REPORT. Explorations and Geotechnical Engineering Services. Proposed Seaport Village Healthcare Facility Ellsworth, Maine. March 27, S

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1 REPORT March 27, 2013 S Explorations and Geotechnical Engineering Services Proposed Seaport Village Healthcare Facility Ellsworth, Maine PREPARED FOR: First Atlantic Corporation Attention: Craig Coffin, C.O.O. 100 Waterman Drive South Portland, ME PREPARED BY: S. W. Cole Engineering, Inc. Anthony J. Hersh, P.E. Senior Geotechnical Engineer 37 Liberty Drive Bangor, ME (207) thersh@swcole.com

2 TABLE OF CONTENTS 1.0 INTRODUCTION Scope of Work Project Conditions EXPLORATION AND TESTING Exploration Laboratory Testing SUBSURFACE CONDITIONS Soils Groundwater EVALUATION AND RECOMMENDATIONS General Findings Foundation Design Site Preparation Excavation Work Structural Fill Slab-On-Grade Foundation Drainage Control Joints/Concrete Floor Slab Entrance Slabs and Sidewalks Paved Areas Weather Considerations Design Review and Construction Testing CLOSURE Attachment A Sheet 1 Sheets 2 to 25 Sheet 26 Sheets 27 to 28 Sheet 29 Limitations Exploration Location Plan Exploration Logs Key to the Notes and Symbols Laboratory Test Results Underdrain Detail

3 S March 27, 2013 First Atlantic Corporation Attention: Mr. Craig Coffin, C.O.O. 100 Waterman Drive South Portland, ME Subject: Explorations and Geotechnical Engineering Services Proposed Seaport Village Healthcare Facility Ellsworth, Maine 1.0 INTRODUCTION 1.1 Scope of Work In accordance with our Proposal dated February 06, 2013 we have made a geotechnical evaluation for the proposed Seaport Village Healthcare Facility in Ellsworth, Maine. The purpose of the work was to explore subsurface conditions at the site and provide geotechnical recommendations relative to foundation design, earthwork and pavement section associated with the proposed construction. The work has included twenty-four test boring explorations, soils laboratory testing, and a geotechnical evaluation of the findings as they relate to the proposed construction. The contents of this report are subject to the limitations set forth in Attachment A. 1.2 Project Conditions Our understanding of the project is based on a Grading, Drainage and Erosion Control Plan prepared by Stantec Consulting Services, Inc. of Portland, Maine (plan dated March 14, 2013). The site is located on the westerly side of Oak Street and easterly side of State Street in an area predominantly occupied by baseball fields. A basketball court is currently located adjacent to Oak Street. There is an enclosed playground adjacent to the northeasterly wall of the nearby Bryant E. Moore Community Center. Ground surface elevations vary from approximately 101 to 105 feet (NAVD 1988) throughout most of the site, trending slightly upward to the northeast. The basketball court is at a higher elevation (approximately 110 feet) consistent with street level.

4 S March 27, 2013 The proposed building is an interconnected series of rectangular shapes that form a roughly arc-shaped structure occupying a footprint of approximately 34,800 square feet. We understand the building will be two stories in height. The ground floor will be at approximately elevation 104 feet, which is generally within 2 feet of existing grade. Paved parking and access will be provided from both Oak Street to the east and State Street to the west, with the main parking and drop off area on the westerly side of the building. The current plan indicates the finish grade for the parking lot adjacent to Oak Street will be at about elevation 104, requiring site grading cuts approaching 8 feet to attain pavement section subgrade level. A short (3 to 4 foot high) retaining wall will be needed to accommodate the grade change from this parking lot to street level. Site grading to attain subgrade for paved areas west of the proposed building will require comparatively modest excavation work (up to about 3 feet). From our conversations with the design team, we understand there will be an approximately 80 by 32 foot wide area west of the building that will contain a Cultec filtration stormwater treatment system beneath pavement. The chambers will be installed a depth of about 6 feet below grade. The proposed construction in relation to existing site features is shown on the Exploration Location Plan, attached as Sheet 1. The exploration plan is based on the above mentioned Grading, Drainage and Erosion Control Plan. 2.0 EXPLORATION AND TESTING 2.1 Exploration The field exploration program consisted of twenty-four test borings made by Maine Test Borings of Hermon, Maine. Foreside Architects, LLC of Falmouth, Maine and Stantec Consulting Services of Scarborough, Maine selected the exploration locations. We located the explorations in the field using a mapping grade GPS unit. Ground surface elevations for each boring were estimated by interpolating between contours shown on Sheet 1. Access to the southerly portion of the proposed building footprint was not available due to the fenced-in playground. As a result, Boring B-16 was moved northerly outside the playground and Boring B-17 was not done. 2

5 S March 27, 2013 Borings B-1 through B-16 were made in the proposed building area and advanced using hollow-stem augers while sampling where shown on the logs using Standard Penetration Testing procedures. The majority of these borings were terminated on refusals (i.e., the inability to penetrate deeper using the augers or sampling equipment). Borings B-4, B-10, and B-12 through B-14 were terminated in glacial till without encountering refusals at depths varying from 16.5 to 18.2 feet. Borings P-1 through P-8 were made in proposed paved areas. Borings P-1 through P- 3, P-5 and P-8 were carried to a depth of 12.0 feet while the remaining pavement borings encountered refusals at shallower depths. Approximate test boring locations are shown on Sheet 1. Logs are attached as Sheets 2 through 25. A key to the notes and symbols used on the logs is attached as Sheet Laboratory Testing Soil samples retrieved from the field exploration program were visually classified in our laboratory. We performed two gradation tests on selected samples to assist in soils classification. Results are attached as Sheets 27 and SUBSURFACE CONDITIONS 3.1 Soils Beneath surficial topsoil, the soils that were encountered are fills overlying native soils consisting of predominantly stiff to hard brown silty clays (or clayey silts) and dense glacial till. The fills were encountered in most of the borings and are a mixture of various soil materials with sporadic organics. In several of the borings, the fills consist of a thin (about 2 feet or less in thickness) granular layer that was likely used as grading material in preparation for the existing ball fields. The fills extend as deep as about 5 to 6 feet in Borings B-1 (northerly wing of the proposed building), B-14 (southerly wing) and P-1 (westerly parking lot). The brown clayey soils were encountered in each boring except Boring P-7 made near Oak Street. In Boring B-9, made in the northeasterly portion of the proposed building area, the brown clayey layer is less than 1 foot in thickness. In Boring B-14, the stratum transitions to a gray silty clay at depths of about 15 to 18 feet. 3

6 S March 27, 2013 The glacial till consists of a dense brown heterogeneous mixture of silt, sand and gravel. The previously-described refusals are inferred to be on or near the bedrock surface. Relatively shallow refusals were encountered in Borings P-4 and P-7. Supplementary probes were undertaken near these two borings and encountered refusals at comparable depths. Based on our observations, the following presents a tabulation of approximate depths to probable bedrock and associated elevations. Exploration Approximate Ground Surface Elev. (ft.) Approximate Depth to Probable Bedrock (ft.) 4 Approximate Top of Bedrock Elev. (ft.) B B B B N/A N/A B B B B B B N/A N/A B B N/A N/A B N/A N/A B N/A N/A B B P N/A N/A P N/A N/A P N/A N/A P-4* to P N/A N/A P P-7** to P N/A N/A *(P-4 refusal at 3.7 feet. Moved 10 feet north and encountered refusal at 4.3 feet) **(P-7 refusal at 3.5 feet. Moved 5 feet southeast and encountered refusal at 3.2 feet)

7 S March 27, 2013 For more information relative to the borings, please refer to the attached logs. 3.2 Groundwater Groundwater was observed after completion of several borings at depths varying from 6.3 to 13.7 feet. In Borings B-2, B12 and B-13, the groundwater levels were within the relatively impermeable native clayey layer, perhaps the result of a rising groundwater level after penetrating native glacial till and/or bedrock. In other borings, groundwater seepage was not observed although moist soil samples were noted at depths of 5 to 10 feet. Long term groundwater information is not available. It is reasonable to assume that perched water conditions are prevalent where fills overly native clayey soils. Groundwater levels will fluctuate seasonally and in response to precipitation and snowmelt. 4.0 EVALUATION AND RECOMMENDATIONS 4.1 General Findings The native undisturbed stiff to hard brown clays and dense glacial till encountered at the site are suitable to support the proposed Seaport Village Healthcare building on conventional spread footing foundations with slab-on-grade construction. The overlying fills are not suitable to remain beneath the building area and must be over-excavated and replaced with compacted Structural Fill (see Section 4.5). The test borings encountered sporadic shallow refusals that are inferred to be on or near the bedrock surface. For example, Boring P-7 encountered refusal corresponding to approximately elevation 107, which is above proposed finish pavement grade in that area. Refusals are near pavement subgrade in Boring P-4 and footing subgrade in Boring B-9. Other areas of shallow bedrock are likely to be encountered during excavation work. We recommend project planning include provisions for bedrock removal by blasting. An experienced drilling and blasting contractor should be engaged to perform the bedrock removal. Preblast surveys should be undertaken for structures within 500 feet of the blast area. S. W. COLE ENGINEERING, INC. should be retained to monitor vibrations during blasting. 5

8 S March 27, 2013 Site soils are frost susceptible and have poor drainage characteristics. These conditions need to be considered in the planning and design of this project. 4.2 Foundation Design Building foundation subgrades will include native undisturbed stiff to hard clays, glacial till and potentially bedrock. We recommend that footings be cast on at least 12 inches of compacted ¾-inch crushed stone fully wrapped in a non-woven geotextile filter fabric such as Mirafi 160N, or equivalent. We recommend that net allowable foundation bearing pressures not exceed 5.0 ksf. Wall footings should be at least 18 inches in width and column footings at least 24 inches in width, regardless of the bearing pressure. Post-construction settlements are expected to be less than 1 inch. The design freezing index for the Ellsworth, Maine area is approximately 1,250 Fahrenheit degree days. Considering this, perimeter building foundations and exterior foundations that are exposed to freezing temperatures should be cast at least 4.5 feet below adjacent finish grade to provide frost protection. Relative to seismic design evaluation, site conditions reflect a Site Class C considering the 2009 International Building Code. 4.3 Site Preparation Site preparation should begin with the construction of an erosion control system to protect drainageways and areas outside the construction limits. All topsoil, loose surficial soils and fills must be removed beneath the building area. The limits of unsuitable material removal and subsequent compacted Structural Fill placement should extend outward from building foundations 1 foot laterally for each foot of depth below exterior edges of perimeter footings. The soils that will be exposed will be subject to erosion. As much vegetation as possible should remain adjacent to the construction site to reduce the potential for erosion. 6

9 S March 27, Excavation Work Excavation work will encounter soils that can undergo substantial strength loss when subjected to construction traffic and excavation activities, particularly during periods of precipitation. Care must be exercised during construction to reduce disturbance of the bearing soils. Should the subgrade become yielding or difficult to work, disturbed areas should be excavated and backfilled with compacted Structural Fill (see Section 4.5) or ¾-inch crushed stone overlying a non-woven geotextile filter fabric (Mirafi 160N, or equivalent). Structural Fill should be placed in lifts and compacted to at least 95 percent of its maximum dry density as determined by ASTM D-1557 (Modified Proctor). Crushed stone, if used, should be compacted to at least 100 percent of its dry rodded unit weight as determined by ASTM C-29. The contractor should anticipate the need for dewatering excavations. Ditching with gravity drainage, and sumping and pumping should be adequate. Excavations must be properly shored and/or sloped to prevent sloughing and caving of the sidewalls during construction. We recommend that temporary unsupported excavations be cut to a slope of 1½ horizontal to 1 vertical or flatter. All excavations must be made in accordance with OSHA regulations. 4.5 Structural Fill Fill placed in the proposed building area (including interior and exterior backfill) and adjacent to exterior foundations such as light pole bases should be a clean granular material meeting the following gradation. STRUCTURAL FILL Sieve Size Percent Finer by Weight 4 Inch Inch 90 to 100 ¼ Inch 25 to 90 No to 30 No to 5 7

10 S March 27, 2013 Fill should be placed in horizontal lifts and be compacted. Lift thickness should be such that desired density is achieved throughout the lift thickness with 3 to 5 passes of the compaction equipment. We recommend that all soil fill be compacted to at least 95 percent of its maximum dry density as determined by ASTM D Slab-On-Grade At least 12 inches of Structural Fill should be provided below the slab-on-grade floor. The Structural Fill should be compacted to at least 95 percent of its maximum dry density per ASTM D We recommend that a subgrade modulus of 150 pci be used for slab design. We recommend installation of a sub-slab vapor retarder to reduce the potential for floor covering damage from moisture. The vapor retarder should have a permeance that is less than the floor cover that is applied to the slab. The vapor retarder must have sufficient durability to withstand direct contact with the sub-slab base material and construction activity. The vapor retarder material should be placed according to the manufacturer s recommended method, including the taping and lapping of all joints and wall connections. The architect and/or flooring consultant should select the vapor retarder products compatible with flooring and adhesive materials. The floor slab should be appropriately cured using moisture retention methods after casting. Typical floor slab curing methods should be used for at least 7 days. The architect or flooring consultant should assign curing methods consistent with current applicable American Concrete Institute (ACI) procedures with consideration of curing method compatibility to proposed flooring and adhesive materials. 4.7 Foundation Drainage We recommend that exterior perimeter underdrains be provided within the fabric wrapped crushed stone layer beneath perimeter footings. Underdrains should have perforations of 1/4 to 5/8 inch. The underdrains must have positive gravity outlets. Exterior foundation backfill should be sealed with a surficial layer of clayey or loamy soil in areas that are not to be paved or occupied by entrance slabs. This is to reduce direct surface water infiltration into the backfill. A conceptual underdrain detail is shown on Sheet 29. 8

11 S March 27, Control Joints/Concrete Floor Slab We recommend that control joints be provided in the floor slab and foundation walls to accommodate minor post-construction movement and shrinkage in the concrete as it cures. Control joints in floor slabs are typically established at intervals of 12 to 15 feet, unless other provisions are made for controlling random cracking. Control joint spacing should be designed by the Structural Engineer. 4.9 Entrance Slabs and Sidewalks The existing site soils are susceptible to frost heaving. Concrete entrance slabs and sidewalks adjacent to the building should be designed to reduce the effects of differential frost action between adjacent pavement, doorways, and entrances. We recommend that excavation beneath entrance slabs and sidewalks abutting the building continue to at least 4.5 feet below finish grade. The entrance slab and sidewalk areas should be backfilled with compacted non-frost susceptible fill meeting the Structural Fill gradation specifications. This thickness of Structural Fill should extend the full width of the sidewalks and slabs. Gradual transition (3 horizontal to 1 vertical) of the Structural Fill thickness should be provided from the 4.5-foot depth to the gravel base thickness at the sidewalks and paved areas away from the building. This transition will reduce the potential for detrimental differential movement due to frost action. The 4.5 foot depth of Structural Fill should be provided below all exterior areas adjacent to the building where frost heaving will be detrimental. Backfill below entrances should be placed in lifts and be compacted to at least 95 percent of its maximum dry density as determined by ASTM D Paved Areas We anticipate that paved drive and parking areas will be subjected primarily to passenger car traffic. Considering the site soils and the proposed usage, we offer the following pavement section for your consideration. Materials are based on Maine Department of Transportation specifications. 9

12 S March 27, 2013 Flexible Pavement Maine DOT 9.5 mm Superpave (50 gyration design) Maine DOT 19 mm Superpave (50 gyration design) Maine DOT Crushed Aggregate Base Type A Maine DOT Aggregate Subbase Type D 1.25 Inches 2.25 Inches 6 Inches 12 Inches The bituminous pavement should be compacted to 92 to 97 percent of its theoretical maximum density as determined by ASTM D Tack coat is recommended between lifts of asphalt pavement. Base and subbase materials should be compacted to at least 95 percent of their maximum dry densities as determined by ASTM D We recommend that all fill placed below the subbase materials be compacted to at least 95 percent of ASTM D Paved areas should be graded to promote surface drainage away from structures. Where new utilities are proposed beneath the new paved areas, backfilling of the utility trenches should be done in a manner to reduce differential frost action. Utility pipes should be bedded and surrounded using materials consistent with the manufacturer s specifications. Above the utility bedding, backfill in trenches should be material similar to that in the trench sidewalls to reduce the potential for differential frost action between the trench and the adjacent materials. The backfill material should be placed in horizontal lifts not exceeding 12 inches in thickness and should be compacted to a density similar to that of the material in the adjacent trench sidewalls. Frost penetration can be on the order of 4.5 feet or more in this area of the state. In the absence of full depth excavation of frost susceptible soils or use of insulation, frost will penetrate into the subgrade and some frost heaving and pavement distress must be anticipated Weather Considerations If foundation construction takes place during fall or winter, foundations and floor slabs must be protected during freezing conditions. Concrete must not be placed on frozen soil and once placed, the soil beneath the structure must be protected from freezing. 10

13 S March 27, 2013 Site soils are moisture sensitive and subgrades will be susceptible to disturbance during wet conditions. Site work and construction activities should take appropriate measures to protect exposed subgrades Design Review and Construction Testing S. W. COLE ENGINEERING, INC. should be retained to review the site work and foundation design drawings to determine that our interpretation of the subsurface conditions and geotechnical recommendations have been appropriately implemented. Further, S. W. COLE ENGINEERING, INC. should be retained to provide supplemental geotechnical consultation as-needed, subgrade preparation observation and documentation, and testing services during the excavation and foundation phases of the work. This is to observe compliance with the design concepts, specifications, and design recommendations and to allow design changes in the event that subsurface conditions are found to differ from those anticipated prior to the start of construction. 5.0 CLOSURE It is recommended that S. W. COLE ENGINEERING, INC. be provided the opportunity to review the site work and foundation design drawings to determine that our recommendations have been appropriately interpreted and implemented. Our geotechnical recommendations are based significantly on the information provided to us regarding the proposed site and development. If changes are made to the proposed construction or general site layout, modifications to the geotechnical recommendations may be appropriate. 11

14 S March 27, 2013 It has been a pleasure to be of assistance to you with this phase of your project. If you have any questions or we may be of further assistance, please do not hesitate to contact us. Sincerely, S. W. COLE ENGINEERING, INC. Anthony J. Hersh, P.E. Senior Geotechnical Engineer AJH:ajh/slh cc: Mark Burnes, NCARB, AIA Foreside Architects, LLC P:\2013\ S - First Atlantic Corporation - Ellsworth, ME - Proposed. Seaport Village Healthcare Facility - Geotech. - AJH\Reports and Letters\ S Report.doc 12

15 ATTACHMENT A Limitations This report has been prepared for the exclusive use of First Atlantic Corporation for specific application to the proposed Seaport Village Healthcare Facility in Ellsworth, Maine. S. W. COLE ENGINEERING, INC. has endeavored to conduct the work in accordance with generally accepted soil and foundation engineering practices. No warranty, expressed or implied, is made. The soil profiles described in the report are intended to convey general trends in subsurface conditions. The boundaries between strata are approximate and are based upon interpretation of exploration data and samples. The analyses performed during this assessment and recommendations presented in this report are based in part upon the data obtained from subsurface explorations made at the site. Variations in subsurface conditions may occur between explorations and may not become evident until construction. If variations in subsurface conditions become evident after submission of this report, it will be necessary to evaluate their nature and to review the recommendations of this report. Observations have been made during exploration work to assess site groundwater levels. Fluctuations in water levels will occur due to variations in rainfall, temperature, and other factors. S. W. COLE ENGINEERING, INC. s scope of work has not included the investigation, detection, or prevention of any Biological Pollutants at the project site or in any existing or proposed structure at the site. The term Biological Pollutants includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and the byproducts of any such biological organisms. Recommendations contained in this report are based substantially upon information provided by others regarding the proposed project. In the event that any changes are made in the design, nature, or location of the proposed project, S. W. COLE ENGINEERING, INC. should review such changes as they relate to analyses associated with this report. Recommendations contained in this report shall not be considered valid unless the changes are reviewed by S. W. COLE ENGINEERING, INC.

16 LEGEND: APPROXIMATE BORING LOCATION NOTES: R:\2012\\CAD\Drawings\ Sheet 1 ELP.dwg, 3/27/ :43:11 AM, 1:1, CEM, S.W. Cole Engineering, Inc SCALE IN FEET 1. EXPLORATION LOCATION PLAN WAS PREPARED FROM A 1"=30' SCALE PLAN OF THE SITE ENTITLED "GRADING, DRAINAGE & EROSION CONTROL PLAN," PREPARED BY STANTEC CONSULTING SERVICES INC., DATED MARCH 14, THE EXPLORATIONS WERE LOCATED IN THE FIELD BY GPS SURVEY BY S.W. COLE ENGINEERING, INC. USING A MAPPING GRADE TRIMBLE GPS RECEIVER. 3. THIS PLAN SHOULD BE USED IN CONJUNCTION WITH THE ASSOCIATED S.W. COLE ENGINEERING, INC. GEOTECHNICAL REPORT. 4. THE PURPOSE OF THIS PLAN IS ONLY TO DEPICT THE LOCATION OF THE EXPLORATIONS IN RELATION TO THE EXISTING CONDITIONS AND PROPOSED CONSTRUCTION AND IS NOT TO BE USED FOR CONSTRUCTION. FIRST ATLANTIC CORP. EXPLORATION LOCATION PLAN PROPOSED SEAPORT VILLAGE HEALTHCARE FACILITY STATE STREET ELLSWORTH, MAINE Job No.: Date : 03/20/2013 Scale: Sheet: 1" =30' 1

17 B-1 2/20/2013 2/20/ ' +/- WATER OBSERVED AT 10.2' INSIDE AUGERS SAMPLE SAMPLER 6" 0.8' TOPSOIL BROWN GRAVELLY SILTY SAND WITH BRICK, ORGANICS, TRACE ASH (FILL) 1D 24" 14" 4.0' ~LOOSE TO MEDIUM DENSE~ 2D 24" 17" 7.0' ' GRAY AND BROWN MOTTLED SILTY CLAY q P = 4 ksf ~STIFF CONSISTENCY~ 9.8' 3D 8" 6" 10.7' ' 10.7' GRAY-BROWN SILTY GRAVELLY SAND (GLACIAL TILL) ~DENSE~ AUGER REFUSAL AT 10.7' SAMPLES: SOIL CLASSIFIED BY: REMARKS: WATER OBSERVED WHEN AUGERING TO 5', PROBABLE CHED WATER CAVED AT 9.5' U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-1 2

18 B-2 2/20/2013 2/20/ ' +/- WATER OBSERVED AT 6.3' INSIDE AUGERS SAMPLE SAMPLER 6" 0.3' TOPSOIL 2.0' BROWN SAND WITH SOME SILT AND GRAVEL (FILL) 1D 24" 17" 4.0' q P = 9+ ksf BROWN CLAYEY SILT ~HARD CONSISTENCY~ 2D 23" 18" 6.9' ' 6.8' q P = 9+ ksf 7.0' PROBABLE GLACIAL TILL AUGER REFUSAL AT 7.0' SAMPLES: SOIL CLASSIFIED BY: REMARKS: HOLE OPEN TO 7.0' U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-2 3

19 6.0 ksf BORING LOG B-3 2/20/2013 2/20/ ' +/- STANDING WATER FROM SNOWMELT IN BOREHOLE AREA SAMPLE SAMPLER 6" 0.9' TOPSOIL BROWN SILTY CLAY (FILL) 3.0' 1D 24" 16" 4.0' q P = 5 to 6 ksf MOTTLED GRAY-BROWN TO BROWN SILTY CLAY ~VERY STIFF CONSISTENCY~ 2D 24" 14" 7.0' ' q P = 6 ksf GRAY-BROWN SILTY SANDY GRAVEL, COBBLES (GLACIAL TILL) ~DENSE~ 3D 20" 8" 11.7' ' 11.7' SAMPLER REFUSAL AT 11.7' SAMPLES: SOIL CLASSIFIED BY: REMARKS: WATER OBSERVED WHEN AUGERING TO 5', PROBABLE CHED WATER CAVED AT 9.5' 4 U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-3

20 B-4 2/20/2013 2/20/ ' +/- WATER OBSERVED AT 7.9' INSIDE AUGERS SAMPLE SAMPLER 6" 0.5' TOPSOIL BROWN SANDY SILT WITH TRACE GRAVEL (FILL) 1D 24" 18" 4.0' ' ~MEDIUM DENSE~ 2D 24" 20" 7.0' BROWN SILTY CLAY q P = 7 ksf ~STIFF TO VERY STIFF CONSISTENCY~ 3D 24" 24" 12.0' q P = ksf 15.6' 4D 18" 16" 16.5' ' GRAY-BROWN SILTY SANDY GRAVEL (GLACIAL TILL) ~DENSE~ BOTTOM OF EXPLORATION AT 16.5' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 14.5' 5 U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-4

21 B-5 2/21/2013 2/21/ ' +/- NO FREE WATER OBSERVED SAMPLE SAMPLER 6" 0.5' 2.0' TOPSOIL BROWN SILTY SAND WITH TRACE GRAVEL (FILL) 1D 24" 15" 4.0' q P = 9+ ksf MOTTLED BROWN SILTY CLAY ~HARD CONSISTENCY~ 2D 24" 18" 7.0' q P = 8-9 ksf 7.7' 8.5' PROBABLE GLACIAL TILL AUGER REFUSAL AT 8.5' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 8.2' 6 U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-5

22 B-6 2/21/2013 2/21/ ' +/- NO FREE WATER OBSERVED SAMPLE 3D MOIST SAMPLE SAMPLER 6" 0.5' TOPSOIL 2.0' BROWN SILTY SAND WITH SOME GRAVEL (FILL) 1D 24" 16" 4.0' MOTTLED BROWN TO BROWN SILTY CLAY q P = 9+ ksf ~ HARD, TRANSITIONING TO STIFF 2D 24" 20" 7.0' CONSISTENCY WITH ~ q P = 5-6 ksf 3D 24" 17" 12.0' ' q P = 2.5 ksf GRAY-BROWN SILTY SANDY GRAVEL (GLACIAL TILL) ~DENSE~ 14.6' AUGER REFUSAL AT 14.6' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 14.0' U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-6 7

23 B-7 2/21/2013 2/21/ ' +/- WATER OBSERVED AT 13.7' AFTER REMOVING AUGERS SAMPLE SAMPLER 6" 0.5' 2.0' TOPSOIL BROWN SILTY SAND WITH SOME GRAVEL (FILL) 1D 24" 20" 4.0' MOTTLED BROWN TO BROWN SILTY CLAY q P = 9+ ksf ~HARD, TRANSITIONING TO VERY STIFF 2D 24" 21" 7.0' CONSISTENCY WITH ~ q P = 5 ksf 7.6' 3D 24" 13" 12.0' BROWN SILTY GRAVELLY SAND (GLACIAL TILL) ~DENSE~ 4D 16" 10" 16.3' ' 16.3' SAMPLER REFUSAL AT 16.3' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 13.9' 8 U = 3.5" SHELBY TUBE X LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-7

24 B-8 2/21/2013 2/21/ /- NO FREE WATER OBSERVED SAMPLE SAMPLER 6" 0.5' TOPSOIL 2.0' BROWN SILTY SAND WITH TRACE GRAVEL (FILL) 2.5' BROWN FINE SANDY SILT ~LOOSE~ 1D 24" 20" 4.0' q P = 9+ ksf MOTTLED BROWN SILTY CLAY ~HARD CONSISTENCY~ 2D 18" 14" 6.5' ' q P = 9+ ksf 7.2' GRAY-BROWN SILTY GRAVELLY SAND (GLACIAL TILL) ~DENSE~ AUGER REFUSAL AT 7.2' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 6.9' U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-8 9

25 B-9 2/21/2013 2/21/ ' +/- NO FREE WATER OBSERVED SAMPLE SAMPLER 6" 1D 24" 15" 4.0' ' TOPSOIL 2.0' BROWN SILTY SAND WITH TRACE GRAVEL (FILL) 2.7' DK BROWN SILTY CLAY ~V. STIFF CONSISTENCY~ q P = 5 ksf GRAY-BROWN SILTY GRAVELLY SAND (GLACIAL TILL) 2D 8" 5" 5.7' ' ~DENSE~ 7.7' AUGER REFUSAL AT 7.7' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 6.7' U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-9 10

26 B-10 2/21/2013 2/21/ ' +/- NO FREE WATER OBSERVED SAMPLE 3D MOIST SAMPLE SAMPLER 6" 0.5' TOPSOIL BROWN SILTY SAND WITH SOME GRAVEL (FILL) 3.0' ~MEDIUM DENSE~ 1D 24" 16" 4.0' q P = 8 ksf 2D 24" 20" 7.0' q P = 9+ ksf BROWN SILTY CLAY ~HARD, TRANSITIONING TO VERY STIFF CONSISTENCY WITH ~ 3D 24" 24" 12.0' q P = 5-6 ksf 15.1' 4D 24" 15" 17.0' ' BROWN SILTY GRAVELLY SAND (GLACIAL TILL) ~DENSE~ BOTTOM OF EXPLORATION AT 17.0' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 14.9' 11 U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-10

27 B-11 2/21/2013 2/21/ ' +/- WATER OBSERVED AT 11.5' AFTER REMOVING AUGERS SAMPLE SAMPLER 6" 0.5' 2.0' TOPSOIL BROWN SILTY GRAVELLY SAND (FILL) BROWN FINE SANDY SILT WITH ORGANICS (FILL) 1D 24" 22" 4.0' ' ~LOOSE~ BROWN SILTY CLAY 2D 24" 22" 7.0' ~VERY STIFF CONSISTENCY~ q P = 6-7 ksf 10.9' 3D 18" 16" 11.5' GRAY-BROWN SILTY GRAVEL AND SAND (GLACIAL TILL) 12.9' ~DENSE~ q P = 4 ksf AUGER REFUSAL AT 12.9' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 12.3' U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-11 12

28 B-12 2/21/2013 2/21/ ' +/- WATER OBSERVED AT 12.1' AFTER REMOVING AUGERS SAMPLE SAMPLER 6" 2.0' BROWN SAND WITH SOME SILT AND GRAVEL (FILL) GRAY AND BROWN SILTY CLAY 1D 24" 13" 4.0' ' (FILL) 2D 24" 8" 7.0' q P = 9+ ksf MOTTLED BROWN TO BROWN SILTY CLAY ~HARD, TRANSITIONING TO VERY STIFF CONSISTENCY WITH ~ q P = 5 ksf 3D 24" 22" 12.0' ' BROWN SILTY GRAVELLY SAND (GLACIAL TILL) 4D 24" 17" 17.0' ' ~DENSE~ BOTTOM OF EXPLORATION AT 17.0' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 13.1' 13 U = 3.5" SHELBY TUBE X LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-12

29 B-13 2/21/2013 2/21/ ' +/- WATER OBSERVED AT 12.8' AFTER REMOVING AUGERS SAMPLE SAMPLER 6" 2.0' BROWN SAND WITH SOME SILT AND GRAVEL (FILL) 1D 24" 14" 4.0' q P = 5 ksf 2D 24" 1" 7.0' BROWN SILTY CLAY ~VERY STIFF TO HARD CONSISTENCY~ 3D 24" 24" 12.0' q P = 5-6 ksf 14.1' BROWN SILTY SANDY GRAVEL (GLACIAL TILL) 4D 24" 17" 17.0' ' ~DENSE~ BOTTOM OF EXPLORATION AT 17.0' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 14.0' U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-13 14

30 B-14 2/22/2013 2/22/ ' +/- NO FREE WATER OBSERVED SAMPLE 2D MOIST SAMPLE SAMPLER 6" 2.0' BROWN SAND WITH SOME SILT AND GRAVEL (FILL) BROWN SILTY CLAY 1D 24" 22" 4.0' (FILL) q P = 8 ksf 5.0' ~HARD CONSISTENCY~ 5.5' DARK BROWN SANDY SILTY W/ORGANICS (POSS. OLD TOPSOIL) 2D 24" 18" 7.0' q P = 7 ksf BROWN SILTY CLAY `VERY STIFF TO HARD CONSISTENCY~ 3D 24" 20" 12.0' q P = 8 ksf 15.0' 4D 24" 24" 17.0' GRAY SILTY CLAY ~STIFF CONSISTENCY~ 18.2' PROBABLE GLACIAL TILL BOTTOM OF EXPLORATION AT 18.2' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 17.6' U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-14 15

31 B-15 2/22/2013 2/22/ ' +/- NO FREE WATER OBSERVED SAMPLE 3D MOIST SAMPLE SAMPLER 6" 0.5' TOPSOIL 2.0' BROWN SAND WITH SOME SILT AND GRAVEL (FILL) 2.5' BROWN FINE SANDY SILT 1D 24" 20" 4.0' q P = 8 ksf MOTTLED BROWN TO BROWN CLAYEY SILT TO SILTY CLAY 2D 24" 22" 7.0' q P = 9+ ksf ~HARD, TRANSITIONING TO VERY STIFF CONSISTENCY WITH ~ 3D 24" 22" 12.0' q P = 8 ksf 4D 6" 6" 15.5' ' q P = 5 ksf PROBABLE GLACIAL TILL REFUSAL AT 15.5' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 14.2' 16 U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-15

32 B-16 2/22/2013 2/22/ ' +/- NO FREE WATER OBSERVED SAMPLE 3D MOIST SAMPLE SAMPLER 6" 0.5' 2.0' TOPSOIL BROWN SAND WITH SOME SILT AND GRAVEL (FILL) BROWN SILTY CLAY WITH THIN ROOTS (POSS. FILL) 1D 24" 20" 4.0' ' ~VERY STIFF CONSISTENCY~ q P = 5-6 ksf D 24" 0" 7.0' BROWN SILTY CLAY ~VERY STIFF CONSISTENCY~ 2D 24" 22" 12.0' q P = 6 ksf 16.0' 3D 13" 12" 16.1' ' 16.1' BROWN SILTY GRAVELLY SAND (GLACIAL TILL) ~DENSE~ q P = 5 ksf SAMPLER REFUSAL AT 16.1' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 14.3' U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-16 17

33 P-1 2/20/2013 2/20/ ' +/- STANDING WATER FROM SNOWMELT IN BOREHOLE AREA SAMPLE SAMPLER 6" 0.4' TOPSOIL BROWN GRAVELLY SAND AND SILT, SOME CLAY (FILL) 1D 24" 14" 4.0' ~MEDIUM DENSE~ 5.0' (STIFF GRAY CLAYEY LAYER w/qp = 3-4 ksf AT APPROX FT) 2D 24" 20" 7.0' q P = 9 + ksf MOTTLED BROWN SILTY CLAY ~STIFF TO HARD CONSISTENCY` 3D 24" 20" 12.0' ' q P = 7 ksf BOTTOM OF EXPLORATION AT 12.0' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 7.2' U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. P-1 18

34 P-2 2/20/2013 2/20/ ' +/- STANDING WATER FROM SNOWMELT IN BOREHOLE AREA SAMPLE SAMPLER 6" 0.3' TOPSOIL BROWN SANDY SILT WITH SOME GRAVEL AND ORGANICS (FILL) 3.0' ~MEDIUM DENSE~ 1D 24" 20" 4.0' q P = 9+ ksf MOTTLED BROWN SILTY CLAY 2D 24" 18" 7.0' (SAND AND GRAVEL SEAM FROM 6.0 TO 6.5') q P = 9+ ksf ~HARD CONSISTENCY~ 3D 24" 22" 12.0' ' q P = 9+ ksf BOTTOM OF EXPLORATION AT 12.0' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 9.8' 19 U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. P-2

35 P-3 2/21/2013 2/21/ ' +/- NO FREE WATER OBSERVED SAMPLE 3D MOIST SAMPLE SAMPLER 6" 0.4' TOPSOIL 2.0' BROWN SILTY GRAVELLY SAND (FILL) 1D 24" 15" 4.0' q P = 9+ ksf MOTTLED BROWN SILTY CLAY ~HARD, TRANSITIONING TO VERY STIFF CONSISTENCY 2D 24" 16" 7.0' WITH ~ q P = 9+ ksf 3D 24" 20" 12.0' ' q P = 5-6 ksf BOTTOM OF EXPLORATION AT 12.0' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 9.3' U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. P-3 20

36 P-4 2/20/2013 2/20/ ' +/- NO FREE WATER OBSERVED SAMPLE SAMPLER 6" 0.4' 2.0' TOPSOIL BROWN SAND WITH SOME SILT AND GRAVEL (FILL) GRAY AND BROWN SILTY CLAY 1D 20" 16" 3.7' ' 3.7' ~HARD CONSISTENCY~ q P = 9.0+ ksf AUGER REFUSAL AT 3.7' MOVED 10' +/- NORTH, AUGERED TO REFUSAL AT 4.3' SAMPLES: SOIL CLASSIFIED BY: REMARKS: 21 U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. P-4

37 P-5 2/21/2013 2/21/ ' +/- NO FREE WATER OBSERVED SAMPLE 3D MOIST SAMPLE SAMPLER 6" 0.4' TOPSOIL 2.0' BROWN SILTY GRAVELLY SAND (FILL) 3.0' GRAY AND BROWN SILTY CLAY (FILL) 1D 24" 17" 4.0' q P = 9+ ksf BROWN SILTY CLAY 2D 24" 14" 7.0' ~HARD, TRANSITIONING TO VERY STIFF CONSISTENCY q P = 6 ksf WITH ~ 3D 24" 20" 12.0' ' q P = 4 ksf BOTTOM OF EXPLORATION AT 12.0' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 10.3' 22 U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. P-5

38 P-6 PROJECT / CLIENT: PROPOSED SEAPORT VILLAGEH HEALTHCARE FACILITY / FIRST ATLANTIC CORP. DATE START: 2/22/2013 2/22/ ' +/- NO FREE WATER OBSERVED SAMPLE 3D MOIST SAMPLE SAMPLER 6" 1D 24" 15" 4.5' ' 2.5' 3.5' TOPSOIL BROWN SILTY SANDY GRAVEL, COBBLES (FILL) GRAY AND BROWN SILTY CLAY (FILL) BROWN SILTY CLAY 2D 24" 22" 7.0' ~HARD CONSISTENCY~ q P = 9+ ksf 7.8' 3D 8" 6" 10.7' ' 10.7' BROWN SILTY SAND AND GRAVEL (GLACIAL TILL) ~DENSE~ SAMPLER REFUSAL AT 10.7' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 7.3' U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. P-6 23

39 P-7 2/22/2013 2/22/ ' +/- NO FREE WATER OBSERVED SAMPLE SAMPLER 6" 0.3' TOPSOIL BROWN SAND WITH SOME SILT, WOOD DEBRIS (FILL) 2.5' ~MEDIUM DENSE~ 1D 14" 10" 3.2' ' 3.5' BROWN SILTY GRAVELLY SAND (GLACIAL TILL) ~DENSE~ AUGER REFUSAL AT 3.5' MOVED 5' +/- SOUTHEAST, AUGERED TO REFUSAL AT 3.2' SAMPLES: SOIL CLASSIFIED BY: REMARKS: HOLE MOVED 5' SOUTH-EAST, AUGER REFUSAL AT 3.2' U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. P-7 24

40 P-8 2/22/2013 2/22/ ' +/- NO FREE WATER OBSERVED SAMPLE 3D MOIST SAMPLE SAMPLER 6" 0.3' TOPSOIL BROWN SAND WITH SOME SILT AND GRAVEL (FILL) 2.5' ~MEDIUM DENSE~ 1D 24" 10" 4.0' ' BROWN FINE SANDY SILT 2D 24" 15" 7.0' q P = 9+ ksf MOTTLED GRAY AND BROWN SILTY CLAY ~HARD, TRANSITIONING TO VERY STIFF CONSISTENCY WITH ~ 3D 24" 22" 12.0' ' q P = 4-5 ksf BOTTOM OF EXPLORATION AT 12.0' SAMPLES: SOIL CLASSIFIED BY: REMARKS: CAVED AT 9.2' 25 U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. P-8

41 KEY TO THE NOTES & SYMBOLS Test Boring and Test Pit Explorations All stratification lines represent the approximate boundary between soil types and the transition may be gradual. Key to Symbols Used: w - water content, percent (dry weight basis) q u - unconfined compressive strength, kips/sq. ft. - based on laboratory unconfined compressive test S v - field vane shear strength, kips/sq. ft. L v - lab vane shear strength, kips/sq. ft. q p - unconfined compressive strength, kips/sq. ft. based on pocket penetrometer test O - organic content, percent (dry weight basis) W L - liquid limit - Atterberg test W P - plastic limit - Atterberg test WOH - advance by weight of hammer WOM - advance by weight of man WOR - advance by weight of rods HYD - advance by force of hydraulic piston on drill RQD - Rock Quality Designator - an index of the quality of a rock mass. RQD is computed from recovered core samples. γ T - total soil weight γ B - buoyant soil weight Description of Proportions: 0 to 5% TRACE 5 to 12% SOME 12 to 35% "Y" 35+% AND REFUSAL: Test Boring Explorations - Refusal depth indicates that depth at which, in the drill foreman's opinion, sufficient resistance to the advance of the casing, auger, probe rod or sampler was encountered to render further advance impossible or impracticable by the procedures and equipment being used. REFUSAL: Test Pit Explorations - Refusal depth indicates that depth at which sufficient resistance to the advance of the backhoe bucket was encountered to render further advance impossible or impracticable by the procedures and equipment being used. Although refusal may indicate the encountering of the bedrock surface, it may indicate the striking of large cobbles, boulders, very dense or cemented soil, or other buried natural or man-made objects or it may indicate the encountering of a harder zone after penetrating a considerable depth through a weathered or disintegrated zone of the bedrock. 26

42 Report of Gradation ASTM C-117 & C-136 Project Name ELLSWORTH ME - PROPOSED HEATHCARE FACILITY - GEOTECHNICAL ENGINEERING SERVICES Client FIRST ATLANTIC CORPORATION Exploration B-7 Material Source 3D Project Number Lab ID 15926B Date Received 2/28/2013 Date Completed 3/1/2013 Tested By LAMONT DUTRA STANDARD DESIGNATION (mm/µm) SIEVE SIZE AMOUNT PASSING (%) " 100 5" 100 4" 100 3" 100 2" /2" 100 1" 100 3/4" 95 1/2" 92 1/4" 73 No No No No No No No % Gravel 42.2% Sand 25.8% Fines 100% 3" 2" 1" 1/2" 1/4" #10 #20 #40 #100 #200 90% 80% AMOUNT PASSING. 70% 60% 50% 40% 30% 20% 10% 0% SIEVE SIZE - mm Comments: Sheet 27

43 Report of Gradation ASTM C-117 & C-136 Project Name ELLSWORTH ME - PROPOSED HEATHCARE FACILITY - GEOTECHNICAL ENGINEERING SERVICES Client FIRST ATLANTIC CORPORATION Exploration B-12 Material Source 4D Project Number Lab ID 15927B Date Received 2/28/2013 Date Completed 3/1/2013 Tested By LAMONT DUTRA STANDARD DESIGNATION (mm/µm) SIEVE SIZE AMOUNT PASSING (%) " 100 5" 100 4" 100 3" 100 2" /2" 100 1" 100 3/4" 90 1/2" 83 1/4" 73 No No No No No No No % Gravel 38.2% Sand 29.1% Fines 100% 3" 2" 1" 1/2" 1/4" #10 #20 #40 #100 #200 90% 80% AMOUNT PASSING. 70% 60% 50% 40% 30% 20% 10% 0% SIEVE SIZE - mm Comments: Sheet 28

44 EXTERIOR FOUNDATION WALL ENTRANCE SLAB OR SIDEWALK PAVEMENT PAVEMENT BASE PAVEMENT SUBBASE HEATED SPACE FLOOR SLAB VAPOR RETARDER 12" MIN. STRUCTURAL FILL ' MIN. STRUCTURAL FILL SLOPED SUBGRADE 12" R:\2012\\CAD\Drawings\ Sheet 29 UD.dwg, 3/20/2013 2:55:39 PM, 1:1, CEM, S.W. Cole Engineering, Inc. NOTE: 1. UNDERDRAIN INSTALLATION AND MATERIAL GRADATION RECOMMENDATIONS ARE CONTAINED WITHIN THIS REPORT. 2. DETAIL IS PROVIDED FOR ILLUSTRATIVE PURPOSES ONLY, NOT FOR CONSTRUCTION. PROLY PREPARED SUBGRADE, (SEE REPORT) 4"Ø FORATED UNDERDRAIN PIPE BEDDED IN 12" MAT OF 3/4" CRUSHED STONE WRAPPED IN NON-WOVEN GEOTEXTILE FILTER FABRIC (MIRAFI 160N OR EQUIVALENT) Job No.: Date : FIRST ATLANTIC CORP. UNDERDRAIN DETAIL PROPOSED SEAPORT VILLAGE HEALTHCARE FACILITY STATE STREET ELLSWORTH, MAINE 03/20/2013 Scale: Sheet: Not to Scale 29