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Ex_07_Geotechnical_Report
GEOTECHNICAL REPORT RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON HWA Project No. 2023-027-21 April 26, 2024 Prepared for Century West Engineering Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com April 26, 2024 HWA Project No. 2023-027-21 Century West Engineering 19515 N. Creek Parkway, Suite 312 Bothell, Washington 98011 Attention: Greg Reince, P.E. Subject: GEOTECHNICAL REPORT Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington Mr. Reince: As authorized, HWA GeoSciences Inc. (HWA) has completed a geotechnical and pavement engineering study for the Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign project in Renton, Washington. Our scope of work included logging the drilling of 25 geotechnical borings, performing pavement coring at 23 locations, performing Falling Weight Deflectometer (FWD) testing, performing 15 test pits and one attempted small scale Pilot Infiltration Test (PIT), laboratory testing, engineering analyses, and preparation of the attached report summarizing the investigation results and our recommendations. The work was performed to provide recommendations for rehabilitation/reconstruction of Taxiway A pavement. We appreciate the opportunity to provide geotechnical services on this project. Sincerely, HWA GEOSCIENCES INC. Seth Pemble, L.G. Bryan K. Hawkins, P.E. Geologist Senior Geotechnical Engineer Enclosure: Geotechnical Engineering Report Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 ...............................................................................14 2.5 LABORATORY TESTING .................................................................................15 3.0 SITE CONDITIONS ......................................................................................................16 3.1 SITE DESCRIPTION .........................................................................................16 3.2 GENERAL GEOLOGY ......................................................................................17 3.3 SUBSURFACE CONDITIONS ............................................................................18 3.4 GROUNDWATER CONDITIONS ........................................................................19 4.0 CONCLUSIONS AND RECOMMENDATIONS ..................................................................20 4.1 GENERAL .......................................................................................................20 4.2 FROST CONDITIONS .......................................................................................23 4.3 SUBGRADE STABILIZATION ...........................................................................25 4.4 DRAINAGE .....................................................................................................25 4.5 WET WEATHER EARTHWORK ........................................................................25 4.6 TEMPORARY EXCAVATIONS ..........................................................................26 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 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 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 2 HWA GEOSCIENCES INC. 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 groundwater conditions depicted are only for the specific date and location reported and, therefore, are not necessarily representative of other locations and times. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 3 HWA GEOSCIENCES INC. 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. 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 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-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. Core-17 Apron Service Road 3.0 - 5.0 Medium dense, sandy gravel. Core-18 Apron Service Road 3.0 18.0 - Buried HMA. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 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-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. 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 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-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. 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 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-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. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 8 HWA GEOSCIENCES INC. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 10 HWA GEOSCIENCES INC. 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 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 11 HWA GEOSCIENCES INC. 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 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 12 HWA GEOSCIENCES INC. 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 TWY A3, 6 ft North of Centerline 5 16.7 4.8 24.3 12.9 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 13 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 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 14 HWA GEOSCIENCES INC. 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. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 15 HWA GEOSCIENCES INC. 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 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, Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 16 HWA GEOSCIENCES INC. 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. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 17 HWA GEOSCIENCES INC. 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 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 18 HWA GEOSCIENCES INC. 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. 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 19 HWA GEOSCIENCES INC. 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 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). Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 20 HWA GEOSCIENCES INC. 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. 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. 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 based on proposed improvements. 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 21 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 22 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 23 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. 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 24 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). Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 25 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. 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 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 base above. Once the subgrade has been thoroughly compacted, the crushed base course should be placed above and compacted to 95 percent of modified Proctor. We anticipate some level of 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 HMA can be placed and compacted. Oscillating rollers could be used to minimize potential to induce further pumping. 4.4 DRAINAGE It is essential to 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 26 HWA GEOSCIENCES INC. 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 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 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 27 HWA GEOSCIENCES INC. 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. ◆ Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 28 HWA GEOSCIENCES INC. We appreciate this opportunity to be of service. If you have questions or require additional services, please contact either of the undersigned below. Sincerely, HWA GEOSCIENCES INC. Seth Pemble, L.G. Bryan K. Hawkins, P.E. Geologist Senior Geotechnical Engineer Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA © 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS AHE A D LA N E ON E M P H 15 SITE & EXPLORATION PLAN 2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN RENTON, WASHINGTONBASE 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS AHE A D LA N E ON E AHE 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, WASHINGTONBASE 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 TAX 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS MPH15 MP H15 MPH15 MPH15 RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN RENTON, WASHINGTONBASE 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS MPH15 MPH15 RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN RENTON, WASHINGTONBASE 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 TA X I W A Y A 2 TA X I W A Y A 1 FW D S T A . FW D S T A . TP-17 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 11 2023-027 FIGURE NO. PROJECT NO. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA COMPARISON OF Mr CALCULATION METHOD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 19 2023-027 FIGURE NO. PROJECT NO. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix A Field Exploration Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA %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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 GRAVELwith 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 groundsurface 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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. Otherhalf 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 ofcore. (GRAVEL BORROW FILL) Corehole was terminated at 24 inches below groundsurface. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 corebarrel. (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 groundsurface. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 groundsurface. Unable to core through PCC due to irregularsurface. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 groundsurface. Could not core through PCC due to roughsurface. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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, roundedGRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 24 inches below groundsurface. No groundwater seepage was encountered duringthe 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 intoCSBC. (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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 theexploration. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 GRAVELwith silt, moist. (CRUSHED BASE) Becomes gray at 12 inches below ground surface. Dense, brown, sandy, fine to coarse, rounded GRAVELwith silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 20 inches below groundsurface. No groundwater seepage was encountered duringthe 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 GRAVELwith 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 wasencountered 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 GRAVELwith silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 24 inches below groundsurface. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 GRAVELwith 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 duringthe 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GS 7 inches Hot Mix Asphalt.Very poor quality. Cored in 737 rutting and sealed alligatorcracking. 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 asit was out of reach of core barrel extension. Nogroundwater 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 andshell fragments. (FILL) Medium stiff, dark gray, sandy CLAY with shell fragments. (FILL) Corehole was terminated at 16 inches below groundsurface. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 GRAVELwith silt, moist. 6 inches Portland Cement Concrete. (PCC) Dense, brown, sandy, fine to coarse, rounded GRAVELwith silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 17 inches below groundsurface. No groundwater seepage was observed duringthe 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 GRAVELwith 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 asphaltdue to uneven surface. No groundwater seepage wasobserved 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 GRAVELwith silt, moist. Occassional brick chunks; good quality. (CRUSHED BASE) Corehole was terminated at 24 inches. No groundwaterseepage 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GS 4 inches Hot Mix Asphalt.1 lift, cracked through. Cored on sealed, low severitytransverse crack. (HMA) 14 inches Crushed Base. Very dense, brownish gray, sandy, fine to coarse, crushedGRAVEL with silt, moist. (CRUSHED BASE) Large, round, coarse (3") gravel encountered at 13 inchesbelow 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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, crushedGRAVEL 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 groundsurface. Could not core through concrete due to irregular surface. No groundwater seepage was observed duringthe 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 groundsurface. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 GRAVELwith silt, moist. (CRUSHED BASE) Becomes very dense at 9.5 inches, up to 3-inch spalls. Very dense, gray, silty, sandy, fine to coarse GRAVELwith cobbles, moist. (FILL) Corehole was terminated at 18 inches. No groundwaterseepage 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 S-2 GS GPGM 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 withsilt, moist.(GRAVEL BORROW FILL) Medium dense, brown and yellow brown mottled, silty SAND with scattered fine gravel, moist.(FILL) Medium dense, brown, sandy GRAVEL withscattered wood, moist. (GRAVEL BORROW FILL) Medium dense, brown and gray, sandy, fine tocoarse GRAVEL, moist to wet. (ALLUVIUM) Test pit was terminated at 8.6 feet below ground surface. Groundwater seepage was observed at8.5 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GM SM SM GPGM Loose, brown, silty, sandy, crushed GRAVEL with rootlets, moist.(FILL) 1 inch Asphalt.Hard, black, asphalted GRAVEL, moist. (ASPHALT) Medium dense, brown, silty, sandy, fineGRAVEL, moist.(FILL) Medium dense, brown, silty SAND with scattered gravel, moist. Loose to medium dense, brown and darkgrayish brown, silty SAND with organicpockets, 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 wasobserved 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 withabundant 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 at7.8 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 asphaltfragments or grindings, moist. Medium dense, brown, silty, sandy, fine GRAVEL, moist. Medium dense, dark gray, silty fine SAND andfine sandy SILT, with scattered wood, fineorganics, wood, and gravel, moist. Loose, dark gray, interlayered, fine to mediumSAND with silt and silty sand, with scattered wood and organics, moist to wet. Becomes wetat 6.3 feet bgs.(ALLUVIUM) Test pit was terminated at 7.5 feet belowground surface. Groundwater seepage wasobserved 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 sandySILT, moist. Loose to medium dense, brown, silty, fine to medium SAND, moist. Loose to medium dense, olive gray, silty, fineto medium SAND, moist to wet. (ALLUVIUM) Loose, gray, silty, fine to medium SAND, wet. Test pit was terminated at 9 feet below groundsurface. Slow groundwater seepage was observed at 5.3 feet below ground surface.Groundwater seepage and intrusion into test pitwas 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GS GM SM SM ML SPSM 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 andscattered 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 groundsurface. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GM SM SPSM ML SM Loose, brown, organic, SAND with silt, gravel and rootlets, moist.(TOPSOIL) Medium dense, brown, silty, sandy, finerounded GRAVEL, moist. (FILL) Dense, brown, silty, fine to medium SAND withgravel, moist. Loose to medium dense, gray, interlayeredSAND 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 withscattered fine organics, moist to wet. Test pit was terminated at 10 feet belowground surface. No groundwater seepage wasobserved 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GS GM SM ML SPSM SM 24 Medium dense, brown, silty, sandy, fine rounded GRAVEL, moist.(FILL) Dense, brown and gray mottled, silty SAND withgravel, 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 andsandy 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 at5.2 feet below ground surface during theexploration. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 SM ML SPSM 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, moistto wet. (ALLUVIUM) Loose, gray, SAND with silt and scattered decomposing wood fragments, wet. Test pit was terminated at 5.7 feet belowground surface. Groundwater seepage was observed at 5.25 feet below ground surfaceduring 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 S-2 GS GM GP SM GPGM 3 Loose, brown, silty, sandy, GRAVEL with rootlets, moist.(FILL) Medium dense, brown, sandy, poorly gradedGRAVEL 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 groundsurface. Groundwater seepage was observedat 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GM GPGM SM GPGM 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, siltySAND with gravel, moist. (FILL) Loose to medium dense, dark gray, sandyGRAVEL with silt, moist.(GRAVEL BORROW FILL) Test pit was terminated at 5.9 feet belowground surface. Groundwater seepage wasobserved 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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, fineGRAVEL 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 scatteredgravel, 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 at5.3 feet below ground surface during theexploration. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GPGM SM GPGM Loose, brown, organic, SAND with silt and gravel, moist.(TOPSOIL) Medium dense, brown, sandy, fine GRAVELwith silt, moist. (GRAVEL BORROW FILL) Very dense, gray, silty SAND with gravel andscattered cobbles, moist. Glacial till liketexture. (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 wasobserved at 5.2 feet below ground surfaceduring 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GS GPGM GPGM SM SPSM 6 Loose, brown, organic, SAND with silt and gravel, moist.(TOPSOIL) Medium dense, brown, sandy, fine GRAVELwith 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 graveland cobbles, moist. Glacial till like texture. (FILL) Loose, dark gray, fine to medium SAND withsilt, wet. (ALLUVIUM) Test pit was terminated at 7 feet below groundsurface. Groundwater seepage was observed at 6.3 feet below ground surface during theexploration. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA GM GM SM SM SPSM 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 tocoarse 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 tocoarse 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 wasobserved 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GS SM SM SPSM 8 Loose, brown, organic, SAND with silt and gravel, moist.(TOPSOIL) Dense, olive brown and gray mottled, silty SANDwith 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 withsilt and gravel, wet. (ALLUVIUM) Test pit was terminated at 5.25 feet below groundsurface. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 groundsurface. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GS, CBR,MD GPGMGPGM SM SPSM SPSM 12 Loose to medium dense, olibe brown, sandy, fine, rounded GRAVEL with silt, moist.(GRAVEL BORROW FILL) Medium dense, olive gray, sandy, fine, roundedGRAVEL with silt, moist. Dense, olive brown and yellow brown, silty SAND with gravel and cobbles, moist.(FILL) Medium dense, brown to dark grayish brown, finegravelly, SAND with silt and cobbles, moist. Loose, brown and gray, laminated, SAND with silt, wet. (ALLUVIUM) Test pit was terminated at 5 feet below groundsurface. Groundwater seepage was observed at4.6 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GS,CBR,MD GPGM 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 groundsurface. No groundwater seepage was observedduring 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GS,CBR,MD GM GPGM 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 groundsurface. Slow groundwater seepage was observedin 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GS, CBR,MD GPGM 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 observedin 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 GS,CBR,MD GPGM 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 GRAVELwith 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 groundsurface. 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA S-1 S-2 GP GM SM SM SP Loose, brown, SAND with silt and organics, moist.(TOPSOIL) Loose, olive brown, sandy, fine, crushedGRAVEL with silt, moist. (FILL) 1.5 inches Hot Mix Aspalt.(HMA) Medium dense, brown, sandy, fine GRAVELwith silt, moist. Orange brown mottling at base of gravel.(GRAVEL BORROW FILL) Medium dense, dark brown, organic, siltySAND with gravel and charcoal, moist. (FILL) Medium dense, olive gray and brown, siltySAND with gravel, charcoal, rubbish, andwood, moist. Loose, dark gray, poorly graded SAND, wet. (ALLUVIUM) Test pit was terminated at 6.75 feet below ground surface. Groundwater seepage wasobserved 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix B Laboratory Test Results Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix C Laboratory Test Results Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 in . 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix D Laboratory Test Results Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA Tested By: TS Checked By: CM Moisture-Density Relationship Dr 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA Tested By: TS Checked By: CM Moisture-Density Relationship Dr 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA Tested By: TS Checked By: CM Moisture-Density Relationship Dr 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 02468101214161820 85 90 95 100 105 CB R % Compaction Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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 Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix E Pavement Condition Photos Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-1. Core-1 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-2. Core-2 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-3. Core-3 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-4. Core-4 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-5. Core-5 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-6. Core-6 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-7. Core-7 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-8. Core-8 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-9. Core-9 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-10. Core-10 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-11. Core-11 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-12. Core-12 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-13. Core-13 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-14. Core-14 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-15. Core-15 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-16. Core-16 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-17. Core-17 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-18. Core-18 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-19. Core-19 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-21. Core-21 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-22. Core-22 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-23. Core-23 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-24. B-1 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-25. B-2 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-26. B-3 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-27. B-4 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-28. B-5 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-29. B-6 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-30. B-7 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-31. B-8 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-32. B-9 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-33. B-10 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-34. B-11 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-35. B-12 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-36. B-13 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-37. B-14 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-38. B-15 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-39. B-16 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-40. B-17 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-41. B-18 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-42. B-19 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-43. B-20 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-44. B-21 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-45. B-22 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-46. B-23 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-47. B-24 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-48. B-25 Pavement Condition. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix F Historical Photographs Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix F Historical Photographs Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA 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. Docusign Envelope ID: E0F8843B-A22A-4BE7-8E8C-B885793CB9BA