523 19 602 Project Manual Part 1.pdf

THINKFORM DESIGN ARCHITECT LLC

Install a campus wide security system at all entry points, parking lots, building entrances and exits, patient drop-offs, gates including security cameras, access control systems, necessary physical barriers, card access system, and monitoring stations.

Centralized dispatch operations where everything is piped back to a single location from all sites. This includes PACS, panic alarm systems, communications (radio) system and CCTV.

Connection to the Emergency Generator system.

Designing a UL level 3 ballistic Security Control Center within an existing space with improved monitors, CCTV, alarms and other security systems.

This will include all necessary CCTV cameras and emergency call systems in the Parking Lots, Physical security, access control system at all patient care building entries.

Fiber optic cable shall be used for all new security camera systems.

Pedestrian Barrier(s): Install a fence, wall, or other structure designed to delay pedestrians from entering the site without using the gates provided for pedestrians where personnel screening may be performed. The Pedestrian Barrier may or may not be coincident with the vehicle barrier.

Vehicle Barrier(s): Install a passive or active physical barrier consisting of natural or man-madefeatures designed to keep a vehicle carrying explosives at the required stand-off distance. This may or may not be coincident with a pedestrian barrier, active physical barriers shall be automated.

Perimeter Barrier(s): Install a physical barrier used on the outside of a protected area to prevent, deter, or delay unauthorized entry, like bollards and wheel stops, etc.

Fencing materials shall be as specified in the Physical Security Design Manual.

Perimeter Fence criteria: height, strength, location, material, vehicle reflectiveness, gates, grading, etc.

Conduct a ground penetrating radar study to define viability of perimeter fence type.

Complete reflective vehicular and pedestrian signage.

Replace or repair entrances and parking pavement as necessary.

Vehicle and Pedestrian Screening Requirements.

Site Lighting.

Return all new signals from various locations to connect to monitoring stations located in the VA Police building.

Installation of physical security along the alarm signal path to prevent unauthorized access to the equipment and prevent against damage and loss of cameras and associated wiring and conduits.

Installation of Intrusion Detection System as identified in findings in the annual physical security surveys.

Securing manhole covers on campus Removal and replacement of site pavement and security weak points to install appropriate barriers and underground conduit and wiring for added illumination, surveillance cameras and access systems.

Remove and replace ceiling systems in order to upgrade other utilities, cutting into walls andrepairing and painting the walls.

Modify/upgrade/replace existing utilities that are affected by this work.

Soil investigation/borings/samples, topographical surveys, site work, if needed.

Reconfigure room layouts as needed to achieve the project goals.

Modify/replace/upgrade architectural and structural systems as needed.

Meet VA Physical Security Design Manual for VA Facilities.

Building systems and components will be modified or upgraded as needed (e.g., electrical (normal and emergency power), HVAC, lighting, plumbing and fixtures, fire protection, fire detection/alarm, chilled water, steam, telephone/data, nurse call, CCTV,signage).

Review existing electrical system and upgrade as needed for new equipment.

ASHRAE Standard 90.1-2007 Energy Standard for Buildings.

Patient safety features.

Infection control measures.

Lead and asbestos abatement.

Accessibility requirements (ADA, Uniform Federal Accessibility Standards, Massachusetts Architectural Access Board Regulations, Architectural Barriers Act).

Apply crime prevention through environmental design (CPTED) application of designing safetyand security into the natural environment of the campus.

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Chapter

SMRT ARCHITECTS AND ENGINEERS, INC

a.

b.

c.

a.

b.

c.

d.

e.

f.

g.

h.

WATSON ENGINEERING, PC

WAYSON ENGINEERING, PC

Watson Engineering, PC

MABBETT & ASSOCIATES, INC.

a.

APPENDICES

A1.0 Site Analysis

A1.1 Geotechnical Engineering Study A1.2 Regulated Building Materials and Soil Sampling Report

GEOTECHNICAL ENGINEERING STUDY

for

Department of Veterans Affairs Site Security Upgrades – Jamaica Plain VA Medical Center

Jamaica Plain, Massachusetts

Prepared For:

ThinkForm Design Architect LLC

38 East Broad Street, Suite 3 Hopewell, NJ 08525

Prepared By:

Langan Engineering and Environmental Services, Inc.

100 Cambridge Street, Suite 1310

Boston, MA 02114

Clayton Patterson, P.E.

Associate

Massachusetts Professional Engineer License No. 57236

27 June 2022

Langan Project No.: 151021801

TABLE OF CONTENTS

INTRODUCTION

SITE DESCRIPTION

PROPOSED DEVELOPMENT

REVIEW OF AVAILABLE INFORMATION

Regional Geology Federal Emergency Management Agency Flood Map Available Environmental Report

SUBSURFACE EXPLORATION

Borings Lab Testing

SUBSURFACE CONDITIONS

GEOTECHNICAL DESIGN RECOMMENDATIONS

Seismic Design Foundations Settlement Floor Slabs Permanent Groundwater Control

GEOTECHNICAL CONSTRUCTION RECOMMENDATIONS

Site Preparation Subgrade Preparation Removal and Replacement Excavation, Fill, Placement, and Compaction Criteria Temporary Groundwater Control Monitoring Soil Management of Excavated Soils During Construction

SERVICES DURING DESIGN, CONSTRUCTION DOCUMENTS AND CONSTRUCTION

QUALITY ASSURANCE

LIMITATIONS

LIST OF FIGURES

Figure 1 Site Location Figure 2 MA Surficial Geology Figure 3 MA Bedrock Geology Figure 4 Effective FEMA FIRM Figure 5 Exploration Location Plan

LIST OF APPENDICES

Appendix A Historical Information By Others Appendix B Langan Boring Logs Appendix C Langan Laboratory Testing Results

Geotechnical Engineering Study Jamaica Plain VA Medical Center Jamaica Plain, Massachusetts Langan Project No. 151021801

INTRODUCTION

This report presents our geotechnical engineering study for the proposed Department of Veterans Affairs (VA) Site Security Upgrades for the Jamaica Plain VA Medical Center (VAMC) in Jamaica Plain, Massachusetts. The purposes of this study were to explore subsurface conditions, evaluate feasible foundation options, and develop geotechnical engineering recommendations.

Services were performed in accordance with our authorized proposal (22 March 2021 and revised 22 April 2021).

Our approach and recommendations were developed considering the plan set entitled “VAMC Boston Jamaica Plain Campus Site Security Upgrades” dated 22 December 2021, and subsequent correspondence with ThinkForm Design Architect LLC (ThinkForm). Changes to the design scheme must be reviewed by Langan for effects on our recommendations.

Elevations are referenced from a “Boundary & Partial Topographic Survey” prepared by Langan dated 28 October 2021, and reference the North American Vertical Datum of 1988 (NAVD88).

SITE DESCRIPTION

The about 15.5-acre site at 150 South Huntington Avenue is bound by Evergreen Street to the south, residential areas and athletic fields to the east, Heath Street to the north, and South Huntington Avenue to the west. Figure 1 shows the site location and surrounding properties.

The VAMC facility includes a centrally located ambulatory care and administration building, a boiler plant to the north, parking garages on the southern portion of the site and several other auxiliary structures. An at-grade transit stop is located in the northwest corner for the Massachusetts Bay Transportation Authority (MBTA) Green Line branch for Health Street. We anticipate ThinkForm will coordinate directly with the MBTA for construction within the vicinity of the Green Line.

The campus is partially enclosed with a variety of types of fencing and gates. Existing site grades generally slope downward from about elevation (el.) +94 in the southeast to about el. +57 in the northwest. Site access includes controlled vehicular and pedestrian entry points around the site which include the following:

Main vehicular and pedestrian access off South Huntington Avenue;

Employee and Building 9 access off South Huntington Avenue;

Boiler plant access, shuttle service access, and the main vehicular exit off Health Street;

Service yard vehicular access off Heath Street;

Staff parking off Heath Street;

Emergency service access off Evergreen Street;

Jamaica Plain, Massachusetts Langan Project No. 151021801

Pedestrian access off Evergreen Street, off Kenney Street and from the Jefferson Playground and Nira Rock Urban Wild recreation area.

The site has several access roads and surface parking lots to support the auxiliary structures. A large-scale scan was performed as part of the boundary and topographic survey for the purposes of detecting and marking underground utilities that may cross the perimeter. The goal of the survey was to contribute as much utility information as possible and the results of the survey should not be considered a guarantee regarding the presence or absence of piping.

PROPOSED DEVELOPMENT

The proposed VAMC site security upgrades include the design and construction of controlled site access points for vehicles and pedestrians at the campus site perimeter. Proposed access control points include vehicle control gates, guardhouses, perimeter fencing, and anti-ram rated vehicle barriers.

The guardhouses are about 5,000 pounds each per our correspondence with ThinkForm. Vehicle impact loads were not provided. Fence posts were designed by the structural engineer as outlined 22 December 2021 plan set. In general, fence posts are set in concrete about 4 feet below ground surface with diameters ranging from about 8-inches when in rock to about 2 feet in sloped soil conditions.

REVIEW OF AVAILABLE INFORMATION

Regional Geology

The surficial geology map (Figure 2) indicates the overburden soil within the proposed development area is a thin glacial till deposit. Surficial geology beyond the limits of the proposed development area include glacial stratified and glaciomarine deposits to the north, bedrock outcrops to the east, coarse glacial stratified deposits to the south and floodplain alluvium to the west. The bedrock geologic map of Massachusetts (Figure 3) indicates the site is underlain by Roxbury Conglomerate, which is generally classified as a hard sedimentary rock.

Federal Emergency Management Agency Flood Map

We reviewed the Flood Insurance Rate Map (FIRM) for City of Boston published by the Federal Emergency Management Agency (FEMA), Map No. 25025C0078G effective 25 September 2009 (Figure 4). The site is in Zone X (unshaded), “areas determined to be outside the 0.2% floodplain (500 year floodplain).”

Jamaica Plain, Massachusetts Langan Project No. 151021801

Available Environmental Report

Langan reviewed available historical information in the site’s vicinity including maps, historical boring logs and groundwater monitoring data. No significant structures occupied the property until about 1931; however, the B.F. Grant Co. and a stone crusher were documented in the vicinity of the site around 1919. Prior environmental consultant’s suspected the eastern portion of the site was quarried with adjacent parcels into the mid-1900s. Construction for the VAMC started in the 1950s. Historical and relevant geotechnical explorations and groundwater observations by others are provided in Appendix A.

The subsurface information provided from the environmental investigations are generally consistent with our findings. Environmental consulting for the project is provided by others and outside the scope of this study.

SUBSURFACE EXPLORATION

Langan performed a subsurface exploration consisting of ten borings within and adjacent to the proposed security upgrade areas. An exploration location plan is shown in Figure 5.

Borings

Ten borings (LB-01 through LB-10) were drilled by Geologic Earth Exploration, Inc. between 1 and 10 February 2022, under Langan’s full-time observation. The borings were advanced with an Acker Scout using drive and wash drilling techniques. Borings were advanced between about

7.5 and 31 feet below existing grades (about el. +79 to el. +27.5).

Standard Penetration Test (SPT) N-values1 were documented and soil samples were generally obtained continuously to a depth of 12 feet and every 5 feet thereafter. Disturbed soil samples were obtained using a standard 2-inch-outer-diameter split-spoon sampler driven by a 140-pound donut hammer in accordance with ASTM D1586, Standard Penetration Test.

Recovered soil samples were visually examined and classified in the field in general accordance with the Unified Soil Classification System (USCS). Soil classifications, N-values, and other field observations were recorded on our field logs provided in Appendix B.

Bedrock was cored using a 2- -inch NX double-tube core barrel (borings LB-02, LB-03, and LB- 06). The core barrel was equipped with a diamond cutting bit in accordance with ASTM D2113, 1 The Standard Penetration Test (SPT) is an in situ testing technique used to infer soil density and consistency. The SPT N-value is defined as the number of blows required to drive a 2-inch-diameter split-barrel sampler 12 inches after an initial penetration of 6-inches using a 140-pound hammer falling freely from 30 inches.

Jamaica Plain, Massachusetts Langan Project No. 151021801

Rock Core Drilling. Rock type, percent recovery (REC)2 and Rock Quality Designation (RQD)3 were determined for the core run provided in Appendix B.

Lab Testing

Selected samples were sent to a testing laboratory to confirm visual classifications and to determine index properties (physical and mechanical). Four grain-size analyses were performed;

the results are provided in Appendix C.

SUBSURFACE CONDITIONS

The subsurface conditions generally consist of a surficial layer of asphalt or landscaping, underlain by layers of fill, sand, glacial till, and bedrock. Groundwater was first encountered in borings from about 5 feet to 14 feet below grade. A detailed description of subsurface materials encountered is provided below in order of increasing depth.

Surficial Materials – An about 3- to 6-inch layer of asphalt pavement was observed in borings advanced within surface parking lots (borings LB-02 LB-03, LB-07, and LB-09). An about 7- to 9-inch thick layer of pavement subbase consisting of coarse to fine sand with varying amounts of silt, and gravel was encountered below asphalt pavement in borings LB-03 and LB-09.

An about 1-inch thick layer of topsoil or landscape mulch was encountered in borings advanced within landscaped areas (LB-01, LB-05, LB-06, LB-08 and LB-10). The topsoil generally consists of brown coarse to fine sand with varying proportions of silt, and roots.

Fill – Typically, an about 2- to 18-foot thick layer of fill was encountered in all borings; a deeper fill deposit of about 21. 5 feet was encountered in the east at LB-09 and is likely attributed to the former quarry activities. The fill is generally composed of fine to coarse sand with varying amounts of clay, silt and gravel. Non-soil constituents consist of brick, concrete, asphalt, ceramic, metal, glass, leather and wood fragments, and trace amounts of coal ash, roots and organics.

SPT N-values within the fill layer vary from about 9 to 44 blows per foot (bpf), and typically range from about 12 to 24 bpf. Note that high SPT N-values within the fill layer are likely the result of obstructions (boulders, cobbles, gravel or debris) blocking the sampler. Laboratory testing of samples reported a fines content between about 10 and 56%. The fill layer is generally classified as well-graded gravel with silt and sand (GW-GM) to silty sand or silty sand with gravel (SM) in accordance with the USCS.

2 Rock Core Recovery (REC) is defined as the ratio of the total length of rock recovered to the total core run length, expressed as a percent.

3 The RQD is defined as the ratio of the summation of each rock piece greater than 4 inches long (for NX cores) to total core run length, expressed as a percent.

Jamaica Plain, Massachusetts Langan Project No. 151021801

Sand – An about 1.5 to 6 foot thick discontinuous layer of sand was encountered below the fill in borings LB-01, LB-05, and LB-07. The sand layer is generally composed of coarse to fine sand with varying amounts of silt, and gravel. SPT N-values within the sand layer vary from about 35 to 105 bpf, and typically range from about 62 to 96 bpf. Note that high SPT N-values within the sand layer are likely the result of obstructions (boulders, cobbles, or gravel) blocking the sampler.

Laboratory testing of the sample reported a fines content about 13%. The sand layer is generally classified as silty sand (SM) in accordance with the USCS.

Glacial Till – A layer of glacial till was encountered below the fill or sand and, when fully penetrated, was observed to be about 1 to 7 feet thick. Borings LB-04 and LB-05 were terminated about 13 to 7 feet into the glacial till layer, respectively. Glacial till was not observed in borings LB-02 LB-06 and LB-08. The glacial till is generally composed of silty coarse to fine sand with varying amounts of fine gravel, and trace amounts of clay. SPT N-values within the glacial till layer vary from about 32 bpf to split-spoon refusal (greater than 100 bpf). Note that high SPT N-values within the glacial till layer are likely the result of obstructions (boulders, cobbles, or gravel) blocking the sampler.

Bedrock – Bedrock was inferred as evidence by roller-bit refusal between about 5 and 26 feet below grade at LB-01 through LB-03 and LB-06 through LB-10 between about el. +52.5 and

el. +81.5. Bedrock was not encountered in borings LB-04 and LB-05. Three bedrock cores were taken in borings LB-02, LB-03 and LB-06 to determine rock properties. The bedrock was observed to be conglomerate. Recovery values ranged from about 67 to 100% and Rock Quality Designation (RQD) from zero to about 96%. Bedrock generally increases in elevation from the southwest to the northeast and outcrops were observed to the east of the proposed development area.

Groundwater – Groundwater was first encountered about 5 to 14 feet below grade during the drilling process. Observations of groundwater may be impacted by snowmelt, surficial runoff, time required for groundwater to stabilize in soils with high fines contents, and due to water being added during drilling. Observation wells were not included as part of the scope of services for the investigation. In general, groundwater elevations were observed to follow existing site contours and/or glacial till and bedrock contours from the southeast to the northwest.

Groundwater observations recorded in adjacent historical observation wells by others were about 15 (B-9OW) to 24 (B-30W) feet below grade. Groundwater, if encountered, should be expected to fluctuate with seasons, precipitation, construction activities, etc.

Jamaica Plain, Massachusetts Langan Project No. 151021801

GEOTECHNICAL DESIGN RECOMMENDATIONS

The following key geotechnical issues have been identified:

Previously placed fill across the site, in some areas significantly deep at outlier one location.

Shallow bedrock and bedrock outcrops near the north guardhouse and along the perimeter fence alignment.

Former environmental impacts to soil and groundwater may impact construction.

Our geotechnical evaluation and recommendations for seismic design, foundations, and floor-slabs are provided below.

Seismic Design

This section presents seismic design recommendations per the 9th Edition of the Massachusetts State Building Code (MSBC), CMR 780, which incorporates the International Building Code (IBC) 2015 by reference with state specific amendments. We have considered the soil conditions encountered in the borings to be consistent and representative of the soil conditions in the top 100 feet of soil at this site. We recommend the seismic design parameters outlined in Table 1 as defined by the MSCB and IBC.

Table 1. Seismic Design Values

Description Parameter Recommended Value

Mapped Spectral Acceleration for short periods: Ss 0.217 g Mapped Spectral Acceleration for 1-sec period: S1 0.069 g Site Class: -- D – Stiff Soil Profile Site Coefficient: Fa 1.6 Site Coefficient: Fv 2.4 5% damped design spectral response acceleration at short periods:

SDS 0.231 g

5% damped design spectral response acceleration at 1-sec period:

SD1 0.110 g

Anticipated Risk Category -- II

Seismic Design Category -- B

Based on the above spectral accelerations and the anticipated risk category we have estimated the Seismic Design Category (SDC). The structural engineer is responsible for confirming the appropriate use group, occupancy category, and final SDC for the proposed structure.

Jamaica Plain, Massachusetts Langan Project No. 151021801

It is our opinion that the soils at the site are not susceptible to liquefaction as defined in Section

1806.4 of the MSBC.

The site class designation above is applicable to the full development area. Select areas where bedrock was observed near the surface may be evaluated further at the structural engineer’s request. Further assessment may locally improve the site class designation along the perimeter fence alignment.

Foundations

The materials encountered at anticipated footing or fence post elevations (about 4 feet below grade) consist of granular fill or glacial till. Bedrock was also encountered within the vicinity of anticipated footing elevations. Guardhouses and vehicular gates are anticipated to be constructed using shallow spread footings. Perimeter security fences and anti-ram barriers are anticipated to be constructed as shallow pier foundations.

The proposed guardhouses, vehicular gates and security posts can be supported on shallow foundations using an allowable bearing pressure of 2,000 pounds per square foot (psf). Footing subgrades should be prepared in accordance with the Subgrade Preparation and Removal and Replacement section of this report. Lateral earth pressures and base friction values could be provided at the request of the structural engineer to refine the fence post design.

All exterior footings or piers should be constructed 48 inches or deeper below the lowest adjacent grade for frost protection. Interior footings in heated spaces may be constructed at a convenient depth below the slab; however, all bottoms of footings should be at least 1.5 feet below the finished-floor elevation. Isolated column footings should have a minimum dimension of 3 feet and strip footings should have a minimum width of 2 feet even if smaller dimensions can be justified using the recommended allowable bearing pressure.

Foundations should not be located so that one foundation is within the zone of influence of an adjacent foundation. The zone of influence is taken as a 1H:1V projection extending outward and downward from the edge of the foundation.

Settlement

Total settlement of the guardhouse structure is estimated to be on the order of 1 inch or less, provided the bearing pressure recommended here is used and the subgrade preparation work described here is performed. Differential settlements of adjacent new structure columns are expected to be about ½ inch.

Jamaica Plain, Massachusetts Langan Project No. 151021801

Floor Slabs

We recommend that ground-floor slabs be constructed as a slab-on-grade bearing on natural soils, structural fill, or compacted existing fill prepared in accordance with the recommendations herein. Slab-on-grade should be designed for a modulus of subgrade reaction of 125 pounds per cubic inch.

We recommend a minimum 6-inch-thick layer of ¾-inch clean crushed stone be included beneath the slabs to protect the prepared subgrade and to serve as a capillary break. Additionally, the final 12-inches of backfill under slabs should have a maximum particle size of ¾-inch.

A vapor barrier should be used below the ground-floor slab to limit transmission of water vapor through the slab. Omission of a vapor barrier can lead to floor-covering problems including delamination and mold.

Permanent Groundwater Control

Perimeter wall and footing drains should be installed to divert groundwater flow away from the structure during prolonged precipitation, snowmelt, or utility breaks. Manufactured geocomposite drainage panels or a 12-inch-wide layer of ¾-inch clean crushed stone should be installed against the outside of all perimeter walls and should extend to within 1 foot of adjacent surface grade. The drainage panels (or crushed stone) should connect to a perforated footing drain at the base of the footing having a minimum diameter of 6 inches. The footing drains should be connected to the site stormwater system and where possible drain by gravity. Where used, drainage panels should be secured in place and the filter-fabric side must face the soil. If clean crushed stone is used, it should be wrapped with a geotextile filter fabric.

GEOTECHNICAL CONSTRUCTION RECOMMENDATIONS

Site Preparation

Site development plans include demolition and removal of select site features. All existing foundations, floor slabs, and utilities should be completely removed within 5 feet of the proposed guardhouse footprint. Existing site features should be removed to eliminate conflicts with new utilities or structures. Critical infrastructure and utilities should be identified by the contractor, marked for protection, and reviewed for potential conflicts.

Existing utilities within the building footprint should be completely removed. Existing utilities identified for removal outside of the proposed building footprint should be removed or abandoned in place by completely filling with grout.

Jamaica Plain, Massachusetts Langan Project No. 151021801

Excavations made to remove below-grade elements should be backfilled with approved, compacted fill in accordance with the Excavation, Fill, Placement, and Compaction Criteria section of this report and any environmental requirements.

Clearing and grubbing of trees and vegetation designated for removal (including root systems) should be performed. Buried debris should be completely removed beneath proposed building slab and footing locations. Topsoil should be stripped from the proposed building areas, and should be stockpiled and protected from erosion. Topsoil should be evaluated by a landscape architect for reuse in landscape areas (if permitted by the environmental engineer). All clearing and stripping activities should be performed in strict accordance with the approved soil-erosion and sediment-control plan and the environmental reports prepared for the project.

All demolition and site-clearing work should be performed in accordance with any environmental requirements established for the site, and all local, state, and federal regulations. All debris and trees and other vegetation should be properly disposed of off site in accordance with applicable regulations. All construction work should be performed so as not to adversely impact the neighboring buildings, off site structures or utilities, including the existing utilities and trees that are to remain. Protection of these elements should be provided as necessary. Before beginning grading or placing fill, any miscellaneous trash, debris, or other unsuitable materials should be removed from the site.

Subgrade Preparation

All footing and utility-trench subgrades, except rock subgrades, should be proofrolled with six overlapping coverages of a double-drum 1-ton walk-behind vibratory roller (such as a Bomag BW75 or equivalent). All slab subgrade areas should be proofrolled before placing any concrete or structural fill with six overlapping coverages of a vibratory drum roller having a minimum static drum weight of 5 tons.

Soft areas identified during proofrolling should be excavated and replaced with approved structural fill as described in the Removal and Replacement section. The actual extent of necessary removal and replacement should be determined by a qualified Langan geotechnical engineer. Care should be taken when proofrolling near any existing underground utilities that are to remain.

Footing subgrades should be excavated about 6-inches deeper than proposed footing elevations and replaced with approved structural fill as described in the Removal and Replacement section and the Excavation, Fill, Placement, and Compaction Criteria section of this report.

Soil footing subgrades should be excavated level and if any cobbles or boulders are encountered at the footing subgrade level such that a relatively level subgrade is not achieved, the cobbles or boulders should be removed and replaced with compacted structural fill, compacted ¾-inch

Jamaica Plain, Massachusetts Langan Project No. 151021801 crushed stone, or lean concrete. All soil subgrades for footings or slabs should be compacted to the project specified compaction criteria.

If foundations are not poured in a timely manner, the subgrade should be protected with a lean concrete mud mat to protect the footing subgrades.

Where a footing or adjacent footings will bear on rock and soil, a transition zone should be created. For adjacent footings, the rock should be over-excavated a minimum of 12 inches and replaced with ¾-inch crushed gravel. For strip footings, rock should be over-excavated a minimum of 12 inches for 10 horizontal feet and replaced with ¾-inch crushed gravel. The specific requirements will be based on the field conditions observed at the subject location and the geotechnical engineer’s subsequent recommendations.

Steps should be taken by the contractor to control and remove surface-water runoff and precipitation. When soil is wet and subjected to construction traffic, previously acceptable subgrades can soften and become unacceptable. A smooth drum roller should be used to seal the surface and provide for better drainage. We also recommend crowning or sloping the subgrade to provide positive drainage off the subgrades.

Removal and Replacement

Footing subgrades should be excavated about 6-inches deeper than proposed footing elevations.

The resulting material should be proofrolled in accordance with the Subgrade Preparation section outlined herein. The excavation subgrade should be observed by the geotechnical engineer before placing any fill. The resulting excavation should be backfilled with structural fill in compacted lifts to the proposed subgrade elevation.

If encountered, soft, silty, clayey, or otherwise deleterious material, should be removed about 12-inches deeper than proposed footing elevations or to a firm and stable subbase. Appropriate drainage mechanism should be incorporated to address seepage and facilitate backfilling in a dry condition.

Placement of additional fill materials in foundation areas, if required, should be performed in accordance with the Excavation, Fill, Placement, and Compaction Criteria recommendations outlined herein.

Excavation, Fill, Placement, and Compaction Criteria

Excavation through the fill and the underlying sand and glacial till can likely be performed using conventional earthmoving equipment (e.g., backhoes, excavators, dozers, etc.). Perimeter fence areas and the north guardhouse may encounter shallow bedrock that can likely be removed using ripping methods or hydraulic hammers (e.g., hoe ram). Excavations made for footings and utilities should be conducted to minimize disturbance to the subgrade (i.e., backhoe with a smooth-edge bucket).

Jamaica Plain, Massachusetts Langan Project No. 151021801

The top of competent bedrock was encountered about 5 to 5.5 feet below grade (about el. +54.5 at LB-03 to about el. +59 at LB-02) near the proposed north guardhouse. Top of competent bedrock or inferred bedrock varied between about 5 to 26 feet below grade along the fence alignment. Rock excavation techniques may be required to excavate to the required elevations.

The actual means and methods required for rock excavation should be selected by the contractor based upon experience and capabilities. All blasting should be performed in accordance with the applicable state and local regulations and in a manner such than no on-site or off site structures or features are adversely impacted.

All excavations should be properly sloped or braced and conform with applicable OSHA regulations including, but not limited to, temporary shoring, trench boxes, temporary rock stabilization, or proper benching or both.

All excavation and backfilling must be performed in accordance with the project environmental engineer's recommendations.

The following types of fill can be used.

Structural Fill – Import structural fill should be well-graded sand and gravel having a maximum particle size of 3 inches and no more than 10% passing the No. 200 sieve.

Additionally, the structural fill should be free of organics, clay, roots, concrete, other nonsoil constituents, and other deleterious or compressible materials. Any approved imported structural fill should be certified clean fill free of hazardous substances and meeting local, state, and regulations.

Material Reuse – The contractor may reuse the on-site fill, natural sand, or glacial till as structural fill provided the soils meet the requirements for structural fill outlined above and is approved by the environmental engineer. Note that samples obtained within the fill, sand, and till layers have a fines content (material passing the No. 200 sieve) between about 9.7 and 56.3%; therefore, the soil will be sensitive to moisture. The overall amount of soil that can be reused will be dependent on the amount of fines present within the soil, the time of year the earthwork is carried out (e.g., potentially inclement weather), and the earthwork contractor’s ability to stage, aerate and process the material to facilitate placement and compaction.

General Fill – On-site soils not meeting the requirements for structural fill can be used as general fill for site landscape and other nonstructural areas (e.g., landscaped areas) if environmentally suitable for reuse. The fill may be used as general fill, if required.

Compaction Criteria – All fill should be placed in uniform 6-inch-thick loose lifts and compacted. Fill in landscaped areas should be compacted to 90% of its maximum dry unit

Jamaica Plain, Massachusetts Langan Project No. 151021801 weight as determined by ASTM D1557; all other fill should be compacted to at least 95%.

The appropriate water content at the time of compaction should be plus or minus 2% points of optimum as determined by the laboratory compaction tests of proposed fill. No backfill should be placed on areas where free water is standing or on frozen subsoil areas.

Temporary Groundwater Control

We anticipate that isolated dewatering will be required during construction. Water infiltration to the foundation excavation and during the removal and replacement program and while excavating for deeper utilities can likely be controlled using gravity-fed sump pumps via gravel trenches or sumps assisted with collector trenches; however, the final dewatering measures required should be evaluated and designed by the contractor. The dewatering measures implemented should adequately dewater all foundation-related excavations such that compaction of footing subgrades is feasible.

Collection of rainwater runoff will also be needed during the excavation of the removal and replacement program and during the subgrade preparation work. Water runoff is expected to be controlled with the use of gravel-lined collection trenches, pits and submersible pumps. Care should be taken to ensure that drainage is provided during all phases of excavation work.

Environmental pretreatment of groundwater, if necessary, is beyond the scope of this work.

Collected water should be discharged in accordance with applicable regulations.

Monitoring

We recommend that a monitoring program be developed and incorporated into the Contract Documents. Monitoring should include means to measure vibrations from construction operations and rock removal. Further, the MBTA may require monitoring for construction within the vicinity of the Green Line. The type and locations of specific monitoring equipment, threshold values, and durations should be developed based on review of the anticipated construction means and methods in conjunction with proximity and type of existing structures, critical infrastructure (to be identified by others) and utilities. The purpose of performing monitoring is to provide reasonable feedback to the contractor with respect to protecting existing structures and utilities, and to assess any necessary changes to means and methods of construction.

We recommend that a monitoring plan and project specifications be completed prior to construction. These would detail the methods and equipment required for monitoring vibration and movement, and would provide limits along with requirements for frequency of readings and reporting. The monitoring program may include optical surveying, seismographs (vibration monitoring), and crack gauges. We recommend that all monitoring be performed by a third-party consultant independent of the contractor; however, the contractor should reserve the right to perform additional monitoring. Monitoring should be performed throughout foundation

Jamaica Plain, Massachusetts Langan Project No. 151021801 construction. Threshold criteria should be developed during deign and coordinated with the structural engineer.

Soil Management of Excavated Soils During Construction

Based on numerous subsurface investigations performed at the site, the presence of contaminated soil and groundwater has been documented. It is anticipated that the excavation and off-site disposal of soils during construction may be conducted under a Release Abatement Measure (RAM) Plan and in accordance with a Soil Management Plan and the Activity and Use Limitation (AUL). Soil management shall be in compliance with local, state, and federal regulations, and with the Massachusetts Contingency Plan (310 CMR 40.0000), as well as, the RAM Plan and AUL.

Environmental consulting for the project is provided by others and outside the scope of this study.

SERVICES DURING DESIGN, CONSTRUCTION DOCUMENTS AND CONSTRUCTION

QUALITY ASSURANCE

During final design, Langan should be retained to consult with the design team as geotechnical questions arise. Technical specifications and design drawings should incorporate our recommendations. When authorized, we will assist the design team in preparing specification sections related to geotechnical issues such as utility protection and monitoring plan, earthwork, shallow foundations, backfill, and excavation support. Langan should also, when authorized, review the project plans and contractor submittals relating to materials and construction procedures for geotechnical work to confirm the designs incorporate the intent of our recommendations.

Langan has explored and interpreted the site subsurface conditions and developed the foundation design recommendations contained here, and is therefore best suited to perform quality-assurance observation and testing of geotechnical-related work during construction. The work requiring quality-assurance confirmation or special inspections per the Building Code includes, but is not limited to, earthwork, shallow foundations, backfill, and excavation support.

Recognizing that construction observation is the final stage of geotechnical design, quality-assurance observation during construction by Langan is necessary to confirm the design assumptions and design elements, to maintain our continuity of responsibility on this project, and allow us to make changes to our recommendations, as necessary. The foundation system and general geotechnical construction methods recommended herein are predicated upon Langan’s assisting with the final design and providing construction observation services for the owner. If Langan is not retained for these services, we cannot assume the role of geotechnical engineer

Jamaica Plain, Massachusetts Langan Project No. 151021801 of record, and the entity providing the final design and construction observation services must serve as the engineer of record.

LIMITATIONS

The conclusions and recommendations provided in this report result from our interpretation of the geotechnical conditions existing at the site inferred from a limited number of borings as well as information provided by ThinkForm. Actual subsurface conditions may vary.

Recommendations provided are dependent upon one another and no recommendation should be followed independent of the others.

Any proposed changes in structures or their locations should be brought to Langan’s attention as soon as possible so we can determine whether such changes affect our recommendations.

Information on subsurface strata and groundwater levels shown on the logs represent conditions encountered only at the locations indicated and at the time of our exploration. If different conditions are encountered during construction, they should immediately be brought to Langan’s attention for evaluation because they might affect our recommendations.

This report has been prepared to assist the owner, architect, and structural engineer in the design process and is only applicable to the design of the specific project identified. The information in this report cannot be used or depended on by engineers or contractors involved in evaluations or designs of facilities (including underpinning, grouting, stabilization, etc.) on adjacent properties beyond the limits of that which is the specific subject of this report.

Environmental issues (such as permitting or potentially contaminated soil and groundwater) are outside the scope of this study and should be addressed in a separate evaluation.

\\langan.com\data\BOS\data8\151021801\Project Data\_Discipline\Geotechnical\Reports\151021801 - JP VA Medical Center GT Report.docx

FIGURES

Legend Site Boundary

Legend Site Boundary FIRM Panels Cross-Sections Limit Lines SFHA / Flood Zone Boundary

1% Annual Chance Flood Hazard Regulatory Floodway Special Floodway Area of Undetermined Flood Hazard

0.2% Annual Chance Flood Hazard Future Conditions 1% Annual Chance Flood Hazard Area with Reduced Risk Due to Levee Area with Risk Due to Levee

APPENDIX A

Table 3: Monitoring Well Survey Information 150 South Huntington Avenue, Boston, Massachusetts

MassDEP RTN: 3-28071

Monitoring Well WC-1 WC-2 WC-3

Well Elevation (ft) (Top of Casing) 100.001 100.69 100.42

Depth to Water (ft) 21.54 25.62 22.72

Groundwater Elevation 78.46 75.07 77.7

1. Assumed benchmark elevation.

Boring No.

WC-1

START DATE: BORING DEPTH BGS: 31.5

CONTRACTOR: GeoSearch, Inc. WELL DEPTH: 31.5 PAGE GEOLOGIST: Kyle Apigian SCREEN LENGTH: 10' 1 of 1 DRILLING METHOD: Augur/Air hammer SLOT SIZE: 0.01

SAMPLING METHOD: N/A G.WATER DEPTH: 28.5'

Sample Rec. PID Depth ID Length (ppm)

N/A N/A N/A N/A 0'-2' :

2'-31.5': Bedrock.

BORING LOG

Soil Description and Field ObservationsBlows

March 15, 2009

150 South Huntington Street

Jamaica Plain, Massachusetts

Brown, dry, fine to coarse SAND, some fill material (bricks, asphalt).

0'

4'

8'

Ground Surface

980 Washington Street Suite 325N Dedham, MA 02026

(781) 251-0200

12' flush mounted road box in 2'x2' concrete pad hydraulic grout bentonite sand filter

1" PVC

19'

16'

20'

24'

21.5'

18'

WC-2

START DATE: BORING DEPTH BGS: 34'

CONTRACTOR: GeoSearch, Inc. WELL DEPTH: 34' PAGE GEOLOGIST: Kyle Apigian SCREEN LENGTH: 10' 1 of 1 DRILLING METHOD: Augur/Air hammer SLOT SIZE: 0.01

SAMPLING METHOD: N/A G.WATER DEPTH: 29'

Sample Rec. PID Depth ID Length (ppm)

N/A N/A N/A N/A 0'-2' :

2'-34': Bedrock.

Brown, dry, fine to coarse SAND, some fill material (bricks, asphalt).

BORING LOG

Soil Description and Field ObservationsBlows

March 15, 2009

150 South Huntington Street

Jamaica Plain, Massachusetts

0'

4'

8'

Ground Surface

980 Washington Street Suite 325N Dedham, MA 02026

(781) 251-0200

12' flush mounted road box in 2'x2' concrete pad hydraulic grout bentonite sand filter

1" PVC

22'

16'

20'

24' 24'

21'

WC-3

START DATE: BORING DEPTH BGS: 34'

CONTRACTOR: GeoSearch, Inc. WELL DEPTH: 34' PAGE GEOLOGIST: Kyle Apigian SCREEN LENGTH: 10' 1 of 1 DRILLING METHOD: Augur/Air hammer SLOT SIZE: 0.01

SAMPLING METHOD: N/A G.WATER DEPTH: 29'

Sample Rec. PID Depth ID Length (ppm)

N/A N/A N/A N/A 0'-2' :

2'-34': Bedrock.

Brown, dry, fine to coarse SAND, some fill material (bricks, asphalt).

BORING LOG

Soil Description and Field ObservationsBlows

March 15, 2009

150 South Huntington Street

Jamaica Plain, Massachusetts

0'

4'

8'

Ground Surface

980 Washington Street Suite 325N Dedham, MA 02026

(781) 251-0200

12' flush mounted road box in 2'x2' concrete pad hydraulic grout bentonite sand filter

1" PVC

22'

16'

20'

24' 24'

21'

APPENDIX B

APPENDIX C

Client: Langan Engineering Project: VA Site Security Location: Jamaica Plain, MA Project No: GTX-315062 Boring ID: --- Sample ID: LB-05 Depth : 2-2.5'

Sample Type: bag Test Date: 02/24/22 Test Id: 659230

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, olive brown gravel with silt and sand Sample Comment: ---

Particle Size Analysis - ASTM D6913 printed 2/28/2022 11:33:27 AM

1/ in c in ch

3/

1/

Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1 1/2 inch

1 inch

3/4 inch

1/2 inch

3/8 inch

#4

#10

#20

#40

#60

#100

#140

#200

37.50

25.00

19.00

12.50

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

9.7

Coefficients D =28.1475 mm85

D =13.1459 mm60

D =6.2706 mm50

D =1.0455 mm30

D =0.1964 mm15

D =0.0790 mm10

C =166.404u C =1.053c

Classification

ASTM N/A

AASHTO Stone Fragments, Gravel and Sand (A-1-a (1))

Sample/Test Description Sand/Gravel Particle Shape : ANGULAR

Sand/Gravel Hardness : HARD

Location: Jamaica Plain, MA Project No: GTX-315062 Boring ID: --- Sample ID: LB-07 Depth : 6-8'

Sample Type: jar Test Date: 02/24/22 Test Id: 659231

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, brownish yellow silty sand Sample Comment: ---

Particle Size Analysis - ASTM D6913 printed 2/28/2022 11:33:29 AM

3/

Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

3/4 inch

1/2 inch

3/8 inch

#4

#10

#20

#40

#60

#100

#140

#200

19.00

12.50

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Coefficients D =1.4826 mm85

D =0.5904 mm60

D =0.4815 mm50

D =0.2817 mm30

D =0.0973 mm15

D =N/A10

C =N/Au C =N/Ac

Classification

ASTM N/A

AASHTO Stone Fragments, Gravel and Sand (A-1-b (0))

Sample/Test Description

Location: Jamaica Plain, MA Project No: GTX-315062 Boring ID: --- Sample ID: LB-08A Depth : 6-6.5'

Sample Type: jar Test Date: 02/24/22 Test Id: 659232

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, brownish olive sandy silt Sample Comment: ---

Particle Size Analysis - ASTM D6913 printed 2/28/2022 11:33:31 AM

Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

#4

#10

#20

#40

#60

#100

#140

#200

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Coefficients D =0.4208 mm85

D =0.1083 mm60

D =N/A50

D =N/A30

D =N/A15

D =N/A10

C =N/Au C =N/Ac

Classification

ASTM N/A

AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Location: Jamaica Plain, MA Project No: GTX-315062 Boring ID: --- Sample ID: LB-08B Depth : 6.5-8'

Sample Type: jar Test Date: 02/24/22 Test Id: 659233

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, grayish brown silty sand with gravel Sample Comment: ---

Particle Size Analysis - ASTM D6913 printed 2/28/2022 11:33:33 AM

Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

1 inch

3/4 inch

1/2 inch

3/8 inch

#4

#10

#20

#40

#60

#100

#140

#200

25.00

19.00

12.50

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Coefficients D =13.6851 mm85

D =1.5037 mm60

D =0.6184 mm50

D =0.1714 mm30

D =N/A15

D =N/A10

C =N/Au C =N/Ac

Classification

ASTM N/A

AASHTO Stone Fragments, Gravel and Sand (A-1-b (0))

Sample/Test Description p

REGULATED BUILDING MATERIALS

AND SOIL SAMPLING SURVEY REPORT

A/E Design Services to Install Site Security Campus-Wide, Jamaica Plain VAMC

150 South Huntington Avenue, Boston, Massachusetts

Mabbett Project No. R2021029.000

January 20, 2022

Prepared For:

Mr. Tim Bleck ThinkForm Architects 38 E Broad St., Suite 3 Hopewell, NJ 08525

Mabbett & Associates, Inc. www.mabbett.com 105 Central Street, Suite 4100 Stoneham, MA 02180-1260 T. 781-275-6050 F: 781-954-5155 Massachusetts | Virginia | Rhode Island | New York

© 2022, Mabbett & Associates, Inc.

REGULATED BUILDING MATERIALS AND SOIL SAMPLING SURVEY REPORT

A/E Design Services to Install Site Security Jamaica Plain VAMC

© 2022, Mabbett & Associates, Inc. Page i January 20, 2022 Project No. R2021029.000 Jamaica Plain VAMC RBM Survey Report

ACKNOWLEDGEMENT

This Regulated Building Materials and Soil Sampling Survey Report has been prepared by Mabbett & Associates, Inc. (Mabbett®) for ThinkForm Architects in support of A/E Design Services to Install Site Security Campus-Wide at the VAMC Jamaica Plain located in Boston , Massachusetts. The information presented herein is based on the facts and information conveyed to or received by Mabbett during the preparation of this report. If any of the information provided to Mabbett that was used in preparing this report is incorrect, incomplete, or subject to change, Mabbett would wish to alter its opinion(s) accordingly. In addition, the professional opinions and information contained in this report are based solely on the requirements of the applicable regulations and technical data as known to Mabbett as of the date of this report and considered applicable to this report.

The attached Regulated Building Materials and Soil Sampling Survey Report was prepared by Kevin M. Donovan, Senior Environmental, Health & Safety Specialist of Mabbett & Associates, Inc.

This report has been reviewed and approved by:

Michael F. Delaney Director, Building Sciences Group

KMD/MFD:rsg

© 2022, Mabbett & Associates, Inc. Page ii January 20, 2022 Project No. r2021029.000 Jamaica Plain VAMC RBM Survey Report

TABLE OF CONTENTS

SECTION PAGE

1.0 INTRODUCTION

1.1 Summary of Survey Results

1.2 Purpose and Objectives

2.0 ASBESTOS SURVEY

2.1 Sampling Methodology

2.2 Analytical Methodology

2.3 Summary of Asbestos Containing Materials Findings

3.0 LEAD CONTAINING PAIN SAMPLING

4.0 ASBESTOS AND…