Appendix_A_GEI_Subsurface_Explorations_Report.pdf

Repairs to Captain John Foster Williams U.S. Coast Guard Building and Seawall

Subsurface Explorations Report Boston, Massachusetts

Submitted to:

Appledore Marine Engineering 600 State Street, Suite E Portsmouth, NH 03801

Submitted by:

GEI Consultants, Inc.

400 Unicorn Park Drive Woburn, MA 01801 781-721-4000

April 2016 Project 1514790

Jeanne A. LeFebvre, P.E.

Geotechnical Project Manager

Francis D. Leathers, P.E.

Senior Principal

Consulting

Engineers and

Scientists

Repairs to Captain John Foster Williams U.S. Coast Guard Building and Seawall Boston, Massachusetts April 2016

GEI Consultants, Inc. i

Table of Contents

1. Background 1

1.1 Site and Project Description 2

1.2 Subsurface Information 2

1.3 Building Information 2

1.4 Seawall Information 3

2. Subsurface Data and Explorations 4

2.1 Previous Explorations 4

2.2 2015 Subsurface Explorations 4

2.3 Water Levels 4

2.4 Chemical Testing 5

3. Subsurface Conditions 6

3.1 Subsurface Stratigraphy 6

3.2 Soil Chemical Testing Results 7

3.3 Sediment Chemical Testing Results 5

3.4 Soil and Sediment Disposal Recommendations 8

4. References 9

Tables

1. Soil Chemical Testing Results

2. Sediment Chemical Testing Results

Figures

1. Boring Location Plan

Appendices A-GEI. Previous Subsurface Explorations B-GEI. 2015 GEI Boring Logs C-GEI. Water Level Data D-GEI. Chemical Testing Data

B:\Working\NAVFAC\1514790-Williams Fed Bldg\040 Geotech Report\Report 4-20-16\Williams Fed Bldg_Geotech Rpt.docx

GEI Consultants, Inc. 1

Executive Summary Our 2015 subsurface exploration program consisted of two sediment samples in Fort Point Channel (P101 and P102), eight borings performed through the harbor walk behind the seawall (B103A to B105B), and three borings on the south side of the building in the entrance area (PZ106 to PZ108).

We installed data loggers in wells PZ106, PZ107, and PZ108 to collect data on the water level fluctuations with the tide cycle. Generally, the fluctuation of water levels in the wells closely followed the tide cycle. The time lag between the peak high tide and peak groundwater level was generally between 10 minutes and 1 hour, with an average of about 30 minutes.

The soil layers encountered in the borings included fill soils overlying gravel, organics, marine clay, glaciomarine deposits, and glacial till. Numerous obstructions were encountered in the fill and organics layers below the harbor walk.

Soil samples collected during this investigation contained detectable levels of polycyclic aromatic hydrocarbons, pesticides, herbicides, PCBs, and metals. The sediment samples collected during this investigation contained detectable levels of PAHs, PCBs (Aroclors 1254 and 1260), and metals including arsenic, barium, cadmium, chromium, lead, mercury, and silver.

In general, soil and sediment are either suitable for reuse at a < RCS-1 facility (Category A) or for reuse as cover at an unlined landfill in Massachusetts (Category B).

GEI Consultants, Inc. 2

1. Background

1.1 Site and Project Description

This project consists of repairs at the Captain John Foster Williams U.S. Coast Guard Building at 408 Atlantic Avenue in Boston, Massachusetts, including structural repair of the seawall along Fort Point Channel and repairs to the basement to limit infiltration of seawater and storm water into the basement.

The building and seawall were designed in 1915 (ABR 1972). The building is 8-stories high with a multi-level basement. The lowest floor level in the basement is below high tide level in the adjacent Fort Point Channel.

The seawall supports a walkway (harbor walk) located between the building and the edge of Fort Point Channel. The seawall has voids and some indications of foundation deterioration.

There has been noticeable movement of the seawall and periodic settlement of the ground surface behind the seawall.

The basement has groundwater infiltration through the east (seawall side), north and south walls. There are indications of deterioration of the basement slab and walls. During a site visit performed in November 2015, we observed water leaking in through cracks in the basement walls similar to the leakage documented in an August 2010 report prepared by

AMEC.

Elevations in this report are referenced to mean lower low water datum (MLLW).

1.2 Subsurface Information

Based on review of available subsurface information for the site and our experience in the area, the general subsurface conditions consist of fill soils overlying organic soils, marine clay, glaciomarine soils, glacial till and bedrock.

The existing boring data indicates that the thickness of the fill, organics and marine clay decreases from east to west (from Fort Point Channel towards Atlantic Avenue), and the thickness of the glaciomarine/glacial till increases from east to west.

1.3 Building Information

The previous investigation reports for the building indicate that the foundations consist of a combination of timber piles and belled caissons bearing in the marine clay and glacial till deposits (AMEC 2007). In the lower sections of the basement, the floor slab was noted to be a mat foundation slab ranging from 2 to 6 feet thick. The previous reports also noted that

GEI Consultants, Inc. 3 sheet waterproofing was to be installed in the mat foundation and basement walls (ABR 1972). The historic structural drawings for the building were not located for this project, but selected drawings were attached to previous investigation reports (AMEC 2007).

The west abutment of the former Northern Avenue Bridge directly abuts the southeast corner of the building. Repairs were performed in this area in 2009 to replace a corroded beam.

1.4 Seawall Information

The available drawings and previous investigation reports show that the seawall is supported on timber piles. A concrete mattress was constructed at the tops of the piles to create a level surface for wall construction. Precast concrete blocks were placed on top of the concrete mattress. The tops of the precast concrete blocks are located just below mean low water.

Mortared granite block facing on a concrete backing was used to construct the upper portion of the seawall from mean low water to the walkway level. Oak fender piles were installed in front of the granite block wall face.

GEI Consultants, Inc. 4

2. Subsurface Data and Explorations

2.1 Previous Explorations

Seven borings were performed in 1979 by Anderson-Nichols, and one boring was performed in 2009 as part of an investigation by OEST. The locations of the previous explorations are shown in Fig. 1 and the logs are included in Appendix A-GEI.

2.2 2015 Subsurface Explorations

Our 2015 subsurface exploration program consisted of two sediment samples in Fort Point Channel (P101 and P102), eight attempted borings performed through the harbor walk behind the seawall (B103A to B105B), and three borings on the south side of the building in the entrance area (PZ106 to PZ108). A boring location plan is provided in Fig. 1. We also started one boring (B112) inside the existing basement that was terminated inside the basement slab at a depth of 2 feet. Based on the reports noting the slab thickness is up to 6 feet with waterproofing, we did not recommend continuing to drill though the basement slab. Two sediment samples (P101 and P102) were collected from the floating dock using push samplers.

Geologic Earth Explorations, Inc. of Norfolk, Massachusetts was the drilling subcontractor for the borings. Drilling was performed from November 30th to December 11, 2015.

The borings were drilled with rotary drilling techniques and casing. Standard Penetration Tests (SPTs) were performed and split-spoon samples collected in soil materials, and observation wells were installed in boring PZ106, PZ107, and PZ108. Individual soil sample descriptions are shown on the boring logs, which are included in Appendix B-GEI.

2.3 Water Levels

We installed data loggers in wells PZ106, PZ107, and PZ108 to collect data on the water level fluctuations with the tide cycle. The water level data and plots are included in Appendix C-GEI.

The water levels measured in the wells varied between El. 8.5 and El. 12.5. At high tide, the peak water levels measured in the wells closely matched the high tide level in Fort Point Channel. At low tide, the water levels in the wells dropped to about El. 8.

Generally, the fluctuation of water levels in the wells closely followed the tide cycle. The time lag between the peak high tide and peak groundwater level was generally between 10 minutes and 1 hour, with an average of about 30 minutes. There was little difference

GEI Consultants, Inc. 5 between the water levels measured at PZ108 (closest to Atlantic Avenue) and PZ106 (closer to Fort Point Channel).

2.4 Soil Chemical Testing

Samples of fill soil were collected and tested for disposal parameters. In general, composite soil samples from each boring were analyzed for semi-volatile organic compounds (SVOCs), total petroleum hydrocarbons (TPH), polychlorinated biphenyls (PCBs), pesticides and herbicides, and RCRA 8 metals. Soil samples from B103 and B104 were not tested for pesticides and herbicides due to low sample volume recovery.

Discrete fill soil samples were collected from borings B105, PZ106, and PZ107 for laboratory analysis of volatile organic compounds (VOCs). Soil samples for VOC analysis were not collected from borings B103 and B104 due to low sample volume recovery. Soil samples from B103 and B104 were also tested for lead by the Toxicity Characteristic Leachate Procedure (TCLP).

All samples were submitted to Accutest Laboratories of Marlborough, Massachusetts (Accutest) for analysis. The testing results are presented in Appendix D-GEI and Table 1.

Note that the result “No Match” in the data report for TPH fingerprint compounds is equivalent to “Non-detect”.

The soil samples contained detectable levels of polycyclic aromatic hydrocarbons (PAHs), pesticides, herbicides, PCBs, and metals.

2.5 Sediment Chemical Testing

Discrete sediment samples were collected from locations P101 and P102 (Fig. 1) for laboratory analysis of VOCs. Composite sediment samples from each boring were collected and analyzed for SVOCs, TPH, PCBs, and RCRA 8 metals.

Total lead (tested by Method 6010) was detected in both sediment samples P101 and P102.

The laboratory performed an additional test (by the TCLP method) to evaluate if the detected lead in sediment sample P102 was leachable. This test is required by disposal facilities when total lead concentrations exceed 100 ppm. The TCLP test indicated that although lead is present it is not leachable in P102. There was not enough sample volume to test P101 by

TCLP.

All samples were submitted to Accutest for analysis. The sediment sample testing results are provided in Table 2 and a copy of the laboratory data report is provided in Appendix D-GEI.

The sediment samples contained detectable levels of PAHs, PCBs, and metals.

GEI Consultants, Inc. 6

3. Subsurface Conditions

3.1 Subsurface Stratigraphy

The soil layers encountered in the existing and new borings are described below, in order of increasing depth. Conditions between borings may differ significantly from those encountered in the borings.

Fill – We encountered granular and cohesive fill soils varying from about 17 to 28 feet thick. The granular fill typically consisted of sand and gravel with up to 20 percent fines, and typically contained varying amounts of wood, brick, and concrete debris. SPT N-values in this layer ranged from 1 bpf to greater than 100 bpf, indicating loose to very dense fill or fill with obstructions. In some zones the fill was cohesive, consisting of very soft to medium stiff silt, organic soils, and clay with varying amounts of sand, gravel, wood, brick, and concrete.

Gravel – A 4- to 6-foot-thick layer of gravel was encountered below the fill in borings PZ106 and PZ107. This gravel layer consisted of fine to coarse gravel with sand and up to 10 percent fines. SPT N-values in this layer were greater than 50 bpf, indicating dense soil. The drill water was lost when this layer was encountered, indicating highly pervious soil.

Organics – Dark gray organic soil varying from silty sand to sandy silt was encountered in B105A and PZ106. The thickness of the organic soil ranged from 7 to 15 feet thick. Most N-values were between 5 and 10 bpf, indicating soft to medium stiff soil.

Marine Clay – Marine clay was encountered below the fill, gravel, and organics. The marine clay consisted of gray silty clay of low plasticity, and is commonly referred to as Boston Blue Clay. The clay was typically stiff to very stiff and grades into a glaciomarine deposit with higher sand content. The borings did not fully penetrate the marine clay layer in boring PZ107. In boring PZ106 and PZ108, the bottom of clay was at El. -20 and El. -5, respectively. We encountered occasional partings of fine sand in the clay.

Glaciomarine – The marine clay grades into glaciomarine soil depth with a higher sand and gravel content than the marine clay. The N-values in the glaciomarine/glacial till ranged from 23 to 38 bpf, indicating dense soil. PZ106 and PZ108 were terminated in this layer at 41 feet (about El. -21).

Glacial Till – Glacial till was not identified in any of the borings, although the previous 2009 boring HA-1 encountered very dense glaciomarine soil that could also be described as a cohesive glacial till. Typically the glaciomarine and cohesive glacial till soils have similar grain size distributions, but the glacial till is denser. Historical borings from the

GEI Consultants, Inc. 7

Central Artery/Tunnel show glacial till at Atlantic Avenue at 20 feet below ground surface.

Bedrock – Based on borings from other projects in the area, bedrock is expected to be at about 100 feet below ground surface and consist of Argillite.

3.2 Soil Chemical Testing Results

The property is located within 500 feet of residences and therefore the applicable reporting category for containment conditions pursuant to the Massachusetts Contingency Plan (MCP;

310 CMR 40.0000) is reportable concentrations (RCS-1). The RC-S1 and off-site disposal acceptance criteria are summarized in Table 1. Soil samples collected during this investigation contained detectable levels of polycyclic aromatic hydrocarbons (PAHs), pesticides, herbicides, PCBs, and metals.

• All soil samples contained PAHs and metals including arsenic, barium, chromium, lead, mercury, and silver above laboratory reporting limits. Lead was detected above MCP reportable concentrations in soil boring B103, while the PAH benzo(a)pyrene was detected above MCP reportable concentrations in PZ108.

• Pesticides, specifically 4,DDT was detected in the soil sample from boring PZ106.

The herbicide 2,4 DT was detected in the soil sample from B105. Concentrations of pesticides and herbicides were below MCP reportable concentrations.

• Soil Samples from borings B103 through B105 contained PCBs (Aroclors 1254 and 1260). Concentrations of PCBs in B104 exceeded RCS-1 values.

• VOCs were not detected above laboratory reporting limits in any of samples tested.

It is our opinion that the presence of lead and benzo(a)pyrene in soil at concentrations above MCP reportable concentrations in borings B103 and PZ108 is associated with coal or coal ash, and is, therefore, exempt from reporting under the MCP (310 CMR 40.03187(9) and 40.0317(12)).

The detection of PCBs in soil from boring B104 is a 120-day reporting condition under the

MCP.

3.3 Sediment Chemical Testing Results

Comparisons of contaminant concentrations in sediment samples to off-site disposal criteria are presented in Table 2. The RCS-1 values used for soil do not apply to sediment.

Sediment samples collected during this investigation contained detectable levels of PAHs, PCBs (Aroclors 1254 and 1260), and metals including arsenic, barium, cadmium, chromium, lead, mercury, and silver.

GEI Consultants, Inc. 8

3.4 Soil and Sediment Disposal Recommendations

Soil management categories for each soil and sediment sample are included in Tables 1 and 2. In general, soil and sediment are either suitable for reuse at a < RCS-1 facility (Category A) or for reuse as cover at an unlined landfill in Massachusetts (Category B).

However, soil from boring B104 is suitable for disposal as a non-hazardous waste at an out-of-state lined landfill (Category E) due to PCB concentrations greater than 2 milligrams per kilogram (mg/kg). Sediment represented by P101 has total PAHs greater than 100 mg/kg and is suitable for recycling at an asphalt batch plant (Category D).

GEI Consultants, Inc. 9

4. References

BSCES (1969). Boring Data from Greater Boston: Boston Peninsula, Boston Society of Civil Engineers, Subsoil Data, pp 220-221.

ABR (1972). Structural Survey for the Appraisers Stores Building Report, General Services Administration, Boston, MA. September 1972.

Anderson-Nichols and Company (1980). Seawall Inspection Report, U.S. Appraisers Stores Building, Atlantic and Northern Avenues, Boston, MA, July 1.

Cleverdon, Varney and Pike (1988). Condition Survey and Repair of Foundation and Slab Report, John Foster Williams Coast Guard Building, Atlantic Avenue, Boston, MA, April.

Cleverdon, Varney and Pike, Inc. (1990). Tentative Report: Repair of Drainage in Basement Area, Captain J.F. Williams USCG Building, Boston, MA.

GSA (2001). John F. Williams Building Basement Drawings, 408 Atlantic Avenue, Boston

MA.

OEST Associates, Inc. (2007). Final Submission, Feasibility Study Report. Repair to Seawall, Coal Vault, and Patio at the John Foster Williams Federal Building for the U.S.

General Services Administration, NE Region, March 23.

SGH (2008). Investigation for Beam Shoring Design at the John Foster Williams Federal Building, Boston, MA for OEST Associates, Inc., May 1.

Haley and Aldrich, Inc. (2009). Foundation Design Report for Spandrel Beam Retrofit Projects, Williams Federal Building, Boston, MA for OEST Associates, Inc., July 16.

AMEC (2010). Final EFI Report of Findings, Captain John Foster Williams Federal Building, Basement Drainage System for the U.S. General Services Administration, NE Region, August 10.

AME (2013). Final Submission, Williams Building Seawall Condition Assessment, Boston, MA, AME Project 5149, June 13.

AME (2014). Program Development Study Seawall Profile Survey at Williams Federal Building, Boston, MA for U.S. General Services Administration, NE Region, December.

GEI Consultants, Inc. 10

SGH (2015). Program Development Study Seawall Condition Survey of Concrete Mattress and Timber Piles at Williams Federal Building, Boston, MA for U.S. General Services Administration, NE Region, January.

GEI Consultants, Inc.

Tables

GEI Consultants, Inc. Project 1514790

B:\Working\NAVFAC\1514790-Williams Fed Bldg\040 Geotech Report\Report 4-20-16\Tables 1 and 2- Laboratory Testing Results - Soil sed.xls

Table 1. Laboratory Testing Results - Soil Samples Repairs to Captain John Foster Williams U.S. Coast Guard Building and Seawall 408 Atlantic Avenue Boston, Massachusetts

Sample Location: B103B B104A PZ106 PZ108

Sample ID: PZ103 PZ104 PZ105-S3 VOCs PZ105-COMP PZ106-S4 PZ108-S1

Sample Date: 12/9/2015 12/9/2015 12/8/2015 12/8/2015 12/2/2015 12/3/2015 Sample Depth (feet): 2 - 6 1 - 6 14 - 16 1 - 16 14 - 16 1 - 3

Analyte Method Units

MCP

RCS-1

Reuse Levels for In-

State Unlined Landfill

Reuse Levels for In- State Lined

Landfill

Recycling Limits for Asphalt Batch

Plant Volatile Organic Compounds (VOCs) 8260B mg/kg NT NT NT

Benzene 2 NS NS NS <0.0041 <0.0029 <0.004 Ethylbenzene 40 NS NS NS <0.0041 <0.0029 <0.004 Toluene 30 NS NS NS <0.0041 <0.0029 <0.004 Xylene,Total 100 NS NS NS NT NT <0.012 <0.0086 <0.012 Total VOCs NS 4 10 500 ND ND ND

Semi-Volatile Organic Compounds (SVOCs) 8270D mg/kg NT Acenaphthene 4 NS NS NS <0.12 0.396 <0.11 <0.12 1.01 Anthracene 1,000 NS NS NS 0.04 0.664 0.0466 <0.12 1.84 Benzo(a)anthracene 7 NS NS NS 0.10 1.2 0.102 <0.12 3.33 Benzo(a)pyrene 2 NS NS NS 0.10 1.07 0.0847 <0.12 3.23 Benzo(b)fluoranthene 7 NS NS NS 0.09 0.896 0.0798 <0.12 2.86 Benzo(g,h,i)perylene 1,000 NS NS NS 0.07 0.6 0.0549 <0.12 1.9 Benzo(k)fluoranthene 70 NS NS NS 0.08 0.881 0.0638 <0.12 2.26 Chrysene 70 NS NS NS 0.10 1.11 0.0964 <0.12 3.38 Dibenzo(a,h)anthracene 0.7 NS NS NS <0.12 0.218 <0.11 <0.12 0.56 Fluoranthene 1,000 NS NS NS 0.20 2.58 0.195 0.0433 J 8.54 Fluorene 1,000 NS NS NS <0.12 0.296 <0.11 <0.12 0.812 Indeno(1,2,3-cd)Pyrene 7 NS NS NS <0.12 0.543 <0.11 <0.12 1.64 2-Methylnaphthalene 0.7 NS NS NS <0.12 0.0695 <0.11 <0.12 0.281 Naphthalene 4 NS NS NS <0.12 0.0737 <0.11 <0.12 0.877 Phenanthrene 10 NS NS NS 0.17 2.72 0.181 0.098 J 8.21 Pyrene 1,000 NS NS NS 0.19 2.33 0.197 0.05 J 7.51 Total SVOCs NS 100 100 NS 1.14 15.6 1.10 0.19 48.2

Total Petroleum Hydrocarbons (TPH) D3328-78 mg/kg 1,000 2,500 5,000 50,000 ND ND NT ND ND ND Polychlorinated Biphenyls (PCBs) 8082A mg/kg NT

Aroclor 1254 NS NS NS NS 0.523 2.52 0.0448 <0.031 <0.028 Aroclor 1260 NS NS NS NS 0.0303 <0.038 <0.028 <0.031 <0.028 Total PCBs 1 2 2 1 0.553 2.52 0.0448 ND ND

Pesticides 8081B mg/kg NS NS NS NT NT NT

4,4-DDT 6 <0.0056 0.008 <0.0057

Herbicides 8151 mg/kg NS NS NS NT NT NT 2,4-D 100 0.0316 <0.025 <0.023

Total Metals mg/kg NT Arsenic 6010C 20 40 40 30 3.6 8.5 3.4 9.6 4.1 Barium 6010C 1,000 NS NS NS 66 30.3 15 22.9 25.6 Cadmium 6010C 70 30 80 30 0.25 <0.36 <0.36 <0.40 <0.37 Chromium (Total) 6010C 100 (1,000) 1,000 1,000 500 11.8 25.6 24.1 20.4 10.6 Lead 6010C 200 1,000 2,000 1,000 268 124 14 24.7 90.1 Mercury 7471B 20 10 10 10 0.057 0.44 0.12 0.078 0.053 Selenium 6010C 400 NS NS NS <0.99 <0.91 <0.91 <1.0 <0.92 Silver 6010C 100 NS NS NS <0.49 <0.45 <0.46 <0.50 <0.46

TCLP Metals NT NT NT NT Lead 1311/6010C mg/L 5 5 5 5 0.0073 0.023

Soil Management Category: B E A B

General Notes:

1. In general, analytes detected in at least one sample are reported here. For a complete list of analytes see the laboratory data sheets.

2. "<" = The analyte was not detected at a concentration above the specified laboratory reporting limit.

3. MCP = 310 CMR 40.0000 Massachusetts Contingency Plan with revisions effective June 20, 2014.

4. Reportable Concentrations (e.g., RCS-1) and Method 1 Standards (e.g., S-1/GW-2), where identified, are cited from the MCP.

5.

6. Reuse levels for in-state unlined and lined landfills are cited from Massachusetts Department of Environmental Protection COMM-97-001.

7. Recycling limits for asphalt batch plant are for the Aggregate facility in Stoughton, Massachusetts.

8. NS = No standard or criteria has been established for this analyte.

9. NT = The sample was not tested for this analyte.

10. ND = Not detected.

11. Soil samples for VOC analysis were preserved in the field with methanol.

12. mg/kg = milligrams per kilogram.

13. mg/L = milligrams per liter.

14. Values highlighted yellow and in bold exceed MCP RCS-1 standards.

Soil Management Categories:

A = Category A: Reuse as < RCS-1 material.

B= Category B: Reuse as unlined landfill cover in Massachusetts.

C= Category C: Reuse as lined landfill cover in Massachusetts.

D= Category D: Recycling at asphalt batch plant.

E= Category E: Disposal at out-of-state landfill as non-hazardous waste.

F = Category F: Disposal at out-of-state landfill as hazardous waste.

RCS-1 for total chromium is 100 mg/kg in the absence of hexavalent chromium data and 1,000 mg/kg if hexavalent chromium data exists.

A

B105

GEI Consultants, Inc. Project 1514790 April 2016

Table 2. Laboratory Testing Results - Sediment Samples Repairs to Captain John Foster Williams U.S. Coast Guard Building and Seawall 408 Atlantic Avenue Boston, Massachusetts

Sample Location:

Sample ID: P101 P101-COMP P102 P102-COMP

Sample Date: 12/9/2015 12/9/2015 12/9/2015 12/9/2015 Sample Depth (feet): 1 - 2 0 - 4 2 - 3 0 - 4

Analyte Method Units

Reuse Levels for In-

State Unlined Landfill

Reuse Levels for In- State Lined

Landfill

Recycling Limits for Asphalt Batch

Plant Volatile Organic Compounds (VOCs) 8260B mg/kg NT NT

Total VOCs 4 10 500 ND ND Semi-Volatile Organic Compounds (SVOCs) 8270D mg/kg NT NT

Acenaphthene NS NS NS 7.54 0.249 Acenaphthylene NS NS NS <0.86 0.172 Anthracene NS NS NS 12.4 0.485 Benzo(a)anthracene NS NS NS 13.4 0.677 Benzo(a)pyrene NS NS NS 10.9 0.598 Benzo(b)fluoranthene NS NS NS 8.49 1.14 Benzo(g,h,i)perylene NS NS NS 5.68 0.411 Benzo(k)fluoranthene NS NS NS 9.84 1.09 Chrysene NS NS NS 14.1 2.27 Dibenzo(a,h)anthracene NS NS NS 1.86 0.114 Fluoranthene NS NS NS 43.5 8.78 Fluorene NS NS NS 9.62 0.322 Indeno(1,2,3-cd)Pyrene NS NS NS 5.21 0.375 2-Methylnaphthalene NS NS NS 1.7 0.152 Naphthalene NS NS NS 7.98 0.113 Phenanthrene NS NS NS 51 6.21 Pyrene NS NS NS 36.3 6.6 Total SVOCs 100 100 NS 240 29.8

Total Petroleum Hydrocarbons (TPH) D3328-78 mg/kg 2,500 5,000 NS NT ND NT ND Polychlorinated Biphenyls (PCBs) 8082A mg/kg NT NT

Aroclor 1254 NS NS NS 0.183 0.228 Aroclor 1260 NS NS NS 0.0543 0.0568 Total PCBs 2 2 1 0.237 0.285

Pesticides 8081B mg/kg NS NS NS NT NT NT NT

4,4-DDT

Herbicides 8151 mg/kg NS NS NS NT NT NT NT 2,4-D

Total Metals mg/kg NT NT Arsenic 6010C 40 40 30 9.4 7.7 Barium 6010C NS NS NS 53.7 52.3 Cadmium 6010C 30 80 30 0.94 0.92 Chromium (Total) 6010C 1,000 1,000 500 53.4 52.4 Lead 6010C 1,000 2,000 1,000 187 252 Mercury 7471B 10 10 10 0.63 0.67 Selenium 6010C NS NS NS <1.2 <1.0 Silver 6010C NS NS NS 1.9 2.2

TCLP Metals NT NT NT Lead 1311/6010C mg/L 5 5 5 <0.010

Soil Management Category:

General Notes:

1. In general, analytes detected in at least one sample are reported here. For a complete list of analytes see the laboratory data sheets.

2. "<" = The analyte was not detected at a concentration above the specified laboratory reporting limit.

3. Reuse levels for in-state unlined and lined landfills are cited from Massachusetts Department of Environmental Protection COMM-97-001.

4. Recycling limits for asphalt batch plant are for the Aggregate facility in Stoughton, Massachusetts.

5. NS = No standard or criteria has been established for this analyte.

6. NT = The sample was not tested for this analyte.

7. ND = Not detected.

8. Sediment samples for VOC analysis were preserved in the field with methanol.

9. mg/kg = milligrams per kilogram.

10. mg/L = milligrams per liter.

11. Values in bold exceed MCP RCS-1 standards (not applicable to sediment).

12. Values highlighted green, underlined and in italics exceed levels for in-state lined landfill.

Soil Management Categories:

A = Category A: Reuse as < RCS-1 material.

B= Category B: Reuse as unlined landfill cover in Massachusetts.

C= Category C: Reuse as lined landfill cover in Massachusetts.

D= Category D: Recycling at asphalt batch plant.

E= Category E: Disposal at out-of-state landfill as non-hazardous waste.

F = Category F: Disposal at out-of-state landfill as hazardous waste.

P102

D B

P101

Figures

B112

PZ108

PZ107

PZ106

B105A

B105

B-2A

B-2

P102

P101

UP

B-3

B-4

B104A,B,C

B103A,B

B-5

B-1A

B-1

---- B:\Working\NAVFAC\1514790-Williams Fed Bldg\06 Survey Information\Fig 1-Boring Locations_NKS.dwg - 4/22/2016

Fig. 1

Captain John Foster Williams U.S. Coast Guard

Building and Seawall Repairs

Boston, Massachusetts

Appledore Marine Engineering, LLC

Portsmouth, New Hampshire

BORING LOCATIONS

April 2016Project 1514790

Consultants

NOTES:

1. PLAN BASED ON DRAWING PREPARED BY FELDMAN LAND SURVEYORS DATED

APRIL 13, 2016.

2. LOCATION OF HISTORIC BORINGS ARE APPROXIMATE.

3. DRAWING IS NOT TO SCALE.

LEGEND:

HISTORIC BORINGS - 1979

2015 GEI BORINGS

SEDIMENT PROBE BY GEI 2015

0 20 40

SCALE, FEET

Appendix A-GEI

Previous Subsurface Explorations

Appendix A.1-GEI

1979 Borings

Appendix A.2-GEI

2009 Boring

Appendix B-GEI

2015 GEI Boring Logs

Encountered a steel beam at 0.5 ft. Moved to B103B, 1.5 ft south.

Bottom of boring at depth 0.5 ft.

DRILLER NAME: D. Sheldon

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 0.5

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Donut Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: M. Gilpatrick

CORE BARREL TYPE: NA

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Driven casing and washed with rotary tooling.

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: Acker Soil Scout

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

AUGER I.D./O.D.: NA / NA

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B103A

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140-lb hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

CORE BARREL I.D./O.D. NA / NA

WATER LEVEL DEPTHS (ft): Not measured

DRILL ROD O.D.: 2.625 inch CASING I.D./O.D.: 4 inch / 4.5 inch

Sample Information Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock DescriptionDepth (ft)

_G E

I W O

B U

R N

S

TD

-L

O C

A

TI

O N

-L A

Y E

R N

A M

E B

O R

IN

G

L O

G S

.G P

J G

E I D

A

TA

T E

M P

LA

TE

3.

G

D T

/2

7/

DATE START/END: 12/9/2015

DRILLING COMPANY: Geologic, Inc.

GROUND SURFACE EL. (ft): 15.4 LOCATION: Harbor Walk BORING

VERTICAL DATUM: Mean Lower Low Water (MLLW)

GEI PROJECT NUMBER: 1514790

CITY/STATE: Boston, Massachusetts

PROJECT NAME: Williams BuildingNOTES:

VOC = 0.0 ppm

VOC = 0.5 ppm

Drill return black

VOC = 4.5 ppm

Drilling action indicates concrete 15 to 19 ft. Not able to collect samples.

S1

S2

S3

24/10

24/7

24/6

4-13-13-

8-12-9-8

7-3-2-3

FI

LL

C O

N C

R E

TE

0.0-0.5: CONCRETE

0.5-1.5: VOID

S1: WIDELY GRADED GRAVEL WITH SAND (GW); ~75%

gravel up to 1", ~20% fine to coarse sand, ~5% nonplastic fines, brick fragments up to 1", brown.

S2: WIDELY GRADED GRAVEL WITH SAND (GW); ~60% fine gravel up to 0.5", ~30% fine to coarse sand, ~10% nonplastic fines, brick fragments, brown.

S3: SILTY SAND WITH GRAVEL (SM); ~40% nonplastic fines, ~35% fine to coarse sand, ~25% coarse gravel up to 1.5" (2 pieces), black, possible coal, top 4" brick wash.

Bottom of boring at depth 19 ft.

to to to

DRILLER NAME: D. Sheldon

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 19.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Donut Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: M. Gilpatrick

CORE BARREL TYPE: NA

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Driven casing and washed with rotary tooling.

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: Acker Soil Scout

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

AUGER I.D./O.D.: NA / NA

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B103B

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140-lb hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

CORE BARREL I.D./O.D. NA / NA

WATER LEVEL DEPTHS (ft): Not measured

DRILL ROD O.D.: 2.625 inch CASING I.D./O.D.: 4 inch / 4.5 inch

Sample Information Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock DescriptionDepth (ft)

_G E

I W O

B U

R N

S

TD

-L

O C

A

TI

O N

-L A

Y E

R N

A M

E B

O R

IN

G

L O

G S

.G P

J G

E I D

A

TA

T E

M P

LA

TE

3.

G

D T

/2

7/

DATE START/END: 12/9/2015

DRILLING COMPANY: Geologic, Inc.

GROUND SURFACE EL. (ft): 15.4 LOCATION: Harbor Walk BORING

VERTICAL DATUM: Mean Lower Low Water (MLLW)

GEI PROJECT NUMBER: 1514790

Driller indicates wood.

S1

S2

S3

24/3

24/6

24/4

6-4-6-4

4-4-3-4

7-14-13-

FI

LL

W

O O

D

0.0-0.5: CONCRETE

0.5-1.0 ft: VOID

S1: NARROWLY GRADED GRAVEL WITH SAND (GP); ~75%

course gravel up to 2", ~20% fine to coarse sand, ~5% nonplastic fines, brick stuck in shoe tip, brown and red (brick).

S1: Redrive; 0" recovery

S2: SANDY LEAN CLAY WITH GRAVEL (CL); ~65% low plasticity fines, ~20% fine to coarse sand, ~15% fine to coarse gravel, brown, possible cohesive fill.

S3: SANDY LEAN CLAY WITH GRAVEL (CL); Similar to S2.

S3: Redrive; 3" recovery, similar to S2, wood fragments.

Bottom of boring at depth 14 ft. Moved ~2 ft east to B104B.

to to to

DRILLER NAME: D. Sheldon

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 14.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Donut Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: M. Gilpatrick

CORE BARREL TYPE: NA

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Driven casing and washed with rotary tooling.

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: Acker Soil Scout

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

AUGER I.D./O.D.: NA / NA

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B104A

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140-lb hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

CORE BARREL I.D./O.D. NA / NA

WATER LEVEL DEPTHS (ft): Not measured

DRILL ROD O.D.: 2.625 inch CASING I.D./O.D.: 4 inch / 4.5 inch

Sample Information Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock DescriptionDepth (ft)

_G E

I W O

B U

R N

S

TD

-L

O C

A

TI

O N

-L A

Y E

R N

A M

E B

O R

IN

G

L O

G S

.G P

J G

E I D

A

TA

T E

M P

LA

TE

3.

G

D T

/2

7/

DATE START/END: 12/9/2015

DRILLING COMPANY: Geologic, Inc.

GROUND SURFACE EL. (ft): 15.4 LOCATION: Harbor Walk BORING

VERTICAL DATUM: Mean Lower Low Water (MLLW)

GEI PROJECT NUMBER: 1514790

0.0-1.0: CONCRETE AND POSSIBLE STEEL

Bottom of boring at dept 1 ft. Moved few feet away to B104C

DRILLER NAME: D. Sheldon

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 1.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Donut Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: M. Gilpatrick

CORE BARREL TYPE: NA

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Driven casing and washed with rotary tooling.

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: Acker Soil Scout

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

AUGER I.D./O.D.: NA / NA

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B104B

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140-lb hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

CORE BARREL I.D./O.D. NA / NA

WATER LEVEL DEPTHS (ft): Not measured

DRILL ROD O.D.: 2.625 inch CASING I.D./O.D.: 4 inch / 4.5 inch

Sample Information Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock DescriptionDepth (ft)

_G E

I W O

B U

R N

S

TD

-L

O C

A

TI

O N

-L A

Y E

R N

A M

E B

O R

IN

G

L O

G S

.G P

J G

E I D

A

TA

T E

M P

LA

TE

3.

G

D T

/2

7/

DATE START/END: 12/9/2015

DRILLING COMPANY: Geologic, Inc.

GROUND SURFACE EL. (ft): 15.4 LOCATION: Harbor Walk BORING

VERTICAL DATUM: Mean Lower Low Water (MLLW)

GEI PROJECT NUMBER: 1514790

Hard drilling and drill return indicated concrete at 14.5 ft.

Rollerbit to 22 ft

S1 8/6 71-50/2"

FI

LL

C O

N C

R E

TE

0.0-0.5 ft: CONCRETE 0.5-2.0 ft: VOID

No samples taken 0-14 ft. See boring B104A for sample descriptions 0-14 ft.

S1: NARROWLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM); ~50% fine to coarse gravel up to 1", ~40% fine to coarse sand, ~10% nonplastic fines, gray, top 4" wash.

Bottom of boring at depth 22 ft.

to

14.7

DRILLER NAME: D. Sheldon

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 22.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Donut Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: M. Gilpatrick

CORE BARREL TYPE: NA

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Driven casing and washed with rotary tooling.

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: Acker Soil Scout

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

AUGER I.D./O.D.: NA / NA

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B104C

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140-lb hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

CORE BARREL I.D./O.D. NA / NA

WATER LEVEL DEPTHS (ft): Not measured

DRILL ROD O.D.: 2.625 inch CASING I.D./O.D.: 4 inch / 4.5 inch

Sample Information Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock DescriptionDepth (ft)

_G E

I W O

B U

R N

S

TD

-L

O C

A

TI

O N

-L A

Y E

R N

A M

E B

O R

IN

G

L O

G S

.G P

J G

E I D

A

TA

T E

M P

LA

TE

3.

G

D T

/2

7/

DATE START/END: 12/9/2015

DRILLING COMPANY: Geologic, Inc.

GROUND SURFACE EL. (ft): 15.4 LOCATION: Harbor Walk BORING

VERTICAL DATUM: Mean Lower Low Water (MLLW)

GEI PROJECT NUMBER: 1514790

At ~6 to 7 inches roller bit broke through concrete and fell down to 4 feet in void space.

VOC = 0.4 ppm

VOC = 0.0 ppm

VOC = 0.4 ppm

S1

S2

S3

S4

24/4

24/2

24/13

24/12

1-1-1-2

5-2-3-7

20-43- 38-31

10-4-9-

W

O O

D

0.0-0.5 ft: CONCRETE 0.5-4.5 ft: VOID

S1: SANDY LEAN CLAY (CL); ~60% low plasticity fines, ~35% fine to coarse sand, ~5% fine gravel, black and brown, wood fragment 2".

S2: No sample recover; 2" wash (not bagged).

S3: WIDELY GRADED SAND WITH GRAVEL AND CLAY

(SW-SC); ~50% fine to coarse sand, ~40% fine to coarse gravel up to 1", ~10% low plasticity fines, gray and brown.

S4: NARROWLY GRADED SAND (SP); ~95% fine to coarse sand, ~5% fines, most likely wash.

S4 tip: LEAN CLAY WITH SAND (CL); ~80% low plasticity fines, ~20% fine to coarse sand.

Bottom of boring at depth 22 ft.

4.5 to

6.5 to to to

DRILLER NAME: D. Sheldon

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 22.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Donut Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: M. Gilpatrick

CORE BARREL TYPE: NA

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Driven casing and washed with rotary tooling.

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: Acker Soil Scout

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

AUGER I.D./O.D.: NA / NA

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B105

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140-lb hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

CORE BARREL I.D./O.D. NA / NA

WATER LEVEL DEPTHS (ft): Not measured

DRILL ROD O.D.: 2.625 inch CASING I.D./O.D.: 4 inch / 4.5 inch

Sample Information Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock DescriptionDepth (ft)

_G E

I W O

B U

R N

S

TD

-L

O C

A

TI

O N

-L A

Y E

R N

A M

E B

O R

IN

G

L O

G S

.G P

J G

E I D

A

TA

T E

M P

LA

TE

3.

G

D T

/2

7/

DATE START/END: 12/8/2015

DRILLING COMPANY: Geologic, Inc.

GROUND SURFACE EL. (ft): 15.5 LOCATION: Harbor Walk BORING

VERTICAL DATUM: Mean Lower Low Water (MLLW)

GEI PROJECT NUMBER: 1514790

VOC = 1.6 ppmS1 24/2 10-3-5-7

LL

O R

G A

N

IC

0.0-0.5 ft: CONCRETE 0.5-3.0 ft: VOID

See B105 for sample descriptions 0 to 19 feet.

S1: SILTY SAND (SM); ~70% fine to coarse sand, ~20% nonplastic fines, ~10% fine gravel, most of recovery is wood, organic odor, black.

S1 Redrive; wash, shell fragments, brick fragments (bagged).

to

DRILLER NAME: D. Sheldon

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 32.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Donut Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: M. Gilpatrick

CORE BARREL TYPE: NA

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Driven casing and washed with rotary tooling.

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: Acker Soil Scout

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

AUGER I.D./O.D.: NA / NA

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B105A

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140-lb hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

CORE BARREL I.D./O.D. NA / NA

WATER LEVEL DEPTHS (ft): Not measured

DRILL ROD O.D.: 2.625 inch CASING I.D./O.D.: 4 inch / 4.5 inch

Sample Information Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock DescriptionDepth (ft)

_G E

I W O

B U

R N

S

TD

-L

O C

A

TI

O N

-L A

Y E

R N

A M

E B

O R

IN

G

L O

G S

.G P

J G

E I D

A

TA

T E

M P

LA

TE

3.

G

D T

/2

7/

DATE START/END: 12/10/2015

DRILLING COMPANY: Geologic, Inc.

GROUND SURFACE EL. (ft): 15.5 LOCATION: Harbor Walk BORING

VERTICAL DATUM: Mean Lower Low Water (MLLW)

GEI PROJECT NUMBER: 1514790

VOC = 0.6 ppm

Drilled ~12 inches into the wood to confirm.

S2

S3

24/12

24/16

7-7-3-6

4-4-30-

O R

G A

N

IC

W O

O D

S2: ORGANIC SOIL WITH SAND (OL); ~75% fines, ~20% fine to coarse sand, ~5% fine gravel, wood, shell fragments, organic odor, black.

S3: ORGANIC SOIL WITH SAND (OL); Similar to S2, except two 8" pieces of wood.

Bottom of boring at depth 32 ft.

to to

B105A

Sample Information Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Elev.

(ft)

-10

-20

-30

La ye r N am e

Soil and Rock DescriptionDepth (ft)

_G E

I W O

B U

R N

S

TD

-L

O C

A

TI

O N

-L A

Y E

R N

A M

E B

O R

IN

G

L O

G S

.G P

J G

E I D

A

TA

T E

M P

LA

TE

3.

G

D T

/2

7/

DATE START/END: 12/10/2015

DRILLING COMPANY: Geologic, Inc.

GROUND SURFACE EL. (ft): 15.5 LOCATION: Harbor Walk BORING

VERTICAL DATUM: Mean Lower Low Water (MLLW)

GEI PROJECT NUMBER: 1514790

O

R G

A N

IC

S

W O

O D

0-0.5 ft: CONCRETE 0.5-3.0 ft: VOID

No samples collected. See boring B105 for sample descriptions 0 to 20 ft.

Bottom of boring at depth 19 ft.

DRILLER NAME: D. Sheldon

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 19.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Donut Hammer - rope and cathead

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: M. Gilpatrick

CORE BARREL TYPE: NA

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Driven casing and washed with rotary tooling.

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: Acker Soil Scout

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

AUGER I.D./O.D.: NA / NA

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

B105B

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140-lb hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

CORE BARREL I.D./O.D. NA / NA

WATER LEVEL DEPTHS (ft): Not measured

DRILL ROD O.D.: 2.625 inch CASING I.D./O.D.: 4 inch / 4.5 inch

Sample Information Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock DescriptionDepth (ft)

_G E

I W O

B U

R N

S

TD

-L

O C

A

TI

O N

-L A

Y E

R N

A M

E B

O R

IN

G

L O

G S

.G P

J G

E I D

A

TA

T E

M P

LA

TE

3.

G

D T

/2

7/

DATE START/END: 12/10/2015

DRILLING COMPANY: Geologic, Inc.

GROUND SURFACE EL. (ft): 15.5 LOCATION: Harbor Walk BORING

VERTICAL DATUM: Mean Lower Low Water (MLLW)

GEI PROJECT NUMBER: 1514790

VOCs = 1.0 ppm

VOCs = 0.1 ppm

VOCs = 0.4 ppm

VOCs = 0.6 ppm. S4 redrive used for VOC samples.

Begin pervious layer, used 3 tubs and 3 barrels of water

Drill return comes back

VOCs = 0.6 ppm

S1

S2

S3

S4

S5

S6

24/7

24/9

24/11

24/0

0/0

24/10

28-25- 16-8

10-6-5-3

7-3-9-3

2-2-2-3

40/0"

8-11-10-

FI

LL

G R

A V

E L

O R

G A

N

IC

0.0-0.8 ft: CONCRETE

S1: SILTY SAND (SM); ~85% fine to coarse sand, ~15% nonplastic fines, brown, bottom 2" red, probably crushed brick.

S1 Redrive: Similar to S1, except matrix of crushed brick & soil.

S2: SANDY SILT (ML); ~60% nonplastic fines, ~35% fine to coarse sand, ~5% fine gravel, dark brown.

S3: SANDY LEAN CLAY WITH GRAVEL (CL); ~55% low plasticity fines, ~25% fine to coarse sand, ~20% fine to coarse gravel up to 1", gray. Possible cohesive fill.

S4: No Recovery, rock stuck in tip of shoe.

S4 Redrive: 17" Recovery, similar to S3, color change from gray to dark gray at 12".

S5: Refusal, hammer bouncing.

S6: NARROWLY GRADED SAND (SP); ~95% fine to medium sand ~5% nonplastic fines, black, white specs possible shell fragments, significant amount of wood fragments up to 2", strong organic ocean odor.

to to to to to to

DRILLER NAME: D. Sheldon

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 41.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Automatic

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: M. Gilpatrick

CORE BARREL TYPE: NA

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Driven casing and washed with rotary tooling.

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: Track Mounted CME 45

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

AUGER I.D./O.D.: NA / NA

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

PZ106

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140-lb hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

CORE BARREL I.D./O.D. NA / NA

WATER LEVEL DEPTHS (ft): Not measured

DRILL ROD O.D.: 2.625 inch CASING I.D./O.D.: 4 inch / 4.5 inch

Sample Information Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock DescriptionDepth (ft)

_G E

I W O

B U

R N

S

TD

-L

O C

A

TI

O N

-L A

Y E

R N

A M

E B

O R

IN

G

L O

G S

.G P

J G

E I D

A

TA

T E

M P

LA

TE

3.

G

D T

/2

7/

DATE START/END: 12/2/2015

DRILLING COMPANY: Geologic, Inc.

GROUND SURFACE EL. (ft): 19.5 LOCATION: Entrance Plaza BORING

VERTICAL DATUM: Mean Lower Low Water (MLLW)

GEI PROJECT NUMBER: 1514790

VOCs = 5.7 ppm qp > 4 tsf

Sv > 1.0 tsf qp = 2.0 tsf at 4", 8"

Sv > 1.0 tsf qp = 1.0 tsf at 4", 9", qp =

1.5 tsf at 16"

Sv = 0.2 tsf at 2"

S7

S8

S9

S10

24/16

24/16

24/24

24/24

4-4-17-9

8-8-12-

3-4-5-7

1-8-25-

O R

G A

N

IC

LE

A

N C

LA

Y

G

LA

C

IO

S7: SILTY SAND (SM); ~75% fine to medium sand, ~25% nonplastic fines, organic ocean odor, significant wood fragments, dark gray.

S8: LEAN CLAY (CL); ~95% low plasticity fines, ~5% fine sand, gray and brown, very stiff, top 1" similar to S7.

S9: LEAN CLAY (CL); 95% medium to high plasticity fines, ~5% fine sand, gray and brown.

S10: LEAN CLAY (CL); ~90% low to medium plasticity fines, ~5% fine sand, ~5% fine gravel, gray. top 2" and bottom 2" GP lens.

Bottom of boring at depth 41 ft.

Well installed upon completion.

to to to to

PZ106

Sample Information Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Elev.

(ft)

-10

-20

-30

La ye r N am e

Soil and Rock DescriptionDepth (ft)

_G E

I W O

B U

R N

S

TD

-L

O C

A

TI

O N

-L A

Y E

R N

A M

E B

O R

IN

G

L O

G S

.G P

J G

E I D

A

TA

T E

M P

LA

TE

3.

G

D T

/2

7/

DATE START/END: 12/2/2015

DRILLING COMPANY: Geologic, Inc.

GROUND SURFACE EL. (ft): 19.5 LOCATION: Entrance Plaza BORING

VERTICAL DATUM: Mean Lower Low Water (MLLW)

GEI PROJECT NUMBER: 1514790

Possible strata change

Begin pervious layer, used 2 tubs and 2 barrels of water

Drill return comes back

S1

S2

S3

S4

S5

24/7

24/0

24/2

24/6

24/7

6-4-

WOH-1

4-3-5-5

5-5-4-2

5-2-1-1

20-29- 48-22

FI

LL

C O

H E

S

IV

E F

IL

L

G R

A V

E L

0.0-0.8 ft: CONCRETE.

S1 (0-4"): WIDELY GRADED SAND WITH SILT (SW-SM);

~85% fine to coarse sand, ~10% nonplastic fines, ~5% fine gravel, brown.

S1 (4"-5"): SILTY SAND (SM); ~75% fine to coarse sand, ~20% nonplastic fines, ~5% fine gravel, brown-gray.

S1 (5"-7"): WIDELY GRADED SAND WITH SILT (SW-SM);

~85% fine to coarse sand, ~10% nonplastic fines, ~5% fine gravel, red-brown.

S2: No Recovery, some wash, brick fragments.

S2 Redrive: WIDELY GRADED SAND WITH SILT (SW-SM);

Similar to S1 (0-4").

S3: CLAYEY GRAVEL WITH SAND (GC); ~70% fine to coarse gravel up to 1", ~20% low plasticity fines, ~10% fine to coarse sand, brown.

S3 Redrive: Similar to S3, less gravel.

S4: LEAN CLAY WITH SAND (CL); ~75% low plasticity fines, ~20% fine to coarse sand, ~5% fine gravel, gray, mottled with black, possible cohesive fill.

S5: NARROWLY GRADED GRAVEL WITH SILT AND SAND

(GP-GM); ~50% fine to coarse gravel up to 2", ~40% fine to coarse sand, ~10% nonplastic fines, dark gray, shell fragments, possible rip rap or old seawall.

to to to to to

DRILLER NAME: D. Sheldon

C = Core Sample S = Split Spoon Sample

U = Undisturbed Sample SC = Sonic Core DP = Direct Push Sample HSA = Hollow-Stem Auger

TOTAL DEPTH (ft): 31.0

RQD = Rock Quality Designation = Length of Sound Cores>4 in / Pen.,%

HAMMER TYPE: Automatic

ABBREVIATIONS:

DRILLING INFORMATION

LOGGED BY: J. LeFebvre & M. Gilpatrick

CORE BARREL TYPE: NA

WOR = Weight of Rods WOH = Weight of Hammer

DRILLING METHOD: Driven casing and washed with rotary tooling.

LL = Liquid Limit

PID = Photoionization Detector

RIG TYPE: Track Mounted CME 45

Pen. = Penetration Length Rec. = Recovery Length

BORING INFORMATION

AUGER I.D./O.D.: NA / NA

Qp = Pocket Penetrometer Strength

I.D./O.D. = Inside Diameter/Outside Diameter

PZ107

Sv = Pocket Torvane Shear Strength

PI = Plasticity Index

NA, NM = Not Applicable, Not Measured Blows per 6 in.: 140-lb hammer falling 30 inches to drive a 2-inch-O.D.

split spoon sampler.

CORE BARREL I.D./O.D. NA / NA

WATER LEVEL DEPTHS (ft): Not measured

DRILL ROD O.D.: 2.625 inch CASING I.D./O.D.: 4 inch / 4.5 inch

Sample Information Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Elev.

(ft)

La ye r N am e

Soil and Rock DescriptionDepth (ft)

_G E

I W O

B U

R N

S

TD

-L

O C

A

TI

O N

-L A

Y E

R N

A M

E B

O R

IN

G

L O

G S

.G P

J G

E I D

A

TA

T E

M P

LA

TE

3.

G

D T

/2

7/

DATE START/END: 12/1/2015

DRILLING COMPANY: Geologic, Inc.

GROUND SURFACE EL. (ft): 18.9 LOCATION: Entrance Plaza BORING

VERTICAL DATUM: Mean Lower Low Water (MLLW)

GEI PROJECT NUMBER: 1514790

qp > 4 tsf

Sv > 1.0 tsf qp > 4 tsf

Sv > 1.0 tsf

S6

S7

8-12-18-

7-7-15-

LE

A

N C

LA

Y

S6: LEAN CLAY (CL); ~95% low plasticity fines, ~5% fine sand, mottled gray-brown, stiff, Boston blue clay.

S7: LEAN CLAY (CL); Similar to S6.

Bottom of boring at depth 31 ft.

Well installed upon completion.

to to

PZ107

Sample Information Drilling Remarks/ Field Test DataSample

No.

Pen./ Rec.

(in)

Blows per 6 in.

or RQD

Depth (ft)

Elev.

(ft)

-10

-20

-30

La ye r N am e

Soil and Rock DescriptionDepth (ft)

_G E

I W O

B U

R N

S

TD

-L

O C

A

TI

O N

-L A

Y E

R N

A M

E B