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HomeMy WebLinkAboutSP-22-012 Taxiway A - Supplemental - 1200 Airport Drive (13)Corporate Office: 20 Pomerleau Street, Suite 100 ● Biddeford, ME 04005 ● 207-286-8008 ● Fax 207-710-0000 Branch Offices: 177 Shattuck Way, Suite 1 West ● Newington, NH 03801 ● 603-427-0244 ● Fax 603-430-2041 44 Wood Avenue, Suite I ● Mansfield, MA 02048 ● 508-623-0101 www.rwgillespie.com 01 March 2022 (Revised) 24 January 2022 (Revised) 29 December 2021 Amanda M. Sheridan, P.E. McFarland Johnson, Inc. 53 Regional Drive Concord, NH 03301 Via Email: asheridan@mjinc.com Subject: Geotechnical Engineering Evaluation Reconstruct Taxiway A Burlington International Airport South Burlington, Vermont RWG&A Project No. 1569-014 Dear Ms. Sheridan: In accordance with McFarland Johnson, Inc.’s (MJ) request and authorization, R.W. Gillespie & Associates, Inc. (RWG&A) has completed a subsurface exploration and laboratory testing program for the subject project. The services were completed in general accordance with RWG&A Proposal No. P-10878.GI revision 02 December 2021. This report has been revised to provide the result of an additional laboratory California Bearing Ratio test of a bulk sample from borings C-7/C-8. This enclosed report supersedes the report dated 24 January 2022 in its entirety. All printed copies of the prior report should be destroyed or returned to RWG&A, and all digital copies should be removed from digital storage media. The scope of services, as performed, included the following: 1.Drilled, logged, and sampled thirteen (13) test borings in pavement designated C-1through CB-13 and ten (10) soil borings in turf areas designated SW-1 through SW-10.The exploration locations were selected by MJ. Asphaltic pavement was cored at theexplorations located in pavement. 2.Installed and removed ten (10) temporary polyvinyl chloride pipes (PVC) in turf areassouth of Taxiway A for infiltration testing. Conducted falling head borehole permeametertests in temporary PVC pipes installed at SW-1 through SW-10. 3.Completed three (3) field California Bearing Ratio (CBR) tests in boreholes B-2, B-7 andB-10 at depths of about 33 to 50 inches below ground surface. Recovered composite bulk R.W. Gillespie & Associates, Inc. Page 2 of 6 RWG&A Project No. 1569-014 01 March 2022 (Revised) 4.samples from each field CBR test location for use in laboratory moisture densityrelationship and CBR testing. 5.Recovered topsoil samples from turf area borings for nutrient testing. 6.Completed sieve analyses of eleven (11) soil samples, sieve/hydrometer analyses oftwenty-two (22) soil samples, nine (9) Atterberg Limits tests, and laboratory CBR withmoisture-density relationship tests on three (3) composite bulk soil samples. 7.Prepared this summary of the services together with the final exploration logs. Theapproximate project location is shown on Figure 1, Locus Map. The approximateexploration locations are shown on Figure 2, Exploration Location Plan. The explorationlocations were selected and marked in the field by MJ prior to conducting theexplorations. Test borings C-3 through C-12 and SW-1 through SW-4 were drilled on 29 and 30 November 2021 and 01 December 2021 by Crawford Drilling Services, LLC of Gardner, Massachusetts using a track-mounted Geoprobe 78822DT drill rig. Test borings C-1, C-2, C-13, and SW-5 through SW-10 were drilled on 06 December 2021 by Northern Test Boring, Inc. of Gorham, Maine using a track mounted drill rig. Borings were conducted using hollow-stem augers with split-barrel samples generally taken at 2 to 5-foot intervals. Test boring activities were coordinated and monitored by RWG&A personnel who prepared the exploration logs. The soils were described in the field in general accordance with ASTM D2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure) and re-described based on the results of laboratory testing. Logs of the test borings prepared by RWG&A are provided in Appendix A. Asphalt pavement was cored with a 4-inch and 8-inch diameter core bit at borings located in paved areas. The cores were returned to RWG&A’s laboratory and photographed; photographs are provided in Appendix B of this report. Topsoil thickness was measured at each boring in turf and is indicated on the exploration logs. The field CBR tests were performed in accordance with ASTM D 4429-09a Standard Test Method for CBR (California Bearing Ratio) of Soils in Place. The field CBR tests were conducted at depths of 33 to 50 inches below ground surface and were accomplished by sampling to the planned test depth with a 3-inch diameter split-spoon sampler, manually compacting materials at the test depth, and using the drill rig frame to mount the field CBR equipment and resist the test loads. Laboratory testing was performed on soil samples recovered from the exploration program to assist in description of the soils and estimation of engineering properties. Tests were conducted at the RWG&A soil and materials testing laboratory in Biddeford, Maine, which is accredited by the American Association of State Highway and Transportation Officials (AASHTO) for the tests performed. All tests were performed in general accordance with the following methods and procedures: •ASTM D2216, Standard Test Method for Laboratory Determination of Water (Moisture)Content of Soil and Rock by Mass. R.W. Gillespie & Associates, Inc. Page 3 of 6 RWG&A Project No. 1569-014 01 March 2022 (Revised) •ASTM D6913/6913M – 17, Standard Test Methods for Particle-Size Distribution(Gradation) of Soils Using Sieve Analysis •ASTM D1140, Standard Test Method for Amount of Material in Soils Finer Than the No.200 (75-μm) Sieve by Washing. •ASTM D4318 – 17e1, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils •ASTM D1557 – 12e1, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)) •ASTM D1883, Standard Test Method for California Bearing Ratio (CBR) of Laboratory- Compacted Soils. Laboratory results have been summarized in tabular form. Exploration logs and individual laboratory results are also presented in the appendices. A summary of the data is as follows: Table I, Summary of Sieve Analyses Table II, Summary of Field CBR Values Table III, Summary of Laboratory CBR Values TABLE IV, Gradation Comparison to FAA items P-209 and P-154 TABLE V, Blend Evaluation with Additional Stone Figure 1, Locus Map Figure 2, Exploration Location Plan APPENDIX A. Exploration Logs APPENDIX B. Asphaltic Pavement Core Photographs APPENDIX C. Field CBR Test Results APPENDIX D. Sieve and Hydrometer Test Results APPENDIX E. Atterberg limits Test Results APPENDIX F. Moisture-Density Relationship Test Results APPENDIX G. Laboratory CBR Test Results APPENDIX H. Topsoil Analytical Tests TAXIWAY A The following summarizes subsurface conditions encountered. Please refer to the exploration logs in Appendix A for descriptions of subsurface conditions encountered at specific locations. Asphalt: Asphalt was cored prior to drilling the test borings located in pavement. The measured asphalt pavement thickness ranged from about 13.5 to 16 inches in test borings C-1 through C-12; the pavement thickness observed in test boring C-13 was 4.5 inches. Topsoil: Topsoil and organic material was observed in the test borings drilled in infield turf areas. The measured topsoil and organic material thickness ranged from about 4 to 12 inches. The results of the topsoil nutrient testing will be provided under separate cover. R.W. Gillespie & Associates, Inc. Page 4 of 6 RWG&A Project No. 1569-014 01 March 2022 (Revised) Subsurface Soil Conditions: Beneath the asphaltic pavement and/or topsoil, soils generally consisted of fill over naturally deposited sand with varying amounts of silt extending to boring termination depth. The fill soils generally consisted of sand and gravel with varying amounts of silt (USCS classifications: GW-GM, GP-GM, SP-SM, and SM) and extended to naturally deposited soils at depths of about 1.7 to about 2.1 feet below ground surface. The naturally deposited soil generally consisted of loose to medium dense sand with varying amounts of silt to sandy silt (USCS classifications: SP, SP-SM, SM, and ML) which have medium to high frost susceptibility. The naturally deposited soils extended to the boring termination depths and refusal surfaces were not encountered. Groundwater: Free water was not observed within the vertical reach of the explorations at the time of drilling. The absence of free water data on the exploration logs implies no groundwater data is available but does not necessarily mean that groundwater will not be encountered at these locations within the vertical reaches of the explorations in the future. Groundwater levels at the site will fluctuate due to season, temperature, rainfall and construction activity in the area; therefore, water levels during and following construction will vary from those observed in the explorations. California Bearing Ratio: Laboratory CBR tests were conducted on composite bulk samples recovered from 2 to 5 feet below ground surface. CBR values ranged from 15.6 to 63.2 for soils compacted between 96.8 percent and 97.0 percent of the maximum dry density, as determined by ASTM D1557. Field CBR’s were conducted at depths of about 33 to 50 inches below ground surface. The field CBR test results ranged from 14.9 to 29.0. The variance in results for the CBR’s could be attributed to variation in soil type, relative density, and/or soil disturbance. It is anticipated that the reconstruction of the taxiway would either be a full-depth reconstruction or a limited depth rehabilitation. RWG&A determined the recommended subgrade CBR value for pavement section design be in general accordance with FAA document AC 15015320-6F, Airport Pavement Design and Evaluation. RWG&A recommends a design CBR value of 11 be used for pavement section thickness design. Reuse of On-site Soils: RWG&A evaluated the suitability of the existing pavement section base materials for reuse as Federal Airport Administration (FAA) Item P-154 Subbase Course and FAA Item P-209 Base Course. RWG&A’s evaluations were based on the results of the laboratory tests performed on recovered base course materials and is considered suitable for planning purposes only. The results of the laboratory gradation testing indicate the in-place base course materials do not meet FAA Item P-209 or FAA Item P-154 (see Table IV, attached). RWG&A evaluated a blend of in-place base with Vermont Agency of Transportation (VTRANS) Item 704.02c 1-1/2-inch stone. The evaluation indicated that an approximately 3 parts base to 1 part stone blend would be needed to meet FAA Item P-154 but blends with VTRANS Item 704.02c would not meet FAA item P-209 (see Table V, attached). Reclaiming the existing asphalt pavement and the base material might yield a blend that meets FAA P-209 and/or P-154. RWG&A can provide a proposal for pavement extraction gradation testing to determine if a blend is achievable, if requested. R.W. Gillespie & Associates, Inc. Page 5 of 6 RWG&A Project No. 1569-014 01 March 2022 (Revised) Stormwater Infiltration Areas: Field infiltration tests were performed at test borings SW-1 through SW-10 in naturally deposited soils. The tests were performed using the borehole method in Subchapter 4 of the Vermont Stormwater Treatment Standards, 2017. In accordance with the borehole test procedure, the PVC-cased boreholes were filled with water to and allowed to pre-soak for 24 hours. RWG&A’s personnel performed the saturated hydraulic conductivity (Ksat) test procedures described in the manual. The tests were performed four times at each location. Seasonal high groundwater (SHWT) levels were estimated using observed redoximorphic features of recovered SPT samples. The following table contains the average measured Ksat rates, observed groundwater and interpreted SHWT depth, and refusal depth. The test depth shown in the table is the bottom of the PVC casing. Location Estimated Depth to SHWT (feet) Measured Depth to Groundwater (feet) Depth to Refusal (feet) Bottom of Infiltration Test Borehole (feet) Measured Infiltration Rate* (inches/hour) SW-1 9.0 Below 10 Below 10 8.0 26.4 SW-2 9.0 Below 10 Below 10 8.0 15.6 SW-3 7.5 Below 10 Below 10 6.5 3.6 SW-4 5.5 Below 10 Below 10 4.5 9.8 SW-5 5.5 Below 10 Below 10 4.5 22.5 SW-6 9.0 Below 10 Below 10 8.0 18.3 SW-7 6.0 Below 10 Below 10 5.0 5.2 SW-8 5.5 Below 10 Below 10 4.5 9.1 SW-9 9.5 Below 10 Below 10 8.5 22.8 SW-10 9.5 Below 10 Below 10 8.5 8.6 *Measured with 2-feet of hydraulic head on bottom of test hole. Infiltration rates and hydraulic conductivities are affected by soil and groundwater conditions near the test location and are based on short-term conditions. Water quality, frequency of infiltration, maintenance, and site variability will affect long-term infiltration rates. Therefore, short-term infiltration rates from field tests should be factored to account for reductions in filtration capacity with time and uncertainties. The value provided above is unfactored; that is, it has not been adjusted to provide factors of safety, which should be determined by the designer. The Vermont Stormwater Manual recommends a minimum factor of safety of 2. Topsoil: The measured topsoil thicknesses in test borings drilled in turf areas ranged from 4 to 12 inches. The results of the topsoil nutrient testing from test borings SW-1, SW-2, and SW-3 indicated that fertilizer containing magnesium would be needed for new turf seeding. The analytical testing laboratory recommends the following fertilizer mixtures be applied per 1,000 square feet based on the analyzed sample: Boring Designation Fertilizer per 1,000 square feet SW-1 20 pounds of 10-20-10 or 40 pounds of 5-10-5 SW-2 20 pounds of 10-5-10 SW-3 8 pounds of 24-0-11 or 10 pounds of 20-0-20 R.W. Gillespie & Associates, Inc. Page 6 of 6 RWG&A Project No. 1569-014 01 March 2022 (Revised) A landscape architect and/or horticulturist should be consulted on organic matter, composition, seeding, and amendments needed for turf growth. CLOSURE We trust the foregoing meets McFarland Johnson, Inc.’s present needs, and if you have any questions, please contact us. Sincerely, R. W. GILLESPIE & ASSOCIATES, INC. Daniel E. Burgess Geotechnical Engineer Marc R. Grenier, P.E. Senior Geotechnical Engineer DEB/MRG:md Attachments: Table I, Summary of Sieve Analyses Table II, Summary of Field CBR Values Table III, Summary of Laboratory CBR Values TABLE IV, Gradation Comparison to FAA items P-209 and P-154 TABLE V, Blend Evaluation with Additional Stone Figure 1, Locus Map Figure 2, Exploration Location Plan APPENDIX A. Exploration Logs APPENDIX B. Asphaltic Pavement Core Photographs APPENDIX C. Field CBR Test Results APPENDIX D. Sieve and Hydrometer Test Results APPENDIX E. Atterberg limits Test Results APPENDIX F. Moisture-Density Relationship Test Results APPENDIX G. Laboratory CBR Test Results APPENDIX H. Topsoil Laboratory Tests G:\PROJECTS\1500\1569\1569-014\REPORT\2022-03-01 REVISED GI REPORT 1569-014.DOCX 03/01/2022 TABLE I Summary of Sieve AnalysesReconstruct Taxiway A - Burlington International AirportBurlington, Vermont Sieve Analysis C-1/S-1 1.7-3.2 100 100.0 100 100 100 99.1 95.3 82.5 58.7 23.8 12.4 9.9 0.2 C-1/S-3 10-12 100 100 100 100 100 99.7 99.3 98.9 94.1 38.2 15.2 9.2 0.5 C-2/S-1 1.7-3.2 100 100 100 99.1 99.1 99.0 97.8 91.4 66.5 28.6 13.2 8.5 0.0 C-2/S-2 5-7 100 100 100 100 100 99.6 98.3 94.1 75.1 18.8 7.6 4.8 -- C-3/S-1-A 1.2-1.7 100 100 100 75 67 47.5 29.7 18.4 13.4 9.5 7.7 7.0 -- C-3/S-1-B 1.7-3.2 100 100.0 100 100 100 99.1 97.7 95.2 78.2 34.7 13.9 6.2 0.0 C-3/S-4 9-11 100 100 100 100 100 100 100 99.9 99.9 99.2 74.5 37.4 0.7 C-4/S-1-A 1.2-1.7 100 100 100 74 66 46 29 19.9 15.3 10.5 8.2 7.1 -- C-4/S-1-B 1.7-3.2 100 100 100 100 100 99.4 97.7 92.0 72.1 24.2 10.0 5.4 0.2 C-4/S-2 5-7 100 100 100 100 100 100 100 99.9 99.3 81.3 37.3 17.7 2.3 C-5/S-1-A 1.2-1.7 100 100 100 83 77 60 47 39.2 34.4 25.6 17.9 12.3 -- C-5/S-1-B 1.7-3.2 100 100 100 100 100 97.7 95.5 92.2 75.1 21.4 8.4 5.4 0.2 C-5/S-3 7-9 100 100 100 100 100 100 100 99.7 97.5 88.2 79.6 60.2 0.4 C-6/S-1-A 1.2-1.8 100 100 100 76 67 52 41 34.8 30.6 22.4 15.6 11.1 -- C-6/S-1-B 1.8-3.2 100 100 100 100 100 99.3 98.5 96.1 84.4 35.7 14.3 7.6 0.0 C-6/S-4 9-11 100 100 100 100 100 100 100 100 99.9 93.9 42.1 18.5 0.2 C-7/S-1-A 1.2-1.8 100 100 100 75 66 53 43 37 31.3 21.2 14.7 10.5 -- C-7/S-1-B 1.8-3.2 100 100 100 100 100 97.5 90.0 64.6 38.9 13.1 7.5 5.6 0.3 GW-GM GP-GM SM GP-GM GP-GM Boring/ Sample Number Depth of Sample, ft 1" Percent Passing Screen or Sieve Size 103/8"42" USCS 20 40 80 1403/4"1/2" SP SP-SM SM SM SP-SM SP-SM 200 % Finer than 0.02 mm SP-SM ML SP-SM SM SP-SM SP-SM SP-SM Summary of Sieve Analyses Reconstruct Taxiway A - Burlington International Airport Burlington, Vermont Sieve Analysis C-7/S-2 5-7 100 100 100 100 100 99.3 97.9 92.3 66.9 18.0 7.2 4.5 -- C-8/S-1-A 1.3-1.8 100 100 100 68 61 46.1 36.4 30.5 26.7 18.7 13.2 9.6 -- C-8/S-1-B 1.8-3.3 100 100 100 100 100 99.9 99.3 96.3 82.5 46.5 14.8 7.3 0.0 C-8/S-2 7-9 100 100 100 100 100 100 100 99.9 98.9 68.6 30.9 13.6 0.3 C-9/S-1 1.8-3.3 100 100 100 100 100 98.2 95.6 87.7 55.5 10.5 5.8 4.0 -- C-9/S-4 9-11 100 100 100 100 100 100 100 99.9 98.5 53.8 18.6 8.6 0.0 C-10/S-1 1.7-2.1 100 100 100 96.1 90.5 74.0 57.5 45.7 37.1 23.9 15.3 10.8 3.1 C-10/S-2 5-7 100 100 100 100 100 99.5 98.5 96.1 88.8 57.9 27.9 14.6 1.0 C-11/S-1 1.3-2.1 100 100 98.2 82.0 77.3 66.4 55.2 47.9 41.4 28.1 19.0 13.3 3.6 C-11/S-3 7-9 100 100 100 100 100 99.1 98.7 98.0 91.7 30.3 20.7 6.5 0.2 C-12/S-1-A 1.2-1.7 100 100 100 81 75 60.6 48.2 40.1 24.2 24.0 16.6 11.9 -- C-12/S-1-B 1.7-3.2 100 100 100 100 100 98.0 95.5 89.7 69.4 28.5 12.4 7.6 0.0 C-12/S-4 9-11 100 100 100 100 100 98.3 97.9 97.5 96.4 83.6 45.8 19.4 0.2 C-13/S-1 0.3-0.8 100 100 100 86.4 70.1 44.9 40.9 31.3 26.7 23.2 14.9 7.3 -- C-13/S-2 0.8-2.3 100 100 100 100 100 98.4 96.1 89.4 65.0 17.7 7.9 5.3 0.0 C-1/C-2 Bulk 2-5 100 100 99.3 96.9 94.7 89.9 84.7 78.7 66.7 41.2 24.8 18.8 -- C-7/C-8Bulk 2-5 100 100 99.3 97.5 96.2 93.8 88.4 75.9 51.1 21.8 13.6 9.9 -- C-10/C-11 Bulk 2-5 100 98.8 96.7 94.5 92.5 86.2 77.6 69.4 56.4 29.1 16.7 12.1 -- SP-SM SP GP-GM SP-SM SM SP SP-SM SM 3/4" SP-SM SW-SM 2" Boring Number Depth of Sample, ft Percent Passing Screen or Sieve Size 80 2002041401" % Finer than 0.02 mm3/8" SP-SM USCS 10 SP-SM SP-SM TABLE I (Continued) SP-SM GW-GM 1/2"40 SM SM SM Summary of Field CBR Values Project: Client: McFarland Johnson, Inc.RWG&A Project No: 1569-014 Location: South Burlington, Vermont Date: 50 14.9 November 2021 Depth (in)CBR Value at 0.1 Inches of Penetration C-2 38 Reconstruct Taxiway A, Burlington International Airport 16.4C-7 Boring Location 33 C-10 TABLE II 29.0 Summary of Laboratory CBR Values Project: RWG&A Project No:1569-014 Client: McFarland Johnson, Inc. Location:Burlington, Vermont Date: TABLE III 97.3%/ 17.9 96.8%/ 63.2C-1/C-2 2-5 C-7/C-8 Boring Location November 2021 Sample Depth (feet)Percent Max. Dry Density/ CBR Value Reconstruct Taxiway A, Burlington International Airport 2-5 C-10/C-11 2-5 97.0%/ 15.6 Corporate Office: 20 Pomerleau Street, Suite 100 ● Biddeford, ME 04005 ● 207-286-8008 ● Fax 207-286-2882 Branch Offices: 177 Shattuck Way, Suite 1 West ● Newington, NH 03801 ● 603-427-0244 ● Fax 603-430-2041 44 Wood Avenue, Suite I ● Mansfield, MA 02048 ● 508-623-0101 www.rwgillespie.com TABLE IV Gradation Comparison to FAA Items P-209 and P-154 Reconstruct Taxiway A – Burlington International Airport Burlington, Vermont Sieve Size Average Base Course Gradation, Percent Passing FAA Item P-209 Gradation, Percent Passing FAA Item P-154 Gradation, Percent Passing 2 Inch 100.0 100 100 1-1/2 Inch 100.0 95-100 1 Inch 100.0 70-95 3/4 Inch 76.1 55-85 1/2 Inch 68.4 3/8 Inch 57.9 #4 52.1 30-60 #8 43.5* #10 39.2 20-100 #16 25.4* #20 31.3 #30 27.5* 12-30 #40 26.6 5-60 #50 20.4* #80 18.8 #100 14.0* #140 13.4 #200 9.9 0-5 0-8 *Percent passing interpolated by straight line interpretation.Numbers in bold indicate blend does not meet the requirements of that sieve. Corporate Office: 20 Pomerleau Street, Suite 100 ● Biddeford, ME 04005 ● 207-286-8008 ● Fax 207-286-2882 Branch Offices: 177 Shattuck Way, Suite 1 West ● Newington, NH 03801 ● 603-427-0244 ● Fax 603-430-2041 44 Wood Avenue, Suite I ● Mansfield, MA 02048 ● 508-623-0101 www.rwgillespie.com TABLE V Blend Evaluation With Additional Stone Reconstruct Taxiway A – Burlington International Airport Burlington, Vermont Sieve Size Average Base Course Gradation, Percent Passing Vermont VTRANS 1-1/2 inchCrushedStone Grad Blend Gradation, 6-inches of Stone, Percent Passing FAA Item P-209 Gradation, Percent Passing FAA Item P-154Gradation, Percent Passing 2 Inch 100.0 100.0 100.0 100 100 1-1/2Inch 100.0 95.0 97.5 95-100 1 Inch 100.0 80.0 90.0 70-95 3/4 Inch 76.1 35.0 55.5 55-85 1/2 Inch 68.4 0.0 34.2 3/8 Inch 57.9 0.0 28.9 #4 52.1 0.0 26.0 30-60 #8 43.5* 0.0 21.8 #10 39.2 0.0 19.6 20-100 #16 25.4* 0.0 17.7 #20 31.3 0.0 15.7 #30 27.5* 0.0 13.8 12-30 #40 26.6 0.0 13.3 5-60 #50 20.4* 0.0 10.2 #80 18.8 0.0 9.4 #100 14.0* 0.0 7.0 #140 13.4 0.0 6.7 #200 9.9 0.0 5.0 0-5 0-8 *Percent passing estimated using straight line interpolation.Numbers in bold indicate blend does not meet the requirements of that sieve. SITE FIGURE 1 LOCUS MAP GEOTECHNICAL EVALUATION RECONSTRUCT TAXIWAY A BURLINGTON INTERNATIONAL AIRPORT SOUTH BURLINGTON, VERMONT MARCH 2022 PROJECT NO. 1569-014 SOURCE:USGS 7.5-MINUTE TOPOGRAPHIC QUADRANGLE OF BURLINGTON, VT, DATED 2021. 2000 3000 4000 SCALE, FEET 0 Geotechnical Engineering ● Materials Testing ServicesEnvironmental Consulting ● www.rwgillespie.com G:\PROJECTS\1500\1569\1569-014\AutoCAD\FIG 1, LOCUS MAP 1569-014.dwg, 12/03/2021 4:19:15 PM, 1. DWG To PDF.pc3 C-3C-4C-5C-6C-7C-8C-9C-10C-11C-12SW-1SW-6SW-3SW-4C-1C-2SW-9SW-10SW-8SW-7SW-5SW-2C-13FIGURE 2EXPLORATION LOCATION PLAN GEOTECHNICAL EVALUATION BURLINGTON INTERNATIONAL AIRPORT SOUTH BURLINGTON, VERMONTMARCH 2022PROJECT NO. 1569-014Geotechnical Engineering ● Materials Testing ServicesEnvironmental Consulting ● www.rwgillespie.comLEGEND:APPROXIMATE LOCATION OF SOIL BORING DRILLED 29 NOVEMBER TO 06 DECEMBER 2021.SOURCE:© GOOGLE EARTH 2020 IMAGE.C-1G:\PROJECTS\1500\1569\1569-014\AutoCAD\FIG 2, ELP 1569-014.dwg, 12/23/2021 10:26:02 AM, 1. DWG To PDF.pc3 R.W. Gillespie & Associates, Inc. RWG&A Project No. 1569-014 01 March 2022 (Revised) APPENDIX A EXPLORATION LOGS Geotechnical Engineering Evaluation Reconstruct Taxiway A Burlington International Airport South Burlington, Vermont RWG&A, Inc. soil descriptions are based on the following criteria. Descriptive terminology is used to denote the grain size and percentage of each component. The soil descriptions are based on visual-manual classification procedures, Standard Penetration Test results, and the results of laboratory testing on selected soil samples, where available. The Unified Soil Classification Group Symbol will be indicated in capital letters. COMPONENT DEFINITIONS BY GRADATION SIEVE LIMITS Materials Definitions Fractions Upper Lower Boulders Material too large to pass through an opening 12 in. square. Cobbles Material passing through a 12 in. opening and retained on the 3 in. sieve. Gravel Material passing the 3 in. sieve and retained on 1/4" (No. 4 sieve). Coarse Fine 3 in. 3/4 in. 3/4 in. 1/4 in. Sand Material passing the No. 4 sieve and retained on the No. 200 sieve. Coarse Medium Fine No. 4 (1/4") No. 10 (1/8") No. 40 (1/32") No. 10 (1/8") No. 40 (1/32") No. 200 Silt Material passing the No. 200 sieve which is usually non- plastic in character and exhibits little or no strength when air dried. No. 200 Clay Material passing the No. 200 sieve which can also be made to exhibit plasticity within a certain range of moisture contents and which exhibits considerable strength when air dried. No. 200 SOIL DESCRIPTION General Soils are described as to the Unified Soil Classification Systems Group Symbol, density or consistency, color, grain size distribution and other pertinent properties such as plasticity and dry strength. The RWG&A order of descriptors is as follows: 1. USCS Group Name and Symbol, or Fill 2. Density or Consistency 3. Moisture 4. Grain Size & Constituent percentages 5. Other pertinent descriptors 6. Color DESCRIPTIVE TERMINOLOGY DENOTING COMPONENT PROPORTIONS Descriptive Terms Range of Proportions Noun (major component) 50% Adjective (secondary component) 20 - 50% Some (third component) 25 - 45% Little (second or third component) 15 - 25% Few (second or third component) 5 - 15% Trace 0 - 5% With Amount of component not determined. Used as a conjunction only. Does not indicate component percentile OTHER DESCRIPTIVE TERMS Where appropriate, geological classifications are also used (Glacial Till, etc.) TYPICAL DESCRIPTIONS SAND WITH SILT (SP-SM): Medium dense, moist, coarse to medium sand, few silt, brown. FILL; Loose, dry, fine sand, some gravel and silt, with brick and concrete fragments, dark brown. SILTY CLAY (CL); Very stiff, moist, silty clay, olive-brown. DENSITY OR CONSISTENCY OF SOILS COHESIVE SOILS Consistency of Cohesive Soils Standard Penetration Test (Blows Per Foot) (N) Undrained Shear Strength (TSF) Very Soft 0 - 2 Below 0.13 (250 psf) Soft 2 - 4 0.13 to 0.25 (to 500 psf) Medium 4 - 8 0.25 to 0.5 (to 1,000 psf) Stiff 8 - 15 0.5 to 1.0 (to 2,000 psf) Very Stiff 15 - 30 1.0 to 2.0 (to 4,000 psf) Hard Over 30 over 2.0 (over 4,000 psf) Consistency of cohesive soils is based upon field vane shear, torvane, or pocket penetrometer, or laboratory vane shear or Unconsolidated-Undrained Triaxial Compression tests. Consistency of cohesive soils is based upon the Standard Penetration test when no other data is available. COHESIONLESS SOILS Density of Standard Penetration Test Cohesionless Soils (Blows per Foot) (in) Very Loose 0 - 4 Loose 4 - 10 Medium Dense 10 - 30 Dense 30 - 50 Very Dense over 50 PENETRATION RESISTANCE STANDARD PENETRATION TEST (ASTM D1586) - a 2.0-inch diameter, 1-3/8 inch inside diameter split barrel sample is driven into soil by means of a 140-pound weight falling freely through a vertical distance of 30 inches. The total number of blows required for penetration from 6 to 18 inches is the Standard Penetration Resistance (N). COBBLES AND BOULDERS The percentage of cobbles and boulders is estimated visually where possible. Descriptive Term Estimated Percentage Very Few 0 - 10% Few 10 - 25% Common 25 - 40% Numerous 40 - 50% If the percentage cannot be determined, as in a typical test boring, then use “with” to indicate the presence of cobbles and/or boulders. (i.e., gravelly sand with cobbles and boulders). FILLS The following terminology is used to denote size range of man-made materials within fill deposits: Comparative Size Range Soil Terms <No. 200 Sieve Silt - size No. 200 to 1/4 in. Sand - size 1/4 in. to 3 in. Gravel - size 3 in. to 12 in. Cobble - size >12 in. Boulder - size SUPPLEMENTAL SOIL DESCRIPTION TERMINOLOGY Term Example Seam Typically 1/16 to 1/2 inch thick 1/4 inch sand seams Layer Greater than 1/2 inch thick 2-inch sand layers Occasional One or less per foot of thickness Frequent More than one per foot of thickness Interbedded Alternating soil layers of different composition Varved Alternating thin seams of silt and clay Mottled Variations in color © R. W. Gillespie & Associates, Inc. 2008-12-17 G:\MASTERS\FIELD\2008-12-17 Soil Description and Classification.doc 0 5 10 15 20 25 30 S-1-A S-1-B S-2 S-3 ASPHALTIC PAVEMENT (14 inches). FILL;Gravel with silt and sand, dry, coarse to fine sand, fine gravel, few silt,brown. SAND WITH SILT (SP-SM); Medium dense, dry to moist, medium to finesand, few silt, tan to gray. Bottom of Exploration at 12'; Not refusal. 16 11 14 17161917 5677 5677 13 13 5.5 6.7 MC GSHYD MCGSHYD Boring Log: C-1 Sheet 1 Total Depth (ft): 12 of Project Name: Reconstruct Taxiway A Drilling Co.: Northern Test Boring RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Mike Nadeau Client: McFarland Johnson, Inc.Date Started: 12/06/2021 RWG&A Representative: Tom Snow Date Completed: 12/06/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 2-1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes: Sample S-1 obtained with 3 inch diameter sampler.DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1-A S-1-B S-2 S-3 ASPHALTIC PAVEMENT (14.5 inches). FILL;Gravel with silt and sand, dry, coarse to fine sand, fine gravel, few silt,brown. SAND WITH SILT (SP-SM); Dense, dry, medium to fine sand, trace finegravel, few silt, brown. SAND (SP); Medium dense, dry to moist, medium to fine sand, trace silt,tan. Orange oxidation lense (1/8"). Bottom of Exploration at 12'; Not refusal. 20 15 17 27272621 4579 4655 12 11 4.7 3.1 MC GSHYD MCGS Boring Log: C-2 Sheet 1 Total Depth (ft): 12 of Project Name: Reconstruct Taxiway A Drilling Co.: Northern Test Boring RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Mike Nadeau Client: McFarland Johnson, Inc.Date Started: 12/06/2021 RWG&A Representative: Tom Snow Date Completed: 12/06/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 2-1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes: Sample S-1 obtained with 3 inch diameter sampler.DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1-A S-1-B S-2 S-3 S-4 ASPHALTIC PAVEMENT (14 inches). FILL;Gravel with silt and sand, dry, coarse to fine sand, fine gravel, few silt,brown. SAND WITH SILT (SP-SM); Loose, dry, medium to fine sand, few silt,tan. SILTY SAND (SM); Loose, dry to moist, fine sand, some silt, tan to gray. Bottom of Exploration at 11'; Not refusal. 19 12 14 17 37362323 444444446545 8 8 9 5.51.5 9.5 MCGSMCGSHYD MCGSHYDAL Boring Log: C-3 Sheet 1 Total Depth (ft): 11 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 12/01/2021 RWG&A Representative: Tom Snow Date Completed: 12/01/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes: Sample S-1 obtained with 3 inch diameter sampler.DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1-A S-1-B S-2 S-3 S-4 ASPHALTIC PAVEMENT (14 inches). FILL;Gravel with silt and sand, dry, coarse to fine sand, fine gravel, few silt,brown. SAND WITH SILT (SP-SM); Medium dense, dry, medium to fine sand, fewsilt, tan. SILTY SAND (SM); Medium dense, dry, fine sand, little silt, tan. Becomes moist. Bottom of Exploration at 11'; Not refusal. 20 17 15 16 36252518 455667557677 10 12 13 5.51.5 4.0 MCGSMCGSHYD MCGSHYDAL Boring Log: C-4 Sheet 1 Total Depth (ft): 11 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 11/30/2021 RWG&A Representative: Tom Snow Date Completed: 11/30/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes: Sample S-1 obtained with 3 inch diameter sampler.DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1-A S-1-B S-2 S-3 S-4 ASPHALTIC PAVEMENT (14 inches). FILL; Silty sand with gravel, dry, coarse to fine sand, fine gravel, few silt,brown. SAND WITH SILT (SP-SM); Medium dense, dry, medium to fine sand, fewsilt, tan. SANDY SILT (ML); Medium dense, dry, silt, fine sand, tan to gray. Bottom of Exploration at 11'; Not refusal. 20 14 12 15 30221921 366776787768 12 13 13 6.30.9 8.3 MCGSMCGSHYD MCGSHYDAL Boring Log: C-5 Sheet 1 Total Depth (ft): 11 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 11/30/2021 RWG&A Representative: Tom Snow Date Completed: 11/30/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes: Sample S-1 obtained with 3 inch diameter sampler.DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1-A S-1-B S-2 S-3 S-4 ASPHALTIC PAVEMENT (14 inches). FILL;Gravel with silt and sand, dry, coarse to fine sand, fine gravel, few silt,brown. SAND WITH SILT (SP-SM); Medium dense, dry, medium to fine sand,trace gravel, few silt, tan. SILTY SAND (SM); Dense, dry, fine sand, little silt, tan to gray. Bottom of Exploration at 11'; Not refusal. 20 12 16 12 24181615 246101110111313151617 10 21 31 5.3 3.4 7.2 MCGSMCGSHYD MCGSHYD Boring Log: C-6 Sheet 1 Total Depth (ft): 11 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 11/30/2021 RWG&A Representative: Tom Snow Date Completed: 11/30/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes: Sample S-1 obtained with 3 inch diameter sampler.DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1-A S-1-B S-2 S-3 S-4 ASPHALTIC PAVEMENT (14 inches). FILL; Gravel with silt and sand, dry, coarse to fine sand, fine gravel, fewsilt, brown. SAND WITH SILT (SP-SM); Dense, dry, medium to fine sand, trace finegravel, few silt, brwon. SAND (SP); Loose to medium dense, dry, medium to fine sand, trace silt,tan. Becomes silty sand, moist. Bottom of Exploration at 11'; Not refusal. 20 14 12 16 35302727 345588798888 9 15 16 3.2 1.0 1.4 MCGSMCGSHYD MCGSHYD Boring Log: C-7 Sheet 1 Total Depth (ft): 11 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 11/30/2021 RWG&A Representative: Tom Snow Date Completed: 11/30/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes: Sample S-1 obtained with 3 inch diameter sampler.DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1-AS-1-B S-2 S-3 S-4 ASPHALTIC PAVEMENT (15 inches). FILL;Gravel with silt and sand, dry, coarse to fine sand, fine gravel, few silt,brown. SAND WITH SILT (SP-SM); Medium dense, dry, medium to fine sand, few silt, tan. SILTY SAND (SM); Medium dense, dry, fine sand, few silt, tan to gray. Bottom of Exploration at 11'; Not refusal. 20 10 18 16 35272520 68897111211118108 16 23 18 2.61.9 1.4 MCGSMCGSHYD MCGSHYDAL Boring Log: C-8 Sheet 1 Total Depth (ft): 11 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 11/30/2021 RWG&A Representative: Tom Snow Date Completed: 11/30/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes: Sample S-1 obtained with 3 inch diameter sampler.DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1-AS-1-B S-2 S-3 S-4 ASPHALTIC PAVEMENT (15 inches). FILL; Gravel with silt and sand, dry, coarse to fine sand, fine gravel, fewsilt, brown. Sand (SP); Medium dense, dry, medium to fine sand, trace fine gravel, trace silt, brown. SAND WITH SILT (SP-SM); Medium dense, dry, fine sand, few silt, tan. Becomes moist. Bottom of Exploration at 11'; Not refusal. 20 12 16 16 16201716 4591198101318121111 16 18 23 1.0 8.6 MCGS MCGSHYD Boring Log: C-9 Sheet 1 Total Depth (ft): 11 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 11/30/2021 RWG&A Representative: Tom Snow Date Completed: 11/30/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes: Sample S-1 obtained with 3 inch diameter sampler.DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1-AS-1-B S-2 S-3 S-4 ASPHALTIC PAVEMENT (15 inches). FILL; Gravel with silt and sand, dry, coarse to fine sand, fine gravel, fewsilt, brown. FILL; Sand with silt and gravel, dry, coarse medium fine sand, some fine gravel, few silt, tan. SILTY SAND (SM); Medium dense, dry, medium to fine sand, few silt,tan. Bottom of Exploration at 11'; Not refusal. 22 15 13 16 30292324 568887887666 14 15 12 4.3 3.3 MC GSHYDAL MCGSHYDAL Boring Log: C-10 Sheet 1 Total Depth (ft): 11 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 11/29/2021 RWG&A Representative: Tom Snow Date Completed: 11/29/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes: Sample S-1 obtained with 3 inch diameter sampler.DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1* S-2 S-3 S-4 ASPHALTIC PAVEMENT (16 inches). FILL; Silty sand with gravel, dry, coarse medium fine sand, some finegravel, few silt, tan. SAND WITH SILT (SP-SM); Medium dense, dry, medium to fine sand, few silt, tan. Becomes stratified layers of fine sand, and medium fine sand. Becomes moist, slight oxidation, possible high water level. Bottom of Exploration at 11'; Not refusal. 22 15 14 12 38302826 578886677768 15 12 13 2.5 2.8 MCGSHYDAL MCGSHYD Boring Log: C-11 Sheet 1 Total Depth (ft): 11 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 11/29/2021 RWG&A Representative: Tom Snow Date Completed: 11/29/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes: Sample S-1 obtained with 3 inch diameter sampler.DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1-A S-1-B S-2 S-3 S-4 ASPHALTIC PAVEMENT (13.5 inches). FILL; Sand with Silt and gravel, dry, coarse to fine sand, fine gravel, fewsilt, brown. SAND WITH SILT (SP-SM); Loose to medium dense, dry, medium finesand, few silt, trace fine gravel, tan. SILTY SAND (SM); Medium dense, moist, fine sand, trace fine gravel, little silt, tan to gray. Bottom of Exploration at 11'; Not refusal. 22 14 14 16 29252319 345688898778 9 16 14 2.62.3 4.3 MCGSMCGSHYD MCGSHYDAD Boring Log: C-12 Sheet 1 Total Depth (ft): 11 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 11/29/2021 RWG&A Representative: Tom Snow Date Completed: 11/29/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes: Sample S-1 obtained with 3 inch diameter sampler.DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1*ASPHALTIC PAVEMENT (4.5 inches). FILL; Gravel with silt and sand, dry, coarse to fine sand, fine gravel, fewsilt, tan. SAND WITH SILT (SP-SM); Medium dense, dry, medium to fine sand,trace to few silt, trace fine gravel. Bottom of Exploration at 2.3'; Not refusal. 20 17161414 5.9 3.2 MCGS MCGSHYD Boring Log: C-13 Sheet 1 Total Depth (ft): 2.3 of Project Name: Reconstruct Taxiway A Drilling Co.: Northern Test Boring RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Mike Nadeau Client: McFarland Johnson, Inc.Date Started: 12/06/2021 RWG&A Representative: Tom Snow Date Completed: 12/06/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 2-1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes: * = Sample obtained with 3 inch diameter sampler.DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1 S-2 S-3 S-4 S-5 TOPSOIL AND ORGANIC MATERIAL (8 inches). SAND WITH SILT (SP-SM); Loose to medium dense, dry, medium to finesand, few silt, trace gravel, tan. Becomes moist. SILTY SAND (SM); Very loose, wet, fine sand, little silt, tan to brown. Bottom of Exploration at 10'; Not refusal. 16 18 18 16 16 34375688566776772223 7 14 12 13 4 Boring Log: SW-1 Sheet 1 Total Depth (ft): 10 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 12/01/2021 RWG&A Representative: Tom Snow Date Completed: 12/01/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: 9'Casing Type: N/A Notes:DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1 S-2 S-3 S-4 S-5 TOPSOIL AND ORGANIC MATERIAL (4 inches). SAND WITH SILT (SP-SM); Loose to medium dense, dry, medium to finesand, few silt, trace gravel, tan. Becomes moist. Bottom of Exploration at 10'; Not refusal. 18 16 12 19 16 34566676578976785676 9 13 15 13 13 Boring Log: SW-2 Sheet 1 Total Depth (ft): 10 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 12/01/2021 RWG&A Representative: Tom Snow Date Completed: 12/01/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes:DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1 S-2 S-3 S-4 S-5 TOPSOIL AND ORGANIC MATERIAL (6 inches). SAND WITH SILT (SP-SM); Loose, dry, medium to fine sand, few silt,trace gravel, tan. SILTY SAND (SM); Medium dense, moist, fine sand, little silt, tan to gray,1/4" orange oxidation lense at 7.5'.Becomes wet. SAND WITH SILT (SP-SM); Medium dense, moist, medium fine sand, fewsilt, tan. Bottom of Exploration at 10'; Not refusal. 16 14 15 16 16 23353465454656685777 6 10 9 12 14 Boring Log: SW-3 Sheet 1 Total Depth (ft): 10 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 12/01/2021 RWG&A Representative: Tom Snow Date Completed: 12/01/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: 8.5'Casing Type: N/A Notes:DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1 S-2 S-3 S-4 S-5 TOPSOIL AND ORGANIC MATERIAL (5 inches). SAND WITH SILT (SP-SM); Loose, dry, medium to fine sand, few silt,trace gravel, tan. Becomes moist, orange oxidation lenses, slightly mottled.Becomes medium dense. Bottom of Exploration at 10'; Not refusal. 15 13 14 14 12 12223754235436653657 4 12 8 10 11 Boring Log: SW-4 Sheet 1 Total Depth (ft): 10 of Project Name: Reconstruct Taxiway A Drilling Co.: Crawford Drilling Services RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Ryan Client: McFarland Johnson, Inc.Date Started: 12/01/2021 RWG&A Representative: Tom Snow Date Completed: 12/01/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 4 1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes:DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1 S-2 S-3 S-4 S-5 TOPSOIL AND ORGANIC MATERIAL (4 inches). SAND WITH SILT (SP-SM); Medium dense, dry, medium to fine sand, fewsilt, tan. Becomes moist, 3 orange oxidation lenses (1/4" thick). Bottom of Exploration at 10'; Not refusal. 19 16 18 16 16 34664678445556654667 10 13 9 12 12 Boring Log: SW-5 Sheet 1 Total Depth (ft): 10 of Project Name: Reconstruct Taxiway A Drilling Co.: Northern Test Boring RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Mike Nadeau Client: McFarland Johnson, Inc.Date Started: 12/06/2021 RWG&A Representative: Tom Snow Date Completed: 12/06/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 2-1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes:DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1 S-2 S-3 S-4 S-5 TOPSOIL AND ORGANIC MATERIAL (5 inches). SAND WITH SILT (SP-SM); Medium dense, moist, medium to fine sand,few silt, trace gravel, tan. Becomes orange oxidation lense (1/2" thick). Bottom of Exploration at 10'; Not refusal. 19 14 17 14 15 4577556734797999791011 12 11 11 18 19 Boring Log: SW-6 Sheet 1 Total Depth (ft): 10 of Project Name: Reconstruct Taxiway A Drilling Co.: Northern Test Boring RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Mike Nadeau Client: McFarland Johnson, Inc.Date Started: 12/06/2021 RWG&A Representative: Tom Snow Date Completed: 12/06/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 2-1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes:DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1 S-2 S-3 S-4 S-5 TOPSOIL AND ORGANIC MATERIAL (12 inches). SAND WITH SILT (SP-SM); Loose, moist, medium to fine sand, few silt,trace gravel, tan. SILTY SAND (SM); Medium dense, moist, fine sand, little silt, orangeoxidation lenses (1/8" thick), tan to gray. Bottom of Exploration at 10'; Not refusal. 18 16 19 20 10 23454566345548898889 7 11 9 16 16 Boring Log: SW-7 Sheet 1 Total Depth (ft): 10 of Project Name: Reconstruct Taxiway A Drilling Co.: Northern Test Boring RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Mike Nadeau Client: McFarland Johnson, Inc.Date Started: 12/06/2021 RWG&A Representative: Tom Snow Date Completed: 12/06/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 2-1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes:DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1 S-2 S-3 S-4 S-5 TOPSOIL AND ORGANIC MATERIAL (10 inches). SAND WITH SILT (SP-SM); Medium dense, moist, medium to fine sand,few silt, trace gravel, tan.Becomes loose. SILTY SAND (SM); Medium dense, moist, medium to fine sand, little silt,gray to tan, (4"), orange oxidation zone at 6.5'. SAND WITH SILT (SP-SM); Medium dense, moist, medium to fine sand, few silt, tan. Bottom of Exploration at 10'; Not refusal. 17 16 13 22 14 45544323355567887768 10 5 10 15 13 Boring Log: SW-8 Sheet 1 Total Depth (ft): 10 of Project Name: Reconstruct Taxiway A Drilling Co.: Northern Test Boring RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Mike Nadeau Client: McFarland Johnson, Inc.Date Started: 12/06/2021 RWG&A Representative: Tom Snow Date Completed: 12/06/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 2-1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes:DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1 S-2 S-3 S-4 S-5 TOPSOIL AND ORGANIC MATERIAL (4 inches). FILL; Sand with silt, moist, brown. SAND WITH SILT (SP-SM); Loose, moist, medium to fine sand, few silt,trace gravel, tan. Orange oxidation lenses (1/8"). Bottom of Exploration at 10'; Not refusal. 17 18 14 10 10 23454444233333444556 7 8 6 7 10 Boring Log: SW-9 Sheet 1 Total Depth (ft): 10 of Project Name: Reconstruct Taxiway A Drilling Co.: Northern Test Boring RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Mike Nadeau Client: McFarland Johnson, Inc.Date Started: 12/06/2021 RWG&A Representative: Tom Snow Date Completed: 12/06/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 2-1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes:DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 0 5 10 15 20 25 30 S-1 S-2 S-3 S-4 S-5 TOPSOIL AND ORGANIC MATERIAL (12 inches). SAND WITH SILT (SP-SM); Loose, moist, medium to fine sand, few silt,trace gravel, tan. Becomes medium dense. Bottom of Exploration at 10'; Not refusal. 18 9 16 8 11 23552444343444554668 8 8 7 9 12 Boring Log: SW-10 Sheet 1 Total Depth (ft): 10 of Project Name: Reconstruct Taxiway A Drilling Co.: Northern Test Boring RWG&A Project No. 1569-014 Drill Rig: Geoprobe 7822 DT Location: South Burlington, Vermont Driller Rep.: Mike Nadeau Client: McFarland Johnson, Inc.Date Started: 12/06/2021 RWG&A Representative: Tom Snow Date Completed: 12/06/2021 Boring Location: See Exploration Location Plan Surface Elevation: Boring Abandonment Method: Backfill w/cuttings & concrete. Drilling Method: 2-1/4" HSA Observed Water Depth: Not Obs.Casing Type: N/A Notes:DEPTH, FT.SYMBOLSAMPLESSAMPLE NUMBERDESCRIPTION OF MATERIAL SAMPLE RECOVERY, IN.BLOWS PER 6"SPT-N BLOWSPER FT.MOISTURECONTENT %LAB TESTS1 R.W. Gillespie & Associates, Inc. RWG&A Project No. 1569-014 01 March 2022 (Revised) APPENDIX B ASPHALTIC PAVEMENT CORE PHOTOGRPAHS Geotechnical Engineering Evaluation Reconstruct Taxiway A Burlington International Airport South Burlington, Vermont R.W. Gillespie & Associates, Inc. RWG&A Project No. 1569-014 23 December 2021 C-1 C-2 C-3 C-4 R.W. Gillespie & Associates, Inc. RWG&A Project No. 1569-014 23 December 2021 C-5 C-6 C-7 C-8 R.W. Gillespie & Associates, Inc. RWG&A Project No. 1569-014 23 December 2021 C-12 C-9 C-11 R.W. Gillespie & Associates, Inc. RWG&A Project No. 1569-014 01 March 2022 (Revised) APPENDIX C FIELD CALIFORNIA BEARING RATIO TEST RESULTS Geotechnical Engineering Evaluation Reconstruct Taxiway A Burlington International Airport South Burlington, Vermont Bearing Ratio at 0.1 inch penetration = 29.0 Test Location:C-2 Test Depth:38" Project: RWG&A Project No:1569-014 Client:McFarland-Johnson Location:Date:6-Dec-2021 R. W. Gillespie & Associates South Burlington, VT Reconstruct Taxiway A - Burlington International Airport 44 Wood Avenue, Suite 1Mansfield, MA 0204820 Pomerleau Street, Suite 100Biddeford, ME 04005 177 Shattuck Way, Suite 1 WestNewington, NH 03801 0 100 200 300 400 500 600 700 800 0.000 0.050 0.100 0.150 0.200 0.250 0.300 0.350 0.400 0.450 0.500Stress on Piston (lb/sq. in.)Penetration in Inches Field California Bearing RatioASTM D4429 Bearing Ratio at 0.1 inch penetration = 16.4 Test Location:C-7 Test Depth:33" Project: RWG&A Project No:1569-014 Client:McFarland-Johnson Location:Date:1-Dec-2021 R. W. Gillespie & Associates South Burlington, VT Reconstruct Taxiway A - Burlington International Airport 44 Wood Avenue, Suite 1 Mansfield, MA 02048 20 Pomerleau Street, Suite 100 Biddeford, ME 04005 177 Shattuck Way, Suite 1 West Newington, NH 03801 0 50 100 150 200 250 300 350 400 450 500 0.000 0.050 0.100 0.150 0.200 0.250 0.300 0.350 0.400 0.450 0.500Stress on Piston (lb/sq. in.)Penetration in Inches Field California Bearing RatioASTM D4429 Bearing Ratio at 0.1 inch penetration = 14.9 Test Location:C-10 Test Depth:50" Project: RWG&A Project No:1569-014 Client:McFarland-Johnson Location:Date:30-Nov-2021 R. W. Gillespie & Associates South Burlington, VT Reconstruct Taxiway A - Burlington International Airport 44 Wood Avenue, Suite 1 Mansfield, MA 02048 20 Pomerleau Street, Suite 100 Biddeford, ME 04005 177 Shattuck Way, Suite 1 West Newington, NH 03801 0 50 100 150 200 250 300 350 400 450 0.000 0.050 0.100 0.150 0.200 0.250 0.300 0.350 0.400 0.450 0.500Stress on Piston (lb/sq. in.)Penetration in Inches Field California Bearing RatioASTM D4429 R.W. Gillespie & Associates, Inc. RWG&A Project No. 1569-014 01 March 2022 (Revised) APPENDIX D SIEVE AND HYDROMETER TEST RESULTS Geotechnical Engineering Evaluation Reconstruct Taxiway A Burlington International Airport South Burlington, Vermont Tested By: CAG/JMT Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-01 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt3/8"1/4"#4#10#20#40#80#140#2000.0405 mm.0.0257 mm.0.0149 mm.0.0105 mm.0.0074 mm.0.0036 mm.0.0015 mm. 100.099.599.195.382.558.723.812.49.90.90.40.00.00.00.00.0 1.2334 0.9427 0.43870.3466 0.2145 0.12750.0758 5.79 1.38 SP-SM A-3 Moisture Content: 5.5% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-1Sample Number: S-1 Depth: 1.7'-3.2'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.9 3.8 36.6 48.8 9.9 0.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-02 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt3/8"1/4"#4#10#20#40#80#140#2000.0402 mm.0.0256 mm.0.0149 mm.0.0105 mm.0.0074 mm.0.0036 mm.0.0015 mm. 100.099.899.799.398.994.138.215.29.22.01.00.00.00.00.00.0 0.3861 0.3517 0.24490.2139 0.1560 0.10500.0792 3.09 1.25 SP-SM A-3 Moisture Content: 6.7% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-1Sample Number: S-3 Depth: 10'-12'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.3 0.4 5.2 84.9 9.2 0.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-03 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt3/4"1/2"3/8"1/4"#4#10#20#40#80#140#2000.0406 mm. 100.099.199.199.099.097.891.466.528.613.28.50.0 NV 0.8007 0.6750 0.36800.2961 0.1864 0.11590.0850 4.33 1.11 Moisture Content: 4.7% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-2Sample Number: S-1 Depth: 1.7'-3.2'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 1.0 1.2 31.3 58.0 8.5 0.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-04 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand1/4"#4#10#20#40#80#140#200 100.099.698.394.175.118.87.64.8 0.6470 0.5360 0.33550.2924 0.2205 0.16290.1312 2.56 1.10 SP A-3 Moisture Content: 3.1% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-2Sample Number: S-2 Depth: 5'-7'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.4 1.3 23.2 70.3 4.86 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 1/19/2022 16878-01 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * well-graded gravel with silt and sand3/4"1/2"3/8"1/4"#4#10#20#40#80#140#200 100.075.467.456.147.529.718.413.49.57.77.0 16.4991 15.2704 7.24505.1839 2.0332 0.55860.2031 35.67 2.81 GW-GM A-1-a Moisture Content: 2.0% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-3Sample Number: S-1-A Depth: 1.2'-1.7'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 52.5 17.8 16.3 6.4 7.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-05 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt3/8"1/4"#4#10#20#40#80#140#2000.0390 mm.0.0248 mm. 100.099.699.197.795.278.234.713.96.20.30.0 0.6225 0.5154 0.29070.2415 0.1631 0.11020.0911 3.19 1.00 SP-SM A-3 Moisture Content: 1.5% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-3Sample Number: S-1-B Depth: 1.7'-3.2'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.9 1.4 19.5 72.0 6.2 0.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MES Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-06 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * silty sand#10#20#40#80#140#2000.0405 mm.0.0257 mm.0.0149 mm. 100.099.999.999.274.537.42.81.40.0 NP NV NP 0.1329 0.1216 0.09210.0843 0.0693 0.05640.0512 1.80 1.02 SM A-4(0) Moisture Content: 9.5% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-3Sample Number: S-4 Depth: 9'-11'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 0.1 62.5 37.4 0.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTg R.W. Gillespie & Associates, Inc. Biddeford, Maine 1/19/2022 16878-02 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded gravel with silt and sand3/4"1/2"3/8"1/4"#4#10#20#40#80#140#200 100.074.166.053.245.529.319.915.310.58.27.1 16.6413 15.4796 7.82385.6889 2.0941 0.40440.1630 48.00 3.44 GP-GM A-1-a Moisture Content: 5.5% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-4Sample Number: S-1-A Depth: 1.2'-1.7'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 54.5 16.2 14.0 8.2 7.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MES Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-07 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt3/8"1/4"#4#10#20#40#80#140#2000.0398 mm.0.0252 mm.0.0103 mm. 100.099.799.497.792.072.124.210.05.40.90.30.0 0.7508 0.6020 0.33930.2875 0.2036 0.13610.1058 3.21 1.15 SP-SM A-3 Moisture Content: 4.9% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-4Sample Number: S-1-B Depth: 1.7'-3.2'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.6 1.7 25.6 66.7 5.4 0.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MES Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-08 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * silty sand#4#10#20#40#80#140#2000.0393 mm.0.0249 mm.0.0144 mm.0.0102 mm.0.0072 mm.0.0035 mm.0.0015 mm. 100.0100.099.999.381.337.317.73.12.52.01.51.00.50.0 0.2452 0.2030 0.13830.1236 0.0953 0.06990.0598 2.31 1.10 SM A-2-4(0) Moisture Content: 4.0% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-4Sample Number: S-2 Depth: 5'-7'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 0.7 81.6 17.5 0.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 1/19/2022 16878-03 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * silty sand with gravel3/4"1/2"3/8"1/4"#4#10#20#40#80#140#200 100.083.377.265.560.447.239.234.425.617.912.3 15.3289 13.4262 4.62602.4445 0.2619 0.0885 SM A-1-b Moisture Content: 6.3% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-5Sample Number: S-1-A Depth: 1.2'-1.7'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 39.6 13.2 12.8 22.1 12.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MES Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-09 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt3/8"1/4"#4#10#20#40#80#140#2000.0397 mm.0.0251 mm.0.0073 mm. 100.098.697.795.592.275.121.48.45.40.90.40.0 0.6997 0.5503 0.32990.2853 0.2115 0.15150.1200 2.75 1.13 SP-SM A-3 Moisture Content: 0.9% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-5Sample Number: S-1-B Depth: 1.7'-3.2'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.3 2.2 20.4 69.7 5.46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MES Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-10 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * sandy silt#4#10#20#40#80#140#2000.0391 mm.0.0251 mm.0.0145 mm. 100.0100.099.797.588.279.660.25.50.7 0.2154 0.1326 0.07480.0666 0.0541 0.04550.0424 1.76 0.92 ML A-4(0) Moisture Content: 8.3% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-5Sample Number: S-3 Depth: 7'-9'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 2.5 37.3 60.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 1/19/2022 16878-04 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded gravel with silt and sand3/4"1/2"3/8"1/4"#4#10#20#40#80#140#200 100.076.466.756.552.041.034.830.622.415.611.1 16.3100 15.0127 7.44304.1040 0.3925 0.1016 GP-GM A-1-b Moisture Content: 5.3% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-6Sample Number: S-1-A Depth: 1.2'-1.8'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 48.0 11.0 10.4 19.5 11.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MES Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-11 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt3/8"1/4"#4#10#20#40#80#140#2000.0397 mm. 100.099.599.398.596.184.435.714.37.60.1 0.5087 0.4315 0.26860.2290 0.1610 0.10870.0870 3.09 1.11 SP-SM A-3 Moisture Content: 3.4% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-6Sample Number: S-1-B Depth: 1.8'-3.2'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.7 0.8 14.1 76.8 7.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MES Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-12 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * silty sand#10#20#40#80#140#2000.0395 mm.0.0250 mm.0.0143 mm. 100.0100.099.993.942.118.51.10.30.0 0.1709 0.1612 0.12640.1150 0.0911 0.06950.0611 2.07 1.07 SM A-2-4(0) Moisture Content: 7.2% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-6Sample Number: S-4 Depth: 9'-11'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 0.1 81.4 18.5 0.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 1/19/2022 16878-05 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded gravel with silt and sand3/4"1/2"3/8"1/4"#4#10#20#40#80#140#200 100.074.666.057.052.542.836.531.321.214.710.5 16.5589 15.3652 7.35373.9170 0.3743 0.1090 GP-GM A-1-b Moisture Content: 3.2% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-7Sample Number: S-1-A Depth: 1.2'-1.8'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 47.5 9.7 11.5 20.8 10.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MES Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-15 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt3/8"1/4"#4#10#20#40#80#140#2000.0393 mm.0.0250 mm.0.0145 mm. 100.098.597.590.067.638.913.17.55.61.70.5 1.9968 1.5344 0.70180.5542 0.3364 0.19890.1442 4.87 1.12 SP-SM A-1-b Moisture Content: 1.0% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-7Sample Number: S-1-B Depth: 1.8'-3.2'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.5 7.5 51.1 33.3 5.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MES Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-14 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand3/8"1/4"#4#10#20#40#80#140#200 100.099.799.397.992.366.918.07.24.5 0.7646 0.6428 0.37710.3209 0.2314 0.16520.1331 2.83 1.07 SP A-3 Moisture Content: 1.4% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-7Sample Number: S-2 Depth: 5'-7'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.7 1.4 31.0 62.4 4.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 1/19/2022 16878-06 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded gravel with silt and sand3/4"1/2"3/8"1/4"#4#10#20#40#80#140#200 100.068.060.750.946.136.430.526.718.713.29.6 17.1355 16.2101 9.19906.0831 0.7648 0.12610.0778 118.27 0.82 GP-GM A-1-a Moisture ContentL 2.6% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-8Sample Number: S-1-A Depth: 1.3'-1.8'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 53.9 9.7 9.7 17.1 9.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MES Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-13 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt1/4"#4#10#20#40#80#140#2000.0397 mm. 100.099.999.396.382.546.514.87.30.0 0.5771 0.4666 0.23000.1908 0.1400 0.10650.0895 2.57 0.95 SP-SM A-3 Moisture Content: 1.9% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-8Sample Number: S-1-B Depth: 1.8'-3.3'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.1 0.6 16.8 75.2 7.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-16 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * silty sand#4#10#20#40#80#140#2000.0393 mm.0.0250 mm.0.0145 mm. 100.0100.099.998.968.630.913.62.10.5 0.2807 0.2455 0.15870.1386 0.1045 0.07780.0670 2.37 1.03 SM A-2-4(0) Moisture Content: 1.4% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-8Sample Number: S-2 Depth: 7'-9'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 1.1 85.3 13.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-17 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand3/8"1/4"#4#10#20#40#80#140#200 100.098.698.295.687.755.510.55.84.0 0.9338 0.7784 0.45870.3886 0.2801 0.20670.1765 2.60 0.97 SP A-3 Moisture Content: 1.0% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-9Sample Number: S-1 Depth: 1.8'-3.3'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 1.8 2.6 40.1 51.5 4.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-18 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt#10#20#40#80#140#2000.0397 mm.0.0251 mm. 100.099.998.553.818.68.60.80.0 0.3281 0.2948 0.19630.1710 0.1295 0.09680.0804 2.44 1.06 SP-SM A-3 Moisture Content: 8.6% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-9Sample Number: S-4 Depth: 9'-11'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 0.0 1.5 89.9 8.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-19 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt and gravel3/4"1/2"3/8"1/4"#4#10#20#40#80#140#2000.0378 mm.0.0243 mm.0.0142 mm.0.0101 mm.0.0055 mm.0.0035 mm.0.0015 mm. 100.096.190.581.374.057.545.737.123.915.310.85.63.92.11.81.61.00.1 9.3033 7.4341 2.34011.1858 0.2626 0.10370.0694 33.74 0.42 SP-SM A-1-b Moisture Content: 4.3% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-10Sample Number: S-1 Depth: 1.7'-2.1'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 26.0 16.5 20.4 26.3 10.4 0.46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-20 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * silty sand3/8"1/4"#4#10#20#40#80#140#2000.0391 mm.0.0249 mm.0.0144 mm.0.0102 mm. 100.099.799.598.596.188.857.927.914.62.81.40.50.1 0.4545 0.3585 0.18710.1566 0.1105 0.07600.0631 2.97 1.04 SM A-2-4(0) Moisture Content: 3.3% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-10Sample Number: S-2 Depth: 5'-7'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.5 1.0 9.7 74.2 14.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-21 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * silty sand with gravel1"3/4"1/2"3/8"1/4"#4#10#20#40#80#140#2000.0381 mm.0.0244 mm.0.0141 mm.0.0101 mm.0.0069 mm.0.0035 mm.0.0015 mm. 100.098.282.077.372.166.455.247.941.428.119.013.35.83.93.22.01.30.60.1 15.4011 13.7719 3.16231.0969 0.2010 0.08360.0588 53.77 0.22 SM A-1-b Moisture Content: 2.5% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-11Sample Number: S-1 Depth: 1.3'-2.1'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 1.8 31.8 11.2 13.8 28.1 13.1 0.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-22 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt3/8"1/4"#4#10#20#40#80#140#2000.0393 mm.0.0249 mm.0.0143 mm. 100.099.499.198.798.091.730.320.76.50.70.3 0.4109 0.3784 0.27630.2452 0.1785 0.09140.0818 3.38 1.41 SP-SM A-3 Moisture Content: 2.8% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-11Sample Number: S-3 Depth: 7'-9'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.9 0.4 7.0 85.2 6.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 1/19/2022 16878-07 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt and gravel3/4"1/2"3/8"1/4"#4#10#20#40#80#140#200 100.080.975.065.960.648.240.134.224.016.611.9 15.8089 14.1973 4.57022.3186 0.2888 0.0943 SP-SM A-1-b Moisture Content: 2.6% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-12Sample Number: S-1-A Depth: 1.2'-1.7'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 39.4 12.4 14.0 22.3 11.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-23 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt3/8"1/4"#4#10#20#40#80#140#2000.0393 mm.0.0248 mm. 100.098.698.095.589.769.428.512.47.60.30.0 0.8654 0.6768 0.34580.2828 0.1865 0.11980.0909 3.80 1.11 SP-SM A-3 Moisture Content: 2.3% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-12Sample Number: S-1-B Depth: 1.7'-3.2'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.0 2.5 26.1 61.8 7.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-24 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * silty sand3/8"1/4"#4#10#20#40#80#140#2000.0393 mm.0.0248 mm.0.0144 mm. 100.098.698.397.997.596.483.645.819.40.70.30.0 0.2495 0.1916 0.12610.1115 0.0873 0.06940.0622 2.03 0.97 SM A-2-4(0) Moisture Content: 4.3% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-12Sample Number: S-4 Depth: 9'-11'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 1.7 0.4 1.5 77.0 19.46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-25 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * silty sand1"3/4"1/2"3/8"1/4"#4#10#20#40#80#140#200 100.099.396.994.791.389.984.778.766.741.224.818.8 4.9003 2.1091 0.32730.2346 0.1285 SM A-2-4(0) Moisture Content: 1.1% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-1/C-2 CompositeSample Number: Bulk Depth: 2'-5'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.7 9.4 5.2 18.0 47.9 18.86 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MES Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-26 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * well-graded sand with silt1"3/4"1/2"3/8"1/4"#4#10#20#40#80#140#200 100.099.397.596.294.693.888.475.951.121.813.69.9 2.4599 1.3998 0.53110.4134 0.2418 0.11970.0757 7.02 1.45 SW-SM A-3 As Tested Moisture Content: 0.4% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-7/C-8 CompositeSample Number: Bulk Depth: 2'-5'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.7 5.5 5.4 37.3 41.2 9.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: MES Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-27 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt1 1/2"1"3/4"1/2"3/8"1/4"#4#10#20#40#80#140#200 100.098.896.794.592.588.686.277.669.456.429.116.712.1 7.3629 4.1607 0.49110.3415 0.1855 0.0947 SP-SM A-2-4(0) As Tested Miosture Content: 0.7% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-10/C-11 CompositeSample Number: Bulk Depth: 2-5'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 3.3 10.5 8.6 21.2 44.3 12.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-28 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * well-graded gravel with silt and sand3/4"1/2"3/8"1/4"#4#10#20#40#80#140#200 100.086.470.162.244.940.931.326.723.214.97.3 13.6456 12.3807 6.05775.1646 0.7643 0.10630.0845 71.73 1.14 GW-GM A-1-a Moisture Content: 5.9% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-13Sample Number: S-1 Depth: 0.3'-0.8'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 55.1 4.0 14.2 19.4 7.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Tested By: CAG Checked By: MTG R.W. Gillespie & Associates, Inc. Biddeford, Maine 12/20/2021 16823-29 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * poorly graded sand with silt3/8"1/4"#4#10#20#40#80#140#2000.0397 mm. 100.099.098.496.189.465.017.77.95.3 0.8765 0.7037 0.38840.3283 0.2348 0.16560.1294 3.00 1.10 SP-SM A-3 Moisture Content: 3.2% McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT 1569-014 Soil Description Atterberg Limits Coefficients Classification Remarks Location: C-13Sample Number: S-2 Depth: 0.8'-2.3'Date: Client: Project: Project No: Lab SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 1.6 2.3 31.1 59.7 5.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report R.W. Gillespie & Associates, Inc. RWG&A Project No. 1569-014 01 March 2022 (Revised) APPENDIX E ATTERBERG LIMITS TEST RESULTS Geotechnical Engineering Evaluation Reconstruct Taxiway A Burlington International Airport South Burlington, Vermont Tested By: Checked By: LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT0102030405060708090100110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT0 4 8 12 16 20 24 28 32 36 40 NUMBER OF BLOWS5678910 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Location: C-2Sample Number: S-1 Depth: 1.7'-3.2' R.W. Gillespie & Associates, Inc. Biddeford, Maine Lab poorly graded sand with silt NV 66.5 8.5 1569-014 McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT Tested By: Checked By: LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT0102030405060708090100110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT0 4 8 12 16 20 24 28 32 36 40 NUMBER OF BLOWS5678910 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Location: C-3Sample Number: S-1 Depth: 1.7'-3.2' R.W. Gillespie & Associates, Inc. Biddeford, Maine Lab poorly graded sand with silt NV 78.2 6.2 SP-SM 1569-014 McFarland Johonson Reconstruct Taxiway A - Burlington International Airport South Burlington, VT Tested By: Checked By: LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT0102030405060708090100110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT0 4 8 12 16 20 24 28 32 36 40 NUMBER OF BLOWS5678910 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Location: C-3Sample Number: S-4 Depth: 9'-11' R.W. Gillespie & Associates, Inc. Biddeford, Maine Lab silty sand NV NP NP 99.9 37.4 SM 1569-014 McFarland Johonson 16823-06 Reconstruct Taxiway A - Burlington International Airport South Burlington, VT Tested By: AGS Checked By: MTG LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT0102030405060708090100110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT0 4 8 12 16 20 24 28 32 36 40 NUMBER OF BLOWS5678910 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Location: C-4Sample Number: S-2 Depth: 5'-7' R.W. Gillespie & Associates, Inc. Biddeford, Maine Lab silty sand NV NP NP 99.3 17.7 SM 1569-014 McFarland Johonson 16823-08 Reconstruct Taxiway A - Burlington International Airport South Burlington, VT Tested By: AGS Checked By: MTG LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT0102030405060708090100110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT0 4 8 12 16 20 24 28 32 36 40 NUMBER OF BLOWS5678910 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Location: C-5Sample Number: S-3 Depth: 7'-9' R.W. Gillespie & Associates, Inc. Biddeford, Maine Lab sandy silt NV NP NP 97.5 60.2 ML 1569-014 McFarland Johonson 16823-10 Reconstruct Taxiway A - Burlington International Airport South Burlington, VT Tested By: AGS Checked By: MTG LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT0102030405060708090100110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT0 4 8 12 16 20 24 28 32 36 40 NUMBER OF BLOWS5678910 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Location: C-8Sample Number: S-2 Depth: 7'-9' R.W. Gillespie & Associates, Inc. Biddeford, Maine Lab silty sand NV NP NP 99 14 SM 1569-014 McFarland Johonson 16823-16 Reconstruct Taxiway A - Burlington International Airport South Burlington, VT Tested By: AGS Checked By: MTG LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT0102030405060708090100110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT0 4 8 12 16 20 24 28 32 36 40 NUMBER OF BLOWS5678910 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Location: C-10Sample Number: S-1 Depth: 1.7'-2.1' R.W. Gillespie & Associates, Inc. Biddeford, Maine Lab poorly graded sand with silt and gravel NV NP NP 37 11 SP-SM 1569-014 McFarland Johonson 16823-19 Reconstruct Taxiway A - Burlington International Airport South Burlington, VT Tested By: AGS Checked By: MTG LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT0102030405060708090100110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT0 4 8 12 16 20 24 28 32 36 40 NUMBER OF BLOWS5678910 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Location: C-10Sample Number: S-2 Depth: 5'-7' R.W. Gillespie & Associates, Inc. Biddeford, Maine Lab silty sand NV NP NP 89 15 SM 1569-014 McFarland Johonson 16823-20 Reconstruct Taxiway A - Burlington International Airport South Burlington, VT Tested By: AGS Checked By: MTG LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT0102030405060708090100110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT0 4 8 12 16 20 24 28 32 36 40 NUMBER OF BLOWS5678910 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Location: C-11Sample Number: S-1 Depth: 1.3'-2.1' R.W. Gillespie & Associates, Inc. Biddeford, Maine Lab silty sand with gravel NV NP NP 41 13 SM 1569-014 McFarland Johonson 16823-21 Reconstruct Taxiway A - Burlington International Airport South Burlington, VT Tested By: AGS Checked By: MTG LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT0102030405060708090100110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT0 4 8 12 16 20 24 28 32 36 40 NUMBER OF BLOWS5678910 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Location: C-12Sample Number: S-4 Depth: 9'-11' R.W. Gillespie & Associates, Inc. Biddeford, Maine Lab silty sand NV NP NP 96.4 19.4 SM 1569-014 McFarland Johonson 16823-24 Reconstruct Taxiway A - Burlington International Airport South Burlington, VT R.W. Gillespie & Associates, Inc. RWG&A Project No. 1569-014 01 March 2022 (Revised) APPENDIX F MOISTURE-DENSITY RELATIONSHIP TEST RESULTS Geotechnical Engineering Evaluation Reconstruct Taxiway A Burlington International Airport South Burlington, Vermont Tested By: MES Checked By: MTG MOISTURE-DENSITY TEST REPORT Dry density, pcf130 131 132 133 134 135 Water content, % 1.5 3 4.5 6 7.5 9 10.5 7.0%, 133.1 pcf ZAV forSp.G. =2.65 Test specification:ASTM D4718-15 Oversize Corr. Applied to Each Test PointASTM D 1557-12 Method A Modified - Mechanical 2'-5' SM A-2-4(0) 10 18.8 silty sand 1569-014 McFarland Johonson 16823-25 Elev/ Classification Nat.Sp.G. LL PI % > % < Depth USCS AASHTO Moist. #4 No.200 ROCK CORRECTED TEST RESULTS MATERIAL DESCRIPTION Project No. Client:Remarks: Project: Location: C-1/C-2 Composite Sample Number: Bulk R.W. Gillespie & Associates, Inc. Biddeford, Maine Lab Maximum dry density = 133.1 pcf Optimum moisture = 7.0 % Reconstruct Taxiway A - Burlington International Airport South Burlington, VT Tested By: MES Checked By: MTG MOISTURE-DENSITY TEST REPORT Dry density, pcf120 121.5 123 124.5 126 127.5 Water content, % 024681012 7.6%, 126.6 pcf ZAV forSp.G. =2.65 Test specification:ASTM D4718-15 Oversize Corr. Applied to Each Test PointASTM D 1557-12 Method A Modified - Mechanical 2'-5' SW-SM A-3 6 9.9 well-graded sand with silt 1569-014 McFarland Johonson 16823-26 Elev/ Classification Nat.Sp.G. LL PI % > % < Depth USCS AASHTO Moist. #4 No.200 ROCK CORRECTED TEST RESULTS MATERIAL DESCRIPTION Project No. Client:Remarks: Project: Location: C-7/C-8 Composite Sample Number: Bulk R.W. Gillespie & Associates, Inc. Biddeford, Maine Lab Maximum dry density = 126.6 pcf Optimum moisture = 7.6 % Reconstruct Taxiway A - Burlington International Airport South Burlington, VT Tested By: MES Checked By: MTG MOISTURE-DENSITY TEST REPORT Dry density, pcf127.5 129 130.5 132 133.5 135 Water content, % 135791113 7.1%, 133.0 pcf ZAV forSp.G. =2.65 Test specification:ASTM D4718-15 Oversize Corr. Applied to Each Test PointASTM D 1557-12 Method A Modified - Mechanical 2-5' SP-SM A-2-4(0) 14 12.1 poorly graded sand with silt 1569-014 McFarland Johonson 16823-27 Elev/ Classification Nat.Sp.G. LL PI % > % < Depth USCS AASHTO Moist. #4 No.200 ROCK CORRECTED TEST RESULTS MATERIAL DESCRIPTION Project No. Client:Remarks: Project: Location: C-10/C-11 Composite Sample Number: Bulk R.W. Gillespie & Associates, Inc. Biddeford, Maine Lab Maximum dry density = 133.0 pcf Optimum moisture = 7.1 % Reconstruct Taxiway A - Burlington International Airport South Burlington, VT R.W. Gillespie & Associates, Inc. RWG&A Project No. 1569-014 01 March 2022 (Revised) APPENDIX G LABORATORY CALIFORNIA BEARING RATIO TEST RESULTS Geotechnical Engineering Evaluation Reconstruct Taxiway A Burlington International Airport South Burlington, Vermont Bearing Ratio = 63.2 at 96.8% Compaction Test Location:Sample #/Test Depth:Bulk 2-5' Prep Method:As Compacted Moisture Content: 5.4%Curing Conditions:Top 1" of Test Sample Moisture Content: 9.6% Tested Dry Density:Sample Swell:1% Surcharge Weight:% Retained on 19mm Sieve:3% Client: Project #:Date:Location:Sample #: 16823-27 R. W. Gillespie & Associates 20 Pomerleau St. Suite 100 177 Shattuck Way, Suite 1 West Biddeford, ME 04005 Newington, NH 03801 South Burlington, VT Reconstruct Taxiway AProject: 12/22/2021 McFarland Johnson 1569-014 None C-1/C-2 Composite D1557Soaked 128.8 10 lbs Special Sample Testing Procedures or Comments from Above 0 200 400 600 800 1000 1200 0.000 0.100 0.200 0.300 0.400 0.500 0.600Stress on Piston (lb/sq. in.)Penetration in Inches Lab California Bearing Ratio ASTM D 1883 1' CBR (California Bearing Ratio) of Laboratory-Compacted Soils Bearing Ratio = 6.2 at 96.1% Compaction Test Location:Sample #/Test Depth:Bulk 2-5' Prep Method:As Compacted Moisture Content: 2.5%Curing Conditions:Top 1" of Test Sample Moisture Content: 13.1% Tested Dry Density:Sample Swell:0% Surcharge Weight:% Retained on 19mm Sieve:1% Client: Project #:Date:Location:Sample #: 16823-26 R. W. Gillespie & Associates 20 Pomerleau St. Suite 100 177 Shattuck Way, Suite 1 West Biddeford, ME 04005 Newington, NH 03801 South Burlington, VT Reconstruct Taxiway AProject: 12/22/2021 McFarland Johnson 1569-014 None C-7/C-8 Composite D1557Soaked 121.6 10 lbs Special Sample Testing Procedures or Comments from Above 0 50 100 150 200 250 300 0.000 0.100 0.200 0.300 0.400 0.500 0.600Stress on Piston (lb/sq. in.)Penetration in Inches Lab California Bearing Ratio ASTM D 1883 1' CBR (California Bearing Ratio) of Laboratory-Compacted Soils Bearing Ratio = 17.9 at 97.3% Compaction Test Location:Sample #/Test Depth: Bulk 2-5' Prep Method:As Compacted Moisture Content: 7.2% Curing Conditions:Top 1" of Test Sample Moisture Content: 10.7% Tested Dry Density:Sample Swell:0% Surcharge Weight:% Retained on 19mm Sieve:1% Client: Project #:Date: Location:Sample #: 16823-26 R. W. Gillespie & Associates 20 Pomerleau St. Suite 100 177 Shattuck Way, Suite 1 West Biddeford, ME 04005 Newington, NH 03801 South Burlington, VT Reconstruct Taxiway AProject: 2/18/2022 McFarland Johnson 1569-014 None C-7/C-8 Composite D698 Soaked 123.2 10 lbs Special Sample Testing Procedures or Comments from Above 0 50 100 150 200 250 300 350 400 0.000 0.100 0.200 0.300 0.400 0.500 0.600Stress on Piston (lb/sq. in.)Penetration in Inches Lab California Bearing Ratio ASTM D 1883 1' CBR (California Bearing Ratio) of Laboratory-Compacted Soils Bearing Ratio = 15.6 at 97.0% Compaction Test Location:Sample #/Test Depth:Bulk 2-5' Prep Method:As Compacted Moisture Content: 3.2%Curing Conditions:Top 1" of Test Sample Moisture Content: 9.9% Tested Dry Density:Sample Swell:0% Surcharge Weight:% Retained on 19mm Sieve:3% Client: Project #:Date:Location:Sample #: 16823-27 R. W. Gillespie & Associates 20 Pomerleau St. Suite 100 177 Shattuck Way, Suite 1 West Biddeford, ME 04005 Newington, NH 03801 None C-10/C-11 Composite D1557Soaked 129.0 10 lbs Special Sample Testing Procedures or Comments from Above South Burlington, VT Reconstruct Taxiway AProject: 12/22/2021 McFarland Johnson 1569-014 0 50 100 150 200 250 300 350 400 450 0.000 0.100 0.200 0.300 0.400 0.500 0.600Stress on Piston (lb/sq. in.)Penetration in Inches Lab California Bearing Ratio ASTM D 1883 1' CBR (California Bearing Ratio) of Laboratory-Compacted Soils R.W. Gillespie & Associates, Inc. RWG&A Project No. 1569-014 01 March 2022 (Revised) APPENDIX H TOPSOIL ANALYTICAL TESTS Geotechnical Engineering Evaluation Reconstruct Taxiway A Burlington International Airport South Burlington, Vermont N/A 1/10/2022 11137 ---- 3 DAN BURGESS- R.W. GILLESPIE & ASSOC. 20 POMERLEAU STREET SUITE 100 BIDDEFORD ME 04005 Zinc ALL TURF-NEW SEEDING - Crop Code # 211 No lime recommended. Soil pH is at or above the optimum level for this crop. To meet crop magnesium requirement, use a fertilizer containing magnesium if possible. Calculated major nutrient requirements as follows: 2.0 pounds nitrogen per 1000 sq. ft. 2.7 pounds phosphate per 1000 sq. ft. 1.5 pounds potash per 1000 sq. ft. To meet major nutrient requirements: Apply 20 lb 10-20-10 or 40 lb 5-10-5 fertilizer/1000 sq. ft. Other fertilizers of similar N-P-K ratio may be substituted. Till in lime (if needed) and fertilizer to a 4-6 inch depth. Till in an inch of compost or peat, with lime & fertilizer, to a 4-6 inch depth before seeding to improve soil nutrient & water holding capacity. Particle size analysis: 86 % sand, 9 % silt, 5 % clay Texture = Loamy sand 6.9 6.52 4.1 23 53 1283 3.4 0.9 6.4 92.8 0.0 0.8 2N/A Zinc Sodium Nitrate-N Soluble Salts Metals scan: NORMAL BACKGROUND LEVEL - no health risk. 5.5-6.5 10-20 > 5 2.1-3.0 10-20 60-80 < 10 20-30 see % Saturation levelsN/A Soil pH Magnesium Organic Matter Calcium Potassium Phosphorus LOW MEDIUM OPTIMUM MAINE SOIL TESTING SERVICEUNIVERSITY OF MAINE5722 DEERING HALL ORONO,MAINE 04469-5722 RECOMMENDED ADDITIONS FOR NUMERICAL RESULTS . . LAB NO.SAMPLE IDENTIFICATION COUNTY ACRES OR SQ. FT. .SOIL TEST REPORT FOR: Soil pH Lime Phosphorus Potassium Magnesium Calcium CEC KMg(% Saturation)Ca Acidity Level Optimum Organic Level Normal CEC and nutrient balance calculations are based on present pH of 6.9 Acres SW-1 ABOVE OPTIMUM 1 Sulfur Sulfur Boron XXXXXXXXXXXXXXXXXXXXX XXXXXXX 0.1 Boron XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XX XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX 2.5 PRINT DATE (Test methodology: pH in water and Mehlich buffer, available nutrients by modified Morgan extract) 5 - 8 > 15 0.5-1.2 1 - 2 Copper XXXXXXXXXXXXXXX Iron XXXXXXXXXXXXXX Manganese XXXXXXXXX (Organic matter measured by LOI, P determined colorimetrically, all others measured by ICP-OES) . Found Found Range Range Index 2 (lb/A) (lb/A) (lb/A) (lb/A) (me/100 g) Ammonium-N < 10 Matter(%) (ppm) Copper Iron Manganese(ppm) (ppm) (ppm) (ppm) .25-.60 6 - 10 4 - 8 0.11 2.4 1.0 (ppm) Additional Results or Comments: Boron (ppm) (mmhos/cm) (ppm) (ppm) LevelFound NormalRange 1 Full payment received for this sample. Thank you. (Extras) 6.9 0.8 4.1 0.9 92.8 6.4 1 0.1 0.11 2.4 1.0 2.5 LevelFound Major nutrients Micronutrients (see Numerical Results section for more information) (% Sat) (% Sat) (% Sat) (lb/A) (ppm) (ppm) (ppm) (ppm) (ppm) (ppm) (%) For information on micronutrient management and recommendations, see enclosed form. Nitrate-N 2(ppm)XXX SOIL TEST SUMMARY & INTERPRETATION N/A 1/10/2022 11138 ---- 5 DAN BURGESS- R.W. GILLESPIE & ASSOC. 20 POMERLEAU STREET SUITE 100 BIDDEFORD ME 04005 Zinc ALL TURF-NEW SEEDING - Crop Code # 211 No lime recommended. Soil pH is at or above the optimum level for this crop. To meet crop magnesium requirement, use a fertilizer containing magnesium if possible. Calculated major nutrient requirements as follows: 2.0 pounds nitrogen per 1000 sq. ft. 1.5 pounds phosphate per 1000 sq. ft. 2.6 pounds potash per 1000 sq. ft. To meet major nutrient requirements: Apply 20 lb 10-5-10 fertilizer/1000 sq. ft. Other fertilizers of similar N-P-K ratio may be substituted. Till in lime (if needed) and fertilizer to a 4-6 inch depth. Till in an inch of compost or peat, with lime & fertilizer, to a 4-6 inch depth before seeding to improve soil nutrient & water holding capacity. Particle size analysis: 88 % sand, 7 % silt, 5 % clay Texture = Loamy sand 7.4 0.00 10.5 45 75 2316 6.1 1.0 5.0 94.0 0.0 1.1 1N/A Zinc Sodium Nitrate-N Soluble Salts Metals scan: NORMAL BACKGROUND LEVEL - no health risk. 5.5-6.5 10-20 > 5 2.1-3.0 10-20 60-80 < 10 20-30 see % Saturation levelsN/A Soil pH Magnesium Organic Matter Calcium Potassium Phosphorus LOW MEDIUM OPTIMUM MAINE SOIL TESTING SERVICEUNIVERSITY OF MAINE5722 DEERING HALL ORONO,MAINE 04469-5722 RECOMMENDED ADDITIONS FOR NUMERICAL RESULTS . . LAB NO.SAMPLE IDENTIFICATION COUNTY ACRES OR SQ. FT. .SOIL TEST REPORT FOR: Soil pH Lime Phosphorus Potassium Magnesium Calcium CEC KMg(% Saturation)Ca Acidity Level Optimum Organic Level Normal CEC and nutrient balance calculations are based on present pH of 7.4 Acres SW-2 ABOVE OPTIMUM 2 Sulfur Sulfur Boron XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXXXXXXXXX 0.2 Boron XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXX XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX 5.5 PRINT DATE (Test methodology: pH in water and Mehlich buffer, available nutrients by modified Morgan extract) 5 - 8 > 15 0.5-1.2 1 - 2 Copper XXXXXXXXXXXXXXX Iron XXXXXXXXXXXXX Manganese XXXXXXXXXXXXXXXXXXXXXXXXXXX (Organic matter measured by LOI, P determined colorimetrically, all others measured by ICP-OES) . Found Found Range Range Index 2 (lb/A) (lb/A) (lb/A) (lb/A) (me/100 g) Ammonium-N < 10 Matter(%) (ppm) Copper Iron Manganese(ppm) (ppm) (ppm) (ppm) .25-.60 6 - 10 4 - 8 0.11 2.3 3.2 (ppm) Additional Results or Comments: Boron (ppm) (mmhos/cm) (ppm) (ppm) LevelFound NormalRange 1 Full payment received for this sample. Thank you. (Extras) 7.4 1.1 10.5 1.0 94.0 5.0 2 0.2 0.11 2.3 3.2 5.5 LevelFound Major nutrients Micronutrients (see Numerical Results section for more information) (% Sat) (% Sat) (% Sat) (lb/A) (ppm) (ppm) (ppm) (ppm) (ppm) (ppm) (%) For information on micronutrient management and recommendations, see enclosed form. Nitrate-N 1(ppm)XX SOIL TEST SUMMARY & INTERPRETATION N/A 1/10/2022 11139 ---- 2 DAN BURGESS- R.W. GILLESPIE & ASSOC. 20 POMERLEAU STREET SUITE 100 BIDDEFORD ME 04005 Zinc ALL TURF-NEW SEEDING - Crop Code # 211 No lime recommended. Soil pH is at or above the optimum level for this crop. To meet crop magnesium requirement, use a fertilizer containing magnesium if possible. Calculated major nutrient requirements as follows: 2.0 pounds nitrogen per 1000 sq. ft. 0.0 pounds phosphate per 1000 sq. ft. 2.9 pounds potash per 1000 sq. ft. To meet major nutrient requirements: Apply 8 lb 24-0-11 or 10 lb 20-0-20 fertilizer/1000 sq. ft. Other fertilizers of similar N-P-K ratio may be substituted. Till in lime (if needed) and fertilizer to a 4-6 inch depth. Till in an inch of compost or peat, with lime & fertilizer, to a 4-6 inch depth before seeding to improve soil nutrient & water holding capacity. Particle size analysis: 86 % sand, 9 % silt, 5 % clay Texture = Loamy sand 7.3 0.00 23.2 67 82 3761 7.6 1.2 4.5 94.4 0.0 1.4 3N/A Zinc Sodium Nitrate-N Soluble Salts Metals scan: NORMAL BACKGROUND LEVEL - no health risk. 5.5-6.5 10-20 > 5 2.1-3.0 10-20 60-80 < 10 20-30 see % Saturation levelsN/A (A) Soil pH Magnesium Organic Matter Calcium Potassium Phosphorus LOW MEDIUM OPTIMUM MAINE SOIL TESTING SERVICEUNIVERSITY OF MAINE5722 DEERING HALL ORONO,MAINE 04469-5722 RECOMMENDED ADDITIONS FOR NUMERICAL RESULTS . . LAB NO.SAMPLE IDENTIFICATION COUNTY ACRES OR SQ. FT. .SOIL TEST REPORT FOR: Soil pH Lime Phosphorus Potassium Magnesium Calcium CEC KMg(% Saturation)Ca Acidity Level Optimum Organic Level Normal CEC and nutrient balance calculations are based on present pH of 7.3 Acres SW-3 ABOVE OPTIMUM 2 Sulfur Sulfur Boron XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXXXXXXXXX 0.2 Boron XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXX XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX 7.3 PRINT DATE (Test methodology: pH in water and Mehlich buffer, available nutrients by modified Morgan extract) 5 - 8 > 15 0.5-1.2 1 - 2 Copper XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX Iron XXXXXXXXXXXXXX Manganese XXXXXXXXXXXXXXXXXXXXX (Organic matter measured by LOI, P determined colorimetrically, all others measured by ICP-OES) . Found Found Range Range Index 2 (lb/A) (lb/A) (lb/A) (lb/A) (me/100 g) Ammonium-N < 10 Matter(%) (ppm) Copper Iron Manganese(ppm) (ppm) (ppm) (ppm) .25-.60 6 - 10 4 - 8 0.34 2.5 2.5 (ppm) Additional Results or Comments: Boron (ppm) (mmhos/cm) (ppm) (ppm) LevelFound NormalRange 1 Full payment received for this sample. Thank you. (Extras) 7.3 1.4 23.2 1.2 94.4 4.5 2 0.2 0.34 2.5 2.5 7.3 LevelFound Major nutrients Micronutrients (see Numerical Results section for more information) (% Sat) (% Sat) (% Sat) (lb/A) (ppm) (ppm) (ppm) (ppm) (ppm) (ppm) (%) For information on micronutrient management and recommendations, see enclosed form. Nitrate-N 3(ppm)XXXXX SOIL TEST SUMMARY & INTERPRETATION