PRELIMINARY GEOTECHNICAL ENGINEERING REPORT. Proposed Re-Development 44 Old Worcester Road Charlton, Massachusetts. Prepared For:

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1 PRELIMINARY GEOTECHNICAL ENGINEERING REPORT Proposed Re-Development 44 Old Worcester Road Charlton, Massachusetts Prepared For: Meridian Associates, Inc. 500 Cummings Center, Suite 5950 Beverly, Massachusetts Prepared By: 300 Oak Street, Suite 460 Pembroke, Massachusetts MGA No. G0713 July 2018

2 July 11, 2018 MGA No. G0713 Michael J. Novak, PE Senior Project Manager Meridian Associates, Inc. 500 Cummings Center, Suite 5950 Beverly, MA RE: Preliminary Geotechnical Engineering Report for the Proposed Re-Development at 44 Old Worcester Road in Charlton, Massachusetts. Mike, This report summarizes the results of our preliminary geotechnical engineering studies conducted at the site of the proposed re-development at 44 Old Worcester Road in Charlton, Massachusetts. The purpose of our studies has been to obtain and evaluate data on subsurface conditions in the area of the proposed re-development at the site, and provide considerations for site development as they relate to foundation, slab and pavement design and related earthwork construction for the project. Our considerations and recommendations are considered preliminary and additional studies including additional borings performed within the proposed building footprints should be performed when the building locations and site grading have been finalized. This report has been prepared in accordance with our agreement with Meridian Associates, Inc. (MAI) dated May 17, The information contained in this report is subject to the Statement of Limitations attached as Appendix A. BACKGROUND Our understanding of the site and proposed project is based on our discussions with you, our recent site visits, and our review of the following documents: A plan entitled Preliminary Subdivision Plan, dated April 25, 2018, by MAI, A plan entitled Test Pit Sketch, dated July 2, 2018, by MAI, An undated plan entitled Plateau Area, provided by MAI, and An undated plan entitled Plateau Section, provided by MAI. 300 Oak Street, Suite 460 Pembroke, MA Telephone (781) Fax (781) mcardlegannon.com

3 44 Old Worcester Rd. Charlton, MA July 11, 2018 File No. G0713 Page No. 2 The subject site (Charlton Orchards Farm) is located between Old Worcester Road and Worcester Road (Route 20) in Charlton, Massachusetts. A Site Locus is attached as Figure 1. Old Worcester Road borders the property to the south, Worcester Road to the north and wooded areas and residential properties on the remaining sides. Much of the property is cleared to accommodate orchard/farm operations with wooded areas at the borders. Current farm and orchard structures and a residence currently occupy the approximate middle of the property. A Webster & Southbridge Gas & Electric Company Utility Easement is shown at the east end of the property on the referenced plans. Based on ground surface contours shown the referenced Plateau Area plan, the ground surface generally slopes downward in each direction from about Elevation 908± feet atop a drumlin at the approximate middle of the property to between Elevation 760± and 835± feet at the property line. Bedrock outcrops are apparent along the road cut at Route 20 at the northern end of the site. The re-development includes create a plateau to accommodate a multi-structure development and associated pavement areas and other site improvements. According the referenced plans, the plan is to cut the central portion of the site to Elevation 875± feet, with the outer edges of the plateau area being filled. Details for the proposed structures, pavements and other improvements were not available for our review. SUBSURFACE EXPLORATIONS MGA observed and logged test borings and test pits at the site to assess the subsurface conditions. An MGA representative described the conditions encountered in general accordance with Burmister descriptions. MAI located and staked each exploration location at the site. The exploration locations shown on the attached Figure 2: Exploration Location Plan are approximate. MGA estimated ground surface elevations at the exploration locations based on ground surface contours and spot grades shown on the referenced Test Pit Sketch plan. Elevations discussed in this report are approximate. Test Borings Geosearch, Inc. (Geosearch) of Fitchburg, Massachusetts performed six (6) soil test borings (MGA-1 through MGA-6) at the site between June 18 and 20, 2018 with an all-terrain vehicle mounted drill rig. An MGA representative observed and logged the borings. Geosearch generally advanced the borings through topsoil/subsoil or existing fill into natural glacial till soils to depths between 17± and 47± feet below ground surface (bgs) using 4-1/4 inch inside diameter hollow stem augers.

4 44 Old Worcester Rd. Charlton, MA July 11, 2018 File No. G0713 Page No. 3 Geosearch generally conducted continuous Standard Penetration Tests (SPT) in the upper 7 feet and at 5± foot intervals thereafter during advancement of the borings. Geosearch accomplished the SPT by driving a standard two-inch outside diameter split spoon sampler a distance of up to twenty-four inches (or to refusal) with a 140 pound automatic hammer falling a distance of thirty inches at each sampling depth. The number of blows required to drive the sampler in six-inch increments is recorded on the boring logs attached in Appendix B. The sum of the blows required to drive the sampler from the 6 to and to 18 inch increments, defined as the Standard Penetration Resistance of the soil, is a measure of soil density and strength based upon empirically derived correlations. The soil samples retrieved in the 2 inch outside diameter (1-3/8 inch inside diameter) split spoon sampler following each standard penetration test were visually described in the field using Burmister soil descriptions. The descriptions are shown on the boring logs attached in Appendix B. Note that these descriptions do not account for soil fractions larger than 1-3/8 inches in diameter that may be present within the strata sampled. A two inch diameter PVC well was installed in the completed boreholes at boring locations MGA-1, MGA-3, and MGA-6 to measure stabilized groundwater levels. Test Pits Skip Sawyer and Sons, Inc. (Sawyer) of Berlin, Massachusetts excavated eight test pits (TP-1 through TP-8) at the site on June 19, The test pits were excavated with a Hitachi EX0 excavator to depths between about 6.5± to 9± feet bgs and terminated in natural glacial till soils. The test pit logs attached as Appendix C. Pictures we took during test pit excavation are attached as Appendix D. LABORATORY TESTS We performed nine (9) gradation and moisture content tests and three (3) modified proctor tests on select samples of the existing fill and natural glacial till soils encountered at the boring and test pit locations. We performed the tests to verify our field descriptions and to gain a preliminary understanding of the engineering behavior of the soils tested. The test results are attached as Appendix E and are summarized in Table I below.

5 44 Old Worcester Rd. Charlton, MA July 11, 2018 File No. G0713 Page No. 4 TABLE I. SUMMARY OF LABORATORY TEST RESULTS Boring Number Number (feet) Description As rec d M% % Fines MGA-1 S-4 - Natural Glacial Till MGA-2 S Natural Glacial Till MGA-3 S Existing Fill MGA-4 S Natural Glacial Till MGA-5 S Natural Glacial Till MGA-6 S Natural Glacial Till TP-1 S Natural Glacial Till TP-4 S Natural Glacial Till TP-8 S Natural Glacial Till SUBSURFACE CONDITIONS Our understanding of the subsurface conditions at the site is based on our site reconnaissance and the results of the referenced test borings, test pits, and laboratory tests. The general subsurface profile encountered at the exploration locations consists of 0.8± to 2.5± feet of topsoil/subsoil and/or 2± to 5± feet of fill at ground surface underlain by natural glacial till soils. The strata encountered are discussed in more detail below: Topsoil/Subsoil: About 0.5± to 1.5± feet of topsoil/topsoil fill was encountered at grade at the majority of exploration locations, with the exception of test pit TP-5. The topsoil/topsoil fill generally consists of dark brown to black, fine to medium sand with about 20 to 35 percent silt and to 20 percent roots/organic matter. Subsoil was encountered below the topsoil in boring MGA-1 and test pits TP-1 through TP-3, TP-6, and TP-7. Where encountered, the subsoil was about 1± to 2± feet thick and generally consists of orange-brown, fine to medium/fine to coarse sand with about 20 to 25 percent silt and 5 to 15 percent roots. Fill: Fill was encountered at ground surface at test pit location TP-5 and below the topsoil fill at borings MGA-2, MGA-3, and MGA-4 and test pit TP-8. The fill is about 1± to 4± feet thick and generally consists of medium dense, brown/gray-brown, fine to coarse sand with about to 40 percent silt, about to 35 percent fine/fine to coarse gravel and up to percent roots. Natural Glacial Till: Glacial till was encountered below the topsoil/subsoil or existing fill soils at a depth of 0.8± to 5± feet bgs at the exploration locations, corresponding to about Elevation 827.2± to 906.5± feet. The glacial till encountered is generally comprised of medium dense to very dense, gray-brown/brown/gray, fine to medium/fine to coarse sand with about 20 to 51 percent silt, about to 40 percent fine/fine to coarse gravel, up to 20 percent cobbles, and up to percent boulders. The explorations terminated within the glacial till soils.

6 44 Old Worcester Rd. Charlton, MA July 11, 2018 File No. G0713 Page No. 5 Groundwater: Groundwater levels for our study were measured in the completed test borings and test pits at the times and under the conditions noted on the logs. MGA measured stabilized groundwater levels in the installed monitoring wells in borings MGA-1, MGA-3, and MGA-6 at about 11.1± to 20.8± feet below existing grade on June 20, 2018, corresponding to about Elevation 865.1± to 871.9± feet. Groundwater was encountered at about 25± to 26± feet below the existing ground surface during drilling in borings MGA-2, MGA-4, and MGA-5, corresponding to about Elevation 863± to 883± feet. Groundwater was encountered in test pits TP-5 and TP-6 at about 4.5± to 5.5± feet below ground surface during excavation, corresponding to about Elevation 867.5± feet. Groundwater was not encountered at the time of excavation in the remaining test pits to the depths explored (6.5± to 9± feet). It should be noted that groundwater levels at the site will fluctuate due to varying climatic, surface and subsurface conditions. Therefore, groundwater levels encountered during construction and thereafter may differ from those reported herein. Specific to this site, groundwater likely becomes perched within and on silty natural glacial till soils during wet weather conditions. Detailed descriptions of the subsurface conditions encountered are shown on the test boring and test pit logs attached in Appendices B and C. PRELIMINARY GEOTECHNICAL CONSIDERATIONS Our preliminary conclusions and recommendations for the project are based on the results of the explorations and laboratory tests discussed above and are addressed under the following subheadings: Building Area Earthwork The existing fill soils and topsoil/subsoil at the site are not considered suitable for support of proposed buildings due to the variable characteristics, organic content and compressible nature of these deposits. The approximate depth/elevation of the bottom of fill, topsoil, and subsoil encountered at each boring location is shown on the attached Figure No. 2. The existing fill and topsoil/subsoil should be removed within building stress zones. Based on the subsurface conditions encountered at the exploration locations, we anticipate excavations will extend to about 0.8± to 5± feet from existing grades to remove these materials. The existing fill and topsoil/subsoil will be removed during cuts to subgrade elevations in a large portion of the site. Compacted lifts of Granular Fill placed within the proposed building areas should be placed in inch maximum thick lifts up to proposed subgrade (bottom of base course) elevations. Each lift should be compacted to at least 95 percent of the materials maximum dry density as determined by ASTM D1557 Method C.

7 44 Old Worcester Rd. Charlton, MA July 11, 2018 File No. G0713 Page No. 6 Reuse of On-site Soils The majority of the proposed cuts at the site will be in silty glacial till soil. Gradation tests performed on select samples of the glacial till encountered at the explorations indicate that these soils contain between about 22 to 51 percent silt and clay sized particles (fines passing the no. 200 sieve). As a result, these soils will be difficult to place and compact when wet. Maintaining the natural glacial till soils at moisture contents suitable for placement and compaction and keeping the work are dry will be caveats to the successful reuse of the on-site soils. Laboratory moisture content analyses performed on samples of the natural glacial till soils indicate that these soils were at moisture contents between about 7.2 to.6 percent at the time of sampling. The soils sampled are near or above the optimum moisture contents (7.8 to 9.8 percent based on laboratory testing) for compaction for this deposit. Therefore, the contractor will likely need to dry glacial till soils generated during cuts in order to place and compact these soils to the required percentages in a firm and stable state. With this in mind, a summer earthwork construction schedule (dry, warm weather) is recommended in an effort to increase the potential for reuse of the on-site cut soils as granular fill on the project. Reuse of glacial till cut soils will be difficult in wet, cold weather conditions. The contractor may need to import off-site dry free-draining Granular Fill for use in a layering operation with and to replace silty glacial till that is wet of its optimum moisture content for compaction. The intent of a layering operation is to alternate lifts of wet, silty soils and freedraining Granular Fill to promote drainage of water from the silty soils and facilitate compaction. Soil modification techniques, such as lime drying, may be an option for drying the on-site soils to suitable moisture contents for reuse. We can assist you in evaluating such options, if requested. Foundations and Slabs Provided that the proposed building area is prepared as recommended above under appropriate geotechnical observation, it is our opinion the proposed buildings can likely be supported on shallow spread footings. We envision that the building shallow foundations would be supported on undisturbed glacial till deposits or compacted granular fill. We recommend a preliminary allowable soil bearing pressure of 3 tons per square foot (6,000 psf) for use in the preliminary design of building foundations. We will provide a design allowable bearing capacity once we review the building location and elevation plans. Regardless of the recommended preliminary allowable bearing capacity, continuous wall footings should be at least 24 inches wide and column footings should be no less than 36 inches wide in the least lateral dimension. Exterior footings and interior footings in unheated buildings should be founded at least four feet (4 ) below the finish exterior and slab grade for frost protection.

8 44 Old Worcester Rd. Charlton, MA July 11, 2018 File No. G0713 Page No. 7 We anticipate that slab-on-grade construction will be appropriate for the building floor slabs. A base course layer of free-draining material consisting of sand and gravel or crushed stone will be required below proposed slabs. We intend to provide recommendations for proposed base course thicknesses and subgrade modulus upon completion of design phase geotechnical studies. Seismic Design Considerations For preliminary design, the proposed building site should be considered Site Class D in accordance with Section 1613 of the Eighth Edition of The Massachusetts State Building Code (MSBC). In accordance with table in the MSBC, maximum considered earthquake response accelerations factors of S S =0.174 and S 1 =0.064 should be utilized for the town of Charlton in the structural design. Pavements Topsoil, subsoil, existing surface vegetation, trees and stumps should be removed from proposed pavement areas. If present, we anticipate that existing fill soils would be suitable for the support of the proposed pavement provided that the surface of the existing fill is systematically densified. The densification would consist of compacting the fill surface with a number of passes of a large vibratory drum roller. Granular Fill placement would be similar to the proposed building area. Proposed pavements could then be supported on a base course layer of free-draining material. This layer could consist of sand and gravel, dense graded aggregate, or a combination of these materials. We intend to provide recommended pavements sections and associated earthwork construction upon completion of design phase geotechnical studies and review of design traffic loads for the project. Design Phase Studies The considerations that we have presented in this report are for use in the preliminary design of the proposed re-development. We will prepare a proposal to conduct design phase studies once we review the proposed development layout and grading plans. Additional borings and/or test pits will likely be required to further assess subsurface conditions at the site during the design phase.

9 44 Old Worcester Rd. Charlton, MA July 11, 2018 File No. G0713 Page No. 8 We trust that this preliminary information meets your needs on the project at this time. We are available to meet with the project team to discuss this information, if requested. If you have any questions regarding this information, please do not hesitate to call. Regards, MCARDLE GANNON ASSOCIATES, INC. Sherry L. Holmes, P.E. Geotechnical Engineer John J. Gannon Principal SLH/JJG/slh Attachments: Figure No. 1 Locus Plan Figure No. 2 Exploration Location Plan Appendix A Statement of Limitations Appendix B Soil Test Boring Logs Appendix C Test Pit Logs Appendix D Test Pit Pictures Appendix E Geotechnical Laboratory Test Results

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13 APPENDIX A: STATEMENT OF LIMITATIONS

14 LIMITATIONS Explorations The analysis and recommendations submitted in this report are based in part upon the data obtained from subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations of this report. The stratification lines on the logs represent the approximate boundary between soil types and the transition may be gradual. Water level readings have been made in the explorations at the time and under the conditions stated on the logs. This data has been reviewed and interpretations made in the text of this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, and other factors that are different from the time the measurements were made. Review In the event that any change in the nature, design or location of the proposed structure are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing. It is recommended that this firm be provided the opportunity for a general review of final design and specifications in order that earthwork recommendations may be properly interpreted and implemented in the design and specifications. Construction It is recommended that this firm be retained to provide soil engineering services during the construction phase of the work. This is to observe compliance with design concepts, specifications, and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. Use of Report This report has been prepared for the exclusive use of Meridian Associates, Inc. for specific application to the Proposed Re-Development at 44 Old Worcester Road in Charlton, Massachusetts, in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made.

15 APPENDIX B: SOIL TEST BORING LOGS

16 TEST BORING LOG BORING MGA-1 (MW) PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 2 CONTRACTOR: Geosearch, Inc. LOCATION N : See Plan E: GROUNDWATER DEPTH OF: EQUIPMENT CASING SAMPLER CORE ELEVATION : 888' Date Time Water Casing Hole Type HSA Split Spoon ---- DATE START : 6/18/18 6/18/18 : Size I.D. 4-1/4" 1-3/8" ---- END : 6/18/18 6/20/18 7: MW 25 Hammer Wt # DRILLER : Pat McClenahan Hammer Fall " ENGINEER : Robert Drown in Feet Strata Change Case BPF (Drill) (min/ft) r Blows Per 6" (RQD%) Number/ Type Range Recovery (in) Elevation/ FIELD CLASSIFICATION AND REMARKS Well Schematic S-1 S-1A S-2 S-2A S Dark brown, fine to medium SAND, some Silt, little (+) Roots. -TOPSOIL- Orange-brown, fine to medium SAND, some Silt, trace (+) Roots. Orange-brown, fine to coarse SAND, little (-) Silt, trace Roots. -SUBSOIL- Gray, fine to coarse SAND, some (-) Silt, little fine to coarse Gravel. Dense, gray, fine to coarse SAND, some (-) Silt, little fine to coarse Gravel. [Augered through several cobbles/boulders from 5 to 15 feet] S Very dense, gray, fine to medium SAND, some Silt, little fine Gravel. -GLACIAL TILL S Very dense, gray, fine to coarse SAND, some (-) Silt, little (-) fine to coarse Gravel. [About 3 inch thick seam of beige, fine to medium SAND, trace Silt observed in sample] S Very dense, gray, fine to coarse SAND, some Silt, little (-) fine to coarse Gravel. BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0-4 Very Loose 0-2 Very Soft - S - Split Spoon Overburden: 4 - Loose 2-4 Soft - T - Thin Wall Tube Rock: - 30 Medium Dense 4-8 Medium Stiff - U - Undisturbed Piston s: Dense 8-15 Stiff - C - Diamond Core 50 + Very Dense Very Stiff - W - Wash 30+ Hard BORING MGA-1 (MW) 300 Oak Street, Suite 460 Pembroke, MA Telephone Fax mcardlegannon.com

17 TEST BORING LOG BORING MGA-1 (MW) PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 2 of 2 in Feet Strata Change Case BPF (Drill) (min/ft) r Blows Per 6" (RQD%) 32 Number/ Type Range Recovery (in) Elevation/ FIELD CLASSIFICATION AND REMARKS Well Schematic -GLACIAL TILL S Very dense, moist, gray, fine to coarse SAND, some (-) Silt, little (-) fine to coarse Gravel. BOTTOM OF BORING AT 27 FEET BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0-4 Very Loose 0-2 Very Soft - S - Split Spoon Overburden: 4 - Loose 2-4 Soft - T - Thin Wall Tube Rock: - 30 Medium Dense 4-8 Medium Stiff - U - Undisturbed Piston s: Dense 8-15 Stiff - C - Diamond Core 50 + Very Dense Very Stiff - W - Wash 30+ Hard BORING MGA-1 (MW) 300 Oak Street, Suite 460 Pembroke, MA Telephone Fax mcardlegannon.com

18 TEST BORING LOG BORING MGA-2 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 2 CONTRACTOR: Geosearch, Inc. LOCATION N : See Plan E: GROUNDWATER DEPTH OF: EQUIPMENT CASING SAMPLER CORE ELEVATION : 898' Date Time Water Casing Hole Type HSA Split Spoon ---- DATE START : 6/18/18 6/18/18 : Size I.D. 4-1/4" 1-3/8" ---- END : 6/18/18 Hammer Wt # DRILLER : Pat McClenahan Hammer Fall " ENGINEER : Robert Drown in Feet Strata Change Case BPF (Drill) (min/ft) r Blows Per 6" (RQD%) Number/ Type S-1 S-2 S-3 Range Recovery (in) Elevation/ FIELD CLASSIFICATION AND REMARKS [No Recovery] Loose to medium dense, brown, fine to medium SAND, some Silt, trace (+) Roots. [Piece of gravel lodged in split spoon tip] -TOPSOIL FILL- -FILL- Dense, gray-brown, fine to coarse SAND, some (-) Silt, little (+) fine to coarse Gravel S Dense to very dense, gray-brown, fine to coarse SAND, some (-) Silt, little fine to coarse Gravel. [6 inch thick layer of beige, fine to medium SAND, trace Silt observed in middle of sample] -GLACIAL TILL S Dense, brown, fine to coarse SAND, some (-) fine to coarse Gravel, little Silt S Very dense, gray-brown, fine to medium SAND, some Silt, little fine Gravel. BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0-4 Very Loose 0-2 Very Soft - S - Split Spoon Station: 4 - Loose 2-4 Soft - T - Thin Wall Tube Rock: - 30 Medium Dense 4-8 Medium Stiff - U - Undisturbed Piston s: Dense 8-15 Stiff - C - Diamond Core 50 + Very Dense Very Stiff - B - Bulk/Grab 30+ Hard BORING MGA Oak Street, Suite 460 Pembroke, MA Telephone Fax mcardlegannon.com

19 TEST BORING LOG BORING MGA-2 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 2 of 2 in Feet Strata Change Case BPF (Drill) (min/ft) r Blows Per 6" (RQD%) Number/ Type Range Recovery (in) Elevation/ FIELD CLASSIFICATION AND REMARKS S Dense, beige, fine to coarse SAND, some fine to coarse Gravel, little Silt. [Bottom " of sample was wet] 28 -GLACIAL TILL S-8 S-8A Gray-brown, wet, fine to coarse SAND, some Silt, some fine to coarse Gravel. Very dense, wet, gray, fine to coarse SAND and fine to coarse GRAVEL, some (-) Silt S Dense, beige, fine to coarse SAND, some fine to coarse Gravel, little Silt. BOTTOM OF BORING AT 37 FEET BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0-4 Very Loose 0-2 Very Soft - S - Split Spoon Station: 4 - Loose 2-4 Soft - T - Thin Wall Tube Rock: - 30 Medium Dense 4-8 Medium Stiff - U - Undisturbed Piston s: Dense 8-15 Stiff - C - Diamond Core 50 + Very Dense Very Stiff - B - Bulk/Grab 30+ Hard BORING MGA Oak Street, Suite 460 Pembroke, MA Telephone Fax mcardlegannon.com

20 TEST BORING LOG BORING MGA-3 (MW) PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 1 CONTRACTOR: Geosearch, Inc. LOCATION N : See Plan E: GROUNDWATER DEPTH OF: EQUIPMENT CASING SAMPLER CORE ELEVATION : 878' Date Time Water Casing Hole Type HSA Split Spoon ---- DATE START : 6/18/18 6/18/18 2: Size I.D. 4-1/4" 1-3/8" ---- END : 6/19/18 6/20/18 7:15.9 MW 15 Hammer Wt # DRILLER : Pat McClenahan Hammer Fall " ENGINEER : Robert Drown in Feet Strata Change Case BPF (Drill) (min/ft) r Blows Per 6" (RQD%) Number/ Type S-1 S-1A S-2 S-3 Range Recovery (in) Elevation/ FIELD CLASSIFICATION AND REMARKS Dark brown, fine to medium SAND, some Silt, little Roots. -TOPSOIL FILL- Brown, fine to coarse SAND, some Silt, little (-) fine Gravel, trace Roots. Medium dense, brown, fine to medium SAND and SILT, trace (+) fine Gravel, trace (-) Roots. -FILL- Dense, light brown, fine to coarse SAND, little (+) Silt, trace (+) fine to coarse Gravel. Well Schematic S Dense, moist, brown, fine to coarse SAND, some (-) Silt, little (+) fine to coarse Gravel. -GLACIAL TILL S Dense, moist to wet, gray, fine to coarse SAND, some Silt, some (-) fine to coarse Gravel. BOTTOM OF BORING AT 17 FEET. 20 BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0-4 Very Loose 0-2 Very Soft - S - Split Spoon Overburden: 4 - Loose 2-4 Soft - T - Thin Wall Tube Rock: - 30 Medium Dense 4-8 Medium Stiff - U - Undisturbed Piston s: Dense 8-15 Stiff - C - Diamond Core 50 + Very Dense Very Stiff - W - Wash 30+ Hard BORING MGA-3 (MW) 300 Oak Street, Suite 460 Pembroke, MA Telephone Fax mcardlegannon.com

21 TEST BORING LOG BORING MGA-4 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 2 CONTRACTOR: Geosearch, Inc. LOCATION N : See Plan E: GROUNDWATER DEPTH OF: EQUIPMENT CASING SAMPLER CORE ELEVATION : 886' Date Time Water Casing Hole Type HSA Split Spoon ---- DATE START : 6/19/18 6/19/18 11: Size I.D. 4-1/4" 1-3/8" ---- END : 6/19/18 Hammer Wt # DRILLER : Pat McClenahan Hammer Fall " ENGINEER : Robert Drown in Feet 0 4 Strata Change Case BPF (Drill) (min/ft) r Blows Per 6" (RQD%) Number/ Type S-1 S-1A S-2 Range Recovery (in) 24 Elevation/ FIELD CLASSIFICATION AND REMARKS Black, fine to medium SAND, some Silt, trace (+) Roots. -TOPSOIL FILL- Gray-brown, fine to coarse SAND, some Silt, little (-) fine Gravel. -FILL- Medium dense, gray-brown, fine to coarse SAND, some Silt, little fine Gravel S Medium dense, gray-brown, SILT and fine to medium SAND, trace (-) fine Gravel S Medium dense, gray, fine to coarse SAND, some Silt, some (-) fine to coarse Gravel. -GLACIAL TILL S Dense, gray, fine to coarse SAND, some Silt, some fine to coarse Gravel S Dense, gray, fine to coarse SAND, some Silt, some (-) fine to coarse Gravel. BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0-4 Very Loose 0-2 Very Soft - S - Split Spoon Station: 4 - Loose 2-4 Soft - T - Thin Wall Tube Rock: - 30 Medium Dense 4-8 Medium Stiff - U - Undisturbed Piston s: Dense 8-15 Stiff - C - Diamond Core 50 + Very Dense Very Stiff - B - Bulk/Grab 30+ Hard BORING MGA Oak Street, Suite 460 Pembroke, MA Telephone Fax mcardlegannon.com

22 TEST BORING LOG BORING MGA-4 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 2 of 2 in Feet Strata Change Case BPF (Drill) (min/ft) r Blows Per 6" (RQD%) Number/ Type Range Recovery (in) Elevation/ FIELD CLASSIFICATION AND REMARKS S Medium dense, moist, dark gray, fine to coarse SAND, some Silt, some (-) fine to coarse Gravel. 28 -GLACIAL TILL S Medium dense to dense, gray, fine to coarse SAND, some Silt, some (-) fine to coarse Gravel. BOTTOM OF BORING AT 32 FEET BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0-4 Very Loose 0-2 Very Soft - S - Split Spoon Station: 4 - Loose 2-4 Soft - T - Thin Wall Tube Rock: - 30 Medium Dense 4-8 Medium Stiff - U - Undisturbed Piston s: Dense 8-15 Stiff - C - Diamond Core 50 + Very Dense Very Stiff - B - Bulk/Grab 30+ Hard BORING MGA Oak Street, Suite 460 Pembroke, MA Telephone Fax mcardlegannon.com

23 TEST BORING LOG BORING MGA-5 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 2 CONTRACTOR: Geosearch, Inc. LOCATION N : See Plan E: GROUNDWATER DEPTH OF: EQUIPMENT CASING SAMPLER CORE ELEVATION : 908' Date Time Water Casing Hole Type HSA Split Spoon ---- DATE START : 6/20/18 6/20/18 9: Size I.D. 4-1/4" 1-3/8" ---- END : 6/20/18 Hammer Wt # DRILLER : Pat McClenahan Hammer Fall " ENGINEER : Robert Drown in Feet 0 4 Strata Change Case BPF (Drill) (min/ft) r Blows Per 6" (RQD%) Number/ Type S-1 S-1A S-2 Range Recovery (in) 6 9 Elevation/ FIELD CLASSIFICATION AND REMARKS Loose, dark brown, fine to medium SAND, some Silt, little (-) Roots. -TOPSOIL- Brown, fine to coarse SAND, some Silt, some (-) fine to coarse Gravel. Very dense, brown, fine to coarse SAND and fine to coarse GRAVEL, some Silt S Medium dense, brown, fine to coarse SAND, some Silt, little (-) fine to coarse Gravel S Medium dense, brown, fine to coarse SAND, some Silt, little fine Gravel. -GLACIAL TILL S Medium dense, brown, fine to coarse SAND, some Silt, some (-) fine to coarse Gravel S Dense, moist, dark gray, fine to coarse SAND and fine to coarse GRAVEL, some Silt. BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0-4 Very Loose 0-2 Very Soft - S - Split Spoon Station: 4 - Loose 2-4 Soft - T - Thin Wall Tube Rock: - 30 Medium Dense 4-8 Medium Stiff - U - Undisturbed Piston s: Dense 8-15 Stiff - C - Diamond Core 50 + Very Dense Very Stiff - B - Bulk/Grab 30+ Hard BORING MGA Oak Street, Suite 460 Pembroke, MA Telephone Fax mcardlegannon.com

24 TEST BORING LOG BORING MGA-5 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 2 of 2 in Feet Strata Change Case BPF (Drill) (min/ft) r Blows Per 6" (RQD%) Number/ Type Range Recovery (in) Elevation/ FIELD CLASSIFICATION AND REMARKS S Medium dense, moist to wet, fine to coarse SAND and SILT, little (+) fine to coarse Gravel S Medium dense, wet, gray, fine to coarse SAND and SILT, little fine Gravel. -GLACIAL TILL S Medium dense, wet, gray, fine to coarse SAND, some Silt, little (+) fine to coarse Gravel S Medium dense, wet, gray, fine to coarse SAND, some Silt, little (+) fine to coarse Gravel S Dense, wet, gray, fine to coarse SAND, some Silt, some (-) fine to coarse Gravel. BOTTOM OF BORING AT 47 FEET. BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0-4 Very Loose 0-2 Very Soft - S - Split Spoon Station: 4 - Loose 2-4 Soft - T - Thin Wall Tube Rock: - 30 Medium Dense 4-8 Medium Stiff - U - Undisturbed Piston s: Dense 8-15 Stiff - C - Diamond Core 50 + Very Dense Very Stiff - B - Bulk/Grab 30+ Hard BORING MGA Oak Street, Suite 460 Pembroke, MA Telephone Fax mcardlegannon.com

25 TEST BORING LOG BORING MGA-6 (MW) PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 2 CONTRACTOR: Geosearch, Inc. LOCATION N : See Plan E: GROUNDWATER DEPTH OF: EQUIPMENT CASING SAMPLER CORE ELEVATION : 883' Date Time Water Casing Hole Type HSA Split Spoon ---- DATE START : 6/19/18 6/19/18 1: Size I.D. 4-1/4" 1-3/8" ---- END : 6/19/18 6/20/18 7: MW 20 Hammer Wt # DRILLER : Pat McClenahan Hammer Fall " ENGINEER : Robert Drown in Feet Strata Change Case BPF (Drill) (min/ft) r Blows Per 6" (RQD%) Number/ Type Range Recovery (in) Elevation/ FIELD CLASSIFICATION AND REMARKS Well Schematic S-1 S-1A S Black to dark brown, fine to medium SAND, some Silt, little Roots/Organics. -TOPSOIL- Gray-brown, fine to coarse SAND, some Silt, little fine Gravel. Medium dense, gray-brown, fine to coase SAND, some Silt, little (-) fine to coarse Gravel S Medium dense, gray-brown, fine to medium SAND, some (+) Silt, little fine Gravel S Dense, gray-brown, fine to coarse SAND, some Silt, little (+) fine to coarse Gravel. -GLACIAL TILL S Very dense, moist to wet, gray-brown to gray, fine to coarse SAND, some Silt, little (-) fine to coarse Gravel. BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0-4 Very Loose 0-2 Very Soft - S - Split Spoon Overburden: 4 - Loose 2-4 Soft - T - Thin Wall Tube Rock: - 30 Medium Dense 4-8 Medium Stiff - U - Undisturbed Piston s: Dense 8-15 Stiff - C - Diamond Core 50 + Very Dense Very Stiff - W - Wash 30+ Hard BORING MGA-6 (MW) 300 Oak Street, Suite 460 Pembroke, MA Telephone Fax mcardlegannon.com

26 TEST BORING LOG BORING MGA-6 (MW) PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 2 of 2 in Feet 20 Strata Change Case BPF (Drill) (min/ft) r Blows Per 6" (RQD%) /3" Number/ Type Range S Recovery (in) 9 Elevation/ FIELD CLASSIFICATION AND REMARKS Dark gray, wet, fine to coarse SAND, some fine to coarse Gravel, some Silt. -GLACIAL TILL- SPLIT SPOON REFUSAL AT 21.3 FEET. Well Schematic BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0-4 Very Loose 0-2 Very Soft - S - Split Spoon Overburden: 4 - Loose 2-4 Soft - T - Thin Wall Tube Rock: - 30 Medium Dense 4-8 Medium Stiff - U - Undisturbed Piston s: Dense 8-15 Stiff - C - Diamond Core 50 + Very Dense Very Stiff - W - Wash 30+ Hard BORING MGA-6 (MW) 300 Oak Street, Suite 460 Pembroke, MA Telephone Fax mcardlegannon.com

27 Symbol Description KEY TO SYMBOLS Symbol Description Strata symbols Topsoil Subsoil Glacial Till Topsoil Fill silica sand, blank PVC slotted pipe w/ sand end of well installation flush-mount cover Fill Soil rs Split Spoon Monitor Well Details pipe riser concrete seal assorted cuttings bentonite pellets Notes: 1. Geosearch, Inc. of Fitchburg, Massachusetts performed the test borings between June 18 through 20, 2018 using an all-terrain vehicle mounted drill rig equipped with a 140-pound automatic hammer. 2. MGA estimated the test boring elevations from ground surface contours shown on a plan entitled "Test Pit Sketch," dated July 2, 2018, by Meridian Associates Inc. Elevations are approximate. 3. MGA observed and logged the test borings.

28 APPENDIX C: TEST PIT LOGS

29 TEST PIT LOG TEST PIT NO. TP-1 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 1 CONTRACTOR: Skip Sawyer and Sons, Inc. LOCATION N : See Plan E: EQUIPMENT: Hitachi EX0 GROUNDWATER ELEVATION : 853' Excavator Date Time (ft.) Notes DATE START : 6/19/18 6/19/18 8: Not Encountered END : 6/19/18 OPERATOR: Larry Sawyer ENGINEER : Robert Drown Strata SOIL DESCRIPTION in Number/ Change REMARKS Feet Type (BURMISTER) 0 Range -GLACIAL TILL- Elevation/ Dark brown, fine to medium SAND, some Silt, some Roots/Organics. -TOPSOIL- Orange-brown, fine to coarse SAND, some Silt, little Roots. -SUBSOIL- See Photos 1 & 2 3 S Gray-brown, fine to medium SAND, some fine to coarse Gravel, some (-) Silt, little Cobbles, trace Boulders BOTTOM OF TEST PIT AT 6.5 FEET TEST PIT DIMENSIONS BOULDERS SAMPLE IDENTIFICATION SUMMARY - B - Bag Overburden: Width: 4 Feet 6" to 18" Diameter= 3 - J - Jar Rock: 18" to 36" Diameter= 0 - P - Percolation Test s: Length: Feet Over 36" Diameter= 0 (number) TEST PIT NO. TP Oak Street Suite 460 Pembroke, MA Telephone (781) Fax (781) mcardlegannon.com

30 TEST PIT LOG TEST PIT NO. TP-2 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 1 CONTRACTOR: Skip Sawyer and Sons, Inc. LOCATION N : See Plan E: EQUIPMENT: Hitachi EX0 GROUNDWATER ELEVATION : 869' Excavator Date Time (ft.) Notes DATE START : 6/19/18 6/19/18 9: Not Encountered END : 6/19/18 OPERATOR: Larry Sawyer ENGINEER : Robert Drown Strata SOIL DESCRIPTION in Number/ Change REMARKS Feet Type (BURMISTER) 0 3 Range -GLACIAL TILL- Elevation/ Dark brown, fine to medium SAND, some Silt, little Roots. -TOPSOIL- Orange-brown, fine to coarse SAND, some Silt, little (-) Roots. -SUBSOIL- Gray-brown to brown, fine to coarse SAND, some Silt, little (+) fine to coarse Gravel, little (-) Cobbles, trace Boulders. See Photos 3 & BOTTOM OF TEST PIT AT 7.5 FEET TEST PIT DIMENSIONS BOULDERS SAMPLE IDENTIFICATION SUMMARY - B - Bag Overburden: Width: 4 Feet 6" to 18" Diameter= 4 - J - Jar Rock: 18" to 36" Diameter= 0 - P - Percolation Test s: Length: 14 Feet Over 36" Diameter= 0 (number) TEST PIT NO. TP Oak Street Suite 460 Pembroke, MA Telephone (781) Fax (781) mcardlegannon.com

31 TEST PIT LOG TEST PIT NO. TP-3 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 1 CONTRACTOR: Skip Sawyer and Sons, Inc. LOCATION N : See Plan E: EQUIPMENT: Hitachi EX0 GROUNDWATER ELEVATION : 852' Excavator Date Time (ft.) Notes DATE START : 6/19/18 6/19/18 : Not Encountered END : 6/19/18 OPERATOR: Larry Sawyer ENGINEER : Robert Drown Strata SOIL DESCRIPTION in Number/ Change REMARKS Feet Type (BURMISTER) 0 Range -GLACIAL TILL- Elevation/ Dark brown, fine to medium SAND, some Silt, little Roots. -TOPSOIL- Orange-brown, fine to medium SAND, some Silt, little (-) Roots. -SUBSOIL- See Photos 5 & 6 3 Gray-brown, fine to coarse SAND, some Silt, some (-) fine to coarse Gravel, little Cobbles, trace Boulders BOTTOM OF TEST PIT AT 7 FEET TEST PIT DIMENSIONS BOULDERS SAMPLE IDENTIFICATION SUMMARY - B - Bag Overburden: Width: 4 Feet 6" to 18" Diameter= 5 - J - Jar Rock: 18" to 36" Diameter= 0 - P - Percolation Test s: Length: Feet Over 36" Diameter= 0 (number) TEST PIT NO. TP Oak Street Suite 460 Pembroke, MA Telephone (781) Fax (781) mcardlegannon.com

32 TEST PIT LOG TEST PIT NO. TP-4 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 1 CONTRACTOR: Skip Sawyer and Sons, Inc. LOCATION N : See Plan E: EQUIPMENT: Hitachi EX0 GROUNDWATER ELEVATION : 828' Excavator Date Time (ft.) Notes DATE START : 6/19/18 6/19/18 : Not Encountered END : 6/19/18 OPERATOR: Larry Sawyer ENGINEER : Robert Drown Strata SOIL DESCRIPTION in Number/ Change REMARKS Feet Type (BURMISTER) 0 Range -GLACIAL TILL- Elevation/ Dark brown, fine to medium SAND, some Silt, little Roots. -TOPSOIL- See Photos 7 & 8 3 S Gray, fine to medium SAND, some (+) Silt, little fine to coarse Gravel, little (-) Cobbles, trace Boulders BOTTOM OF TEST PIT AT 8 FEET TEST PIT DIMENSIONS BOULDERS SAMPLE IDENTIFICATION SUMMARY - B - Bag Overburden: Width: 4 Feet 6" to 18" Diameter= 3 - J - Jar Rock: 18" to 36" Diameter= 0 - P - Percolation Test s: Length: Feet Over 36" Diameter= 0 (number) TEST PIT NO. TP Oak Street Suite 460 Pembroke, MA Telephone (781) Fax (781) mcardlegannon.com

33 TEST PIT LOG TEST PIT NO. TP-5 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 1 CONTRACTOR: Skip Sawyer and Sons, Inc. LOCATION N : See Plan E: EQUIPMENT: Hitachi EX0 GROUNDWATER ELEVATION : 873' Excavator Date Time (ft.) Notes DATE START : 6/19/18 6/19/18 11: Seeping Slowly END : 6/19/18 OPERATOR: Larry Sawyer ENGINEER : Robert Drown Strata SOIL DESCRIPTION in Number/ Change REMARKS Feet Type (BURMISTER) 0 Range -GLACIAL TILL- Elevation/ Dark brown, fine to coarse SAND, some fine to coarse Gravel, little (+) Silt FILL- 3 Gray-brown, fine to coarse SAND, some Silt, some (-) fine to coarse Gravel, little (-) Cobbles BOTTOM OF TEST PIT AT 7.5 FEET TEST PIT DIMENSIONS BOULDERS SAMPLE IDENTIFICATION SUMMARY - B - Bag Overburden: Width: 4 Feet 6" to 18" Diameter= 0 - J - Jar Rock: 18" to 36" Diameter= 0 - P - Percolation Test s: Length: Feet Over 36" Diameter= 0 (number) TEST PIT NO. TP Oak Street Suite 460 Pembroke, MA Telephone (781) Fax (781) mcardlegannon.com

34 TEST PIT LOG TEST PIT NO. TP-6 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 1 CONTRACTOR: Skip Sawyer and Sons, Inc. LOCATION N : See Plan E: EQUIPMENT: Hitachi EX0 GROUNDWATER ELEVATION : 872' Excavator Date Time (ft.) Notes DATE START : 6/19/18 6/19/18 : Seeping Slowly END : 6/19/18 OPERATOR: Larry Sawyer ENGINEER : Robert Drown Strata SOIL DESCRIPTION in Number/ Change REMARKS Feet Type (BURMISTER) 0 Range -GLACIAL TILL- Elevation/ Dark brown to black, fine to medium SAND, some Silt, little (+) Roots. -TOPSOIL- Orange-brown, fine to medium SAND, some Silt, trace Roots. -SUBSOIL- See Photos 9 & 3 Gray-brown, fine to coarse SAND, some Silt, some (-) fine to coarse Gravel, little (-) Cobbles BOTTOM OF TEST PIT AT 7.5 FEET TEST PIT DIMENSIONS BOULDERS SAMPLE IDENTIFICATION SUMMARY - B - Bag Overburden: Width: 4 Feet 6" to 18" Diameter= 0 - J - Jar Rock: 18" to 36" Diameter= 0 - P - Percolation Test s: Length: 13 Feet Over 36" Diameter= 0 (number) TEST PIT NO. TP Oak Street Suite 460 Pembroke, MA Telephone (781) Fax (781) mcardlegannon.com

35 TEST PIT LOG TEST PIT NO. TP-7 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 1 CONTRACTOR: Skip Sawyer and Sons, Inc. LOCATION N : See Plan E: EQUIPMENT: Hitachi EX0 GROUNDWATER ELEVATION : 870' Excavator Date Time (ft.) Notes DATE START : 6/19/18 6/19/18 : Not Encountered END : 6/19/18 OPERATOR: Larry Sawyer ENGINEER : Robert Drown Strata SOIL DESCRIPTION in Number/ Change REMARKS Feet Type (BURMISTER) 0 Range -GLACIAL TILL- Elevation/ Dark brown, fine to medium SAND, some Silt, little Roots/Organics. -TOPSOIL- See Photos 11 & Orange-brown, fine to medium SAND, some Silt, little (-) Roots. -SUBSOIL- Beige, fine to medium SAND, trace Silt. -SAND- Brown, fine to coarse SAND, some Silt, little fine to coarse Gravel BOTTOM OF TEST PIT AT 8.5 FEET. 15 TEST PIT DIMENSIONS BOULDERS SAMPLE IDENTIFICATION SUMMARY - B - Bag Overburden: Width: 4 Feet 6" to 18" Diameter= 0 - J - Jar Rock: 18" to 36" Diameter= 0 - P - Percolation Test s: Length: 14 Feet Over 36" Diameter= 0 (number) TEST PIT NO. TP Oak Street Suite 460 Pembroke, MA Telephone (781) Fax (781) mcardlegannon.com

36 TEST PIT LOG TEST PIT NO. TP-8 PROJECT: 44 Old Worcester Road, Charlton, MA MGA NO. : G0713 CLIENT: Meridian Associates, Inc. SHEET NO. : 1 of 1 CONTRACTOR: Skip Sawyer and Sons, Inc. LOCATION N : See Plan E: EQUIPMENT: Hitachi EX0 GROUNDWATER ELEVATION : 868' Excavator Date Time (ft.) Notes DATE START : 6/19/18 6/19/18 13: Not Encountered END : 6/19/18 OPERATOR: Larry Sawyer ENGINEER : Robert Drown Strata SOIL DESCRIPTION in Number/ Change REMARKS Feet Type (BURMISTER) 0 3 Range -GLACIAL TILL- Elevation/ Dark brown, fine to medium SAND, some (-) Silt, little Roots. -TOPSOIL FILL- Dark brown to brown, fine to coarse SAND, some fine to coarse Gravel, some Silt. -FILL- See Photos 13 & 14 S Gray-brown, fine to coarse SAND, some Silt, little fine to coarse Gravel BOTTOM OF TEST PIT AT 9 FEET. 15 TEST PIT DIMENSIONS BOULDERS SAMPLE IDENTIFICATION SUMMARY - B - Bag Overburden: Width: 4 Feet 6" to 18" Diameter= 0 - J - Jar Rock: 18" to 36" Diameter= 0 - P - Percolation Test s: Length: Feet Over 36" Diameter= 0 (number) TEST PIT NO. TP Oak Street Suite 460 Pembroke, MA Telephone (781) Fax (781) mcardlegannon.com

37 Symbol Description KEY TO SYMBOLS Strata symbols Topsoil Subsoil Glacial Till Fill Sand Topsoil Fill Soil rs Bag sample Notes: 1. Skip Sawyer and Sons, Inc. of Berlin, Massachusetts performed the test pits on June 19, 2018 using a Hitachi EX0 excavator. 2. MGA estimated the test pit elevations from ground surface contours shown on a plan entitled "Test Pit Sketch," dated July 2, 2018, by Meridian Associates Inc. Elevations are approximate. 3. MGA observed and logged the test pits.

38 APPENDIX D: TEST PIT PICTURES

39 Photo #1 Looking at test pit TP-1. Photo #2 Looking at spoils from test pit TP-1. W0713 Proposed Development 44 Old Worcester Road, Charlton, MA TEST PIT PHOTO LOG

40 Photo #3 Looking at test pit TP-2. Photo #4 Looking at spoils from test pit TP-2. W0713 Proposed Development 44 Old Worcester Road, Charlton, MA TEST PIT PHOTO LOG

41 Photo #5 Looking at test pit TP-3. Photo #6 Looking at spoils from test pit TP-3. W0713 Proposed Development 44 Old Worcester Road, Charlton, MA TEST PIT PHOTO LOG

42 Photo #7 Looking at test pit TP-4. Photo #8 Looking at spoils from test pit TP-4. W0713 Proposed Development 44 Old Worcester Road, Charlton, MA TEST PIT PHOTO LOG

43 Photo #9 Looking at test pit TP-6. Photo # Looking at spoils from test pit TP-6. W0713 Proposed Development 44 Old Worcester Road, Charlton, MA TEST PIT PHOTO LOG

44 Photo #11 Looking at test pit TP-7. Photo # Looking at spoils from test pit TP-7. W0713 Proposed Development 44 Old Worcester Road, Charlton, MA TEST PIT PHOTO LOG

45 Photo #13 Looking at test pit TP-8. Photo #14 Looking at spoils from test pit TP-8. W0713 Proposed Development 44 Old Worcester Road, Charlton, MA TEST PIT PHOTO LOG

46 APPENDIX E: GEOTECHNICAL LABORATORY TEST RESULTS

47 PARTICLE SIZE DISTRIBUTION REPORT 0 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4 # #20 #30 #40 #60 #0 #140 # PERCENT FINER % +3" 0 1 GRAIN SIZE - mm. % Gravel % Sand Coarse Fine Coarse Medium Fine 0.1 Silt 0.01 % Fines Clay SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) 3/4 1/2 #4 # #20 #40 #60 #0 # Soil Description Gray, fine to medium SAND, some Silt, little fine Gravel. Atterberg Limits PL= LL= PI= Coefficients D 90 = D 85 = D 60 = D 50 = D 30 = D 15 = D = C u = C c = Classification USCS= AASHTO= Natural Glacial Till Water Content: 7.5% Remarks * (no specification provided) Source of : MGA-1 Number: S-4 : -' Date: 6/26/18 Client: Meridian Associates Project: Proposed Redevelopment 44 Old Worcester Rd Project No: G0713 Figure