulfonic acid (PFPeS) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluorohexanesulfonic acid (PFHxS) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluoroheptanesulfonic acid (PFHpS) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼0.79Perfluorooctanesulfonic acid (PFOS) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluorononanesulfonic acid (PFNS) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluorodecanesulfonic acid (PFDS) Eurofins Sacramento Page 15 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-5Client Sample ID: CORMAS-25-S004 Matrix: SolidDate Collected: 04/02/25 13:05 Percent Solids: 89.0Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 0.20 0.051 ug/Kg ☼04/09/25 06:19 04/10/25 13:34 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorododecanesulfonic acid (PFDoS) 0.41 0.10 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 0.41 0.10 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼ND1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 0.41 0.10 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼ND1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 0.20 0.064 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluorooctanesulfonamide (PFOSA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDN-methylperfluorooctane sulfonamide (NMeFOSA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDN-ethylperfluorooctane sulfonamide (NEtFOSA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDN-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 1.0 0.26 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 1.0 0.26 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDHexafluoropropylene Oxide Dimer Acid (HFPO-DA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluoro-3-methoxypropanoic acid (PFMPA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluoro-4-methoxybutanoic acid (PFMBA) 0.20 0.063 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼ND9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) 0.20 0.077 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼ND11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 0.20 0.051 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 0.41 0.10 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼ND3-Perfluoropropylpropanoic acid (3:3 FTCA) 1.0 0.26 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼ND3-Perfluoropentylpropanoic acid (5:3 FTCA) 1.0 0.26 ug/Kg 04/09/25 06:19 04/10/25 13:34 1☼ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 79.8 8 -130 04/09/25 06:19 04/10/25 13:34 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 152 *5+04/09/25 06:19 04/10/25 13:34 135-130 13C5 PFHxA 86.9 04/09/25 06:19 04/10/25 13:34 140-130 13C4 PFHpA 93.5 04/09/25 06:19 04/10/25 13:34 140-130 13C8 PFOA 85.7 04/09/25 06:19 04/10/25 13:34 140-130 13C9 PFNA 68.6 04/09/25 06:19 04/10/25 13:34 140-130 13C6 PFDA 61.5 04/09/25 06:19 04/10/25 13:34 140-130 13C7 PFUnA 47.0 04/09/25 06:19 04/10/25 13:34 140-130 13C2 PFDoA 47.0 04/09/25 06:19 04/10/25 13:34 140-130 13C2 PFTeDA 50.1 04/09/25 06:19 04/10/25 13:34 120-130 Eurofins Sacramento Page 16 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-5Client Sample ID: CORMAS-25-S004 Matrix: SolidDate Collected: 04/02/25 13:05 Percent Solids: 89.0Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) 13C3 PFBS 79.9 40 -135 04/09/25 06:19 04/10/25 13:34 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C3 PFHxS 79.5 04/09/25 06:19 04/10/25 13:34 140-130 13C8 PFOS 67.4 04/09/25 06:19 04/10/25 13:34 140-130 13C8 FOSA 64.2 04/09/25 06:19 04/10/25 13:34 140-130 d3-NMeFOSAA 47.1 04/09/25 06:19 04/10/25 13:34 140-135 d5-NEtFOSAA 44.2 04/09/25 06:19 04/10/25 13:34 140-150 13C2 4:2 FTS 184 *5+04/09/25 06:19 04/10/25 13:34 140-165 13C2 6:2 FTS 206 04/09/25 06:19 04/10/25 13:34 140-215 13C2 8:2 FTS 215 04/09/25 06:19 04/10/25 13:34 140-275 13C3 HFPO-DA 92.6 04/09/25 06:19 04/10/25 13:34 140-130 d7-N-MeFOSE-M 31.9 04/09/25 06:19 04/10/25 13:34 120-130 d9-N-EtFOSE-M 27.1 04/09/25 06:19 04/10/25 13:34 115-130 d5-NEtPFOSA 19.0 04/09/25 06:19 04/10/25 13:34 110-130 d3-NMePFOSA 17.1 04/09/25 06:19 04/10/25 13:34 110-130 General Chemistry RL MDL 11 0.10 0.10 %04/08/25 12:26 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Percent Moisture (EPA 1633) 0.10 0.10 %04/08/25 12:26 189Percent Solids (EPA 1633) Lab Sample ID: 320-120292-6Client Sample ID: CORMAS-25-S001 Matrix: SolidDate Collected: 04/02/25 10:25 Percent Solids: 90.4Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 0.39 0.098 ug/Kg ☼04/09/25 06:19 04/10/25 13:50 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluoropentanoic acid (PFPeA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluorohexanoic acid (PFHxA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluoroheptanoic acid (PFHpA) 0.20 0.061 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluorooctanoic acid (PFOA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluorononanoic acid (PFNA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluorodecanoic acid (PFDA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluoroundecanoic acid (PFUnA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluorododecanoic acid (PFDoA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluorotridecanoic acid (PFTrDA) 0.20 0.057 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluorotetradecanoic acid (PFTeDA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluorobutanesulfonic acid (PFBS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluoropentanesulfonic acid (PFPeS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluorohexanesulfonic acid (PFHxS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluoroheptanesulfonic acid (PFHpS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼0.29Perfluorooctanesulfonic acid (PFOS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluorononanesulfonic acid (PFNS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluorodecanesulfonic acid (PFDS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluorododecanesulfonic acid (PFDoS) 0.39 0.098 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) Eurofins Sacramento Page 17 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-6Client Sample ID: CORMAS-25-S001 Matrix: SolidDate Collected: 04/02/25 10:25 Percent Solids: 90.4Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 0.39 0.098 ug/Kg ☼04/09/25 06:19 04/10/25 13:50 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier 1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 0.39 0.098 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼ND1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 0.20 0.062 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluorooctanesulfonamide (PFOSA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDN-methylperfluorooctane sulfonamide (NMeFOSA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDN-ethylperfluorooctane sulfonamide (NEtFOSA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDN-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 0.98 0.24 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 0.98 0.24 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDHexafluoropropylene Oxide Dimer Acid (HFPO-DA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluoro-3-methoxypropanoic acid (PFMPA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluoro-4-methoxybutanoic acid (PFMBA) 0.20 0.061 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼ND9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) 0.20 0.073 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼ND11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 0.39 0.098 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼ND3-Perfluoropropylpropanoic acid (3:3 FTCA) 0.98 0.24 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼ND3-Perfluoropentylpropanoic acid (5:3 FTCA) 0.98 0.24 ug/Kg 04/09/25 06:19 04/10/25 13:50 1☼ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 88.2 8 -130 04/09/25 06:19 04/10/25 13:50 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 113 04/09/25 06:19 04/10/25 13:50 135-130 13C5 PFHxA 90.5 04/09/25 06:19 04/10/25 13:50 140-130 13C4 PFHpA 89.9 04/09/25 06:19 04/10/25 13:50 140-130 13C8 PFOA 69.9 04/09/25 06:19 04/10/25 13:50 140-130 13C9 PFNA 42.1 04/09/25 06:19 04/10/25 13:50 140-130 13C6 PFDA 41.8 04/09/25 06:19 04/10/25 13:50 140-130 13C7 PFUnA 52.4 04/09/25 06:19 04/10/25 13:50 140-130 13C2 PFDoA 53.7 04/09/25 06:19 04/10/25 13:50 140-130 13C2 PFTeDA 7.33 *5-04/09/25 06:19 04/10/25 13:50 120-130 13C3 PFBS 70.1 04/09/25 06:19 04/10/25 13:50 140-135 13C3 PFHxS 69.9 04/09/25 06:19 04/10/25 13:50 140-130 13C8 PFOS 39.1 *5-04/09/25 06:19 04/10/25 13:50 140-130 13C8 FOSA 45.7 04/09/25 06:19 04/10/25 13:50 140-130 Eurofins Sacramento Page 18 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-6Client Sample ID: CORMAS-25-S001 Matrix: SolidDate Collected: 04/02/25 10:25 Percent Solids: 90.4Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) d3-NMeFOSAA 43.5 40 -135 04/09/25 06:19 04/10/25 13:50 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery d5-NEtFOSAA 43.2 04/09/25 06:19 04/10/25 13:50 140-150 13C2 4:2 FTS 151 04/09/25 06:19 04/10/25 13:50 140-165 13C2 6:2 FTS 123 04/09/25 06:19 04/10/25 13:50 140-215 13C2 8:2 FTS 63.9 04/09/25 06:19 04/10/25 13:50 140-275 13C3 HFPO-DA 91.2 04/09/25 06:19 04/10/25 13:50 140-130 d7-N-MeFOSE-M 43.6 04/09/25 06:19 04/10/25 13:50 120-130 d9-N-EtFOSE-M 40.0 04/09/25 06:19 04/10/25 13:50 115-130 d5-NEtPFOSA 44.2 04/09/25 06:19 04/10/25 13:50 110-130 d3-NMePFOSA 31.7 04/09/25 06:19 04/10/25 13:50 110-130 General Chemistry RL MDL 9.6 0.10 0.10 %04/08/25 12:26 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Percent Moisture (EPA 1633) 0.10 0.10 %04/08/25 12:26 190Percent Solids (EPA 1633) Lab Sample ID: 320-120292-7Client Sample ID: CORMAS-25-A005 Matrix: SolidDate Collected: 04/02/25 11:57 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 0.39 0.097 ug/Kg 04/09/25 06:19 04/10/25 14:39 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluoropentanoic acid (PFPeA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluorohexanoic acid (PFHxA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluoroheptanoic acid (PFHpA) 0.19 0.060 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluorooctanoic acid (PFOA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluorononanoic acid (PFNA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluorodecanoic acid (PFDA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluoroundecanoic acid (PFUnA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluorododecanoic acid (PFDoA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluorotridecanoic acid (PFTrDA) 0.19 0.056 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluorotetradecanoic acid (PFTeDA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 10.056 JPerfluorobutanesulfonic acid (PFBS) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluoropentanesulfonic acid (PFPeS) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 10.11 JPerfluorohexanesulfonic acid (PFHxS) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluoroheptanesulfonic acid (PFHpS) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 11.4Perfluorooctanesulfonic acid (PFOS) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluorononanesulfonic acid (PFNS) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluorodecanesulfonic acid (PFDS) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluorododecanesulfonic acid (PFDoS) 0.39 0.097 ug/Kg 04/09/25 06:19 04/10/25 14:39 1ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 0.39 0.097 ug/Kg 04/09/25 06:19 04/10/25 14:39 1ND1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) Eurofins Sacramento Page 19 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-7Client Sample ID: CORMAS-25-A005 Matrix: SolidDate Collected: 04/02/25 11:57 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 0.39 0.097 ug/Kg 04/09/25 06:19 04/10/25 14:39 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier 1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 0.19 0.061 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluorooctanesulfonamide (PFOSA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDN-methylperfluorooctane sulfonamide (NMeFOSA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDN-ethylperfluorooctane sulfonamide (NEtFOSA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDN-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 0.97 0.24 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 0.97 0.24 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDHexafluoropropylene Oxide Dimer Acid (HFPO-DA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluoro-3-methoxypropanoic acid (PFMPA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluoro-4-methoxybutanoic acid (PFMBA) 0.19 0.060 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1ND9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) 0.19 0.073 ug/Kg 04/09/25 06:19 04/10/25 14:39 1ND11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 0.19 0.049 ug/Kg 04/09/25 06:19 04/10/25 14:39 1NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 0.39 0.097 ug/Kg 04/09/25 06:19 04/10/25 14:39 1ND3-Perfluoropropylpropanoic acid (3:3 FTCA) 0.97 0.24 ug/Kg 04/09/25 06:19 04/10/25 14:39 1ND3-Perfluoropentylpropanoic acid (5:3 FTCA) 0.97 0.24 ug/Kg 04/09/25 06:19 04/10/25 14:39 1ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 83.2 8 -130 04/09/25 06:19 04/10/25 14:39 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 134 *5+04/09/25 06:19 04/10/25 14:39 135-130 13C5 PFHxA 90.8 04/09/25 06:19 04/10/25 14:39 140-130 13C4 PFHpA 95.6 04/09/25 06:19 04/10/25 14:39 140-130 13C8 PFOA 86.5 04/09/25 06:19 04/10/25 14:39 140-130 13C9 PFNA 79.8 04/09/25 06:19 04/10/25 14:39 140-130 13C6 PFDA 91.2 04/09/25 06:19 04/10/25 14:39 140-130 13C7 PFUnA 76.8 04/09/25 06:19 04/10/25 14:39 140-130 13C2 PFDoA 70.4 04/09/25 06:19 04/10/25 14:39 140-130 13C2 PFTeDA 63.8 04/09/25 06:19 04/10/25 14:39 120-130 13C3 PFBS 73.1 04/09/25 06:19 04/10/25 14:39 140-135 13C3 PFHxS 75.1 04/09/25 06:19 04/10/25 14:39 140-130 13C8 PFOS 73.0 04/09/25 06:19 04/10/25 14:39 140-130 13C8 FOSA 84.2 04/09/25 06:19 04/10/25 14:39 140-130 d3-NMeFOSAA 66.2 04/09/25 06:19 04/10/25 14:39 140-135 d5-NEtFOSAA 63.0 04/09/25 06:19 04/10/25 14:39 140-150 Eurofins Sacramento Page 20 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-7Client Sample ID: CORMAS-25-A005 Matrix: SolidDate Collected: 04/02/25 11:57 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) 13C2 4:2 FTS 171 *5+40 -165 04/09/25 06:19 04/10/25 14:39 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C2 6:2 FTS 169 04/09/25 06:19 04/10/25 14:39 140-215 13C2 8:2 FTS 223 04/09/25 06:19 04/10/25 14:39 140-275 13C3 HFPO-DA 93.6 04/09/25 06:19 04/10/25 14:39 140-130 d7-N-MeFOSE-M 49.9 04/09/25 06:19 04/10/25 14:39 120-130 d9-N-EtFOSE-M 39.0 04/09/25 06:19 04/10/25 14:39 115-130 d5-NEtPFOSA 17.0 04/09/25 06:19 04/10/25 14:39 110-130 d3-NMePFOSA 18.2 04/09/25 06:19 04/10/25 14:39 110-130 Lab Sample ID: 320-120292-8Client Sample ID: CORMAS-25-A003 Matrix: SolidDate Collected: 04/02/25 11:57 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 0.40 0.099 ug/Kg 04/09/25 06:19 04/10/25 14:56 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluoropentanoic acid (PFPeA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluorohexanoic acid (PFHxA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluoroheptanoic acid (PFHpA) 0.20 0.061 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluorooctanoic acid (PFOA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluorononanoic acid (PFNA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluorodecanoic acid (PFDA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluoroundecanoic acid (PFUnA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluorododecanoic acid (PFDoA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluorotridecanoic acid (PFTrDA) 0.20 0.057 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluorotetradecanoic acid (PFTeDA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 10.063 JPerfluorobutanesulfonic acid (PFBS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluoropentanesulfonic acid (PFPeS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 10.11 JPerfluorohexanesulfonic acid (PFHxS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluoroheptanesulfonic acid (PFHpS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 11.4Perfluorooctanesulfonic acid (PFOS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluorononanesulfonic acid (PFNS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluorodecanesulfonic acid (PFDS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluorododecanesulfonic acid (PFDoS) 0.40 0.099 ug/Kg 04/09/25 06:19 04/10/25 14:56 1ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 0.40 0.099 ug/Kg 04/09/25 06:19 04/10/25 14:56 1ND1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 0.40 0.099 ug/Kg 04/09/25 06:19 04/10/25 14:56 1ND1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 0.20 0.062 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluorooctanesulfonamide (PFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDN-methylperfluorooctane sulfonamide (NMeFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDN-ethylperfluorooctane sulfonamide (NEtFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) Eurofins Sacramento Page 21 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-8Client Sample ID: CORMAS-25-A003 Matrix: SolidDate Collected: 04/02/25 11:57 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier N-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 0.99 0.25 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 0.99 0.25 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDHexafluoropropylene Oxide Dimer Acid (HFPO-DA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluoro-3-methoxypropanoic acid (PFMPA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluoro-4-methoxybutanoic acid (PFMBA) 0.20 0.061 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1ND9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) 0.20 0.074 ug/Kg 04/09/25 06:19 04/10/25 14:56 1ND11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 14:56 1NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 0.40 0.099 ug/Kg 04/09/25 06:19 04/10/25 14:56 1ND3-Perfluoropropylpropanoic acid (3:3 FTCA) 0.99 0.25 ug/Kg 04/09/25 06:19 04/10/25 14:56 1ND3-Perfluoropentylpropanoic acid (5:3 FTCA) 0.99 0.25 ug/Kg 04/09/25 06:19 04/10/25 14:56 1ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 87.7 8 -130 04/09/25 06:19 04/10/25 14:56 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 136 *5+04/09/25 06:19 04/10/25 14:56 135-130 13C5 PFHxA 90.0 04/09/25 06:19 04/10/25 14:56 140-130 13C4 PFHpA 88.6 04/09/25 06:19 04/10/25 14:56 140-130 13C8 PFOA 93.8 04/09/25 06:19 04/10/25 14:56 140-130 13C9 PFNA 81.3 04/09/25 06:19 04/10/25 14:56 140-130 13C6 PFDA 86.8 04/09/25 06:19 04/10/25 14:56 140-130 13C7 PFUnA 70.7 04/09/25 06:19 04/10/25 14:56 140-130 13C2 PFDoA 65.8 04/09/25 06:19 04/10/25 14:56 140-130 13C2 PFTeDA 58.3 04/09/25 06:19 04/10/25 14:56 120-130 13C3 PFBS 76.3 04/09/25 06:19 04/10/25 14:56 140-135 13C3 PFHxS 76.3 04/09/25 06:19 04/10/25 14:56 140-130 13C8 PFOS 75.1 04/09/25 06:19 04/10/25 14:56 140-130 13C8 FOSA 80.4 04/09/25 06:19 04/10/25 14:56 140-130 d3-NMeFOSAA 66.9 04/09/25 06:19 04/10/25 14:56 140-135 d5-NEtFOSAA 63.3 04/09/25 06:19 04/10/25 14:56 140-150 13C2 4:2 FTS 188 *5+04/09/25 06:19 04/10/25 14:56 140-165 13C2 6:2 FTS 181 04/09/25 06:19 04/10/25 14:56 140-215 13C2 8:2 FTS 234 04/09/25 06:19 04/10/25 14:56 140-275 13C3 HFPO-DA 91.2 04/09/25 06:19 04/10/25 14:56 140-130 d7-N-MeFOSE-M 50.4 04/09/25 06:19 04/10/25 14:56 120-130 d9-N-EtFOSE-M 40.6 04/09/25 06:19 04/10/25 14:56 115-130 d5-NEtPFOSA 17.5 04/09/25 06:19 04/10/25 14:56 110-130 d3-NMePFOSA 18.2 04/09/25 06:19 04/10/25 14:56 110-130 Eurofins Sacramento Page 22 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-9Client Sample ID: CORMAS-25-S005 Matrix: SolidDate Collected: 04/02/25 14:00 Percent Solids: 75.7Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 0.40 0.10 ug/Kg ☼04/09/25 06:19 04/10/25 15:12 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluoropentanoic acid (PFPeA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluorohexanoic acid (PFHxA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluoroheptanoic acid (PFHpA) 0.20 0.062 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼0.081 JPerfluorooctanoic acid (PFOA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼0.050 J IPerfluorononanoic acid (PFNA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluorodecanoic acid (PFDA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluoroundecanoic acid (PFUnA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluorododecanoic acid (PFDoA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluorotridecanoic acid (PFTrDA) 0.20 0.058 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluorotetradecanoic acid (PFTeDA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluorobutanesulfonic acid (PFBS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluoropentanesulfonic acid (PFPeS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼0.078 JPerfluorohexanesulfonic acid (PFHxS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluoroheptanesulfonic acid (PFHpS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼0.40Perfluorooctanesulfonic acid (PFOS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluorononanesulfonic acid (PFNS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluorodecanesulfonic acid (PFDS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluorododecanesulfonic acid (PFDoS) 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼ND1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼ND1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 0.20 0.063 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluorooctanesulfonamide (PFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDN-methylperfluorooctane sulfonamide (NMeFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDN-ethylperfluorooctane sulfonamide (NEtFOSA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDN-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 1.0 0.25 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 1.0 0.25 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDHexafluoropropylene Oxide Dimer Acid (HFPO-DA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluoro-3-methoxypropanoic acid (PFMPA) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluoro-4-methoxybutanoic acid (PFMBA) 0.20 0.062 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) Eurofins Sacramento Page 23 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-9Client Sample ID: CORMAS-25-S005 Matrix: SolidDate Collected: 04/02/25 14:00 Percent Solids: 75.7Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 0.20 0.050 ug/Kg ☼04/09/25 06:19 04/10/25 15:12 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier 9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) 0.20 0.075 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼ND11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼ND3-Perfluoropropylpropanoic acid (3:3 FTCA) 1.0 0.25 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼ND3-Perfluoropentylpropanoic acid (5:3 FTCA) 1.0 0.25 ug/Kg 04/09/25 06:19 04/10/25 15:12 1☼ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 76.3 8 -130 04/09/25 06:19 04/10/25 15:12 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 153 *5+04/09/25 06:19 04/10/25 15:12 135-130 13C5 PFHxA 82.7 04/09/25 06:19 04/10/25 15:12 140-130 13C4 PFHpA 93.7 04/09/25 06:19 04/10/25 15:12 140-130 13C8 PFOA 85.5 04/09/25 06:19 04/10/25 15:12 140-130 13C9 PFNA 78.7 04/09/25 06:19 04/10/25 15:12 140-130 13C6 PFDA 75.6 04/09/25 06:19 04/10/25 15:12 140-130 13C7 PFUnA 56.8 04/09/25 06:19 04/10/25 15:12 140-130 13C2 PFDoA 63.4 04/09/25 06:19 04/10/25 15:12 140-130 13C2 PFTeDA 77.6 04/09/25 06:19 04/10/25 15:12 120-130 13C3 PFBS 72.8 04/09/25 06:19 04/10/25 15:12 140-135 13C3 PFHxS 80.1 04/09/25 06:19 04/10/25 15:12 140-130 13C8 PFOS 71.2 04/09/25 06:19 04/10/25 15:12 140-130 13C8 FOSA 60.9 04/09/25 06:19 04/10/25 15:12 140-130 d3-NMeFOSAA 45.5 04/09/25 06:19 04/10/25 15:12 140-135 d5-NEtFOSAA 47.1 04/09/25 06:19 04/10/25 15:12 140-150 13C2 4:2 FTS 169 *5+04/09/25 06:19 04/10/25 15:12 140-165 13C2 6:2 FTS 221 *5+04/09/25 06:19 04/10/25 15:12 140-215 13C2 8:2 FTS 157 04/09/25 06:19 04/10/25 15:12 140-275 13C3 HFPO-DA 94.8 04/09/25 06:19 04/10/25 15:12 140-130 d7-N-MeFOSE-M 41.9 04/09/25 06:19 04/10/25 15:12 120-130 d9-N-EtFOSE-M 40.3 04/09/25 06:19 04/10/25 15:12 115-130 d5-NEtPFOSA 46.4 04/09/25 06:19 04/10/25 15:12 110-130 d3-NMePFOSA 40.9 04/09/25 06:19 04/10/25 15:12 110-130 General Chemistry RL MDL 24 0.10 0.10 %04/08/25 12:26 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Percent Moisture (EPA 1633) 0.10 0.10 %04/08/25 12:26 176Percent Solids (EPA 1633) Lab Sample ID: 320-120292-10Client Sample ID: CORMAS-25-A004 Matrix: SolidDate Collected: 04/02/25 13:00 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 0.39 0.098 ug/Kg 04/09/25 06:19 04/10/25 15:29 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluoropentanoic acid (PFPeA) Eurofins Sacramento Page 24 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-10Client Sample ID: CORMAS-25-A004 Matrix: SolidDate Collected: 04/02/25 13:00 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorohexanoic acid (PFHxA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluoroheptanoic acid (PFHpA) 0.20 0.060 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluorooctanoic acid (PFOA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluorononanoic acid (PFNA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluorodecanoic acid (PFDA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluoroundecanoic acid (PFUnA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluorododecanoic acid (PFDoA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluorotridecanoic acid (PFTrDA) 0.20 0.057 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluorotetradecanoic acid (PFTeDA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 10.11 JPerfluorobutanesulfonic acid (PFBS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluoropentanesulfonic acid (PFPeS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 10.16 JPerfluorohexanesulfonic acid (PFHxS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluoroheptanesulfonic acid (PFHpS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 11.9Perfluorooctanesulfonic acid (PFOS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluorononanesulfonic acid (PFNS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 10.060 JPerfluorodecanesulfonic acid (PFDS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluorododecanesulfonic acid (PFDoS) 0.39 0.098 ug/Kg 04/09/25 06:19 04/10/25 15:29 1ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 0.39 0.098 ug/Kg 04/09/25 06:19 04/10/25 15:29 1ND1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 0.39 0.098 ug/Kg 04/09/25 06:19 04/10/25 15:29 1ND1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 0.20 0.061 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluorooctanesulfonamide (PFOSA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDN-methylperfluorooctane sulfonamide (NMeFOSA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDN-ethylperfluorooctane sulfonamide (NEtFOSA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDN-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 0.98 0.24 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 0.98 0.24 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDHexafluoropropylene Oxide Dimer Acid (HFPO-DA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluoro-3-methoxypropanoic acid (PFMPA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluoro-4-methoxybutanoic acid (PFMBA) 0.20 0.060 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1ND9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) Eurofins Sacramento Page 25 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-10Client Sample ID: CORMAS-25-A004 Matrix: SolidDate Collected: 04/02/25 13:00 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 0.20 0.073 ug/Kg 04/09/25 06:19 04/10/25 15:29 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier 11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 0.20 0.049 ug/Kg 04/09/25 06:19 04/10/25 15:29 1NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 0.39 0.098 ug/Kg 04/09/25 06:19 04/10/25 15:29 1ND3-Perfluoropropylpropanoic acid (3:3 FTCA) 0.98 0.24 ug/Kg 04/09/25 06:19 04/10/25 15:29 1ND3-Perfluoropentylpropanoic acid (5:3 FTCA) 0.98 0.24 ug/Kg 04/09/25 06:19 04/10/25 15:29 1ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 92.9 8 -130 04/09/25 06:19 04/10/25 15:29 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 105 04/09/25 06:19 04/10/25 15:29 135-130 13C5 PFHxA 90.0 04/09/25 06:19 04/10/25 15:29 140-130 13C4 PFHpA 88.4 04/09/25 06:19 04/10/25 15:29 140-130 13C8 PFOA 91.2 04/09/25 06:19 04/10/25 15:29 140-130 13C9 PFNA 80.3 04/09/25 06:19 04/10/25 15:29 140-130 13C6 PFDA 87.7 04/09/25 06:19 04/10/25 15:29 140-130 13C7 PFUnA 82.4 04/09/25 06:19 04/10/25 15:29 140-130 13C2 PFDoA 81.0 04/09/25 06:19 04/10/25 15:29 140-130 13C2 PFTeDA 65.9 04/09/25 06:19 04/10/25 15:29 120-130 13C3 PFBS 68.8 04/09/25 06:19 04/10/25 15:29 140-135 13C3 PFHxS 67.9 04/09/25 06:19 04/10/25 15:29 140-130 13C8 PFOS 67.5 04/09/25 06:19 04/10/25 15:29 140-130 13C8 FOSA 70.2 04/09/25 06:19 04/10/25 15:29 140-130 d3-NMeFOSAA 61.7 04/09/25 06:19 04/10/25 15:29 140-135 d5-NEtFOSAA 64.1 04/09/25 06:19 04/10/25 15:29 140-150 13C2 4:2 FTS 128 04/09/25 06:19 04/10/25 15:29 140-165 13C2 6:2 FTS 122 04/09/25 06:19 04/10/25 15:29 140-215 13C2 8:2 FTS 159 04/09/25 06:19 04/10/25 15:29 140-275 13C3 HFPO-DA 98.2 04/09/25 06:19 04/10/25 15:29 140-130 d7-N-MeFOSE-M 61.9 04/09/25 06:19 04/10/25 15:29 120-130 d9-N-EtFOSE-M 49.0 04/09/25 06:19 04/10/25 15:29 115-130 d5-NEtPFOSA 24.2 04/09/25 06:19 04/10/25 15:29 110-130 d3-NMePFOSA 25.4 04/09/25 06:19 04/10/25 15:29 110-130 Lab Sample ID: 320-120292-11Client Sample ID: CORMAS-25-W003 Matrix: WaterDate Collected: 04/02/25 13:08 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 3.5 0.88 ng/L 04/04/25 11:20 04/08/25 13:21 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluoropentanoic acid (PFPeA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluorohexanoic acid (PFHxA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluoroheptanoic acid (PFHpA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluorooctanoic acid (PFOA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluorononanoic acid (PFNA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluorodecanoic acid (PFDA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluoroundecanoic acid (PFUnA) 1.8 0.49 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluorododecanoic acid (PFDoA) Eurofins Sacramento Page 26 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-11Client Sample ID: CORMAS-25-W003 Matrix: WaterDate Collected: 04/02/25 13:08 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 1.8 0.51 ng/L 04/04/25 11:20 04/08/25 13:21 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorotridecanoic acid (PFTrDA) 1.8 0.72 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluorotetradecanoic acid (PFTeDA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluorobutanesulfonic acid (PFBS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluoropentanesulfonic acid (PFPeS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluorohexanesulfonic acid (PFHxS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluoroheptanesulfonic acid (PFHpS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluorooctanesulfonic acid (PFOS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluorononanesulfonic acid (PFNS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluorodecanesulfonic acid (PFDS) 1.8 0.47 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluorododecanesulfonic acid (PFDoS) 3.5 0.88 ng/L 04/04/25 11:20 04/08/25 13:21 1ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 3.5 0.88 ng/L 04/04/25 11:20 04/08/25 13:21 1ND1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 3.5 0.88 ng/L 04/04/25 11:20 04/08/25 13:21 1ND1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluorooctanesulfonamide (PFOSA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDN-methylperfluorooctane sulfonamide (NMeFOSA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDN-ethylperfluorooctane sulfonamide (NEtFOSA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDN-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 8.8 2.2 ng/L 04/04/25 11:20 04/08/25 13:21 1NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 8.8 2.2 ng/L 04/04/25 11:20 04/08/25 13:21 1NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 1.3 0.34 ng/L 04/04/25 11:20 04/08/25 13:21 1NDHexafluoropropylene Oxide Dimer Acid (HFPO-DA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluoro-3-methoxypropanoic acid (PFMPA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluoro-4-methoxybutanoic acid (PFMBA) 1.8 0.64 ng/L 04/04/25 11:20 04/08/25 13:21 1NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) 1.8 0.51 ng/L 04/04/25 11:20 04/08/25 13:21 1ND9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1ND11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:21 1NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 3.5 0.88 ng/L 04/04/25 11:20 04/08/25 13:21 1ND3-Perfluoropropylpropanoic acid (3:3 FTCA) 8.8 2.2 ng/L 04/04/25 11:20 04/08/25 13:21 1ND3-Perfluoropentylpropanoic acid (5:3 FTCA) 8.8 2.2 ng/L 04/04/25 11:20 04/08/25 13:21 1ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) Eurofins Sacramento Page 27 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-11Client Sample ID: CORMAS-25-W003 Matrix: WaterDate Collected: 04/02/25 13:08 Date Received: 04/03/25 09:15 13C4 PFBA 118 5 -130 04/04/25 11:20 04/08/25 13:21 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 116 04/04/25 11:20 04/08/25 13:21 140-130 13C5 PFHxA 112 04/04/25 11:20 04/08/25 13:21 140-130 13C4 PFHpA 113 04/04/25 11:20 04/08/25 13:21 140-130 13C8 PFOA 104 04/04/25 11:20 04/08/25 13:21 140-130 13C9 PFNA 98.6 04/04/25 11:20 04/08/25 13:21 140-130 13C6 PFDA 107 04/04/25 11:20 04/08/25 13:21 140-130 13C7 PFUnA 115 04/04/25 11:20 04/08/25 13:21 130-130 13C2 PFDoA 97.8 04/04/25 11:20 04/08/25 13:21 110-130 13C2 PFTeDA 71.4 04/04/25 11:20 04/08/25 13:21 110-130 13C3 PFBS 85.2 04/04/25 11:20 04/08/25 13:21 140-135 13C3 PFHxS 89.0 04/04/25 11:20 04/08/25 13:21 140-130 13C8 PFOS 80.9 04/04/25 11:20 04/08/25 13:21 140-130 13C8 FOSA 67.0 04/04/25 11:20 04/08/25 13:21 140-130 d3-NMeFOSAA 90.1 04/04/25 11:20 04/08/25 13:21 140-170 d5-NEtFOSAA 89.5 04/04/25 11:20 04/08/25 13:21 125-135 13C2 4:2 FTS 95.2 04/04/25 11:20 04/08/25 13:21 140-200 13C2 6:2 FTS 96.2 04/04/25 11:20 04/08/25 13:21 140-200 13C2 8:2 FTS 101 04/04/25 11:20 04/08/25 13:21 140-300 13C3 HFPO-DA 131 *5+04/04/25 11:20 04/08/25 13:21 140-130 d7-N-MeFOSE-M 65.0 04/04/25 11:20 04/08/25 13:21 110-130 d9-N-EtFOSE-M 62.2 04/04/25 11:20 04/08/25 13:21 110-130 d5-NEtPFOSA 62.1 04/04/25 11:20 04/08/25 13:21 110-130 d3-NMePFOSA 52.5 04/04/25 11:20 04/08/25 13:21 110-130 Lab Sample ID: 320-120292-12Client Sample ID: CORMAS-25-W004 Matrix: WaterDate Collected: 04/02/25 13:08 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 3.5 0.88 ng/L 04/04/25 11:20 04/08/25 13:37 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluoropentanoic acid (PFPeA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluorohexanoic acid (PFHxA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluoroheptanoic acid (PFHpA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluorooctanoic acid (PFOA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluorononanoic acid (PFNA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluorodecanoic acid (PFDA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluoroundecanoic acid (PFUnA) 1.8 0.48 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluorododecanoic acid (PFDoA) 1.8 0.51 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluorotridecanoic acid (PFTrDA) 1.8 0.71 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluorotetradecanoic acid (PFTeDA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluorobutanesulfonic acid (PFBS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluoropentanesulfonic acid (PFPeS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluorohexanesulfonic acid (PFHxS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluoroheptanesulfonic acid (PFHpS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluorooctanesulfonic acid (PFOS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluorononanesulfonic acid (PFNS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluorodecanesulfonic acid (PFDS) Eurofins Sacramento Page 28 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-12Client Sample ID: CORMAS-25-W004 Matrix: WaterDate Collected: 04/02/25 13:08 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 1.8 0.46 ng/L 04/04/25 11:20 04/08/25 13:37 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorododecanesulfonic acid (PFDoS) 3.5 0.88 ng/L 04/04/25 11:20 04/08/25 13:37 1ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 3.5 0.88 ng/L 04/04/25 11:20 04/08/25 13:37 1ND1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 3.5 0.88 ng/L 04/04/25 11:20 04/08/25 13:37 1ND1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluorooctanesulfonamide (PFOSA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDN-methylperfluorooctane sulfonamide (NMeFOSA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDN-ethylperfluorooctane sulfonamide (NEtFOSA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDN-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 8.8 2.2 ng/L 04/04/25 11:20 04/08/25 13:37 1NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 8.8 2.2 ng/L 04/04/25 11:20 04/08/25 13:37 1NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 1.3 0.34 ng/L 04/04/25 11:20 04/08/25 13:37 1NDHexafluoropropylene Oxide Dimer Acid (HFPO-DA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluoro-3-methoxypropanoic acid (PFMPA) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluoro-4-methoxybutanoic acid (PFMBA) 1.8 0.63 ng/L 04/04/25 11:20 04/08/25 13:37 1NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) 1.8 0.51 ng/L 04/04/25 11:20 04/08/25 13:37 1ND9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1ND11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 1.8 0.44 ng/L 04/04/25 11:20 04/08/25 13:37 1NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 3.5 0.88 ng/L 04/04/25 11:20 04/08/25 13:37 1ND3-Perfluoropropylpropanoic acid (3:3 FTCA) 8.8 2.2 ng/L 04/04/25 11:20 04/08/25 13:37 1ND3-Perfluoropentylpropanoic acid (5:3 FTCA) 8.8 2.2 ng/L 04/04/25 11:20 04/08/25 13:37 1ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 114 5 -130 04/04/25 11:20 04/08/25 13:37 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 107 04/04/25 11:20 04/08/25 13:37 140-130 13C5 PFHxA 98.1 04/04/25 11:20 04/08/25 13:37 140-130 13C4 PFHpA 106 04/04/25 11:20 04/08/25 13:37 140-130 13C8 PFOA 95.1 04/04/25 11:20 04/08/25 13:37 140-130 13C9 PFNA 99.3 04/04/25 11:20 04/08/25 13:37 140-130 13C6 PFDA 104 04/04/25 11:20 04/08/25 13:37 140-130 13C7 PFUnA 108 04/04/25 11:20 04/08/25 13:37 130-130 13C2 PFDoA 90.0 04/04/25 11:20 04/08/25 13:37 110-130 13C2 PFTeDA 69.1 04/04/25 11:20 04/08/25 13:37 110-130 Eurofins Sacramento Page 29 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-12Client Sample ID: CORMAS-25-W004 Matrix: WaterDate Collected: 04/02/25 13:08 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) 13C3 PFBS 86.1 40 -135 04/04/25 11:20 04/08/25 13:37 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C3 PFHxS 89.2 04/04/25 11:20 04/08/25 13:37 140-130 13C8 PFOS 84.2 04/04/25 11:20 04/08/25 13:37 140-130 13C8 FOSA 66.5 04/04/25 11:20 04/08/25 13:37 140-130 d3-NMeFOSAA 87.1 04/04/25 11:20 04/08/25 13:37 140-170 d5-NEtFOSAA 77.1 04/04/25 11:20 04/08/25 13:37 125-135 13C2 4:2 FTS 103 04/04/25 11:20 04/08/25 13:37 140-200 13C2 6:2 FTS 101 04/04/25 11:20 04/08/25 13:37 140-200 13C2 8:2 FTS 95.7 04/04/25 11:20 04/08/25 13:37 140-300 13C3 HFPO-DA 121 04/04/25 11:20 04/08/25 13:37 140-130 d7-N-MeFOSE-M 70.8 04/04/25 11:20 04/08/25 13:37 110-130 d9-N-EtFOSE-M 72.2 04/04/25 11:20 04/08/25 13:37 110-130 d5-NEtPFOSA 63.6 04/04/25 11:20 04/08/25 13:37 110-130 d3-NMePFOSA 54.0 04/04/25 11:20 04/08/25 13:37 110-130 Lab Sample ID: 320-120292-13Client Sample ID: CORMAS-25-W002 Matrix: WaterDate Collected: 04/02/25 10:25 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 4.4 1.1 ng/L 04/04/25 11:20 04/08/25 13:53 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluoropentanoic acid (PFPeA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorohexanoic acid (PFHxA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluoroheptanoic acid (PFHpA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorooctanoic acid (PFOA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorononanoic acid (PFNA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorodecanoic acid (PFDA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluoroundecanoic acid (PFUnA) 2.2 0.60 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorododecanoic acid (PFDoA) 2.2 0.63 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorotridecanoic acid (PFTrDA) 2.2 0.89 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorotetradecanoic acid (PFTeDA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorobutanesulfonic acid (PFBS) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluoropentanesulfonic acid (PFPeS) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorohexanesulfonic acid (PFHxS) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluoroheptanesulfonic acid (PFHpS) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorooctanesulfonic acid (PFOS) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorononanesulfonic acid (PFNS) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorodecanesulfonic acid (PFDS) 2.2 0.58 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorododecanesulfonic acid (PFDoS) 4.4 1.1 ng/L 04/04/25 11:20 04/08/25 13:53 1ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 4.4 1.1 ng/L 04/04/25 11:20 04/08/25 13:53 1ND1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 4.4 1.1 ng/L 04/04/25 11:20 04/08/25 13:53 1ND1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluorooctanesulfonamide (PFOSA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDN-methylperfluorooctane sulfonamide (NMeFOSA) Eurofins Sacramento Page 30 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-13Client Sample ID: CORMAS-25-W002 Matrix: WaterDate Collected: 04/02/25 10:25 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier N-ethylperfluorooctane sulfonamide (NEtFOSA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDN-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 11 2.7 ng/L 04/04/25 11:20 04/08/25 13:53 1NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 11 2.7 ng/L 04/04/25 11:20 04/08/25 13:53 1NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 1.6 0.43 ng/L 04/04/25 11:20 04/08/25 13:53 1NDHexafluoropropylene Oxide Dimer Acid (HFPO-DA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluoro-3-methoxypropanoic acid (PFMPA) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluoro-4-methoxybutanoic acid (PFMBA) 2.2 0.79 ng/L 04/04/25 11:20 04/08/25 13:53 1NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) 2.2 0.63 ng/L 04/04/25 11:20 04/08/25 13:53 1ND9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1ND11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 2.2 0.55 ng/L 04/04/25 11:20 04/08/25 13:53 1NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 4.4 1.1 ng/L 04/04/25 11:20 04/08/25 13:53 1ND3-Perfluoropropylpropanoic acid (3:3 FTCA) 11 2.7 ng/L 04/04/25 11:20 04/08/25 13:53 1ND3-Perfluoropentylpropanoic acid (5:3 FTCA) 11 2.7 ng/L 04/04/25 11:20 04/08/25 13:53 1ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 112 5 -130 04/04/25 11:20 04/08/25 13:53 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 102 04/04/25 11:20 04/08/25 13:53 140-130 13C5 PFHxA 99.5 04/04/25 11:20 04/08/25 13:53 140-130 13C4 PFHpA 106 04/04/25 11:20 04/08/25 13:53 140-130 13C8 PFOA 103 04/04/25 11:20 04/08/25 13:53 140-130 13C9 PFNA 101 04/04/25 11:20 04/08/25 13:53 140-130 13C6 PFDA 100 04/04/25 11:20 04/08/25 13:53 140-130 13C7 PFUnA 104 04/04/25 11:20 04/08/25 13:53 130-130 13C2 PFDoA 97.9 04/04/25 11:20 04/08/25 13:53 110-130 13C2 PFTeDA 70.9 04/04/25 11:20 04/08/25 13:53 110-130 13C3 PFBS 80.3 04/04/25 11:20 04/08/25 13:53 140-135 13C3 PFHxS 85.7 04/04/25 11:20 04/08/25 13:53 140-130 13C8 PFOS 85.0 04/04/25 11:20 04/08/25 13:53 140-130 13C8 FOSA 66.6 04/04/25 11:20 04/08/25 13:53 140-130 d3-NMeFOSAA 84.8 04/04/25 11:20 04/08/25 13:53 140-170 d5-NEtFOSAA 75.5 04/04/25 11:20 04/08/25 13:53 125-135 13C2 4:2 FTS 87.1 04/04/25 11:20 04/08/25 13:53 140-200 13C2 6:2 FTS 82.7 04/04/25 11:20 04/08/25 13:53 140-200 13C2 8:2 FTS 106 04/04/25 11:20 04/08/25 13:53 140-300 13C3 HFPO-DA 115 04/04/25 11:20 04/08/25 13:53 140-130 Eurofins Sacramento Page 31 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-13Client Sample ID: CORMAS-25-W002 Matrix: WaterDate Collected: 04/02/25 10:25 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) d7-N-MeFOSE-M 67.6 10 -130 04/04/25 11:20 04/08/25 13:53 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery d9-N-EtFOSE-M 69.4 04/04/25 11:20 04/08/25 13:53 110-130 d5-NEtPFOSA 65.6 04/04/25 11:20 04/08/25 13:53 110-130 d3-NMePFOSA 53.5 04/04/25 11:20 04/08/25 13:53 110-130 Lab Sample ID: 320-120292-14Client Sample ID: CORMAS-25-W001 Matrix: WaterDate Collected: 04/02/25 09:00 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS RL MDL ND 4.9 1.2 ng/L 04/04/25 11:20 04/08/25 14:10 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Perfluorobutanoic acid (PFBA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluoropentanoic acid (PFPeA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorohexanoic acid (PFHxA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluoroheptanoic acid (PFHpA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorooctanoic acid (PFOA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorononanoic acid (PFNA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorodecanoic acid (PFDA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluoroundecanoic acid (PFUnA) 2.5 0.67 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorododecanoic acid (PFDoA) 2.5 0.71 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorotridecanoic acid (PFTrDA) 2.5 0.99 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorotetradecanoic acid (PFTeDA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorobutanesulfonic acid (PFBS) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluoropentanesulfonic acid (PFPeS) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorohexanesulfonic acid (PFHxS) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluoroheptanesulfonic acid (PFHpS) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorooctanesulfonic acid (PFOS) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorononanesulfonic acid (PFNS) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorodecanesulfonic acid (PFDS) 2.5 0.65 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorododecanesulfonic acid (PFDoS) 4.9 1.2 ng/L 04/04/25 11:20 04/08/25 14:10 1ND1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 4.9 1.2 ng/L 04/04/25 11:20 04/08/25 14:10 1ND1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 4.9 1.2 ng/L 04/04/25 11:20 04/08/25 14:10 1ND1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluorooctanesulfonamide (PFOSA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDN-methylperfluorooctane sulfonamide (NMeFOSA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDN-ethylperfluorooctane sulfonamide (NEtFOSA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDN-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDN-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) 12 3.1 ng/L 04/04/25 11:20 04/08/25 14:10 1NDN-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 12 3.1 ng/L 04/04/25 11:20 04/08/25 14:10 1NDN-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) Eurofins Sacramento Page 32 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Client Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Lab Sample ID: 320-120292-14Client Sample ID: CORMAS-25-W001 Matrix: WaterDate Collected: 04/02/25 09:00 Date Received: 04/03/25 09:15 Method: EPA 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) RL MDL ND 1.8 0.48 ng/L 04/04/25 11:20 04/08/25 14:10 1 Analyte Dil FacAnalyzedPreparedUnitDResultQualifier Hexafluoropropylene Oxide Dimer Acid (HFPO-DA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1ND4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluoro-3-methoxypropanoic acid (PFMPA) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluoro-4-methoxybutanoic acid (PFMBA) 2.5 0.88 ng/L 04/04/25 11:20 04/08/25 14:10 1NDNonafluoro-3,6-dioxaheptanoic acid (NFDHA) 2.5 0.71 ng/L 04/04/25 11:20 04/08/25 14:10 1ND9-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1ND11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) 2.5 0.61 ng/L 04/04/25 11:20 04/08/25 14:10 1NDPerfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 4.9 1.2 ng/L 04/04/25 11:20 04/08/25 14:10 1ND3-Perfluoropropylpropanoic acid (3:3 FTCA) 12 3.1 ng/L 04/04/25 11:20 04/08/25 14:10 1ND3-Perfluoropentylpropanoic acid (5:3 FTCA) 12 3.1 ng/L 04/04/25 11:20 04/08/25 14:10 1ND3-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 111 5 -130 04/04/25 11:20 04/08/25 14:10 1 Isotope Dilution Dil FacAnalyzedPreparedQualifierLimits%Recovery 13C5 PFPeA 105 04/04/25 11:20 04/08/25 14:10 140-130 13C5 PFHxA 103 04/04/25 11:20 04/08/25 14:10 140-130 13C4 PFHpA 102 04/04/25 11:20 04/08/25 14:10 140-130 13C8 PFOA 104 04/04/25 11:20 04/08/25 14:10 140-130 13C9 PFNA 101 04/04/25 11:20 04/08/25 14:10 140-130 13C6 PFDA 113 04/04/25 11:20 04/08/25 14:10 140-130 13C7 PFUnA 110 04/04/25 11:20 04/08/25 14:10 130-130 13C2 PFDoA 102 04/04/25 11:20 04/08/25 14:10 110-130 13C2 PFTeDA 78.3 04/04/25 11:20 04/08/25 14:10 110-130 13C3 PFBS 90.4 04/04/25 11:20 04/08/25 14:10 140-135 13C3 PFHxS 89.9 04/04/25 11:20 04/08/25 14:10 140-130 13C8 PFOS 79.5 04/04/25 11:20 04/08/25 14:10 140-130 13C8 FOSA 66.9 04/04/25 11:20 04/08/25 14:10 140-130 d3-NMeFOSAA 77.5 04/04/25 11:20 04/08/25 14:10 140-170 d5-NEtFOSAA 70.6 04/04/25 11:20 04/08/25 14:10 125-135 13C2 4:2 FTS 103 04/04/25 11:20 04/08/25 14:10 140-200 13C2 6:2 FTS 108 04/04/25 11:20 04/08/25 14:10 140-200 13C2 8:2 FTS 116 04/04/25 11:20 04/08/25 14:10 140-300 13C3 HFPO-DA 119 04/04/25 11:20 04/08/25 14:10 140-130 d7-N-MeFOSE-M 61.8 04/04/25 11:20 04/08/25 14:10 110-130 d9-N-EtFOSE-M 61.4 04/04/25 11:20 04/08/25 14:10 110-130 d5-NEtPFOSA 66.6 04/04/25 11:20 04/08/25 14:10 110-130 d3-NMePFOSA 56.0 04/04/25 11:20 04/08/25 14:10 110-130 Eurofins Sacramento Page 33 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Isotope Dilution Summary Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS Prep Type: Total/NAMatrix: Solid Lab Sample ID Client Sample ID (8-130)(35-130)(40-130)(40-130)(40-130)(40-130)(40-130)(40-130) PFBA PFPeA 13C5PHA C4PFHA C8PFOA C9PFNA C6PFDA 13C7PUA 87.6 110 102 95.1 86.7 88.9 82.7 75.4320-120292-1 Percent Isotope Dilution Recovery (Acceptance Limits) CORMAS-25-A001 91.0 121 103 89.693.6 85.9 87.4 81.7320-120292-2 CORMAS-25-A002 85.7 127 91.4 82.896.9 56.2 44.6 39.7 *5-320-120292-3 CORMAS-25-S003 82.7 140 *5+91.1 86.3102 75.7 63.5 46.4320-120292-4 CORMAS-25-S002 79.8 152 *5+86.9 85.793.5 68.6 61.5 47.0320-120292-5 CORMAS-25-S004 88.2 113 90.5 69.989.9 42.1 41.8 52.4320-120292-6 CORMAS-25-S001 83.2 134 *5+90.8 86.595.6 79.8 91.2 76.8320-120292-7 CORMAS-25-A005 87.7 136 *5+90.0 93.888.6 81.3 86.8 70.7320-120292-8 CORMAS-25-A003 76.3 153 *5+82.7 85.593.7 78.7 75.6 56.8320-120292-9 CORMAS-25-S005 92.9 105 90.0 91.288.4 80.3 87.7 82.4320-120292-10 CORMAS-25-A004 95.7 99.3 94.9 89.4103 84.9 96.7 85.9LCS 320-844949/3-A Lab Control Sample 97.1 104 91.7 98.0101 91.2 93.5 83.0LCSD 320-844949/4-A Lab Control Sample Dup 103 116 109 95.8120 88.9 89.3 80.7LLCS 320-844949/2-A Lab Control Sample 103 106 93.1 95.0104 90.3 91.9 80.7MB 320-844949/1-A Method Blank Lab Sample ID Client Sample ID (40-130)(20-130)(40-135)(40-130)(40-130)(40-130)(40-135)(40-150) PFDoA PFTDA C3PFBS C3PFHS C8PFOS PFOSA d3NMFOS d5NEFOS 77.5 72.8 73.6 74.0 67.1 66.0 55.6 57.2320-120292-1 Percent Isotope Dilution Recovery (Acceptance Limits) CORMAS-25-A001 81.7 68.8 77.9 69.175.9 68.4 59.2 59.3320-120292-2 CORMAS-25-A002 40.5 16.1 *5-74.7 50.578.9 54.5 26.7 *5-24.3 *5-320-120292-3 CORMAS-25-S003 54.9 73.7 73.5 68.278.8 54.0 45.6 45.2320-120292-4 CORMAS-25-S002 47.0 50.1 79.9 67.479.5 64.2 47.1 44.2320-120292-5 CORMAS-25-S004 53.7 7.33 *5-70.1 39.1 *5-69.9 45.7 43.5 43.2320-120292-6 CORMAS-25-S001 70.4 63.8 73.1 73.075.1 84.2 66.2 63.0320-120292-7 CORMAS-25-A005 65.8 58.3 76.3 75.176.3 80.4 66.9 63.3320-120292-8 CORMAS-25-A003 63.4 77.6 72.8 71.280.1 60.9 45.5 47.1320-120292-9 CORMAS-25-S005 81.0 65.9 68.8 67.567.9 70.2 61.7 64.1320-120292-10 CORMAS-25-A004 82.3 76.6 78.1 90.281.6 71.4 70.4 65.7LCS 320-844949/3-A Lab Control Sample 81.8 69.9 79.8 84.981.1 73.0 76.5 70.3LCSD 320-844949/4-A Lab Control Sample Dup 78.5 67.5 79.3 85.882.0 72.8 72.0 67.8LLCS 320-844949/2-A Lab Control Sample 81.9 77.5 78.0 87.881.7 71.2 68.3 63.3MB 320-844949/1-A Method Blank Lab Sample ID Client Sample ID (40-165)(40-215)(40-275)(40-130)(20-130)(15-130)(10-130)(10-130) M242FTS M262FTS M282FTS HFPODA NMFM NEFM d5NPFSA d3NMFSA 129 115 157 97.1 57.7 42.6 23.8 22.9320-120292-1 Percent Isotope Dilution Recovery (Acceptance Limits) CORMAS-25-A001 155 142 196 60.995.8 43.8 22.4 22.7320-120292-2 CORMAS-25-A002 182 *5+154 74.4 55.685.1 57.6 65.2 52.2320-120292-3 CORMAS-25-S003 182 *5+212 149 42.693.9 41.5 53.5 43.4320-120292-4 CORMAS-25-S002 184 *5+206 215 31.992.6 27.1 19.0 17.1320-120292-5 CORMAS-25-S004 151 123 63.9 43.691.2 40.0 44.2 31.7320-120292-6 CORMAS-25-S001 171 *5+169 223 49.993.6 39.0 17.0 18.2320-120292-7 CORMAS-25-A005 188 *5+181 234 50.491.2 40.6 17.5 18.2320-120292-8 CORMAS-25-A003 169 *5+221 *5+157 41.994.8 40.3 46.4 40.9320-120292-9 CORMAS-25-S005 128 122 159 61.998.2 49.0 24.2 25.4320-120292-10 CORMAS-25-A004 106 113 109 70.295.0 70.2 47.7 38.4LCS 320-844949/3-A Lab Control Sample 113 115 109 63.2101 62.6 32.0 27.1LCSD 320-844949/4-A Lab Control Sample Dup 117 121 113 71.7106 70.7 41.6 33.8LLCS 320-844949/2-A Lab Control Sample 109 120 117 72.0105 69.8 50.9 41.9MB 320-844949/1-A Method Blank Eurofins Sacramento Page 34 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Isotope Dilution Summary Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Surrogate Legend PFBA = 13C4 PFBA PFPeA = 13C5 PFPeA 13C5PHA = 13C5 PFHxA C4PFHA = 13C4 PFHpA C8PFOA = 13C8 PFOA C9PFNA = 13C9 PFNA C6PFDA = 13C6 PFDA 13C7PUA = 13C7 PFUnA PFDoA = 13C2 PFDoA PFTDA = 13C2 PFTeDA C3PFBS = 13C3 PFBS C3PFHS = 13C3 PFHxS C8PFOS = 13C8 PFOS PFOSA = 13C8 FOSA d3NMFOS = d3-NMeFOSAA d5NEFOS = d5-NEtFOSAA M242FTS = 13C2 4:2 FTS M262FTS = 13C2 6:2 FTS M282FTS = 13C2 8:2 FTS HFPODA = 13C3 HFPO-DA NMFM = d7-N-MeFOSE-M NEFM = d9-N-EtFOSE-M d5NPFSA = d5-NEtPFOSA d3NMFSA = d3-NMePFOSA Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS Prep Type: Total/NAMatrix: Water Lab Sample ID Client Sample ID (5-130)(40-130)(40-130)(40-130)(40-130)(40-130)(40-130)(30-130) PFBA PFPeA 13C5PHA C4PFHA C8PFOA C9PFNA C6PFDA 13C7PUA 118 116 112 113 104 98.6 107 115320-120292-11 Percent Isotope Dilution Recovery (Acceptance Limits) CORMAS-25-W003 114 107 98.1 95.1106 99.3 104 108320-120292-12 CORMAS-25-W004 112 102 99.5 103106 101 100 104320-120292-13 CORMAS-25-W002 111 105 103 104102 101 113 110320-120292-14 CORMAS-25-W001 105 107 91.9 92.9101 88.9 100 93.8LCS 320-844272/3-A Lab Control Sample 115 118 112 98.5113 97.6 97.2 101LCSD 320-844272/4-A Lab Control Sample Dup 108 107 99.9 109107 95.7 110 105LLCS 320-844272/2-A Lab Control Sample 112 115 110 104114 97.0 104 91.8MB 320-844272/1-A Method Blank Lab Sample ID Client Sample ID (10-130)(10-130)(40-135)(40-130)(40-130)(40-130)(40-170)(25-135) PFDoA PFTDA C3PFBS C3PFHS C8PFOS PFOSA d3NMFOS d5NEFOS 97.8 71.4 85.2 89.0 80.9 67.0 90.1 89.5320-120292-11 Percent Isotope Dilution Recovery (Acceptance Limits) CORMAS-25-W003 90.0 69.1 86.1 84.289.2 66.5 87.1 77.1320-120292-12 CORMAS-25-W004 97.9 70.9 80.3 85.085.7 66.6 84.8 75.5320-120292-13 CORMAS-25-W002 102 78.3 90.4 79.589.9 66.9 77.5 70.6320-120292-14 CORMAS-25-W001 85.6 69.7 83.7 76.681.5 66.6 74.1 68.9LCS 320-844272/3-A Lab Control Sample 90.1 74.8 89.3 86.189.7 72.7 81.5 73.2LCSD 320-844272/4-A Lab Control Sample Dup 94.4 80.0 85.3 85.688.7 73.3 79.1 73.2LLCS 320-844272/2-A Lab Control Sample 89.6 78.0 85.9 87.384.6 79.4 82.9 75.5MB 320-844272/1-A Method Blank Lab Sample ID Client Sample ID (40-200)(40-200)(40-300)(40-130)(10-130)(10-130)(10-130)(10-130) M242FTS M262FTS M282FTS HFPODA NMFM NEFM d5NPFSA d3NMFSA 95.2 96.2 101 131 *5+65.0 62.2 62.1 52.5320-120292-11 Percent Isotope Dilution Recovery (Acceptance Limits) CORMAS-25-W003 Eurofins Sacramento Page 35 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Isotope Dilution Summary Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Prep Type: Total/NAMatrix: Water Lab Sample ID Client Sample ID (40-200)(40-200)(40-300)(40-130)(10-130)(10-130)(10-130)(10-130) M242FTS M262FTS M282FTS HFPODA NMFM NEFM d5NPFSA d3NMFSA 103 101 95.7 121 70.8 72.2 63.6 54.0320-120292-12 Percent Isotope Dilution Recovery (Acceptance Limits) CORMAS-25-W004 87.1 82.7 106 67.6115 69.4 65.6 53.5320-120292-13 CORMAS-25-W002 103 108 116 61.8119 61.4 66.6 56.0320-120292-14 CORMAS-25-W001 81.7 88.2 88.7 66.3121 65.5 57.7 49.1LCS 320-844272/3-A Lab Control Sample 88.0 94.1 98.8 73.6140 *5+72.1 62.9 54.1LCSD 320-844272/4-A Lab Control Sample Dup 86.3 90.5 96.5 78.7117 75.9 67.5 56.3LLCS 320-844272/2-A Lab Control Sample 82.9 91.5 95.8 76.8132 *5+78.5 70.2 59.6MB 320-844272/1-A Method Blank Surrogate Legend PFBA = 13C4 PFBA PFPeA = 13C5 PFPeA 13C5PHA = 13C5 PFHxA C4PFHA = 13C4 PFHpA C8PFOA = 13C8 PFOA C9PFNA = 13C9 PFNA C6PFDA = 13C6 PFDA 13C7PUA = 13C7 PFUnA PFDoA = 13C2 PFDoA PFTDA = 13C2 PFTeDA C3PFBS = 13C3 PFBS C3PFHS = 13C3 PFHxS C8PFOS = 13C8 PFOS PFOSA = 13C8 FOSA d3NMFOS = d3-NMeFOSAA d5NEFOS = d5-NEtFOSAA M242FTS = 13C2 4:2 FTS M262FTS = 13C2 6:2 FTS M282FTS = 13C2 8:2 FTS HFPODA = 13C3 HFPO-DA NMFM = d7-N-MeFOSE-M NEFM = d9-N-EtFOSE-M d5NPFSA = d5-NEtPFOSA d3NMFSA = d3-NMePFOSA Eurofins Sacramento Page 36 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS Client Sample ID: Method BlankLab Sample ID: MB 320-844272/1-A Matrix: Water Prep Type: Total/NA Analysis Batch: 844869 Prep Batch: 844272 RL MDL Perfluorobutanoic acid (PFBA)ND 4.0 1.0 ng/L 04/04/25 11:20 04/08/25 11:58 1 MB MB Analyte Dil FacAnalyzedPreparedDUnitResultQualifier ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluoropentanoic acid (PFPeA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorohexanoic acid (PFHxA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluoroheptanoic acid (PFHpA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorooctanoic acid (PFOA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorononanoic acid (PFNA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorodecanoic acid (PFDA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluoroundecanoic acid (PFUnA) ND 0.552.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorododecanoic acid (PFDoA) ND 0.582.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorotridecanoic acid (PFTrDA) ND 0.812.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorotetradecanoic acid (PFTeDA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorobutanesulfonic acid (PFBS) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluoropentanesulfonic acid (PFPeS) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorohexanesulfonic acid (PFHxS) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluoroheptanesulfonic acid (PFHpS) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorooctanesulfonic acid (PFOS) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorononanesulfonic acid (PFNS) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorodecanesulfonic acid (PFDS) ND 0.532.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorododecanesulfonic acid (PFDoS) ND 1.04.0 ng/L 04/04/25 11:20 04/08/25 11:58 11H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) ND 1.04.0 ng/L 04/04/25 11:20 04/08/25 11:58 11H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) ND 1.04.0 ng/L 04/04/25 11:20 04/08/25 11:58 11H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluorooctanesulfonamide (PFOSA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1N-methylperfluorooctane sulfonamide (NMeFOSA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1N-ethylperfluorooctane sulfonamide (NEtFOSA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1N-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1N-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) ND 2.510 ng/L 04/04/25 11:20 04/08/25 11:58 1N-methylperfluorooctane sulfonamidoethanol (NMeFOSE) ND 2.510 ng/L 04/04/25 11:20 04/08/25 11:58 1N-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) ND 0.391.5 ng/L 04/04/25 11:20 04/08/25 11:58 1Hexafluoropropylene Oxide Dimer Acid (HFPO-DA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 14,8-Dioxa-3H-perfluorononanoic acid (ADONA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluoro-3-methoxypropanoic acid (PFMPA) ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluoro-4-methoxybutanoic acid (PFMBA) ND 0.722.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Nonafluoro-3,6-dioxaheptanoic acid (NFDHA) ND 0.582.0 ng/L 04/04/25 11:20 04/08/25 11:58 19-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) Eurofins Sacramento Page 37 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Method BlankLab Sample ID: MB 320-844272/1-A Matrix: Water Prep Type: Total/NA Analysis Batch: 844869 Prep Batch: 844272 RL MDL 11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) ND 2.0 0.50 ng/L 04/04/25 11:20 04/08/25 11:58 1 MB MB Analyte Dil FacAnalyzedPreparedDUnitResultQualifier ND 0.502.0 ng/L 04/04/25 11:20 04/08/25 11:58 1Perfluoro (2-ethoxyethane) sulfonic acid (PFEESA) ND 1.04.0 ng/L 04/04/25 11:20 04/08/25 11:58 13-Perfluoropropylpropanoic acid (3:3 FTCA) ND 2.510 ng/L 04/04/25 11:20 04/08/25 11:58 13-Perfluoropentylpropanoic acid (5:3 FTCA) ND 2.510 ng/L 04/04/25 11:20 04/08/25 11:58 13-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 112 5 -130 04/08/25 11:58 1 MB MB Isotope Dilution 04/04/25 11:20 Dil FacPreparedAnalyzedQualifierLimits%Recovery 115 04/04/25 11:20 04/08/25 11:58 113C5 PFPeA 40 -130 110 04/04/25 11:20 04/08/25 11:58 113C5 PFHxA 40 -130 114 04/04/25 11:20 04/08/25 11:58 113C4 PFHpA 40 -130 104 04/04/25 11:20 04/08/25 11:58 113C8 PFOA 40 -130 97.0 04/04/25 11:20 04/08/25 11:58 113C9 PFNA 40 -130 104 04/04/25 11:20 04/08/25 11:58 113C6 PFDA 40 -130 91.8 04/04/25 11:20 04/08/25 11:58 113C7 PFUnA 30 -130 89.6 04/04/25 11:20 04/08/25 11:58 113C2 PFDoA 10 -130 78.0 04/04/25 11:20 04/08/25 11:58 113C2 PFTeDA 10 -130 85.9 04/04/25 11:20 04/08/25 11:58 113C3 PFBS 40 -135 84.6 04/04/25 11:20 04/08/25 11:58 113C3 PFHxS 40 -130 87.3 04/04/25 11:20 04/08/25 11:58 113C8 PFOS 40 -130 79.4 04/04/25 11:20 04/08/25 11:58 113C8 FOSA 40 -130 82.9 04/04/25 11:20 04/08/25 11:58 1d3-NMeFOSAA 40 -170 75.5 04/04/25 11:20 04/08/25 11:58 1d5-NEtFOSAA 25 -135 82.9 04/04/25 11:20 04/08/25 11:58 113C2 4:2 FTS 40 -200 91.5 04/04/25 11:20 04/08/25 11:58 113C2 6:2 FTS 40 -200 95.8 04/04/25 11:20 04/08/25 11:58 113C2 8:2 FTS 40 -300 132 *5+04/04/25 11:20 04/08/25 11:58 113C3 HFPO-DA 40 -130 76.8 04/04/25 11:20 04/08/25 11:58 1d7-N-MeFOSE-M 10 -130 78.5 04/04/25 11:20 04/08/25 11:58 1d9-N-EtFOSE-M 10 -130 70.2 04/04/25 11:20 04/08/25 11:58 1d5-NEtPFOSA 10 -130 59.6 04/04/25 11:20 04/08/25 11:58 1d3-NMePFOSA 10 -130 Client Sample ID: Lab Control SampleLab Sample ID: LCS 320-844272/3-A Matrix: Water Prep Type: Total/NA Analysis Batch: 844869 Prep Batch: 844272 Perfluorobutanoic acid (PFBA)80.0 87.5 ng/L 109 70 -140 Analyte LCS LCS DUnitResultQualifier %Rec Spike Added %Rec Limits Perfluoropentanoic acid (PFPeA)40.0 40.5 ng/L 101 65 -135 Perfluorohexanoic acid (PFHxA)40.0 46.7 ng/L 117 70 -145 Perfluoroheptanoic acid (PFHpA)40.0 47.6 ng/L 119 70 -150 Perfluorooctanoic acid (PFOA)40.0 49.0 ng/L 122 70 -150 Perfluorononanoic acid (PFNA)40.0 48.4 ng/L 121 70 -150 Perfluorodecanoic acid (PFDA)40.0 48.7 ng/L 122 70 -140 Eurofins Sacramento Page 38 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Lab Control SampleLab Sample ID: LCS 320-844272/3-A Matrix: Water Prep Type: Total/NA Analysis Batch: 844869 Prep Batch: 844272 Perfluoroundecanoic acid (PFUnA) 40.0 43.3 ng/L 108 70 -145 Analyte LCS LCS DUnitResultQualifier %Rec Spike Added %Rec Limits Perfluorododecanoic acid (PFDoA) 40.0 46.5 ng/L 116 70 -140 Perfluorotridecanoic acid (PFTrDA) 40.0 46.6 ng/L 117 65 -140 Perfluorotetradecanoic acid (PFTeDA) 40.0 54.2 ng/L 135 60 -140 Perfluorobutanesulfonic acid (PFBS) 35.5 44.9 ng/L 126 60 -145 Perfluoropentanesulfonic acid (PFPeS) 37.6 40.6 ng/L 108 65 -140 Perfluorohexanesulfonic acid (PFHxS) 36.5 44.5 ng/L 122 65 -145 Perfluoroheptanesulfonic acid (PFHpS) 38.2 47.7 ng/L 125 70 -150 Perfluorooctanesulfonic acid (PFOS) 37.2 42.1 ng/L 113 55 -150 Perfluorononanesulfonic acid (PFNS) 38.5 50.7 ng/L 132 65 -145 Perfluorodecanesulfonic acid (PFDS) 38.6 38.5 ng/L 100 60 -145 Perfluorododecanesulfonic acid (PFDoS) 38.8 35.4 ng/L 91 50 -145 1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 75.0 83.8 ng/L 112 70 -145 1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 76.2 82.6 ng/L 108 65 -155 1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 76.8 90.1 ng/L 117 60 -150 Perfluorooctanesulfonamide (PFOSA) 40.0 46.8 ng/L 117 70 -145 N-methylperfluorooctane sulfonamide (NMeFOSA) 40.0 53.8 ng/L 134 60 -150 N-ethylperfluorooctane sulfonamide (NEtFOSA) 40.0 43.1 ng/L 108 65 -145 N-methylperfluorooctanesulfona midoacetic acid (NMeFOSAA) 40.0 46.1 ng/L 115 50 -140 N-ethylperfluorooctanesulfonami doacetic acid (NEtFOSAA) 40.0 43.4 ng/L 108 70 -145 N-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 200 212 ng/L 106 70 -145 N-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 200 221 ng/L 111 70 -135 Hexafluoropropylene Oxide Dimer Acid (HFPO-DA) 30.0 28.6 ng/L 95 70 -140 4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 37.8 34.5 ng/L 91 65 -145 Perfluoro-3-methoxypropanoic acid (PFMPA) 40.0 37.5 ng/L 94 55 -140 Perfluoro-4-methoxybutanoic acid (PFMBA) 40.0 42.9 ng/L 107 60 -150 Nonafluoro-3,6-dioxaheptanoic acid (NFDHA) 40.0 42.5 ng/L 106 50 -150 Eurofins Sacramento Page 39 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Lab Control SampleLab Sample ID: LCS 320-844272/3-A Matrix: Water Prep Type: Total/NA Analysis Batch: 844869 Prep Batch: 844272 9-Chlorohexadecafluoro-3-oxan onane-1-sulfonic acid (9Cl-PF3ONS) 37.4 36.2 ng/L 97 70 -155 Analyte LCS LCS DUnitResultQualifier %Rec Spike Added %Rec Limits 11-Chloroeicosafluoro-3-oxaund ecane-1-sulfonic acid (11Cl-PF3OUdS) 37.8 32.0 ng/L 85 55 -160 Perfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 35.7 49.0 ng/L 137 70 -140 3-Perfluoropropylpropanoic acid (3:3 FTCA) 80.0 83.9 ng/L 105 65 -130 3-Perfluoropentylpropanoic acid (5:3 FTCA) 200 226 ng/L 113 70 -135 3-Perfluoroheptylpropanoic acid (7:3 FTCA) 200 238 ng/L 119 50 -145 13C4 PFBA 5 -130 Isotope Dilution 105 LCS LCS Qualifier Limits%Recovery 10713C5 PFPeA 40 -130 91.913C5 PFHxA 40 -130 10113C4 PFHpA 40 -130 92.913C8 PFOA 40 -130 88.913C9 PFNA 40 -130 10013C6 PFDA 40 -130 93.813C7 PFUnA 30 -130 85.613C2 PFDoA 10 -130 69.713C2 PFTeDA 10 -130 83.713C3 PFBS 40 -135 81.513C3 PFHxS 40 -130 76.613C8 PFOS 40 -130 66.613C8 FOSA 40 -130 74.1d3-NMeFOSAA 40 -170 68.9d5-NEtFOSAA 25 -135 81.713C2 4:2 FTS 40 -200 88.213C2 6:2 FTS 40 -200 88.713C2 8:2 FTS 40 -300 12113C3 HFPO-DA 40 -130 66.3d7-N-MeFOSE-M 10 -130 65.5d9-N-EtFOSE-M 10 -130 57.7d5-NEtPFOSA 10 -130 49.1d3-NMePFOSA 10 -130 Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 320-844272/4-A Matrix: Water Prep Type: Total/NA Analysis Batch: 844869 Prep Batch: 844272 Perfluorobutanoic acid (PFBA)80.0 76.0 ng/L 95 70 -140 14 30 Analyte LCSD LCSD DUnitResultQualifier %Rec Spike Added %Rec Limits LimitRPD RPD Perfluoropentanoic acid (PFPeA)40.0 36.2 ng/L 91 65 -135 11 30 Perfluorohexanoic acid (PFHxA)40.0 37.1 ng/L 93 70 -145 23 30 Perfluoroheptanoic acid (PFHpA)40.0 43.2 ng/L 108 70 -150 10 30 Perfluorooctanoic acid (PFOA)40.0 42.4 ng/L 106 70 -150 14 30 Eurofins Sacramento Page 40 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 320-844272/4-A Matrix: Water Prep Type: Total/NA Analysis Batch: 844869 Prep Batch: 844272 Perfluorononanoic acid (PFNA)40.0 40.4 ng/L 101 70 -150 18 30 Analyte LCSD LCSD DUnitResultQualifier %Rec Spike Added %Rec Limits LimitRPD RPD Perfluorodecanoic acid (PFDA)40.0 43.4 ng/L 108 70 -140 12 30 Perfluoroundecanoic acid (PFUnA) 40.0 38.0 ng/L 95 70 -145 13 30 Perfluorododecanoic acid (PFDoA) 40.0 38.0 ng/L 95 70 -140 20 30 Perfluorotridecanoic acid (PFTrDA) 40.0 39.2 ng/L 98 65 -140 17 30 Perfluorotetradecanoic acid (PFTeDA) 40.0 45.8 ng/L 114 60 -140 17 30 Perfluorobutanesulfonic acid (PFBS) 35.5 37.1 ng/L 104 60 -145 19 30 Perfluoropentanesulfonic acid (PFPeS) 37.6 33.0 ng/L 88 65 -140 21 30 Perfluorohexanesulfonic acid (PFHxS) 36.5 36.2 ng/L 99 65 -145 21 30 Perfluoroheptanesulfonic acid (PFHpS) 38.2 39.7 ng/L 104 70 -150 18 30 Perfluorooctanesulfonic acid (PFOS) 37.2 36.4 ng/L 98 55 -150 15 30 Perfluorononanesulfonic acid (PFNS) 38.5 40.4 ng/L 105 65 -145 22 30 Perfluorodecanesulfonic acid (PFDS) 38.6 33.1 ng/L 86 60 -145 15 30 Perfluorododecanesulfonic acid (PFDoS) 38.8 31.2 ng/L 80 50 -145 13 30 1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 75.0 72.0 ng/L 96 70 -145 15 30 1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 76.2 71.2 ng/L 94 65 -155 15 30 1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 76.8 71.3 ng/L 93 60 -150 23 30 Perfluorooctanesulfonamide (PFOSA) 40.0 39.4 ng/L 98 70 -145 17 30 N-methylperfluorooctane sulfonamide (NMeFOSA) 40.0 47.4 ng/L 118 60 -150 13 30 N-ethylperfluorooctane sulfonamide (NEtFOSA) 40.0 38.4 ng/L 96 65 -145 11 30 N-methylperfluorooctanesulfona midoacetic acid (NMeFOSAA) 40.0 37.9 ng/L 95 50 -140 19 30 N-ethylperfluorooctanesulfonami doacetic acid (NEtFOSAA) 40.0 37.6 ng/L 94 70 -145 14 30 N-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 200 176 ng/L 88 70 -145 19 30 N-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 200 188 ng/L 94 70 -135 16 30 Hexafluoropropylene Oxide Dimer Acid (HFPO-DA) 30.0 25.2 ng/L 84 70 -140 13 30 4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 37.8 29.5 ng/L 78 65 -145 16 30 Perfluoro-3-methoxypropanoic acid (PFMPA) 40.0 34.7 ng/L 87 55 -140 8 30 Perfluoro-4-methoxybutanoic acid (PFMBA) 40.0 38.1 ng/L 95 60 -150 12 30 Eurofins Sacramento Page 41 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 320-844272/4-A Matrix: Water Prep Type: Total/NA Analysis Batch: 844869 Prep Batch: 844272 Nonafluoro-3,6-dioxaheptanoic acid (NFDHA) 40.0 31.9 ng/L 80 50 -150 29 30 Analyte LCSD LCSD DUnitResultQualifier %Rec Spike Added %Rec Limits LimitRPD RPD 9-Chlorohexadecafluoro-3-oxan onane-1-sulfonic acid (9Cl-PF3ONS) 37.4 29.5 ng/L 79 70 -155 20 30 11-Chloroeicosafluoro-3-oxaund ecane-1-sulfonic acid (11Cl-PF3OUdS) 37.8 25.3 ng/L 67 55 -160 23 30 Perfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 35.7 38.0 ng/L 107 70 -140 25 30 3-Perfluoropropylpropanoic acid (3:3 FTCA) 80.0 74.4 ng/L 93 65 -130 12 30 3-Perfluoropentylpropanoic acid (5:3 FTCA) 200 187 ng/L 94 70 -135 19 30 3-Perfluoroheptylpropanoic acid (7:3 FTCA) 200 183 ng/L 91 50 -145 26 30 13C4 PFBA 5 -130 Isotope Dilution 115 LCSD LCSD Qualifier Limits%Recovery 11813C5 PFPeA 40 -130 11213C5 PFHxA 40 -130 11313C4 PFHpA 40 -130 98.513C8 PFOA 40 -130 97.613C9 PFNA 40 -130 97.213C6 PFDA 40 -130 10113C7 PFUnA 30 -130 90.113C2 PFDoA 10 -130 74.813C2 PFTeDA 10 -130 89.313C3 PFBS 40 -135 89.713C3 PFHxS 40 -130 86.113C8 PFOS 40 -130 72.713C8 FOSA 40 -130 81.5d3-NMeFOSAA 40 -170 73.2d5-NEtFOSAA 25 -135 88.013C2 4:2 FTS 40 -200 94.113C2 6:2 FTS 40 -200 98.813C2 8:2 FTS 40 -300 140 *5+13C3 HFPO-DA 40 -130 73.6d7-N-MeFOSE-M 10 -130 72.1d9-N-EtFOSE-M 10 -130 62.9d5-NEtPFOSA 10 -130 54.1d3-NMePFOSA 10 -130 Client Sample ID: Lab Control SampleLab Sample ID: LLCS 320-844272/2-A Matrix: Water Prep Type: Total/NA Analysis Batch: 844869 Prep Batch: 844272 Perfluorobutanoic acid (PFBA)8.00 7.50 ng/L 94 70 -140 Analyte LLCS LLCS DUnitResultQualifier %Rec Spike Added %Rec Limits Perfluoropentanoic acid (PFPeA)4.00 3.51 ng/L 88 65 -135 Perfluorohexanoic acid (PFHxA)4.00 3.78 ng/L 94 70 -145 Eurofins Sacramento Page 42 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Lab Control SampleLab Sample ID: LLCS 320-844272/2-A Matrix: Water Prep Type: Total/NA Analysis Batch: 844869 Prep Batch: 844272 Perfluoroheptanoic acid (PFHpA)4.00 4.09 ng/L 102 70 -150 Analyte LLCS LLCS DUnitResultQualifier %Rec Spike Added %Rec Limits Perfluorooctanoic acid (PFOA)4.00 3.95 ng/L 99 70 -150 Perfluorononanoic acid (PFNA)4.00 3.85 ng/L 96 70 -150 Perfluorodecanoic acid (PFDA)4.00 3.89 ng/L 97 70 -140 Perfluoroundecanoic acid (PFUnA) 4.00 3.38 ng/L 84 70 -145 Perfluorododecanoic acid (PFDoA) 4.00 3.41 ng/L 85 70 -140 Perfluorotridecanoic acid (PFTrDA) 4.00 3.15 ng/L 79 65 -140 Perfluorotetradecanoic acid (PFTeDA) 4.00 3.84 ng/L 96 60 -140 Perfluorobutanesulfonic acid (PFBS) 3.55 3.40 ng/L 96 60 -145 Perfluoropentanesulfonic acid (PFPeS) 3.76 3.26 ng/L 87 65 -140 Perfluorohexanesulfonic acid (PFHxS) 3.65 3.44 ng/L 94 65 -145 Perfluoroheptanesulfonic acid (PFHpS) 3.82 3.92 ng/L 103 70 -150 Perfluorooctanesulfonic acid (PFOS) 3.72 3.56 ng/L 96 55 -150 Perfluorononanesulfonic acid (PFNS) 3.85 3.53 ng/L 92 65 -145 Perfluorodecanesulfonic acid (PFDS) 3.86 3.04 ng/L 79 60 -145 Perfluorododecanesulfonic acid (PFDoS) 3.88 2.24 ng/L 58 50 -145 1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 7.50 6.57 ng/L 88 70 -145 1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 7.62 6.54 ng/L 86 65 -155 1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 7.68 7.51 ng/L 98 60 -150 Perfluorooctanesulfonamide (PFOSA) 4.00 3.89 ng/L 97 70 -145 N-methylperfluorooctane sulfonamide (NMeFOSA) 4.00 4.18 ng/L 104 60 -150 N-ethylperfluorooctane sulfonamide (NEtFOSA) 4.00 3.20 ng/L 80 65 -145 N-methylperfluorooctanesulfona midoacetic acid (NMeFOSAA) 4.00 3.72 ng/L 93 50 -140 N-ethylperfluorooctanesulfonami doacetic acid (NEtFOSAA) 4.00 3.35 ng/L 84 70 -145 N-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 20.0 15.3 ng/L 76 70 -145 N-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 20.0 17.2 ng/L 86 70 -135 Hexafluoropropylene Oxide Dimer Acid (HFPO-DA) 3.00 2.70 ng/L 90 70 -140 4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 3.78 2.92 ng/L 77 65 -145 Perfluoro-3-methoxypropanoic acid (PFMPA) 4.00 3.22 ng/L 81 55 -140 Eurofins Sacramento Page 43 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Lab Control SampleLab Sample ID: LLCS 320-844272/2-A Matrix: Water Prep Type: Total/NA Analysis Batch: 844869 Prep Batch: 844272 Perfluoro-4-methoxybutanoic acid (PFMBA) 4.00 3.34 ng/L 83 60 -150 Analyte LLCS LLCS DUnitResultQualifier %Rec Spike Added %Rec Limits Nonafluoro-3,6-dioxaheptanoic acid (NFDHA) 4.00 4.04 ng/L 101 50 -150 9-Chlorohexadecafluoro-3-oxan onane-1-sulfonic acid (9Cl-PF3ONS) 3.74 2.96 ng/L 79 70 -155 11-Chloroeicosafluoro-3-oxaund ecane-1-sulfonic acid (11Cl-PF3OUdS) 3.78 2.71 ng/L 72 55 -160 Perfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 3.57 3.66 ng/L 102 70 -140 3-Perfluoropropylpropanoic acid (3:3 FTCA) 8.00 6.74 ng/L 84 65 -130 3-Perfluoropentylpropanoic acid (5:3 FTCA) 20.0 16.5 ng/L 83 70 -135 3-Perfluoroheptylpropanoic acid (7:3 FTCA) 20.0 16.5 ng/L 82 50 -145 13C4 PFBA 5 -130 Isotope Dilution 108 LLCS LLCS Qualifier Limits%Recovery 10713C5 PFPeA 40 -130 99.913C5 PFHxA 40 -130 10713C4 PFHpA 40 -130 10913C8 PFOA 40 -130 95.713C9 PFNA 40 -130 11013C6 PFDA 40 -130 10513C7 PFUnA 30 -130 94.413C2 PFDoA 10 -130 80.013C2 PFTeDA 10 -130 85.313C3 PFBS 40 -135 88.713C3 PFHxS 40 -130 85.613C8 PFOS 40 -130 73.313C8 FOSA 40 -130 79.1d3-NMeFOSAA 40 -170 73.2d5-NEtFOSAA 25 -135 86.313C2 4:2 FTS 40 -200 90.513C2 6:2 FTS 40 -200 96.513C2 8:2 FTS 40 -300 11713C3 HFPO-DA 40 -130 78.7d7-N-MeFOSE-M 10 -130 75.9d9-N-EtFOSE-M 10 -130 67.5d5-NEtPFOSA 10 -130 56.3d3-NMePFOSA 10 -130 Client Sample ID: Method BlankLab Sample ID: MB 320-844949/1-A Matrix: Solid Prep Type: Total/NA Analysis Batch: 845256 Prep Batch: 844949 RL MDL Perfluorobutanoic acid (PFBA)ND 0.40 0.10 ug/Kg 04/09/25 06:19 04/10/25 11:06 1 MB MB Analyte Dil FacAnalyzedPreparedDUnitResultQualifier Eurofins Sacramento Page 44 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Method BlankLab Sample ID: MB 320-844949/1-A Matrix: Solid Prep Type: Total/NA Analysis Batch: 845256 Prep Batch: 844949 RL MDL Perfluoropentanoic acid (PFPeA)ND 0.20 0.050 ug/Kg 04/09/25 06:19 04/10/25 11:06 1 MB MB Analyte Dil FacAnalyzedPreparedDUnitResultQualifier ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorohexanoic acid (PFHxA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluoroheptanoic acid (PFHpA) ND 0.0620.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorooctanoic acid (PFOA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorononanoic acid (PFNA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorodecanoic acid (PFDA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluoroundecanoic acid (PFUnA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorododecanoic acid (PFDoA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorotridecanoic acid (PFTrDA) ND 0.0580.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorotetradecanoic acid (PFTeDA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorobutanesulfonic acid (PFBS) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluoropentanesulfonic acid (PFPeS) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorohexanesulfonic acid (PFHxS) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluoroheptanesulfonic acid (PFHpS) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorooctanesulfonic acid (PFOS) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorononanesulfonic acid (PFNS) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorodecanesulfonic acid (PFDS) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorododecanesulfonic acid (PFDoS) ND 0.100.40 ug/Kg 04/09/25 06:19 04/10/25 11:06 11H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) ND 0.100.40 ug/Kg 04/09/25 06:19 04/10/25 11:06 11H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) ND 0.100.40 ug/Kg 04/09/25 06:19 04/10/25 11:06 11H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) ND 0.0630.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluorooctanesulfonamide (PFOSA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1N-methylperfluorooctane sulfonamide (NMeFOSA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1N-ethylperfluorooctane sulfonamide (NEtFOSA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1N-methylperfluorooctanesulfonamidoa cetic acid (NMeFOSAA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1N-ethylperfluorooctanesulfonamidoac etic acid (NEtFOSAA) ND 0.251.0 ug/Kg 04/09/25 06:19 04/10/25 11:06 1N-methylperfluorooctane sulfonamidoethanol (NMeFOSE) ND 0.251.0 ug/Kg 04/09/25 06:19 04/10/25 11:06 1N-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Hexafluoropropylene Oxide Dimer Acid (HFPO-DA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 14,8-Dioxa-3H-perfluorononanoic acid (ADONA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluoro-3-methoxypropanoic acid (PFMPA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluoro-4-methoxybutanoic acid (PFMBA) ND 0.0620.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Nonafluoro-3,6-dioxaheptanoic acid (NFDHA) ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 19-Chlorohexadecafluoro-3-oxanonan e-1-sulfonic acid (9Cl-PF3ONS) Eurofins Sacramento Page 45 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Method BlankLab Sample ID: MB 320-844949/1-A Matrix: Solid Prep Type: Total/NA Analysis Batch: 845256 Prep Batch: 844949 RL MDL 11-Chloroeicosafluoro-3-oxaundecan e-1-sulfonic acid (11Cl-PF3OUdS) ND 0.20 0.075 ug/Kg 04/09/25 06:19 04/10/25 11:06 1 MB MB Analyte Dil FacAnalyzedPreparedDUnitResultQualifier ND 0.0500.20 ug/Kg 04/09/25 06:19 04/10/25 11:06 1Perfluoro (2-ethoxyethane) sulfonic acid (PFEESA) ND 0.100.40 ug/Kg 04/09/25 06:19 04/10/25 11:06 13-Perfluoropropylpropanoic acid (3:3 FTCA) ND 0.251.0 ug/Kg 04/09/25 06:19 04/10/25 11:06 13-Perfluoropentylpropanoic acid (5:3 FTCA) ND 0.251.0 ug/Kg 04/09/25 06:19 04/10/25 11:06 13-Perfluoroheptylpropanoic acid (7:3 FTCA) 13C4 PFBA 103 8 -130 04/10/25 11:06 1 MB MB Isotope Dilution 04/09/25 06:19 Dil FacPreparedAnalyzedQualifierLimits%Recovery 106 04/09/25 06:19 04/10/25 11:06 113C5 PFPeA 35 -130 93.1 04/09/25 06:19 04/10/25 11:06 113C5 PFHxA 40 -130 104 04/09/25 06:19 04/10/25 11:06 113C4 PFHpA 40 -130 95.0 04/09/25 06:19 04/10/25 11:06 113C8 PFOA 40 -130 90.3 04/09/25 06:19 04/10/25 11:06 113C9 PFNA 40 -130 91.9 04/09/25 06:19 04/10/25 11:06 113C6 PFDA 40 -130 80.7 04/09/25 06:19 04/10/25 11:06 113C7 PFUnA 40 -130 81.9 04/09/25 06:19 04/10/25 11:06 113C2 PFDoA 40 -130 77.5 04/09/25 06:19 04/10/25 11:06 113C2 PFTeDA 20 -130 78.0 04/09/25 06:19 04/10/25 11:06 113C3 PFBS 40 -135 81.7 04/09/25 06:19 04/10/25 11:06 113C3 PFHxS 40 -130 87.8 04/09/25 06:19 04/10/25 11:06 113C8 PFOS 40 -130 71.2 04/09/25 06:19 04/10/25 11:06 113C8 FOSA 40 -130 68.3 04/09/25 06:19 04/10/25 11:06 1d3-NMeFOSAA 40 -135 63.3 04/09/25 06:19 04/10/25 11:06 1d5-NEtFOSAA 40 -150 109 04/09/25 06:19 04/10/25 11:06 113C2 4:2 FTS 40 -165 120 04/09/25 06:19 04/10/25 11:06 113C2 6:2 FTS 40 -215 117 04/09/25 06:19 04/10/25 11:06 113C2 8:2 FTS 40 -275 105 04/09/25 06:19 04/10/25 11:06 113C3 HFPO-DA 40 -130 72.0 04/09/25 06:19 04/10/25 11:06 1d7-N-MeFOSE-M 20 -130 69.8 04/09/25 06:19 04/10/25 11:06 1d9-N-EtFOSE-M 15 -130 50.9 04/09/25 06:19 04/10/25 11:06 1d5-NEtPFOSA 10 -130 41.9 04/09/25 06:19 04/10/25 11:06 1d3-NMePFOSA 10 -130 Client Sample ID: Lab Control SampleLab Sample ID: LCS 320-844949/3-A Matrix: Solid Prep Type: Total/NA Analysis Batch: 845256 Prep Batch: 844949 Perfluorobutanoic acid (PFBA)5.00 5.26 ug/Kg 105 70 -140 Analyte LCS LCS DUnitResultQualifier %Rec Spike Added %Rec Limits Perfluoropentanoic acid (PFPeA)2.50 2.16 ug/Kg 87 60 -150 Perfluorohexanoic acid (PFHxA)2.50 2.27 ug/Kg 91 65 -140 Perfluoroheptanoic acid (PFHpA)2.50 2.43 ug/Kg 97 65 -145 Perfluorooctanoic acid (PFOA)2.50 2.47 ug/Kg 99 70 -150 Perfluorononanoic acid (PFNA)2.50 2.55 ug/Kg 102 70 -155 Perfluorodecanoic acid (PFDA)2.50 2.34 ug/Kg 94 70 -155 Eurofins Sacramento Page 46 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Lab Control SampleLab Sample ID: LCS 320-844949/3-A Matrix: Solid Prep Type: Total/NA Analysis Batch: 845256 Prep Batch: 844949 Perfluoroundecanoic acid (PFUnA) 2.50 2.50 ug/Kg 100 70 -155 Analyte LCS LCS DUnitResultQualifier %Rec Spike Added %Rec Limits Perfluorododecanoic acid (PFDoA) 2.50 2.35 ug/Kg 94 70 -150 Perfluorotridecanoic acid (PFTrDA) 2.50 2.49 ug/Kg 100 65 -150 Perfluorotetradecanoic acid (PFTeDA) 2.50 2.54 ug/Kg 102 65 -150 Perfluorobutanesulfonic acid (PFBS) 2.22 2.00 ug/Kg 90 65 -145 Perfluoropentanesulfonic acid (PFPeS) 2.35 2.17 ug/Kg 93 55 -160 Perfluorohexanesulfonic acid (PFHxS) 2.28 2.10 ug/Kg 92 60 -150 Perfluoroheptanesulfonic acid (PFHpS) 2.39 2.48 ug/Kg 104 65 -155 Perfluorooctanesulfonic acid (PFOS) 2.33 2.11 ug/Kg 91 65 -160 Perfluorononanesulfonic acid (PFNS) 2.41 2.19 ug/Kg 91 55 -140 Perfluorodecanesulfonic acid (PFDS) 2.41 2.05 ug/Kg 85 40 -155 Perfluorododecanesulfonic acid (PFDoS) 2.43 1.84 ug/Kg 76 25 -160 1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 4.69 5.03 ug/Kg 107 60 -150 1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 4.76 4.84 ug/Kg 102 55 -200 1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 4.80 5.50 ug/Kg 115 70 -150 Perfluorooctanesulfonamide (PFOSA) 2.50 2.47 ug/Kg 99 70 -140 N-methylperfluorooctane sulfonamide (NMeFOSA) 2.50 2.83 ug/Kg 113 70 -155 N-ethylperfluorooctane sulfonamide (NEtFOSA) 2.50 2.37 ug/Kg 95 70 -140 N-methylperfluorooctanesulfona midoacetic acid (NMeFOSAA) 2.50 2.30 ug/Kg 92 65 -155 N-ethylperfluorooctanesulfonami doacetic acid (NEtFOSAA) 2.50 2.25 ug/Kg 90 65 -165 N-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 12.5 11.9 ug/Kg 95 70 -140 N-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 12.5 11.3 ug/Kg 90 70 -135 Hexafluoropropylene Oxide Dimer Acid (HFPO-DA) 1.88 1.70 ug/Kg 91 70 -145 4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 2.37 2.49 ug/Kg 105 70 -160 Perfluoro-3-methoxypropanoic acid (PFMPA) 2.50 2.31 ug/Kg 93 30 -140 Perfluoro-4-methoxybutanoic acid (PFMBA) 2.50 1.90 ug/Kg 76 60 -150 Nonafluoro-3,6-dioxaheptanoic acid (NFDHA) 2.50 2.13 ug/Kg 85 60 -155 Eurofins Sacramento Page 47 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Lab Control SampleLab Sample ID: LCS 320-844949/3-A Matrix: Solid Prep Type: Total/NA Analysis Batch: 845256 Prep Batch: 844949 9-Chlorohexadecafluoro-3-oxan onane-1-sulfonic acid (9Cl-PF3ONS) 2.34 2.17 ug/Kg 93 70 -150 Analyte LCS LCS DUnitResultQualifier %Rec Spike Added %Rec Limits 11-Chloroeicosafluoro-3-oxaund ecane-1-sulfonic acid (11Cl-PF3OUdS) 2.36 2.09 ug/Kg 89 45 -160 Perfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 2.23 2.33 ug/Kg 104 70 -140 3-Perfluoropropylpropanoic acid (3:3 FTCA) 5.00 4.32 ug/Kg 86 45 -130 3-Perfluoropentylpropanoic acid (5:3 FTCA) 12.5 10.9 ug/Kg 87 60 -130 3-Perfluoroheptylpropanoic acid (7:3 FTCA) 12.5 10.4 ug/Kg 83 60 -150 13C4 PFBA 8 -130 Isotope Dilution 95.7 LCS LCS Qualifier Limits%Recovery 99.313C5 PFPeA 35 -130 94.913C5 PFHxA 40 -130 10313C4 PFHpA 40 -130 89.413C8 PFOA 40 -130 84.913C9 PFNA 40 -130 96.713C6 PFDA 40 -130 85.913C7 PFUnA 40 -130 82.313C2 PFDoA 40 -130 76.613C2 PFTeDA 20 -130 78.113C3 PFBS 40 -135 81.613C3 PFHxS 40 -130 90.213C8 PFOS 40 -130 71.413C8 FOSA 40 -130 70.4d3-NMeFOSAA 40 -135 65.7d5-NEtFOSAA 40 -150 10613C2 4:2 FTS 40 -165 11313C2 6:2 FTS 40 -215 10913C2 8:2 FTS 40 -275 95.013C3 HFPO-DA 40 -130 70.2d7-N-MeFOSE-M 20 -130 70.2d9-N-EtFOSE-M 15 -130 47.7d5-NEtPFOSA 10 -130 38.4d3-NMePFOSA 10 -130 Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 320-844949/4-A Matrix: Solid Prep Type: Total/NA Analysis Batch: 845256 Prep Batch: 844949 Perfluorobutanoic acid (PFBA)5.00 4.95 ug/Kg 99 70 -140 6 30 Analyte LCSD LCSD DUnitResultQualifier %Rec Spike Added %Rec Limits LimitRPD RPD Perfluoropentanoic acid (PFPeA)2.50 2.25 ug/Kg 90 60 -150 4 30 Perfluorohexanoic acid (PFHxA)2.50 2.38 ug/Kg 95 65 -140 4 30 Perfluoroheptanoic acid (PFHpA)2.50 2.48 ug/Kg 99 65 -145 2 30 Perfluorooctanoic acid (PFOA)2.50 2.36 ug/Kg 94 70 -150 4 30 Eurofins Sacramento Page 48 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 320-844949/4-A Matrix: Solid Prep Type: Total/NA Analysis Batch: 845256 Prep Batch: 844949 Perfluorononanoic acid (PFNA)2.50 2.39 ug/Kg 95 70 -155 6 30 Analyte LCSD LCSD DUnitResultQualifier %Rec Spike Added %Rec Limits LimitRPD RPD Perfluorodecanoic acid (PFDA)2.50 2.28 ug/Kg 91 70 -155 3 30 Perfluoroundecanoic acid (PFUnA) 2.50 2.39 ug/Kg 96 70 -155 4 30 Perfluorododecanoic acid (PFDoA) 2.50 2.27 ug/Kg 91 70 -150 3 30 Perfluorotridecanoic acid (PFTrDA) 2.50 2.57 ug/Kg 103 65 -150 3 30 Perfluorotetradecanoic acid (PFTeDA) 2.50 2.81 ug/Kg 113 65 -150 10 30 Perfluorobutanesulfonic acid (PFBS) 2.22 2.04 ug/Kg 92 65 -145 2 30 Perfluoropentanesulfonic acid (PFPeS) 2.35 2.22 ug/Kg 94 55 -160 2 30 Perfluorohexanesulfonic acid (PFHxS) 2.28 2.05 ug/Kg 90 60 -150 2 30 Perfluoroheptanesulfonic acid (PFHpS) 2.39 2.61 ug/Kg 110 65 -155 5 30 Perfluorooctanesulfonic acid (PFOS) 2.33 2.22 ug/Kg 95 65 -160 5 30 Perfluorononanesulfonic acid (PFNS) 2.41 2.40 ug/Kg 100 55 -140 9 30 Perfluorodecanesulfonic acid (PFDS) 2.41 2.24 ug/Kg 93 40 -155 9 30 Perfluorododecanesulfonic acid (PFDoS) 2.43 2.03 ug/Kg 84 25 -160 10 30 1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 4.69 4.66 ug/Kg 99 60 -150 8 30 1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 4.76 4.97 ug/Kg 104 55 -200 3 30 1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 4.80 5.28 ug/Kg 110 70 -150 4 30 Perfluorooctanesulfonamide (PFOSA) 2.50 2.41 ug/Kg 96 70 -140 3 30 N-methylperfluorooctane sulfonamide (NMeFOSA) 2.50 2.94 ug/Kg 118 70 -155 4 30 N-ethylperfluorooctane sulfonamide (NEtFOSA) 2.50 2.35 ug/Kg 94 70 -140 1 30 N-methylperfluorooctanesulfona midoacetic acid (NMeFOSAA) 2.50 2.33 ug/Kg 93 65 -155 1 30 N-ethylperfluorooctanesulfonami doacetic acid (NEtFOSAA) 2.50 2.35 ug/Kg 94 65 -165 4 30 N-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 12.5 11.4 ug/Kg 91 70 -140 4 30 N-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 12.5 11.1 ug/Kg 89 70 -135 2 30 Hexafluoropropylene Oxide Dimer Acid (HFPO-DA) 1.88 1.70 ug/Kg 91 70 -145 0 30 4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 2.37 2.21 ug/Kg 93 70 -160 12 30 Perfluoro-3-methoxypropanoic acid (PFMPA) 2.50 2.28 ug/Kg 91 30 -140 1 30 Perfluoro-4-methoxybutanoic acid (PFMBA) 2.50 2.16 ug/Kg 86 60 -150 13 30 Eurofins Sacramento Page 49 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Lab Control Sample DupLab Sample ID: LCSD 320-844949/4-A Matrix: Solid Prep Type: Total/NA Analysis Batch: 845256 Prep Batch: 844949 Nonafluoro-3,6-dioxaheptanoic acid (NFDHA) 2.50 2.58 ug/Kg 103 60 -155 19 30 Analyte LCSD LCSD DUnitResultQualifier %Rec Spike Added %Rec Limits LimitRPD RPD 9-Chlorohexadecafluoro-3-oxan onane-1-sulfonic acid (9Cl-PF3ONS) 2.34 1.99 ug/Kg 85 70 -150 9 30 11-Chloroeicosafluoro-3-oxaund ecane-1-sulfonic acid (11Cl-PF3OUdS) 2.36 2.01 ug/Kg 85 45 -160 4 30 Perfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 2.23 2.48 ug/Kg 111 70 -140 6 30 3-Perfluoropropylpropanoic acid (3:3 FTCA) 5.00 4.27 ug/Kg 85 45 -130 1 30 3-Perfluoropentylpropanoic acid (5:3 FTCA) 12.5 11.5 ug/Kg 92 60 -130 6 30 3-Perfluoroheptylpropanoic acid (7:3 FTCA) 12.5 10.8 ug/Kg 86 60 -150 4 30 13C4 PFBA 8 -130 Isotope Dilution 97.1 LCSD LCSD Qualifier Limits%Recovery 10413C5 PFPeA 35 -130 91.713C5 PFHxA 40 -130 10113C4 PFHpA 40 -130 98.013C8 PFOA 40 -130 91.213C9 PFNA 40 -130 93.513C6 PFDA 40 -130 83.013C7 PFUnA 40 -130 81.813C2 PFDoA 40 -130 69.913C2 PFTeDA 20 -130 79.813C3 PFBS 40 -135 81.113C3 PFHxS 40 -130 84.913C8 PFOS 40 -130 73.013C8 FOSA 40 -130 76.5d3-NMeFOSAA 40 -135 70.3d5-NEtFOSAA 40 -150 11313C2 4:2 FTS 40 -165 11513C2 6:2 FTS 40 -215 10913C2 8:2 FTS 40 -275 10113C3 HFPO-DA 40 -130 63.2d7-N-MeFOSE-M 20 -130 62.6d9-N-EtFOSE-M 15 -130 32.0d5-NEtPFOSA 10 -130 27.1d3-NMePFOSA 10 -130 Client Sample ID: Lab Control SampleLab Sample ID: LLCS 320-844949/2-A Matrix: Solid Prep Type: Total/NA Analysis Batch: 845256 Prep Batch: 844949 Perfluorobutanoic acid (PFBA)0.800 0.808 ug/Kg 101 70 -140 Analyte LLCS LLCS DUnitResultQualifier %Rec Spike Added %Rec Limits Perfluoropentanoic acid (PFPeA)0.400 0.370 ug/Kg 92 60 -150 Perfluorohexanoic acid (PFHxA)0.400 0.383 ug/Kg 96 65 -140 Eurofins Sacramento Page 50 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Lab Control SampleLab Sample ID: LLCS 320-844949/2-A Matrix: Solid Prep Type: Total/NA Analysis Batch: 845256 Prep Batch: 844949 Perfluoroheptanoic acid (PFHpA)0.400 0.413 ug/Kg 103 65 -145 Analyte LLCS LLCS DUnitResultQualifier %Rec Spike Added %Rec Limits Perfluorooctanoic acid (PFOA)0.400 0.406 ug/Kg 102 70 -150 Perfluorononanoic acid (PFNA)0.400 0.426 ug/Kg 106 70 -155 Perfluorodecanoic acid (PFDA)0.400 0.393 ug/Kg 98 70 -155 Perfluoroundecanoic acid (PFUnA) 0.400 0.394 ug/Kg 99 70 -155 Perfluorododecanoic acid (PFDoA) 0.400 0.378 ug/Kg 94 70 -150 Perfluorotridecanoic acid (PFTrDA) 0.400 0.416 ug/Kg 104 65 -150 Perfluorotetradecanoic acid (PFTeDA) 0.400 0.437 ug/Kg 109 65 -150 Perfluorobutanesulfonic acid (PFBS) 0.355 0.345 ug/Kg 97 65 -145 Perfluoropentanesulfonic acid (PFPeS) 0.376 0.353 ug/Kg 94 55 -160 Perfluorohexanesulfonic acid (PFHxS) 0.365 0.360 ug/Kg 99 60 -150 Perfluoroheptanesulfonic acid (PFHpS) 0.382 0.458 ug/Kg 120 65 -155 Perfluorooctanesulfonic acid (PFOS) 0.372 0.393 ug/Kg 106 65 -160 Perfluorononanesulfonic acid (PFNS) 0.385 0.402 ug/Kg 105 55 -140 Perfluorodecanesulfonic acid (PFDS) 0.386 0.375 ug/Kg 97 40 -155 Perfluorododecanesulfonic acid (PFDoS) 0.388 0.302 ug/Kg 78 25 -160 1H,1H,2H,2H-Perfluorohexane sulfonic acid (4:2 FTS) 0.750 0.737 ug/Kg 98 60 -150 1H,1H,2H,2H-Perfluorooctane sulfonic acid (6:2 FTS) 0.762 0.757 ug/Kg 99 55 -200 1H,1H,2H,2H-Perfluorodecane sulfonic acid (8:2 FTS) 0.768 0.915 ug/Kg 119 70 -150 Perfluorooctanesulfonamide (PFOSA) 0.400 0.422 ug/Kg 105 70 -140 N-methylperfluorooctane sulfonamide (NMeFOSA) 0.400 0.492 ug/Kg 123 70 -155 N-ethylperfluorooctane sulfonamide (NEtFOSA) 0.400 0.407 ug/Kg 102 70 -140 N-methylperfluorooctanesulfona midoacetic acid (NMeFOSAA) 0.400 0.399 ug/Kg 100 65 -155 N-ethylperfluorooctanesulfonami doacetic acid (NEtFOSAA) 0.400 0.389 ug/Kg 97 65 -165 N-methylperfluorooctane sulfonamidoethanol (NMeFOSE) 2.00 1.97 ug/Kg 98 70 -140 N-ethylperfluorooctane sulfonamidoethanol (NEtFOSE) 2.00 1.94 ug/Kg 97 70 -135 Hexafluoropropylene Oxide Dimer Acid (HFPO-DA) 0.300 0.255 ug/Kg 85 70 -145 4,8-Dioxa-3H-perfluorononanoic acid (ADONA) 0.378 0.383 ug/Kg 101 70 -160 Perfluoro-3-methoxypropanoic acid (PFMPA) 0.400 0.399 ug/Kg 100 30 -140 Eurofins Sacramento Page 51 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Per- and Polyfluoroalkyl Substances by LC/MS/MS (Continued) Client Sample ID: Lab Control SampleLab Sample ID: LLCS 320-844949/2-A Matrix: Solid Prep Type: Total/NA Analysis Batch: 845256 Prep Batch: 844949 Perfluoro-4-methoxybutanoic acid (PFMBA) 0.400 0.350 ug/Kg 87 60 -150 Analyte LLCS LLCS DUnitResultQualifier %Rec Spike Added %Rec Limits Nonafluoro-3,6-dioxaheptanoic acid (NFDHA) 0.400 0.392 ug/Kg 98 60 -155 9-Chlorohexadecafluoro-3-oxan onane-1-sulfonic acid (9Cl-PF3ONS) 0.374 0.343 ug/Kg 92 70 -150 11-Chloroeicosafluoro-3-oxaund ecane-1-sulfonic acid (11Cl-PF3OUdS) 0.378 0.351 ug/Kg 93 45 -160 Perfluoro (2-ethoxyethane) sulfonic acid (PFEESA) 0.357 0.373 ug/Kg 104 70 -140 3-Perfluoropropylpropanoic acid (3:3 FTCA) 0.800 0.716 ug/Kg 90 45 -130 3-Perfluoropentylpropanoic acid (5:3 FTCA) 2.00 1.78 ug/Kg 89 60 -130 3-Perfluoroheptylpropanoic acid (7:3 FTCA) 2.00 1.69 ug/Kg 84 60 -150 13C4 PFBA 8 -130 Isotope Dilution 103 LLCS LLCS Qualifier Limits%Recovery 11613C5 PFPeA 35 -130 10913C5 PFHxA 40 -130 12013C4 PFHpA 40 -130 95.813C8 PFOA 40 -130 88.913C9 PFNA 40 -130 89.313C6 PFDA 40 -130 80.713C7 PFUnA 40 -130 78.513C2 PFDoA 40 -130 67.513C2 PFTeDA 20 -130 79.313C3 PFBS 40 -135 82.013C3 PFHxS 40 -130 85.813C8 PFOS 40 -130 72.813C8 FOSA 40 -130 72.0d3-NMeFOSAA 40 -135 67.8d5-NEtFOSAA 40 -150 11713C2 4:2 FTS 40 -165 12113C2 6:2 FTS 40 -215 11313C2 8:2 FTS 40 -275 10613C3 HFPO-DA 40 -130 71.7d7-N-MeFOSE-M 20 -130 70.7d9-N-EtFOSE-M 15 -130 41.6d5-NEtPFOSA 10 -130 33.8d3-NMePFOSA 10 -130 Eurofins Sacramento Page 52 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Sample Results Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method: 1633 - Percent Moisture Client Sample ID: CORMAS-25-S001Lab Sample ID: 320-120292-6 DU Matrix: Solid Prep Type: Total/NA Analysis Batch: 844782 Percent Moisture 9.6 10 %5 20 Analyte DU DU DUnitResultQualifier Sample Result Sample Qualifier LimitRPD RPD Percent Solids 90 90 %0.5 20 Eurofins Sacramento Page 53 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Association Summary Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport LCMS Prep Batch: 844272 Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 1633320-120292-11 CORMAS-25-W003 Total/NA Water 1633320-120292-12 CORMAS-25-W004 Total/NA Water 1633320-120292-13 CORMAS-25-W002 Total/NA Water 1633320-120292-14 CORMAS-25-W001 Total/NA Water 1633MB 320-844272/1-A Method Blank Total/NA Water 1633LCS 320-844272/3-A Lab Control Sample Total/NA Water 1633LCSD 320-844272/4-A Lab Control Sample Dup Total/NA Water 1633LLCS 320-844272/2-A Lab Control Sample Total/NA Analysis Batch: 844869 Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Water 1633 844272320-120292-11 CORMAS-25-W003 Total/NA Water 1633 844272320-120292-12 CORMAS-25-W004 Total/NA Water 1633 844272320-120292-13 CORMAS-25-W002 Total/NA Water 1633 844272320-120292-14 CORMAS-25-W001 Total/NA Water 1633 844272MB 320-844272/1-A Method Blank Total/NA Water 1633 844272LCS 320-844272/3-A Lab Control Sample Total/NA Water 1633 844272LCSD 320-844272/4-A Lab Control Sample Dup Total/NA Water 1633 844272LLCS 320-844272/2-A Lab Control Sample Total/NA Prep Batch: 844949 Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Solid 1633 Shake320-120292-1 CORMAS-25-A001 Total/NA Solid 1633 Shake320-120292-2 CORMAS-25-A002 Total/NA Solid 1633 Shake320-120292-3 CORMAS-25-S003 Total/NA Solid 1633 Shake320-120292-4 CORMAS-25-S002 Total/NA Solid 1633 Shake320-120292-5 CORMAS-25-S004 Total/NA Solid 1633 Shake320-120292-6 CORMAS-25-S001 Total/NA Solid 1633 Shake320-120292-7 CORMAS-25-A005 Total/NA Solid 1633 Shake320-120292-8 CORMAS-25-A003 Total/NA Solid 1633 Shake320-120292-9 CORMAS-25-S005 Total/NA Solid 1633 Shake320-120292-10 CORMAS-25-A004 Total/NA Solid 1633 ShakeMB 320-844949/1-A Method Blank Total/NA Solid 1633 ShakeLCS 320-844949/3-A Lab Control Sample Total/NA Solid 1633 ShakeLCSD 320-844949/4-A Lab Control Sample Dup Total/NA Solid 1633 ShakeLLCS 320-844949/2-A Lab Control Sample Total/NA Analysis Batch: 845256 Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Solid 1633 844949320-120292-1 CORMAS-25-A001 Total/NA Solid 1633 844949320-120292-2 CORMAS-25-A002 Total/NA Solid 1633 844949320-120292-3 CORMAS-25-S003 Total/NA Solid 1633 844949320-120292-4 CORMAS-25-S002 Total/NA Solid 1633 844949320-120292-5 CORMAS-25-S004 Total/NA Solid 1633 844949320-120292-6 CORMAS-25-S001 Total/NA Solid 1633 844949320-120292-7 CORMAS-25-A005 Total/NA Solid 1633 844949320-120292-8 CORMAS-25-A003 Total/NA Solid 1633 844949320-120292-9 CORMAS-25-S005 Total/NA Solid 1633 844949320-120292-10 CORMAS-25-A004 Total/NA Solid 1633 844949MB 320-844949/1-A Method Blank Total/NA Solid 1633 844949LCS 320-844949/3-A Lab Control Sample Total/NA Eurofins Sacramento Page 54 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 QC Association Summary Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport LCMS (Continued) Analysis Batch: 845256 (Continued) Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Solid 1633 844949LCSD 320-844949/4-A Lab Control Sample Dup Total/NA Solid 1633 844949LLCS 320-844949/2-A Lab Control Sample Total/NA General Chemistry Analysis Batch: 844782 Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch Solid 1633320-120292-3 CORMAS-25-S003 Total/NA Solid 1633320-120292-4 CORMAS-25-S002 Total/NA Solid 1633320-120292-5 CORMAS-25-S004 Total/NA Solid 1633320-120292-6 CORMAS-25-S001 Total/NA Solid 1633320-120292-9 CORMAS-25-S005 Total/NA Solid 1633320-120292-6 DU CORMAS-25-S001 Total/NA Eurofins Sacramento Page 55 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Lab Chronicle Client: City of Renton Job ID: 320-120292-1 Project/Site: Renton Airport Client Sample ID: CORMAS-25-A001 Lab Sample ID: 320-120292-1 Matrix: SolidDate Collected: 04/02/25 09:00 Date Received: 04/03/25 09:15 Prep 1633 Shake CGL04/09/25 06:19 EET SAC844949 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 2.02 g 5.0 mL Analysis 1633 1 845256 04/10/25 12:28 SEY EET SACTotal/NA Client Sample ID: CORMAS-25-A002 Lab Sample ID: 320-120292-2 Matrix: SolidDate Collected: 04/02/25 11:01 Date Received: 04/03/25 09:15 Prep 1633 Shake CGL04/09/25 06:19 EET SAC844949 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 2.00 g 5.0 mL Analysis 1633 1 845256 04/10/25 12:44 SEY EET SACTotal/NA Client Sample ID: CORMAS-25-S003 Lab Sample ID: 320-120292-3 Matrix: SolidDate Collected: 04/02/25 12:15 Date Received: 04/03/25 09:15 Analysis 1633 JCB04/08/25 12:261 EET SAC844782 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA Client Sample ID: CORMAS-25-S003 Lab Sample ID: 320-120292-3 Matrix: SolidDate Collected: 04/02/25 12:15 Percent Solids: 88.3Date Received: 04/03/25 09:15 Prep 1633 Shake CGL04/09/25 06:19 EET SAC844949 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 2.36 g 5.0 mL Analysis 1633 1 845256 04/10/25 13:01 SEY EET SACTotal/NA Client Sample ID: CORMAS-25-S002 Lab Sample ID: 320-120292-4 Matrix: SolidDate Collected: 04/02/25 11:20 Date Received: 04/03/25 09:15 Analysis 1633 JCB04/08/25 12:261 EET SAC844782 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA Client Sample ID: CORMAS-25-S002 Lab Sample ID: 320-120292-4 Matrix: SolidDate Collected: 04/02/25 11:20 Percent Solids: 78.5Date Received: 04/03/25 09:15 Prep 1633 Shake CGL04/09/25 06:19 EET SAC844949 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 2.54 g 5.0 mL Analysis 1633 1 845256 04/10/25 13:17 SEY EET SACTotal/NA Eurofins Sacramento Page 56 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Lab Chronicle Client: City of Renton Job ID: 320-120292-1 Project/Site: Renton Airport Client Sample ID: CORMAS-25-S004 Lab Sample ID: 320-120292-5 Matrix: SolidDate Collected: 04/02/25 13:05 Date Received: 04/03/25 09:15 Analysis 1633 JCB04/08/25 12:261 EET SAC844782 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA Client Sample ID: CORMAS-25-S004 Lab Sample ID: 320-120292-5 Matrix: SolidDate Collected: 04/02/25 13:05 Percent Solids: 89.0Date Received: 04/03/25 09:15 Prep 1633 Shake CGL04/09/25 06:19 EET SAC844949 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 2.20 g 5.0 mL Analysis 1633 1 845256 04/10/25 13:34 SEY EET SACTotal/NA Client Sample ID: CORMAS-25-S001 Lab Sample ID: 320-120292-6 Matrix: SolidDate Collected: 04/02/25 10:25 Date Received: 04/03/25 09:15 Analysis 1633 JCB04/08/25 12:261 EET SAC844782 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA Client Sample ID: CORMAS-25-S001 Lab Sample ID: 320-120292-6 Matrix: SolidDate Collected: 04/02/25 10:25 Percent Solids: 90.4Date Received: 04/03/25 09:15 Prep 1633 Shake CGL04/09/25 06:19 EET SAC844949 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 2.26 g 5.0 mL Analysis 1633 1 845256 04/10/25 13:50 SEY EET SACTotal/NA Client Sample ID: CORMAS-25-A005 Lab Sample ID: 320-120292-7 Matrix: SolidDate Collected: 04/02/25 11:57 Date Received: 04/03/25 09:15 Prep 1633 Shake CGL04/09/25 06:19 EET SAC844949 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 2.06 g 5.0 mL Analysis 1633 1 845256 04/10/25 14:39 SEY EET SACTotal/NA Client Sample ID: CORMAS-25-A003 Lab Sample ID: 320-120292-8 Matrix: SolidDate Collected: 04/02/25 11:57 Date Received: 04/03/25 09:15 Prep 1633 Shake CGL04/09/25 06:19 EET SAC844949 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 2.02 g 5.0 mL Analysis 1633 1 845256 04/10/25 14:56 SEY EET SACTotal/NA Eurofins Sacramento Page 57 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Lab Chronicle Client: City of Renton Job ID: 320-120292-1 Project/Site: Renton Airport Client Sample ID: CORMAS-25-S005 Lab Sample ID: 320-120292-9 Matrix: SolidDate Collected: 04/02/25 14:00 Date Received: 04/03/25 09:15 Analysis 1633 JCB04/08/25 12:261 EET SAC844782 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA Client Sample ID: CORMAS-25-S005 Lab Sample ID: 320-120292-9 Matrix: SolidDate Collected: 04/02/25 14:00 Percent Solids: 75.7Date Received: 04/03/25 09:15 Prep 1633 Shake CGL04/09/25 06:19 EET SAC844949 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 2.63 g 5.0 mL Analysis 1633 1 845256 04/10/25 15:12 SEY EET SACTotal/NA Client Sample ID: CORMAS-25-A004 Lab Sample ID: 320-120292-10 Matrix: SolidDate Collected: 04/02/25 13:00 Date Received: 04/03/25 09:15 Prep 1633 Shake CGL04/09/25 06:19 EET SAC844949 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 2.05 g 5.0 mL Analysis 1633 1 845256 04/10/25 15:29 SEY EET SACTotal/NA Client Sample ID: CORMAS-25-W003 Lab Sample ID: 320-120292-11 Matrix: WaterDate Collected: 04/02/25 13:08 Date Received: 04/03/25 09:15 Prep 1633 MKC04/04/25 11:20 EET SAC844272 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 141.5 mL 5.0 mL Analysis 1633 1 844869 04/08/25 13:21 S1M EET SACTotal/NA Client Sample ID: CORMAS-25-W004 Lab Sample ID: 320-120292-12 Matrix: WaterDate Collected: 04/02/25 13:08 Date Received: 04/03/25 09:15 Prep 1633 MKC04/04/25 11:20 EET SAC844272 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 142.6 mL 5.0 mL Analysis 1633 1 844869 04/08/25 13:37 S1M EET SACTotal/NA Client Sample ID: CORMAS-25-W002 Lab Sample ID: 320-120292-13 Matrix: WaterDate Collected: 04/02/25 10:25 Date Received: 04/03/25 09:15 Prep 1633 MKC04/04/25 11:20 EET SAC844272 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 114.2 mL 5.0 mL Analysis 1633 1 844869 04/08/25 13:53 S1M EET SACTotal/NA Eurofins Sacramento Page 58 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Lab Chronicle Client: City of Renton Job ID: 320-120292-1 Project/Site: Renton Airport Client Sample ID: CORMAS-25-W001 Lab Sample ID: 320-120292-14 Matrix: WaterDate Collected: 04/02/25 09:00 Date Received: 04/03/25 09:15 Prep 1633 MKC04/04/25 11:20 EET SAC844272 Type Batch Method Batch Prep Type LabAnalystRun Prepared or Analyzed Initial Amount Amount Final Batch NumberFactor Dil Total/NA 101.9 mL 5.0 mL Analysis 1633 1 844869 04/08/25 14:10 S1M EET SACTotal/NA Laboratory References: EET SAC = Eurofins Sacramento, 880 Riverside Parkway, West Sacramento, CA 95605, TEL (916)373-5600 Eurofins Sacramento Page 59 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Accreditation/Certification Summary Client: City of Renton Job ID: 320-120292-1 Project/Site: Renton Airport Laboratory: Eurofins Sacramento Unless otherwise noted, all analytes for this laboratory were covered under each accreditation/certification below. Authority Program Identification Number Expiration Date Washington State C581 05-05-25 The following analytes are included in this report, but the laboratory is not certified by the governing authority. This list may include analytes for which the agency does not offer certification. Analysis Method Prep Method Matrix Analyte 1633 Solid Percent Moisture 1633 Solid Percent Solids Eurofins Sacramento Page 60 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Method Summary Job ID: 320-120292-1Client: City of Renton Project/Site: Renton Airport Method Method Description LaboratoryProtocol EPA1633Per- and Polyfluoroalkyl Substances by LC/MS/MS EET SAC EPA1633Percent Moisture EET SAC EPA1633Solid-Phase Extraction (SPE)EET SAC EPA1633 Shake Shake Extraction with SPE EET SAC Protocol References: EPA = US Environmental Protection Agency Laboratory References: EET SAC = Eurofins Sacramento, 880 Riverside Parkway, West Sacramento, CA 95605, TEL (916)373-5600 Eurofins Sacramento Page 61 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Sample Summary Client: City of Renton Job ID: 320-120292-1 Project/Site: Renton Airport Lab Sample ID Client Sample ID Matrix Collected Received 320-120292-1 CORMAS-25-A001 Solid 04/02/25 09:00 04/03/25 09:15 320-120292-2 CORMAS-25-A002 Solid 04/02/25 11:01 04/03/25 09:15 320-120292-3 CORMAS-25-S003 Solid 04/02/25 12:15 04/03/25 09:15 320-120292-4 CORMAS-25-S002 Solid 04/02/25 11:20 04/03/25 09:15 320-120292-5 CORMAS-25-S004 Solid 04/02/25 13:05 04/03/25 09:15 320-120292-6 CORMAS-25-S001 Solid 04/02/25 10:25 04/03/25 09:15 320-120292-7 CORMAS-25-A005 Solid 04/02/25 11:57 04/03/25 09:15 320-120292-8 CORMAS-25-A003 Solid 04/02/25 11:57 04/03/25 09:15 320-120292-9 CORMAS-25-S005 Solid 04/02/25 14:00 04/03/25 09:15 320-120292-10 CORMAS-25-A004 Solid 04/02/25 13:00 04/03/25 09:15 320-120292-11 CORMAS-25-W003 Water 04/02/25 13:08 04/03/25 09:15 320-120292-12 CORMAS-25-W004 Water 04/02/25 13:08 04/03/25 09:15 320-120292-13 CORMAS-25-W002 Water 04/02/25 10:25 04/03/25 09:15 320-120292-14 CORMAS-25-W001 Water 04/02/25 09:00 04/03/25 09:15 Eurofins Sacramento Page 62 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Page 63 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Page 64 of 64 4/10/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1020 SW Emkay Drive, Suite 100, Bend, OR 97702 PH. 541.322.8962 Fax 541.382.2423 AGENDA – Pre-Bid Conference (Voluntary) - Notes Project: Renton Municipal Airport – Taxiway A Rehabilitation and Associated Improvements Project– Phase 1 and 2, AIP #3-53-0055-032-2023 Date & Time: May 1, 2025; 12:00 p.m. Location: Renton Municipal Airport Attendees: See attached sign in sheet. Meeting Overview: This is the voluntary pre-bid meeting for all interested bidders. I. Disclaimer The information provided during this pre-bid meeting is intended solely for the purpose of assisting bidders in preparing their proposals. While every effort has been made to ensure the accuracy of the information presented, the project owner and its representatives do not guarantee the completeness or correctness of any details discussed. Bidders are responsible for conducting their own due diligence and verifying all information independently. Any verbal statements made during this meeting are not binding and do not alter the terms and conditions outlined in the official bid documents. Only written addenda issued by the project owner will be considered official and binding. Bidders must refer to the bid documents for all requirements and specifications II. Introductions Engineer: Century West Engineering Corporation · Kurt Addicott, PE Century West Engineering – Program Manager · Greg Reince, PE Century West Engineering – Project Manager · David Yurs, PE Century West Engineering – Design Manager · Sydney Schroeder, EIT Century West Engineering – Design Support Sponsor/Owner: City of Renton · Will Adams, PE City of Renton – Project Manager 1020 SW Emkay Drive, Suite 100, Bend, OR 97702 PH. 541.322.8962 Fax 541.382.2423 · Manny Cruz City of Renton – Airport Director III. Scope of Work The work generally involves the following activities: · Rehabilitation of Taxiway A and select connector taxiways, which include asphalt pavement removal, maintaining the existing subgrade and subbase, constructing a new base course, bituminous stabilized base course, and HMA surface course on top of the existing subbase; · Rehabilitation of the sea plane ramp, located at the north end of Taxiway A, which will include, asphalt pavement removal, constructing a new base course, and new HMA surface course; · Rehabilitation of the connector taxiways, which will consist of variable depth HMA mill and inlay; · Rehabilitation of the asphalt pavement adjacent to the west side of Taxiway A, which includes an existing service road, which will consist a variable depth mill and inlay; · Replace the taxiway edge lights airfield signs with a new LED system; · Miscellaneous electrical improvements as described in the contract documents; · Taxiway pavement marking; · Infield storm drainage improvements; and · Fire waterline demolition. IV. Project Phasing Phase 1: North end of Airport, working north. - Work areas: 8 Phase 2: South end of Airport, working from Phase 1 to south end. - Work areas: 12 V. Bids Due Date: May 14st, 2025 Time: As described in the Call for Bids (12:00 p.m., Local Time), Bids open at 3:00 p.m. 1020 SW Emkay Drive, Suite 100, Bend, OR 97702 PH. 541.322.8962 Fax 541.382.2423 Location: As described in the Call for Bids (Renton City Hall – 1055 South Grady Way, Renton, WA 98057) VI. Project Funding Federal funding through the FAA Airport Improvement Program (A.I.P.), FAA Airport Infrastructure Grant (AIG), potential Boeing funds, potential WSDOT Aviation funds, and City match funds. VII. Award Basis of Award: Schedule A, B, G, and H combined form the Base Bid. The bid items contained in Schedule D, Schedule F, and Schedule K are Additive Bids. The low bidder, for purposes of award, shall be the responsive bidder offering the low aggregate amount for the base bid, plus additive bids, considered in order and within funds available for the project. Additive bids will be considered in the order listed below: · Award Alternative 1: Schedules A + B + G + H · Award Alternative 2 (if funding allows): Alternative 1 + Schedule D · Award Alternative 3 (if funding allows): Alternative 1 + Schedules D + F + K Schedule C, Schedule E, Schedule I, and Schedule J for AIP-ineligible work will not be used in determining the low bidder. The City may select to award these schedules at their option. The City reserves the right to withdraw any item(s) from being part of the award consideration and the Additive Bids from being part of the Work. VIII. Prevailing Wage Rates Wage rates included as part of the bid documents. The project shall pay the higher of Davis Bacon Wage Determine Schedule or Department of Labor & Industries Prevailing Wages. IX. Disadvantaged Business Enterprise (DBE) Goal · Race conscious DBE goal has been established for this project. 1020 SW Emkay Drive, Suite 100, Bend, OR 97702 PH. 541.322.8962 Fax 541.382.2423 · A DBE contract goal of 7.98% has been established for this project. See Call for bids for the procedures that will be used to achieve these goals. · This contract cannot be awarded without meeting or demonstrating a good faith effort to meet DBE participation goal. · Fill in DBE letter of intent form for each DBE firm to be used and submit DBE Utilization Commitment. · If DBE goal is not met, submit Good Faith Effort Document (see Appendix F). · Submit “Bidders List” with proposal. X. Contract Time 1. August-September 2025 – Submittals and Procurement of long lead-time items 2. September 2025 – Airfield Lighting Vault Building, if mutually agreed upon by Airport and Contractor 3. May-September 2026 – Construction Phase 1 (135 calendar days) 4. June-August 2027 – Construction Phase 2 (79 calendar days) 5. Refer to Sheet G-03 and G-04 for contract time limitations in each phase area. XI. Liquidated Damages Liquidated Damages are $4,940 per day for each calendar day beyond the contract total days allowed for each phase. See Liquidated Damages table in Specifications section 80-08 Failure to complete on time. XII. Addenda Anticipate Addendum #1 to be issued week of May 5th. XIII. Permits: Contractor shall pay for and obtain all permits not obtained by the owner required to complete the work. Refer to Section 70 of the FAA General Provisions specs. City Civil Construction Permit for both phases of work in process. 1020 SW Emkay Drive, Suite 100, Bend, OR 97702 PH. 541.322.8962 Fax 541.382.2423 XIV. Airport Safety, Security, Work Areas · Safety and security is a primary concern on airport projects. · No work can occur without the Engineer’s project representative or an Airport representative present. If subcontractors are working, a representative of the prime contractor shall be on site. · The Airport Construction Safety and Phasing Plan is included in the Appendix. Contractor shall comply with the provisions. · Item C-103 of the specifications contains additional safety provisions and requirements. This includes the use and placement of low level barricades, tubular markers, airport radios, checkered flags, rotating beacons on vehicles, etc. · Items C-140 describes staking requirements for work areas. · Sheets G2.1 – G2.4 show work area and phase area limits and describe their requirements in the Phase 1 plan set. Sheets G2.1 – G2.3 show work area and phase area limits and describe their requirements in the Phase 2 plan set. · Sheets G2.5 – G2.9 show limits of work areas and show closure requirements in Phase 1 plan set. Sheets G2.4 – G2.6 show limits of work areas and show closure requirements in Phase 2 plan set. · Airport security requirements are described in Item C-103. · Staging areas, haul routes and project access points are shown on the plans. · Refer to Sheet G2.3 for various work area sequencing, requirements, and restrictions in Phase 1 plan set. Refer to Sheet G2.2 for various work area sequencing, requirements, and restrictions in Phase 2 plan set. · All runway closures will take place during a swing shift from 12:00pm to 10:00pm. Phase 1 work areas will consist of 63 days of runway closure in total. Phase 2 work areas will consist of 28 days of runway closure in total. Refer to sheets G2.3 in phase 1 and G2.2 in phase 2 as well as individual work area sheets. 1020 SW Emkay Drive, Suite 100, Bend, OR 97702 PH. 541.322.8962 Fax 541.382.2423 As required in Section 80 of the General Provisions, the Contractor shall submit a proposed schedule for completion of the work 5-days prior to the pre-construction conference in order to allow the Airport to coordinate notification with airport users. XV. Construction Staking Construction staking shall be performed by the Contractor. Control monuments have been established and up to 5 additional monuments will be established prior to construction. Refer to Item C-140. Contractor shall do all staking. · Pavement Markings · Stake Subgrade, Subbase, Base Course, Stabilized Base Course, Milled Surface, Finished Pavement Surface · Layout Electrical Items · Drainage Items · Submit Survey Documentation to Engineer for Approval for all items as described in the specifications. XVI. Excavation and Base Construction · Geotechnical report for the project will be included as a reference document via Addendum. · Unsuitable Excavation and Subgrade Stabilization are estimated quantities. Soft areas have been observed on site. · Unsuitable material, strippings, vegetation/organic material shall be disposed of as directed in the Plans and Specs. · Provisions for Geogrid, if directed by the engineer. · P-209 Crushed Aggregate Base Course under airfield pavements. · Site Grading will result in excess soil that must be disposed of by the Contractor off site. No additional payment will be made for material disposal. 1020 SW Emkay Drive, Suite 100, Bend, OR 97702 PH. 541.322.8962 Fax 541.382.2423 XVII. Erosion Control · Erosion control plan is provided. · Refer to section C-102. XVIII. Paving · Both FAA P-403 and P-401 specification format for rock quality, gradation, and construction of AC. Refer to plans for locations of P-403 and P-401 AC. · Contractor Quality Control Program (CQCP) required. Refer to Item C- 100. Q/A & Q/C testing by Contractor is required. · Asphalt Acceptance testing performed by the Engineer. Contractor to take cores and provide them to the Engineer’s lab. · Tack Coat is required between all lifts and prior to overlay paving. · PG 58V-22 bituminous material for airfield pavements. · Provide mix designs for this project for both P-403 and P-401 Leveling course, if used, will require a separate mix design. The use of leveling course shall be at the contractor’s option in accordance with the Plans and Spec. · Test strip required for both P-403 and P-401. · Sawcut joints if pavement temperature is less than 185 degrees. · Profilograph testing will not be used. XIX. Testing Contractor required to conduct all testing, unless otherwise shown in the specifications. Test results are to be submitted to the Engineer. Testing includes: · Compaction testing · Survey grade checks · AC compaction testing · Concrete testing · All other material testing requirements in the specifications · All other testing in the specifications 1020 SW Emkay Drive, Suite 100, Bend, OR 97702 PH. 541.322.8962 Fax 541.382.2423 XX. Electrical · Salvage of existing electrical system and reinstallation per plans · Installation of LED Taxiway lights on existing base cans. Existing conduit shall be protected and mandrelled and cleared prior to the installation of new LED taxiway lighting. · Installation of LED Guidance signs on existing sign bases · Electrical vault reconfiguration for separate Taxiway A and B circuits. Alternatively new vault building. · New constant current regulators XXI. Storm Water · Infield grading and stormwater improvements. Replacing existing inlets which are damaged and have been assessed for removal. Cleaning out of stormwater pipes which have been clogged with sediment and have been assessed for cleaning. New pipes will be installed to improve shallow sloped pipes. Drainage structures in the pavement will be relocated outside the pavement limits. · New underdrains will be installed along the pavement edges and connected to the storm drain system. The underdrain system will include cleanouts for servicing spaced periodically along the drain. XXII. Water · Replacement of above ground fire hydrants. Connection to existing City water mains to be completed by City-approved wet-tap sub-contractor. Replacement of meter and double check valve assembly boxes. · Removal and abandonment of existing waterlines and associated manholes, above ground and inground fire hydrants and valves. Coordinate with Boeing Fire Department, City of Renton, and Renton Airport prior to shutdown of existing fire waterline. 1020 SW Emkay Drive, Suite 100, Bend, OR 97702 PH. 541.322.8962 Fax 541.382.2423 XXIII. Questions · Will the contractor be able to access multiple work area to reduce paving joints by doing a top lift at once along multiple work areas? i. The contractor can only have work areas concurrently that are allowed to be concurrent as stated in the plans. Furthermore, all transverse and longitudinal joints shall be offset across lifts and adjacent paving lanes in accordance with Items P-401 and P-403. · How do we handle cores when we can possibly do multiply lifts because of small work areas? i. That up to the contractor’s means and methods and risk tolerance. · What about contaminates of PFAS? i. The testing report is included in addendum #1. · Will the in-pavement lights need to be removed prior to paving? i. This is up to means and methods of the contractor. · What is included in the work anticipated for this September? i. Start acquisition of long lead time items, submittals and lighting vault work if awarded. · Clarification on runway swing shift areas? i. Work in red areas on the plans will be performed when the runway is closed during swing shift hours. All equipment must be outside of the ROFZ when the runway is open. See notes 3 and 7 on G2.2 in phase 1 plans and G2.3 in phase 2 plans. · Will any Boeing concrete be touched and need to be replaced. i. There is no rehab to the concrete on the Boeing aprons. 1020 SW Emkay Drive, Suite 100, Bend, OR 97702 PH. 541.322.8962 Fax 541.382.2423 ii. There is a possibility of encountering concrete below the asphalt. Construction details showing what to do when concrete is encountered under the pavement can be found in the paving details of the plan sets. iii. There is also the likelihood of encountering PCC slab at the connection to the runway. See detail 16/C1.12 in phase 1 plans and details 15/C1.8 and 16/C1.8 in phase 2 plans. · Reminders: i. Seaplane work (WA 5 and WA R5) cannot begin until after Labor Day. ii. Contract will not be signed until FAA grant is received.